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HomeMy WebLinkAboutSEPA E2000-020 - SABEY CORPORATION - SEPA PLANNED ACTION FOR SHELL CONSTRUCTIONE2000 -020 INTERGATE CORPORATE 12540 TUKWILA INTERNATIONAL BLVD. Sent by: SHANNON & WILSON, INC. 206 695 6777; 11/08/00 12:44; JetFax #618;Page 2 I1IN0N SA toWILSON s INC. November 8, 2000 City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 -2599 Attn: Mr. Mike Cusick SEAT:'LCC NI:: II AND FAIF1DANKS A�CIlUHA( I]FNVEIP SAINT LUUIS 906'i :IN RECEIVED CITY OF TUKWILA NOV - 8 2000 PERMIT CENTER RE: PEER REVIEW, GEOTECHNICAL ENGINEERING STUDY, AND PLANS FOR INTERNATIONAL CORPORATION CAMPUS EAST, NORTHEAST OF THE INTERSECTION OF SOUTH 126TH STREET AND PACIFIC HIGHWAY'; SOUTH IN TUKWILA, WASHINGTON We are pleased to submit herewith our comments for the preliminary grading permit on above - referenced project. The comments are divided into sections, which are included a; attachments to this letter. Each section covers a separate document. The documents incl•.ide the geotechnical engineering reports and some of the plan sheets.. They are listed as references after the signature at the end of this letter. We have tried to review all of the writing and drawings in the geotechnical reports. We Have used the backup subsurface exploration and laboratory testing information during the rev:'::w as factual data and have not commented on the information. We have tried to review all asrircts of 11 the figures in the reports and the plan sheets. There is information on some of these sheets that was not legible. Where we felt that the information could be important to the review, we have made a comment to that effect. However, there may be instances where information was totally obscured and we did not see it. As with any large body of engineering work, the documents are interwoven and the des hers have spent much more time correlating and synthesizing the information than can be done: in a review. There may be comments that we have made that are based on a misunderstandir..q;of the written documents or that could be explained based on information not presented in the reports or on the drawings. However, if we had a review comment others would also, so each instance needs to be addressed, whether it is our direct comment or something related. 400 NORTH 34TH STREET • SUITE 100 P.U. BOX 300303 SEATTLE. WASHINGTON 9e103 206.632.8020 FAX 206.695.6777 TDD: 1.800.833.6388 21- 1 -09:? X 8 -001 Sent by: SHANNON 4 WILSON; INC. City of Tukwila Attn: Mr. Mike Cusick November 8, 2000 Page 2 206 695 6777; 11/08/00 12:44; JctFax #618;Page 3/19 SHANNON &WILSON, INC. There are numerous comments, which we consider significant and will require review and analysis after they have been addressed and before any preliminary grading permit is issued. Thank you for this opportunity to work with you. If you have any questions, please feel free to call the undersigned at. (206) 632 -8020. Sincerely, SHANNON & WILSON, INC. ;7/0.17.- mas C. T Kinney, Ph.D., P Vice President TCK:JRS /tck Enclosures: Important Information About Your Geotechnical Report References: Reports ► Attachment 1 — Report, Geotechnical Engineering Study, ICC - Building 9, Tukwila International Boulevard, Tukwila, Washington (E- 2579 -31C), September 6, 2000;; by. Earth Consultants ► Attachment 2 — Report, Geotechnical Engineering Study, ICC — Proposed Garage, Tukwila International Boulevard, Tukwila, Washington (E- 2579 -31B), September 18, 2000, by Earth Consultants ► Attachment 3 — Report, Geotechnical Engineering Study, ICC — Buildings 7 and 8 Tukwila International Boulevard, Tukwila, Washington (E -2579 -31B), September6, 2000, by Earth Consultants Plan Sheets ► Attachment 4 - Plan Sheets, Proposed Boundary Line Adjustment for International Gateway East, LCC, by David Evans dated September 20, 2000, Sheet 1 of 1 ► Attachment 5 — Plan Sheet, International Corporation Campus East by Lance Mueller Associates dated 8 -2 -00. Existing Conditions for Intergate East, Sabey Corporation, Tukwila, Washington, by David Evans and Associates, dated September 7, 2000. ►. Attachment 6 — Site Plan by Lance Mueller & Associates, dated 8 /2/00, Sheets A11 and A1.2 21- 1 -09218-0O1.L l /wp/Ikd 21 -1 -092 J8 -001 Sent by SHANNON & WILSON, . INC. 206 695 6777, 11/08/00 12:44; JetFax #618;Page 4/19 ATTACHMENT 1 REPORT SHANNON iWILSON. INC. Geotechnical Engineering Study, ICC — Building 9, Tukwila International Boulevard Tukwila, Washington (E- 2579 -31B), September 6, 2000, by Earth Consultants. ► Overall Comment This is a preliminary report in that many of the items needed for a complete design are missing. The designs for pavements, deep foundations, and drainage are missing;to name a few. ► Page 3 — paragraph 2 "Light to moderate groundwater flow," is very ambiguous and, "measures to intercept groundwater seepage around the perimeter of the excavation," is totally open to interpretation. This is a potentially big issue that should be covered in detail. It appears the very safety of Highway 99 may be dependent on how this is handled. We . recommend that this analysis be expanded to assure to the City's satisfaction that „the groundwater conditions will be handled satisfactorily. ► Page 4 — paragraph 2 - line 5 There is some question in our minds as to whether moderate seepage coming out of a loose sand fill on a 1 Vertical to 1 Horizontal (1 V:1 H) cut slope can be controlled with trenches and sumps inside the excavation. This issue is discussed in detail while discussing later sections. • Page 5 — paragraph 1— line 10 A seismic coefficient of 0.2 was used. This is conservative. ► Page 5 - paragraphs 1 and 2 and Table — Slope Stability It would be informative to see the critical slip surfaces, the material properties, and the groundwater conditions used in the analyses. The table and the drawing on Plate•5 show the existing conditions, but there is no information about the construction conditions or the final conditions except that during construction there will be a 1:1 or a 1:5:1 slope and a final slope will be 2:1 somewhere. Our assumption is that the existing and } construction conditions calculated are for static conditions. The construction factor of safety was calculated to be 1.1. When factors of safety this low are calculated, it becomes necessary to do a probabilistic analysis. We cannot estimate the material properties, the subsurface profile, or the groundwater conditions to within 10 percent and the method of analysis is not perfect, even in a homogenous, isotropic medium. Translated — the error in the analysis is more than the calculated factor of safety. When dealing with small slopes that do not do serious damage when they fail, it is reasonable to take some risk. If this is the situation here, we are not particularly concerned. If, however, there are loss of life issues or potential damage to non -owned property such as Pacific Highway South, we believe that more conservatism needs to be demonstrated. We recommend that the slope stability analysis be done in considerably more detail to show that variations in parameters and the seriousness of the risk are addressed to the City's satisfaction. Page 5 — paragraph 3 (immediately following the table) The authors apparently recognize the un- conservatism of the calculated 1.1 factor of safety for construction conditions. The recommendation is made that instrumentation be 21- l - 09218 -001.L 1 /wp/lkd 21 -1- 092x18 -001 Sent by: SHANNON & WILSON, INC.. 206 695 6777; 11/08/00 12:45; JetFax #618;Page 5/19 ATTACHMENT 1 SHANNON &WILSON. INC. Page 2of5 set up and monitored to give advanced warning of a failure. Conceptually, this is good if the risk of a failure is sufficiently low. A failure here could be rapid under which'. circumstances the monitoring could at best reduce the risk of loss of life. Even if it were slow, there is a high likelihood that it would be too fast to do any serious stabilizing of the area. Presumably, the steep slopes are constructed so that construction can occur at the bottom, which eliminates the possibility of any practical form of buttressing. The options left involve constructing some form of retaining wall or other earth anchoi system, which would be time - consuming and expensive given the limited working; conditions. Given the low factor of safety and the apparent significance of a failure, we consider this approach to have some risk and, at the very least, we recommend that parties who could be involved in a failure be made part of the decision team, both.during design and during construction. A second option would be to construct a higher factor of safety system shoring at the start.` ► Page 6 — paragraphs 3, 4, and 5 This starts a long series of concerns regarding the definition and use of "structural'fill ". Paragraph 5 gives the classic definition of "structural fill ". However, most of the native soils are silty sand, silt, or clay and, in our opinion, not materials that should be used for structural fill. In general, they will be very difficult to work and will be spongy when compacted. In addition, they will be frost- susceptible and this is a wet environment with some cold weather; We concur that 90 percent of D1557 may be a practical limit'pf compaction of many of these materials, particularly if placed in 12 -inch lifts, but it;does not seem to us that this is dense enough for most structural fill applications. Ninety-five percent compaction is recommended for the top foot under walks and pavements., zIt may be difficult to achieve this level of density in the silt and clay soils even under ideal conditions. The Last sentence in paragraph 3 states that existing fill soils should not be used in structural areas. Our interpretation of the boring logs is that the fill is no worse than the native soils if it is cleaned of deleterious material, adjusted for moisture content, and compacted. We recommend that this section of the report (and other sections where this topic is applicable) be rewritten to put more conservative limits on what materials can be used for various applications on the project. ■ Page 7 — paragraph 1 The term, "competent native soils," is used without definition. We presume "competent" means able to perform the design function. In this case it is necessary to hold 10,000 pounds per square foot (psf). At this pressure, the 800 k column footing would 4'9 feet square. In some areas, the ground within a few feet of the footing appears to have <blow counts in the order of 40 to 60. We would not ordinarily assign a bearing pressure of this magnitude on any shallow foundation, but it is probably safe on these materials. t However, there are other native materials below the footing levels with much lower blow counts. Borings 8 and 9, for instance, terminate without finding blow counts in excess of 30. In our opinion, 10,000 psf is too high in these materials. We recommend being more specific in the report with regard to what competent means, how it is to be determined during design and in the field during construction, and what to do if it is not encountered where anticipated. 21- I. 09218 -00 I .L I/wp/Ikd 21 -1 -09218 -001 r�, Sent by: SHANNON & WILSON, INC. 206 695 6777; 11/08/00 12:46; JetFax #618;Page 6/19 ATTACHMENT 1 SHANNON &WILSON. INC. Page 3 of 5 ► Page 7 — paragraph 1 line 7 This sentence recommends that a maximum of 3,000 psf be used on structural fill. This is evidence that the authors do not have much faith in their structural fill, which brings us back to the comment above about structural fill. ' • Page 7 - paragraph 1.— lines 1 through 11 These two sentences are poorly worded. We suspect that the content is adequate. Two suggestions would be to change "would be provide with" to "will provide" and to change "assumed" to "used ". ► Page 7 — paragraph 5 In our opinion, the friction value of 0.4 is reasonable although the factor of safety;rnight be less than 1.5 if the foundation is on silt or clay. The allowable passive pressureris also probably reasonable, but there needs to be more caveats and a factor of safety of 1' r5 is too low because of strain compatibility. Using a factor of safety of at least 2, we need an ultimate capacity of 800 psf. This requires a reasonably compact high quality material. In addition, there is frequently excavation around the outside of a building, which could destroy the passive resistance. We recommend adding the requirements for the material and the placement. We also recommend either reducing the thickness that can be(v.sed or otherwise making provisions for soil at that level permanently. ► Page 8 — paragraph 2 The values of lateral pressure presented in this paragraph are probably reasonable if the granular materials are used, the soils are compacted but with light equipment, and drainage is adequate and functioning. We recommend that the appropriate restrictions be written into this paragraph. In addition, it is not at all clear how to use the surcharge load. . '} ► Page 8 — paragraph 3 This paragraph refers to Plate 7, but there are differences between them. Comments made with regard to that figure are given later. ► Page 9 paragraph 5 It appears that one option on loose or unstable soils is to stabilize them and then add 1 foot of structural fill. From this document, it also appears 1 foot of structural filfl;over fill would also be acceptable. We do not generally allow slabs on grade where we•have no idea what the soils are and there is a good possibility that they are very compressible. In our opinion, the report should limit the use of fill as a subgrade under floor sla%3. It should detail how to decide what is stable and what is not in both the design and 1:4e construction phases. The report should also detail how geotextiles and/or crushed ..sock could be used to stabilize a loose or unstable soil. • Page 9 paragraph 5 . This is expected to be a wet site so the plastic membrane should be used. ) . Page 10 — paragraph 1— line 4 This section is very minimalistic. The emergency response for when, how, and with what needs to be detailed before construction starts. If we were a contractor with this document in hand, we would assume dumping ballast would cure all our problems. This 21 -1- 09218 -001 21 -1- 09218- 001,Lliwp/lkd Sent by: SHANNON & WILSON, INC,. 206695 6777; • 11 /08/00 12:46; JetFax #618;Page '7/19 • ATTACHMENT 1 SHANNON 6WILSON, INC. Page4of5 section needs to be expanded. Perhaps the expansion is part of the final plan review under erosion control. Page 10 — paragraph 2 - line 2 There is some confusion here. The statement is about permanent foundation walls:but it calls out a figure, which is obviously for free - standing retaining walls. • Page 11 - paragraph 4 Is the structural fill used to refill overexcavation below a depth of 1 foot to be compacted to 90 percent or 95 percent? We prefer 95 percent, but the report as written indicates 90 percent may be adequate. ► Page 12 — top part Is a final design forthcoming? Who is going to do it? ► Plates 2, 3, and 4. The color issue is a big one. Colors can be used that will copy tighter but still be visible. There is a probability of serious errors being developed because some information on the drawings is not visible. ► Plate 6 ► How does the surcharge get added into the horizontal pressure? The report says to add 2 feet to the height of the wall, but this figure shows a vertical pressure with no way to convert. We feel that specific and consistent rules for adding surcharge, should be incorporated into the design.. �: ► The dynamic thrust is not optional. It should be included on the drawing with 'the soil pressure. ► It appears to us that there should be some discussion of the material used in the backfill of this wall and the method of compaction. The pressures shown are similar to those that would be expected for a braced excavation in sand with an angle of internal friction of about 33 degrees. This is reasonable if the backfill is granular, there is good drainage, and the backfill is compacted to a relatively high density with small equipment. The ground rules should be transmitted to the designers, either here or in the report. ► Plate 7 ► The drainage behind this wall is only valid for walls less than about 2 1/2 feet high above the ground line. This should be stated or the figure should be revised; ► The wedge of `unclassified backfill" on this drawing is called "structural fill" on page 8 — paragraph 3- line 3 of the report. We feel it should be structural fill. k ► The sources of water are from the top and back, both of which are fine - grained but quite possibly non - cohesive soils. The drains are all called out to be rock,.whiiih implies coarse material. We feel serious thought should be given to the possibility of the fine - grained material entering the drainage material. ► We have not seen the compaction specifications for the subgrade. ► Note 1 refers to ;classified backfill but none is shown on the drawing. ► Plate 8 ► The floor on the inside is not dimensioned. ► No hydraulic connection is shown between the floor underdrain and the footing drains. 21 -1- 09218- 001.Lihnp/lkd 21 -1- 092:18 -001 Sent by: SHANNON & WILSON, INC. 206 695 6777; 11/08/00 12:47; JetTax #618;Page 8/19 ATTACHMENT 1 SHANNON MWILSON.INC. Page 5 of 5 o We are not sure why there is a difference in the drainage material between Plate? and Plate 8. . : ► In what ways does a replacement filter fabric have to be equivalent to Mirafi .140? ► Plate 9 ^1 ► It would probably be easier for a laboratory to find a more current copy of D1557. ► This is the first mention of "select fill' and there is no definition. ► The term "base material" or "base rock" maybe appropriate for roads, but it is not used in connection with floor slabs. ► The names for items on the drawing and the report should agree. 21.1.09218- 001.Llnup/lkd 21 -1- 09218 -001 Sent by: SHANNON & WILSON, INC. 206 695 6777; 11/08/00 12:47; JetFax #618;Page 9/19 ATTACHMENT 2 REPORT Geotechnical Engineering Study, ICC — Proposed Garage, Tukwila International Boulevard, Tukwila, Washington (E- 2579 -31C), September 18, 2000, by Earth Consultants SHANNON &1MLSN, INC. This report has many sections and paragraphs within sections that are identical to the building 9 report. It would be confusing and superfluous to repeat the comments, so those sections that are the same have been called out. To determine whether or not there are comments on those sections, refer to the building 9 report comments. There is not perfect alignment between page numbers and paragraph numbers. but they are similar. Page 1 — paragraph 1 (essentially the same as the building 9 report) Page 2 - paragraph 2 (essentially the same as the building 9 report) ► Page 3 — paragraphs 1 and 2 (essentially the same as the building 9 report) ► Page 3 — paragraph 3 —lines 7 There is a critical word missing in this sentence. Maybe "on "? We assume that the slab- on -grade is the bottom floor of the parking garage. Does there need to be a caveat' regarding no connection between the slab -on -grade and the building? ►, Page 4 — paragraph 5 — line 7 Variable length piles will be necessary regardless of what kind of pile they are. We recommend taking out, "if driven piles are used ". ► Page 5 — paragraph 1 Does there need to be some method of defining the top of the bearing layer in this report? ► Page 5 — paragraph 2 Can there be any value assigned to friction along the bottom of pile caps and grade' beams? The load of the structure is on the piles so theoretically, and perhaps practically, there will be no vertical load. After liquefaction or any other cause of settlement,There will be no load. We recommend either eliminating the use of friction along the base or justifying why it can be used to the City's satisfaction. ► Page 5 — paragraph 5 to page 6 — paragraph 5 (essentially the same as the building ,9 report) ► Page 6 — paragraph 6 Do we,need to define the magnitude of the earthquake required to cause liquefaction? Do we need a recurrence interval on this earthquake so the designers can do the economic analysis to determine whether or not to structurally support the floor? Six inches of settlement seems high. ► Page 7 - paragraph l (essentially the same as the building 9 report) ► Page 7 paragraph 2 (essentially the same as the building 9 report) ► Page 7 — paragraph 3 Should there be some definition of heavy seepage? ► Page 7 — paragraph 4 through page 8 — paragraph 4 (essentially the same as the building 9 report) 21 -1 -09218- 001.LUwp/1kd 21 -1- 092;18 -001 Sent by:: SHANNON & WILSON, INC. 206 695.6777;: ATTACHMENT 2 Page 2 of 2 ► Page 8 — paragraph 5 Should heavy flow be defined? Why is support needed for deep utilities? If a hard spot is formed, the utilities will become overstressed when the surrounding ground settles. How will a geotextile or rock ballast help stabilize the trenches? ► Page 8 - paragraph 5 to end of report and figures (essentially the same as the building 9 report) 11/08/00 12:47; JetFax #„618;Page 10/19 SHANNON f&WIL3ON. INC. 21.1. 09218 -001.L 1/wp/Ikd Sent by: SHANNON & WILSON, INC. 206 695 6777;. 11/08/00 12:47; JetFax #618;Page 11/19 SHANNON &WILSON. INC. ATTACHMENT 3 REPORT Geotechnical Engineering Study, ICC Buildings 7 and 8, Tukwila International Boulevard, Tukwila, Washington (E- 25 79 -31B), September 6, 2000, by Earth Consultants This report has many sections and paragraphs within sections that are identical to the building 9 report. It would be confusing and superfluous to repeat the comments, so those sections that are the same have been called out. To determine whether or not there are comments on those sections refer to the building 9 report comments. There is not perfect alignment between'page numbers and paragraph numbers, but they are similar. . ► Page 1 — paragraph 1 through page 5 — paragraph 2 (essentially the same as the building 9 report) ► Page 5 — tables These tables are different than . the table in report 9. Although these numbers do n'ot draw the attention the ones in the report for building 9 did because they are more reasonable, the same questions exist about the material properties and the actual analyses. These tables should be reviewed again after the questions on the other report have been addressed. ► Page 5 paragraph 3 through end of report including figures (essentially the same as the building 9 report) 21-1-092 18-001.L l iwp/lkd 21- 1- 09218 -001 Sent by: SHANNON & WILSON, INC. 206 695 6777; 11/08/00 12:48; JetFax #618;Page 12/19 SHANNON &WILSON. INC. ATTACHMENT 4 PLAN SHEETS Proposed Boundary Line Adjustment for International Gateway East, LCC, ■ A • • V, Sent by: SHANNON & WILSON, INC. 206 695 6777; 11/08/00 12:48; JetFax #618;Page 13/19. SHANNON iWILSQN, INC. ATTACHMENT 5 PLAN SHEET International Corporation Campus East by Lance Mueller Associates dated 8 -2 -00 Sent by: SHANNON & WILSON, INC. 206 695 6777; 11/08/00 12:48; JetFax #618;Page 14/19 SHANNON 6WILSON, INC. PLAN SHEET Existing Conditions for Intergate East, Sabey Corporation, Tukwila, Washington by David Evans and Associates, dated September 7, 2000 ' Sheets 1 of 6 through 6 of 6 ► Sheets 1 of 6 and 2 of 6— existing conditions • Checking these sheets is either outside our area of expertise or the information is factual in nature and therefore there is nothing to check. ► Sheet 3 of 6 — Grading. Drainage and TESC Plan (Buildings 7 and 81 „► It is likely that controlling water will be a problem on this project. One option is to design a system to minimize the problem and the other is to let the contractor deal with it as long as the impact to the neighbors is controlled. The two big issues regarding, neighbors that are obvious are the stability of the slopes along SR -99 and the sediment in the runoff on the down -slope properties. The City should require these statements be included. ► Note 4 - Minimized is a very loose tern. Should there be limits? , " ► Note 5 — The note says to upgrade as necessary for unexpected storms. How does that get done? ► Note 9 — Does the term storm event need to be defined? ► Note 10 - This note requires that sediment -laden soil not be allowed to go into the downstream system. Should there be a definition of sediment laden? ► Note 11 — Minimum thickness is not defined. ► Note 12 — Does not allow sand bags but does allow pea gravel bags. This seems strange if the purpose of the bag is to limit the amount of water or silty water going through it. • Note 13 — Says to do something if necessary but the conditions to make it necessary are not defined. ► Plan View ► The details of the sediment pond are not clear. Therefore, we are not sure whether or not it will be stable. ► There is a concern regarding the stability of the 1 Horizontal to 1 Vertical (1H: 1V) slopes as discussed in the reports. r; • The details where the interceptor trench goes through a pipe down the steep slopes is not very well defined • Sheet 4 of 6 — Grading. Drainage and TESC Plan (Building 91 ► General ► It is likely that controlling water will be a problem on this project. One option is to design a system to minimize the problem and the other is to let the contractor deal with it as long as the impact to the neighbors is. controlled The two big issues regarding neighbors that are obvious are the stability of the slopes along SR-99� and the sediment in the runoff on the down -slope properties. The City should require these statements be included. • Fabrics and filter fabrics should be called geotextiles. 21.109218 -001.L l/wp/ikd 21 -1 -09218 -001 Sent by: SHANNON & WILSON, INC. 206 695 6777; 11/08/00 12:48; JetFax #618;Page 15/19 PLAN SHEET Paget of 3 ■ • • SHANNON €WILSON, INC. ► The properties of the necessary geotextiles should be specified not the #'"►* or equal. If you use or equal, then the points that need to be compared need to be specified. Nothing is equal to anything else. Siltation Fence Detail The geotextile should be tied to the fencing: • ' As directed by local government doesn't seem right. Perhaps in accordance with local government specifications. ► The term or equal should not be used for the 2x2s unless the equal properties are specified ► . The term "or equal" should not be used for the wire mesh unless the equal properties are specified. Spreader Detail ► Should there be some rules regarding ditch surfacing, slope, and natural soil? Typical Sediment Trap Riser. ► Define adequate strapping. The contractor and the owner may have different definitions of adequate. ■ AlternativeIy, metal stakes and wire may be used to prevent floatation. This needs some clarification or it is wide open. Perhaps other methods of * * ** maybe used with the engineer's approval. Sediment Trap, Section A ► We assume someone has verified that storing the water in an unlined pit on a hillside will not affect the down -slope features in any way. ► The dike section does not appear to be designed. If it is made of silt, it may well fail without a toe drain, a liner, or a downstream blanket. ► There needs to be much more detail surrounding the pipe through the dike to avoid construction that will blow out during the first event. ► The surface of the spillway needs some more work. For instance, if the dike is made of silt, the first overtopping event would wash it out. Sedtrap Spillway Detail ► Should there be some slope protection on the sides of the channel? Plan View ► There needs to be a lot more work done on the SW corner of the building whe:;e it encroaches on SR -99. It is not obvious that a 6- foot -high rock wall on top of ft 1H to 1V slope with water seeping out of the hillside will be stable. ► There is a question in our minds as to whether or not the 1H to 1V slope is "stable in the areas without the rock wall. ► The ± in the height of the rock wall in the SW corner of building 9 is used incorrectly. ► The interceptor ditch is shown going down the face of a 1H: 1V slope. This detail needs some thought in terms of ditch lining at the very least 21 -1- 09218 -001. L 1 /wpI kd 21 -1- 09218 -001 Sent by: SHANNON & WILSON, INC. 206 695 6777; 11/08/00 12:49; JetFax #618;Page 16/19 PLAN SHEET Page 3 of 3 SHANNON &WILSON, INC. ► Sheets 5 of 6 and 6 of 6 — Conceptual Utility Plans ► There are few details on either of these sheets. The sizes, locations, and numbers of the utilities are outside our area of expertise. The construction of some of features may be in our area of expertise but none of those details are shown. . 21 -1- 09218 -001 P'` 21 -1 -0921 &001.L1 /wp/lkd Sent by: SHANNON & WILSON, INC. 206 695 6777; 11/08/00 12:49; jetFax #618;Page 17/19 SHANNON 6WILSON, INC. ATTACHMENT 6 Site Plan by Lance Mueller & Associates, dated 8/2/00 Sheets A1.1 and A1.2 The site plans are general and lack clarity and detail in the areas of interest to geotechnical engineers. We do not have any comments with respect to geotechnical engineering. . 21.1 -09218 -0011 1 /wp/1kd 21 -1 -09218 -001 Sent by: SHANNON '& WILSON, INC. 206.695 6777;. NW ISHANLS, .. Geotechnical NON a& nd WI EnvironmeONntal INC .Consultants 11/08/00 12:49; JetFax #618;Page 18/19 21 -1- 09218 -001 31 Attachment to and pan of Report Date: To: City of Tukwila `. Attn: Mr. Mike Ciisick Important Information About Your Geotechnical/Environmental Report CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared fora civil engineer May not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expreNsly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without fast conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANT'S REPORT IS BASED ON PROJECT SPECIFIC FACTORS. A geotechnical/environmerual report is based on a subsurface exploration plan designed to consider a unique set of project- specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size acid configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope-of-service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one. or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnicaUenvironmental report is based on conditions that existed at the time of subsurface exploration. construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/envirnnmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points'where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. A REPORT'S CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultants report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sasnpling sue indicative of actual conditions throuiout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether 'or not the report's Pagel of 2 ! 1 /2000 Sent by: SHANNON & WILSON, INC. 206 695 6777; 11/08/00 12:50; JetFax #618;Page 19/19 .�. recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANT'S REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotecI icallenvironmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeo]ogical, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND /OR MONITORING WELL D tTA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These . final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering /environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the reports limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it v■as prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor . should discussitlte report with your consultant and perform the additional or alternative work believed necessary to obtain the data P ary specifically appropriate for construction cosrestimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the-�ciuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. , Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design. disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses, that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read `them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFFJAssociation of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1f2000 October 6, 2000 • City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Ralph Hagler Sabey Corporation 12201 Tukwila International Blvd, 4th Floor Seattle, Washington 98168 -5121 VIA FAX 206 - 282 -9951 and U.S. Mail Re: SEPA Planned Action (E2000 -020) International Gateway East III 12540 Tukwila International Blvd. Dear Ralph: Your application for a SEPA Planned Action on the above - referenced project has been found to be complete as of October '6, 2000 for the purposes of meeting state mandated time requirements. Essentially, this means that you supplied the required: items listed on the application checklist for this type of permit. Although your application is complete, the Director has determined that the project is beyond the scope of a SEPA Planned Action. Your SEPA Planned Action application has been denied for the following reasons :, 1. Based on information provided in your Planned Action submittal, the project will require a significant amount of land- altering. Tukwila's Planned Action strategy for the MIC /H and MIC /L zones under TMC 21.04.152 does not anticipate land- altering projects of this scale. 2. A portion of proposed Building 9 (and its associated improvements) will be located in the Commercial /Light Industrial Zone (C /LI). Under TMC 21.04.152, Planned Actions must occur only in the Manufacturing Industrial Center /Heavy (MIC /H) or Manufacturing Industrial Center /Light (MIC /L). SEPA Environmental Review Checklist We are enclosing an application for a SEPA Environmental Review. We encourage you to review, revise and /or amend the responses on your existing Planned Action checklist and transfer them to the State Environmental Checklist format we have enclosed. Your responses should encompass the entire project scope from the initial erosion control measures through Building 9 design review. For example, the Public Works Department will be seeking specific information regarding the export of dirt from the project (i.e., the route, number, frequency, duration of truck trips, etc.). How will these impacts be mitigated? PLEASE NOTE: if the truck route will include South 120th Street, a separate HPA permit and SEPA determination will be required to address specific impacts to Riverton Creek. 6300 Southcenter. Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Ralph Hagler International Gateway East III 12540 Tukwila International Blvd. SEPA Planned Action E2000 -020 October 6, 2000 Page 2 Additionally, please provide information regarding your proposal to begin erosion control measures and underground utilities on March 1, 2001 and to begin mass grading on May 1, 2001. How will these impacts to Riverton Creek be mitigated? New Application Materials You have previously submitted four sets of project documentation in connection with the SEPA Planned Action. One set must remain with the denied application, leaving three extra sets that will be applied to your new SEPA application. The following is a summary of the additional items to be submitted with the new application (please refer to the enclosed Checklist table for specifics). Two additional sets of plans As you will see from the SEPA application packet other, new, information will be required: $325 application fee Six copies of completed Application form Six copies of SEPA Environmental Checklist Six sets of proposed landscape plans and building elevations with their associated PMT sheets King County Assessor's maps Two complete sets of mailing labels including all tenants, residents and businesses Surrounding land use map within a 1,000 foot radius of the project's property lines Title report Two sets of a noise study similar in scope to that provided for the Exodus 3 development. Additionally, given the length of the proposed project, we recommend that two notice boards be installed at locations easily and safely accessible by the public. Ralph Hagler International Gateway East III 12540 Tukwila International Blvd. SEPA Planned Action E2000 -020 October 6, 2000 Page 3 What's Next? Please submit the new SEPA application materials in one package to my attention. Once your submission has been determined to be complete, your application materials will be forwarded to other City departments for technical review. If you have any questions, please contact me at 206 -431 -3663. Sincerely, 041-0(z_ Deborah Ritter Assistant Planner Enclosure cc: Jim Morrow, Director, Public Works Bob Giberson, Acting City Engineer Jack Pace, Planning Manager COMPLETE APPLICATION CHECKLIST The materials listed below must be submitted with your application unless specifically waived in writing by the Public Works Department and the Department of Community Development. Please contact the Department if you feel that certain items are not applicable to your project and should be waived, or should be submitted in a later timely manner for use at the Public Hearing. (e.g., revised colored renderings). Application review will not begin until it is determined to be complete. ADDITIONAL MATERIALS MAY BE REQUIRED, TO ENSURE CONSISTENCY WITH CITY DEVELOPMENT STANDARDS. Department staff are available to answer questions about application materials at 206 -431 -3670 Department of Community Development and 206 -433 -0179 Department of Public Works. COMPLETE APPLICATION CHECKLIST TABLE Information. Required: May. be waived; in unusual : cases; upon approval of both Public Works and Planning : Information Waived PbWk: /Ping Office Use Only ;::.:: Comments &'Conditions. APPLICATION FORMS: 1. Application Checklist: one (1) copy, indicating items submitted with application. 2. Four (-4) copies of supporting studies with original signatures and license stamp as needed. _ a G6 �t�/.J C� Irl cVl S� Stu c ,t, 01 - p. riSkiA; Deborah Ritter - Sabey (CCE deveiopn Page 1 From: Brian Shelton To: Deborah Ritter; Jack Pace Date: 10/4/00 12:42AM Subject: Sabey ICCE development Jack/Deb, PW does have an issue that probably requires SEPA. That is, roadway /pavement damage and deterioration due to the impact of significant number of trucks beyond normal circumstances along a haul route on the local street system. We should consider charging a fee based on cubic yards or truckloads. SeaTac experienced a similar situation with the airport work. Don Monaghan at SeaTac is sending some material to give us some guidance. Discussed this with Jim and he concurs. Good luck: Brian CC: Bob Giberson; Jim Morrow STATE OF WASHINGTON • • CITY OF TUKWILA Department of Community Development' 6300 Southcenter Boulevard, Tukwila, WA 98188. Telephone: (206) 431 -3670 FAX (206) 431 -3665 E-mail: tukplanaci.tukwila.wa.us RECEIVED CITY OF TWA' ILA SEP 2 9 ZUUO AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS PERMISSION TO ENTER PROPERTY PERMIT CENTER ss COUNTY OF KING The undersigned being duly sworn and upon oath states as follows: 1.1 t iS .the current owner of the property which is the subject of this application. 2. All statements contained in the applications have been prepared by me or my agents and are true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. Owner grants the Citv.,jts,emo ovees. awls, ene eers. contractors or ther representatives the right to. enter u_oon Owner's real property located a t . _. _:_ s i0 , .° I7 _ # --1 -Q # 131.40-4916-0--12‘0.—.6q3( for the purpose of application review, for the limited time necessary to complete that purpose. 5. Owner agrees to hold the City harmless for any loss or damage to persons or property occurring on the private property during the City's entry upon the property unless the loss or damage is the result of the sole negligence of the City. 6. The City shall, at its discretion , cancel the application without refund of fees, if the applicant does not respond to specific requests for items on the "Complete Application Checklist" within ninety (90) days. 7. Non - responsiveness to a City information request for ninety (90) or more days, shall be cause to cancel the application(s) without refund of fees. EXECUTED at Seattle (city), WA (state), on September 28 2000 International Gateway East III LLC, by Sabey Corporation, Manager (Print Name) 12201 Tukwila International Blvd., 4th Floor (Address) Seattle, WA 98168 -5121 206/281 -8700 (Phone Number) (Sign) James N. Harmon, CFO, Sabey Corporation On this day personally appeared before me James N. Ha On to me known to be the individual who executed the foregoing instrument and acknowledged that he/Ofe signed the same as his/Igt:r voluntary act and deed for the uses and purposes mentioned therein. SUBSCRIBED AND SWORN TO BEFORE ME ON )r,,I ,28th DAY OF e . tember 2000 NOTARY P BLIC in and .r the State of Washington MARY A. HALL residing at Seattle STATE OF WASHINGTON My Commission expires on 12/19/0 1 NOTARY - -- PUBLIC MY COMMISSION EXPIRES12 -19 -01 • R OKWILA ED CITY CITY OF TUKWILA SEP 2 6 2000 SEPA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 FAX (206) 431 -3665 E -mail: tukplan@ci.tukwila.wa.us PERMIT CENTERPLANNED ACTION APPLICATION NAME OF PROJECT/DEVELOPMENT: CSI l ptz-N 6 7— LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. LIST ALL TAX LOT NUMBERS I023o9 -go0e 12.5 y0 llo \- &ut,Q 13LIO9O -Q oo Quarter: S u3 Section: \ 0 Township: c&-3 Range: (This information may be found on your tax statement.) DEVELOPMENT COORDINATOR: The individual who: • has decision making authority on behalf of the applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City, to whom all notices and reports will be sent. Name: �f9 y .,,cPc2e, - %/O Address: /22A/ 71)41.-//t.L,4 % i"'L),9 7/r1.t). 4534,V if) Phone: / — 0 0 FAX: 292q5/ Signature: - Date: q --Z1 --el 0 G :IAPPHANILANDUSE.APPIsplan.doc, 06/13/00 3 FOR STAFF USE UNLY Sierra Type: P -PACT Planner: -�m 4- � � File Number: • /.•Q':�— ozo Application Complete: (Date: ) Project File Number: p� —030 Application Incomplete: (Date: ) MIC Planned Action EIS File Number: E96 -0034 Other File Number: NAME OF PROJECT/DEVELOPMENT: CSI l ptz-N 6 7— LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. LIST ALL TAX LOT NUMBERS I023o9 -go0e 12.5 y0 llo \- &ut,Q 13LIO9O -Q oo Quarter: S u3 Section: \ 0 Township: c&-3 Range: (This information may be found on your tax statement.) DEVELOPMENT COORDINATOR: The individual who: • has decision making authority on behalf of the applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City, to whom all notices and reports will be sent. Name: �f9 y .,,cPc2e, - %/O Address: /22A/ 71)41.-//t.L,4 % i"'L),9 7/r1.t). 4534,V if) Phone: / — 0 0 FAX: 292q5/ Signature: - Date: q --Z1 --el 0 G :IAPPHANILANDUSE.APPIsplan.doc, 06/13/00 3 COMPLETE APPLICATION CHECKLIST The materials listed below must be submitted with your application unless specifically waived in writing by the Department of Community Development.. Please contact the Department if you feel that certain items are not applicable to your project and should be waived. Application review will not begin until it is determined to be complete. There is no filing fee. ADDITIONAL MATERIALS MAY BE REQUIRED. Department staff are available to answer questions about application materials at 206 - 431 -3670. COMPLETE APPLICATION CHECKLIST TABLE Information required. May be waived in unusual cases, upon approval of the Planning Division. Information Waived Ping Div. Office Use Only Comments & Conditions. 1. One (1) copy of the Complete Application Checklist, indicating items submitted with application. 2. Four (4) sets of the full size plans needed to clearly describe the proposed action. 3. One (1) set of plans reduced to 8,5 "x11 "(High Quality Photo Reduction) 4. Four (4) copies of supporting studies. PLC! �VL D ? 2 3 2000 C V I ray G:IAPPHANILANDUSE.APPIsplan.doc, 06/13/00 2 INTERGATE CORPORATE CAMPUS EAST TUKWILA, WASHINGTON WETLAND AND STREAM DELINEATION REPORT Prepared for: Sabey Construction, Inc. 12201 Tukwila International Blvd, 4th Floor Seattle, Washington 98168 -5121 Prepared by: Altmann Oliver Associates, LLC PO Box 578 Carnation, Washington 98014 September 18, 2000 Table Of Contents Page 1.0 INTRODUCTION 1 2.0 METHODOLOGY 1 3.0 RESULTS 2 4.0 WETLAND FUNCTIONS AND VALUES 5 5.0 WILDLIFE 6 6.0 PROJECT IMPACTS ON WETLANDS AND STREAMS 6 7.0 WETLAND AND STREAM MITIGATION 6 References List of Figures Figure 1: Vicinity Map List of Appendices Appendix A: Data Sheets List of Drawings Drawing W1.0: Wetland and Stream Map (1 of 2) Drawing W1.1: Wetland and Stream Map (2 of 2) r INTERGATE CORPORATE CAMPUS EAST TUKWILA, WASHINGTON WETLAND AND STREAM DELINEATION REPORT September 18, 2000 1.0 INTRODUCTION This report is the result of a wetland and stream delineation on the Intergate Corporate Campus East site located at 12633 Tukwila International Blvd in the City of Tukwila, Washington (Figure 1). The site is situated east of Tukwila Intemational Blvd. (SR 99) and north of S. 126th Street. Topography on the site has been severely altered through historic grading activities and currently slopes down from Tukwila International Blvd to Riverton Creek, a perennial stream that flows from south to north along the eastern edge of the project site. Although most of the site is undeveloped, two existing paved parking areas are located in the northern and eastern portions of the site, respectively. In addition, several construction trailers and compact gravel parking areas are located along the westem portion of the site, adjacent to Tukwila International Blvd. The project site is the proposed location of three office buildings and associated parking areas. The purpose of this report is to: 1) describe the wetlands and streams identified and delineated on the site, 2) identify impacts to these sensitive areas from the proposed project, and 3) generally describe measures that will be implemented to mitigate for wetland and stream impacts. Information in this report will be utilized by the City of Tukwila to evaluate impacts to wetlands and streams from the proposed project. 2.0 METHODOLOGY A general reconnaissance was conducted on April 12, 2000 to gain an overall impression of the existing environment. Observations were made of the general plant communities, wildlife habitats, and the locations of potential wetlands, streams, or drainages. Present and past land use practices were also noted, as were significant geological and hydrological features. The identified features were then delineated on April 17, 2000 using the procedures outlined in the Washington State Wetlands Identification and Delineation Manual (1997) and the Corps of Engineers Wetland Delineation Manual (1987). Plant species were identified according to the taxonomy of Hitchcock and Cronquist (1973), and the wetland status of plant species was assigned according to the List of Plant Species that Occur in Wetlands, published by the U.S. Fish and Wildlife Service (Reed 1988, 1993). Wetland classes were determined by the U.S. Fish and Wildlife Service's system of wetland classification (Cowardin, et. al. 1979). Vegetation was considered hydrophytic if greater than 50% of the dominant plant species had a wetland indicator status of facultative or wetter (i.e., facultative, facultative wetland, or obligate wetland). Soil on the site was considered hydric if one or more of the following characteristics were present: Intergate Corporate Campus East 1 September 18, 2000 1673wet1.rpt • AV ' S -4 'A-V S ,,, ii 2ND AV S 11 AV 5 .. .., ra - ' v• , 4/4 r-' 3RD = `; 7.- 4TH AV 5 ,,, NO Av S cP \a, '>, 2ND ..• B(V ONh1I {EAL PLANNING & LANDSCAPE ARCT11IKNRE PO Boot 95 • C'.zr dry WA 98514 eff•n.."caaa.cac . fasa2(4509 • v, 1•121,.41 s _ STH PL S 1:- ,.--Av--\'' \,.4 _ei_Av_s i ■;,•. 6TH AV S < lit 300 a c, 1 �1. s 137TH r<l 5 138TH S 140TH 4TH AV S 4/4t,f,....,,,i r,-, °' ..‘`' : A .-4: 4 27 "g' '. v; AV .3- 7216 5TP AV ---- r- — S 3 .....4 1 !-•,./s.,... -- '' ,,:,-9.j,'•,?,, • ...., .4, `?,. ••1 ----"'" 11'1 5TH 'f' 1116.....--_ AV S. i 7TH C‘' —___ - 8TH C AV ' ."' (1) jo., ,.... pt., - . i IF, .71!. 1 t S 11:1 6' 6 PL S '-.> e AV S 0 vow— ,.,•,.t. 8TH f i•wor 9TH II: S , -,,,. 9T14 AV 5 x-im 10TH -, -. A AV 91 H _AV, S _ S AV j S BTI. 9 ro et -re w. L.- 1 . ,n '_;'' 10T11 ''' r 'f. ::: AV I, t., -,.‘,•■2, '..-:,. i0700,1 ,....... Itc.eli.yr0 tt _L- -....L. -9._ tl__V_5 Ts II 12 12 12Th = 1-. 1,.11(015 -, ,- = 2 .„ 1---r- I, E,.., IDTIT-AV s 12TH AV c i , 15.3 1 1 1 2 1 El S 9 '21'. ",-, .2 •: 2 . F,, ..:.--, .. --'1 -1. - • -, . - V,' . . ±". '•• 3,•• " ' 4 . '. .. ,- ' \et c• 121H •-■ 1311i .P-17S- -j 7: ,-.7... '^ - ' ' '" 13TH Ay_ s 5 .... S Ir.; "----11. 4P : -e''' 12400 ., --■ CoLINTRy f.■_...0§.,.. : 4 Nic'c'..r 4'0 • 18T11. AV S • ft . ... . • 1--.... . Cfl FIGURE I: Vicinity Mai Intergate Corporal Tukwlia, Washington Sabey Gonstructior . '.._• ....--.•': '''''''''''''''''''' . . ...: -‘, ; 12000 '. ), , S . O -... - ; . . • ,_, o A IDTH AV S '•.:__1.-- 0—X ,• - cm • ;,,.\( 4131‘ , _ 2 . n •. • . -1 • 0 ' ' k;1`" 4 .-Z.R° kees , tti <li, a. 2.0__T_Hr.,_. /A. '''-, pa . . . . :9 i ; ...• ; A V S . ,.. 22ND V- Ln = . AV S A - , A 21ST AV c'73 S 0. ..4 ::: El_ °Iivec ilk ' ,-, . ••••• 10400 •• V:1 , 23RD S--i 6111 AV S 11-A -, 1%4 C:1 ,, C, .... (9, 2 , `VO 23RD Ay s — ,.., ho .G. ,1,..-..; 11W 4011 li'' "•-•\,..r \ := s In I cir 111 St c.,,,,,,,•0., . smitys 5TH S Av fr t c, . A te 5 14300 W v, o 261H 11 _28TH 29TH ' .-• ,„1(.7,,,, v.1:1 30T 11 P ST A AV 411:: (3 26IH PL S 28111 Pt S 00CCI Lk' 0, t:/1:. - 25TH AV 5 ., - ■ , ),_ \ i-n 1 AV 5 AV 4 1,,,.. S 26 4-M, V 26TH A LAS Ar :„...;.-: - r-7. - ' '''' ''''''.1 ::::114.-9;: .::::.....,..T___-- 1' -0 A 1E (r. y. 3.... „ u).,^', —Ars" L. t 13767 1, 1 0 \ • :Ids E 1.11. • •-, 30111 AY S ■... 11200 t -,.'''.' A11. = y 1 1,...q.-1•• _11_2. , t -2arm!..s.„5- 1 i _ ,.,.__ / . Fu Av . ' 5 --iiii,3, s ii 35Til Av 5 S 1. C , 2 .... ...,, 5 4^, - E.9,...j 2 •, , - , ....x I ?•'-c 2 i 34TH AV E 2••• C33 4// 1 '`..! CI frl I . '11 f,. " 341.ii IS Mil v, 35TH AV 73 S 35 AY_____£ ,- • -,• -C11)=2 . QP1P3 Z .,1 VI F 1 t, v, ,... .-- .4. '^ A '":137TH Av _ 38TH i'''. 4 3 0. 38 -V- 1\1" I 40TH . AV , — ,.,, 37TH — cc, = AV ,_. ch S *'' -4--- , s --< , I 37TH AV ,,,,,A4 3 -014 1,-•0 ; .:111 • 1.0 fIC L , (.1 ' 111 . li ,,:', '' „„, - .; . •-•.• : ' • l'ul--?-1 , .. . _ 111”,.....- ,,••• ...••• ...1 .. 0 . . 1:01 f• AV S .z.,• x cr. -4 ..' S /.H „ ... s CD 42ND 3 .. . ,.., )1\ . ..' ,..i.,.. ''.' :',..;-"- -'.404 'AV 0, .. --I ... = .±..- • ' '1, . ,-. . , . . . . . Ll...:, :..,.."1.2....., ,. • - • • --..-- AV S 4' . _vow 1 • - s --- . - , . • 'i, it, no ,, — al_ a 13500 ..." R . ,.s i .g... •n ... .2 '( . • . • organic soils or soils with an organic surface layer, • matrix chroma just below the A- horizon (or 10 inches, whichever is Tess) of 1 or Tess in unmottled soils, or 2 or Tess if mottles were present, or • gleying immediately below the A- horizon. Indicators of wetland hydrology may include, but are not necessarily limited to: drainage patterns, drift lines, sediment deposition, watermarks, historic records, visual observation of saturated soils, and visual observation of inundation. Appendix A contains data sheets prepared for representative locations in both the uplands and wetlands. These data sheets document the vegetation, soils, and hydrology information that aided in the wetland boundary determination. Wetland boundaries were marked with flagging and surveyed. 3.0 RESULTS Two wetlands (Wetlands A and E), four remnant swales (Swales 1 through 4), two streams (Stream D and Riverton Creek ), and two artificial drainages (Drainages B and C) were identified and delineated on the site (Drawings W1.0 and W1.1). Each of these features is described below. Wetland A and Swales 1 through 4 Wetland A is located adjacent to the existing parking lot in the northern portion of the site. Although only a small portion of the wetland is located on the project site, it appears to be part of a larger wetland that extends off -site to the west within the right -of -way for SR 99. The wetland is associated with a small drainage that flows into a culvert along the wetland's east edge. Runoff from this culvert then drains into two open swales (Swales 1 and 2) within the existing parking lot before draining into Riverton Creek. Two additional remnant open swales (Swales 3 and 4) are located in the northern portion of the north parking lot. These swales are day - lighted portions of culvert under the parking lot that conveys runoff from the right -of -way into Riverton Creek. Vegetation within the on -site portion of Wetland A consists primarily of reed canarygrass (Phalaris arundinacea), while the off -site portion of the wetland contained a mixture of palustrine forested and scrub -shrub vegetation dominated by young red alder (Alnus rubra), Himalayan blackberry (Rubus discolor), field horsetail (Equisetum arvense), and reed canarygrass at the time of the April 2000 site visits. Vegetation within the off -site portion of the wetland has recently been cleared as part of the construction of a temporary access road within the SR 99 right -of -way. Soils within the wetland at the time of the April 2000 field investigations were generally saturated to the surface. The buffers of Wetland A have been heavily disturbed through historic clearing and grading activities, and much of the buffer consists of the existing parking lot. Vegetation within the unpaved portion of the buffer consists largely of monotypic Himalayan blackberry, most of which has been recently mowed. Intergate Corporate Campus East 2 September 18, 2000 1673wet1.rpt Wetland A has been classified as a Type 2 wetland by the City of Tukwila since the off -site portion of the wetland appeared to contain a forested wetland class that comprised greater than 20% of the total surface area of the wetland (TMC 18.45.020.C.2.c). Type 2 wetlands generally require a standard 50 -foot buffer that can, with approval of the Planning Director, be reduced by up to 50% with implementation of a buffer enhancement plan. Drainages B and C Area B consists of a small drainage that enters the project site along the central portion of the west property boundary. The drainage appears to consist entirely of collected runoff within the SR 99 right -of -way. Runoff within Area B enters a culvert that apparently discharges approximately 150 feet downslope into Drainage C. Vegetation within Area B at the time of the April 2000 site visits consisted primarily of young red alder and red -osier dogwood (Corpus sericea). At the time of the field investigations, the drainage contained a very low flow and soils were generally saturated to the surface. Drainage C consists of a small (average two- to three -foot wide) channel within a deeply incised ravine comprised of what appears to be fill material. Although no culvert was located at the upper end of the drainage (possibly crushed), it appears likely that Drainage C receives discharge from Area B. Runoff within Drainage C then enters a culvert beneath the existing parking lot to the east. Vegetation along the channel of Drainage C was dominated by young red alder, Indian plum (Oemleria cerasiformis), Himalayan blackberry, and stinging nettle (Urtica dioica) at the time of the April 2000 site investigations. Drainages B and C are not regulated by the City of Tukwila since they appear to be artificial stormwater runoff channels that do not meet the definition of a watercourse as defined in TMC 18.06.920. Stream D Stream D is located in the south - central portion of the site and consists of an approximately four -foot wide channel that is a tributary to Riverton Creek. The stream conveys runoff from the SR 99 right -of -way but also appears to include groundwater discharges from areas located to the west of the highway. The upper portion of the drainage is located within a forested ravine that at the time of the April 2000 field investigations was dominated by big -leaf maple (Acer macrophyllum), red alder, Indian plum, hazelnut (Corylus cornuta), English ivy (Hedera helix), bleeding heart (Dicentra Formosa), large- leaved avens (Geum macrophyllum), sword fern (Polystichum munitum), and Pacific waterleaf (Hydrophyllum tenuipes). Runoff within the stream then enters a small artificially created pool that diverts water toward a concrete spillway that enters Riverton Creek. Vegetation along this lower portion of the stream was dominated by Himalayan blackberry and stinging nettle. Stream D is considered a Type 2 watercourse by the City. Type 2 watercourses generally require a 35 -foot standard buffer. Intergate Corporate Campus East 3 September 18, 2000 1673wet1.rpt Wetland E Wetland E is located in the southern portion of the site, adjacent to Riverton Creek. The eastern portion of the wetland is located within the riparian corridor of the creek, while the western portion of the wetland appears to be hydrologically supported by runoff from the adjacent fill slope to the west. Vegetation within the wetland at the time of the April 2000 field investigations was dominated by Himalayan blackberry and stinging nettle, but did include scattered red alder, black cottonwood (Populus trichocarpa), willow (Salix sp.), Indian plum, red elderberry (Sambucus racemosa), and skunk cabbage (Lysichitum americanum). At the time of the field investigations, portions of the wetland contained soils that were saturated near the surface, while the hydrology in other areas was assumed based on the presence of hydric soils and scattered obligates such as skunk cabbage. Wetland E meets the criteria for a Type 3 wetland in the City of Tukwila since it is less than one acre with a canopy cover of trees rooted in the wetland that is less than 20 %. Type 3 wetlands generally require a standard 25 -foot buffer. The canopy coverage within the wetland was determined to be 18.5% based on a 50% canopy coverage throughout 35% of the wetland (e.g. the westem portion of the wetland adjacent Riverton Creek) and a 5% canopy coverage in the remaining 65% of the wetland (e.g., the eastern blackberry portion of the wetland). Riverton Creek Riverton Creek generally flows from south to north along the eastern portion of the site. The creek has been historically channelized and is the location of an ongoing salmonid restoration and supplementation program conducted by the City of Tukwila. The stream enters the site in its southeast corner and flows north for approximately 150 feet where it drains over a concrete spillway before turning to the west and flowing along the fire lane of Building 21 -05. Buffer vegetation along the upper portion of the creek above the spillway has been heavily disturbed through historic clearing and grading, especially along the east bank. Vegetation along the east bank in this area was dominated by low weeds and grasses interspersed with invasive shrubs at the time of the April 2000 site visits. Plant species observed included creeping buttercup (Ranunculus repens), dock (Rumex sp.), Japanese knotweed (Polygonum cuspidatum), and Himalayan blackberry. In addition, one western red cedar (Thuja plicata) and several red alder and black cottonwood trees were located in this area, along with several black twinberry (Lonicera involucrata) that appear to have been recently planted. Vegetation along the west bank of the creek in this upper area was dominated by red alder, vine maple (Acer circinatum), and Himalayan blackberry. Riverton Creek below the concrete spillway is largely constrained within a rockery lined channel. In addition, an approximately 300 -foot section of the south - central Intergate Corporate Campus East 4 September 18, 2000 1673wet1.rpt portion of the creek is located within a culvert. Vegetation along the creek edge was dominated by naturalizing small trees and shrubs as well as supplemental plantings. In those areas along the creek where there is little shade, primarily where soil conditions are poor and vegetation is difficult to establish, vegetation within the creek channel was dominated by reed canarygrass, watercress (Rorippa nasturtium - aquaticum), and climbing nightshade (Solanum dulcamara). These invasive species are apparently removed by the City on an annual basis to facilitate movement of salmonids within the channel. Riverton Creek (Watercourse #10 -2) is identified as a Type 3 watercourse in the City's sensitive area inventory. It is our understanding that the City has upgraded the stream classification to a Type 2 watercourse above the spillway, and would require a standard 35 -foot buffer setback from the OHWM in this area. It is also our understanding that Riverton Creek below the spillway will be upgraded in its rating (as determined by the DCD Director). If this portion of the stream is determined'to be a Type 1 watercourse, then it will likely require a standard 70 -foot buffer. 4.0 WETLAND FUNCTIONS AND VALUES Wetlands, in general, provide many valuable ecological and social functions, including stormwater storage, water quality protection, groundwater recharge and discharge, and wildlife habitat. The wetlands on the project site (i.e., Wetlands A and E and the four remnant swales) generally have a low to moderate value for most of these functions due to their relatively small size. However, the value of these wetlands is increased due to their association with an anadromous fish- bearing water (i.e., Riverton Creek). The wetlands provide some stormwater storage area that reduces downstream flooding, while trapping sediments. The trapping of sediments and other pollutants within the wetlands maintains water quality in downstream areas and aids in the prevention of fish habitat degradation by limiting silt accumulation within spawning areas. The wetlands also provide further benefit to fish and other wildlife by releasing water slowly during the dry summer months, thereby contributing to the base flow of the stream. In addition to their hydrologic functions, the wetlands also .provide some biological functions. As components of the riparian corridor of Riverton Creek, the wetlands provide habitat for a variety of wildlife species. Another important biologic function of the wetlands is the transport of nutrients (via Riverton Creek) to downstream areas. Nutrients transported to downstream areas provide biological support for fish and other aquatic wildlife. Although privately owned, the on -site wetlands do provide some cultural wetland functions as part of the overall open space associated with the Riverton Creek riparian corridor. The wetlands contain some passive recreational opportunities such as wildlife viewing, and have the potential to provide educational opportunities through interpretive signage and wetland system monitoring. Intergate Corporate Campus East 5 September 18, 2000 1673wet1.rpt 5.0 WILDLIFE Although an extensive wildlife study was not performed, observation of wildlife usage was recorded during the field investigations. In general, with the exception of Riverton Creek, the site does not appear to contain significant wildlife habitat due to its high degree of disturbance and isolation from larger habitat corridors. Wildlife observations on the site included the American crow, song sparrow, American robin (nesting), Bewicks wren, red tailed hawk, and cottontail rabbit. The number of wildlife species that utilize the site, however, is likely higher than the number actually observed during our limited field investigation due to the seasonality and secretive nature of most wildlife species. No endangered or threatened wildlife species or habitats were identified during the field investigations. 6.0 PROJECT IMPACTS ON WETLANDS AND STREAMS The proposed project has been designed to minimize and enhance the value of Riverton Creek, the most important sensitive area on the site (Drawings W1.0 and W1.1). Wetland and stream impacts are limited to: 1) piping remnant Swales 1 ( -170 s.f.), 2 ( -100 s.f.), 3 (- 450 s.f.), and 4 ( -385 s.f.) located in the existing north parking lot for a total impact of about 1,105 s.f., 2) 3,000 s.f. of buffer encroachment adjacent to Stream D, and 3) construction of a new 40 -foot box culvert across the northern portion of Riverton Creek. In addition, the heavily degraded buffer adjacent Wetland A would be reduced by up to 50% with enhancement. The wetland will be provided with a minimum 25 -foot buffer, and that portion of the existing parking lot located within 25 feet of the wetland would be removed and restored. 7.0 WETLAND AND STREAM MITIGATION Mitigation for the impacts to remnant Swales 1 through 4, buffer encroachment adjacent Stream D, and new box culvert across Riverton Creek will occur through the on -site enhancement of Riverton Creek. A mitigation plan will be prepared and submitted for review prior to any wetland or stream impacts. The mitigation plan will be in accordance with the requirements of TMC 18.45 and will include: • planting native trees and shrubs along the channel to maximize shade to the stream, thereby controlling invasive plants within the channel. • cutting back and removing the existing long culvert. Once the culvert is removed the stream corridor would be stabilized and the area planted with native trees and shrubs. • re- structuring the northern portion of the stream channel to enhance salmonid rearing habitat. Intergate Corporate Campus East September 18, 2000 1673wet1.rpt References Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. U.S. Fish and Wildlife Service, Department of the Interior. FWSOBS- 70/31. Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual. Technical Report Y -87 -1, US Army Engineer Waterways Experiment Station, Vicksburg, Miss. Hitchcock, C.L., and A. Cronquist. 1973. Flora of the Pacific Northwest. University of Washington Press. 730 pp. Munsell Color. 1988. Munsell Soil Color Charts. Kollmorgen Instruments Corp., Baltimore, Maryland. Reed, P.B. Jr. 1988. National List of Plant Species that Occur in Wetlands: Northwest (Region 9). USF &WS Biol. Report 88. Reed, P.B. Jr. 1993. Supplement to: National List of Plant Species that Occur in Wetlands: Northwest (Region 9). USF &WS Biol. Report 88. Washington State Department of Ecology. 1997. Washington State Wetlands Identification and Delineation Manual. APPENDIX A DATA SHEETS TF DATA FORM ROUTINE ONSITE DETERMINATION METHOD1 Field Investigators ALT�^At" r.l ProjectSite• ► TuK `4'A Applicant/Owner. Sp(3c- j Date. 1-1-11-00 State: WA County. 14-t 4 v Plant Community #/Name• ' Note: If a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes K No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes No X (If yes, explain on back) VEGETATION Indicator Dominant Plant Species Status Stratum Dominant Plant Species 1. Pkc-t S 0.CJ. ), cet, I(f►cir.'ti � 11. 2. 12. 3. 13. 4, 14 5. 15. 6. 16 7. 17. 8. 18. 9. 19. 10. 20. Indicator Status Stratum Percent of dominant species that are OBL, FACW, and/or FAG (0 O er'v Is the hydrophytic vegetation criterion met? Yes X No Rationale. %." SOle CAC. G2 4,12-1-1 EL- Series/phase: Is the soil on the hydric soils list? Is the soil a Histosol? Yes Is the soil: Mottled? Yes Matrix Color: It OM 91 Other hydric soil indicators: Is the hydric soil criterion met? Rationale: LO„ J Yes No No SOILS Subgroup•2 No Undetermined Histic epipedon present? Yes No ?C_ Gleyed? Yes No A Mottle Colors• Yes X Cek ROMA Is the ground surface inundated? Yes Is the soil saturated? Yes X No Depth to free - standing water in pit/soil probe hole• $v12-rAt� List other field evidence of surface inundation or soil saturation. HYDROLOGY No }( Surface water depth: Is the wetland hydrology criterion met? Yes "( No Rationale: 035tGRN-AT%0 .4 E e- Se:` 5a (LAT o,J JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes )( No Rationale for jurisdictional decision: C tF1 V 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.' B -2 DATA FORM ROUTINE ONSITE DETERMINATION METHOD) Field Investigator(s): 4.. uyA Project/Site: !CcE Applicant/Owner: SANE-; Date: `I'f %-dO State: WA County: V-•-• Plant Community #/Name• `T' *4-- "- Note: H a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes %( No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes X No (If yes, explain on back) — [o tpi c F t L Dominant Plant Species E2tcz.5rtA1-1Y VEGETATION Indicator Status Stratum Dominant Plant Species 1. fHalncls 4r......,,,inarct, (',, tk 11. 2. E r;sc4J., arec „Se _ t1 12. 3. ��bw X- ,scotor (At:,) 5 13. 4. 14 5. 6. 7. 8. 9. 10. 15. 16. 17. 18. 19. 20. Percent of dominant species that are OBL, FACW, and/or FAC Is the hydrophytic vegetation criterion met? Yes X No Rationale• cft. tµ e w C... Iiidicator Status Stratum Sc `'/G PA � Series/phase• Is the soil on the hydric soils list? Yes Is the soil a Histosol? Yes No X Is the soil: Mottled? Yes No Matrix Color: Cor"A ?ACT Other hydric soil indicators: Is the hydric soil criterion met? Yes Rationale: Coo,A c-T r SOILS Subgroup•2 No Undetermined Histic epipedon present? Yes No Gleyed? Yes No Mottle Colors• No HYDROLOGY Is the ground surface inundated? Yes No X Surface water depth: Is the soil saturated? Yes No X Depth to free- standing water in pit/soil probe hole List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No Rationale: Nu si_ca, i 1u vt11cNc 4.r Sp %L S. AT✓f -01-11 .J s ec,:ft),.36 JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No'•A Rationale for'jurisdiciional decision: CP 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.” B -2 -TT DATA FORM ROUTINE ONSITE DETERMINATION METHOD1 Field Investigator(s): �C Z`i't �'� ^ Date. {" t - v Project/Site: ICC(~ ^tuK State: OA County •It7 Applicant/Owner: Sabi -Y Plant Community #/Name• 1-p 3 Note: 1f a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes iX No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes No X (If yes, explain on back) VEGETATION Indicator Indicator Dominant Plant Species Status Stratum Dominant Plant Species Status Stratum 1. Ater gMwC.r4e..y11vM fAC,2 .ti 11. 2. Ca. rtVS. Cet ".rkq FACV Ti$ 12. 3. Ozvlte∎ 4 tere,s;As co,. 1 s, lFp4c0 S 13. 4. �Pe1Qce, he. lI?( Nom. v 14. 5. C9e•►w. w.wcc-o?L U. fv., (Kok R 15. 6. ii.�cV 1tva+n ienur'�eS aL �— 16. 7. 1)i c..,,�.Ar... 40,: •cgc FACur A 17. 8. 18. 9. 19. 10. 20. Percent of dominant species that are OEL, FACW, and/or FAO ''" l`( lc Is the hydrophytic vegetation criterion met? Yes No _ Rationale• N t, ' T 5- DI 't. f otC_ c., e- I./J . T T CO- SOILS Serieslphase• Subgroup•2 Is the soil on the hydric soils list? Yes No Undetermined Is the soil a Histosol? Yes No Histic epipedon present? Yes No Is the soil: Mottled? Yes 7T No Gieyed? Yes No )C Matrix Color: (°'A 3!7 Mottle Colors• Other hydric soil indicators: Is the hydric soil criterion met? Yes No . Rationale: C- FtR -.-,-A c, r 2 wit 0 I-- orr 1' -f- 5 HYDROLOGY Is the ground surface inundated? Yes No )C. Surface water depth: Is the soil saturated? Yes No X Depth to free-standing water in pi/soil probe hole• List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No X Rationale: NC+ t>diS DCr•ic.E o�— SciL Sai..rtAT�eJ C,t JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No )t Rationale for jurisdictional decision: TE- t o )' 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.' B -2 DATA FORM ROUTINE ONSITE DETERMINATION METHOD1 Field Investigator(s): f`ew`^R�,4 Date: 9 t "1-c.6 Project/Site: 1 t-A State: ("JP` County: K "''t Applicant/Owner: 5A (3 Plant Community N[Name: "f P Note: If a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes k No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes No i< (If yes, explain on back) VEGETATION Indicator Indicator Dominant Plant Species Status Stratum Dominant Plant Species Status Stratum 1. Pail-lus kri cv,o(w��, fAc -r 11. 2. S S 1 c X S ?.. w T/ S 12 3. (L4,us ci;scylor 'FF•cJ 5 13. 4. Ut`k:c� 4io;rr. fAC* 1{ 14. 5. A-4‘00--; �.. '{, t i x --Cr Vti, Is P, Fd.0 N 15. 6. LysiJ' 4 -vv, C.mv. ;;� —..'.ti 040- 1A 16 7. 17. 8. 18. 9. 19. 10. 20. Percent of dominant species that are OEL, FACW, and/or FAC 'F3 °'o Is the hydrophytic vegetation criterion met? Yes X No Rationale: 7 C0°ya N. c- , 6 . , 1,J," --z1 62_ SOILS Series/phase: Subgroup.2 Is the soil on the hydric soils list? Yes No Undetermined Is the soil a Histosol? Yes No )4 Histic epipedon present? Yes No X Is the soil: Mottled? Y s X No Gleyed? Yes No )_ Matrix Color: 1131A4 412. Monte Colors. vA.9- ■ o 05 Other hydric soil indicators: Is the hydric soil criterion met? Yes x No Rationale: C Hlt -iheAA o C Z c.^.t : C. rt .,:( i-,- &I 5 HYDROLOGY Is the ground surface inundated? Yes No j( Surface water depth: Is the soil saturated? Yes No Depth to free - standing water in pit/soil probe hole• List other lietd evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No Rationale: on ED 6i'sED Ora KTb -tom- £ LS Ark &IC,Al 5 JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes X No Rationale for jurisdictional decision- GA sED o4 5ci...S A„t v C-. i.ATlopt Ce. 1 g-r/� 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.' DATA FORM ROUTINE ONSITE DETERMINATION METHOD1 Field Investigator(s): /44--"t 10-4A.4 Date: "11 430 Project/Site: IIC State: Wt.* County • t= Applicant/Owner: Plant Community k/Name• 'T`P Note; if a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist al the plant community? Yes X No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes No )( (If yes, explain on back) VEGETATION Indicator Indicator Dominant Plant Species Status Stratum Dominant Plant Species Status Stratum 1. 'I9 («S "k-; Onc. c'. r f s FAC_ -r 11. 2. Almus `v , rr. _-AWE T 12. 3. (L ,S .)'..1.1( of 0 f.— t'AC J 5 .13. 4. tfb.-Iec;'... ter <s:4,rvs;;s 0cV 5 14. 5. 15. 6. 16. 7. 17. 8. 18. 9. 19. 10. 20. Percent of dominant species that are OEL, RACY!, and/or PAC 5G i Is the hydrophytic vegetation criterion met? Yes No C Rationale: IJlo'r i S'' lc, ( - - oft- L,-1 r T i Y it-- SOILS Series/phase• Subgroup•2 Is the soil on the hydric soils list? Yes No Undetermined Is the soil a Histosol? Yes No Histic epipedon present? Yes No )X Is the soil: Mottled? Ye s No Gleyed? Yes No )( Matrix Color: IC)1 A. y(_ Mottle Colors. Other hydric soil indicators: Is the hydric soil criterion met? Yes No )C Rationale: C (-F (tuvti !� off= _ '.-f% o c 5 HYDROLOGY Is the ground surface inundated? Yes No jC Surface water depth: Is the soil saturated? Yes No Depth to free- standing water in pit/soil probe hole• List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No Rationale: IV o Oesi- ittvA•ilu,J & C v t /et( e. c- 5 v rtk t JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No X Rationale for jurisdictional decision: No CO 41 E . ? - 0 4 1 . 1 — 1 This data form can bo used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.' B -2 1 P DATA FORM ROUTINE ONSITE DETERMINATION METHOD1 Field Investigators) AL-7PAANN1 Date: LI- 1 ( "00 ProjecUSite: %CC ' State: t'•I'A` County: 1- ►►..1V A.pplicant/Owner• S- Plant Community 4/Name• `' is Note: If a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes X No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes No X (If yes, explain on back) VEGETATION Indicator Dominant Plant Species Status Stratum Dominant Plant Species Indicator Status Stratum 1. Ain...) s cobrc. > C —L 11 2. R.db_o_S_ ai$cclor FAto. S 12. 3. Oew.\erCz.. rec:,s-Adrw.ic FAC(' 5 13 4. Vr^l i (c cL tc s PM* Or 14. 5. "��y! i ur• ^i,a,. v '4 ■-ti; w.; FAC. ►-t 15. 6. `{Ecf.�Csc�.•v -- c„ -:curse VAC.. K 16. 7. ' I S I�u.\�L— .sN(,. c& rt 17. 8. 18. 9. 19. 10. 20. Percent of dominant species that are OBL, FACW, and/or FAC ^' 1 1..o Is the hydrophytic vegetation criterion met? Yes n No Rationale: >5ogo FAC Ge- WElPc.a SOILS Series/phase: Subgroup•2 Is the soil on the hydric soils list? Yes No Undetermined Is the soil a Histosol? Yes No X Histic epipedon present? Yes No X Is the soil: Mottled? Yes No IC Gteyed? Yes No K Matrix Color: 10`0--- Z/ Monte Colors. Other hydric soil indicators: Is the hydric soil criterion met? Yes ( No Rationale: Lci Cf4R.z,;'A HYDROLOGY Is the ground surface inundated? Yes No X Surface water depth: Is the soil saturated? Yes A. No Depth to free-standing water in pi /soil probe hole• 2.6 "1 tto -F List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No Rationale: 013S t2,pt' i 1 c7.J b } - S c ; c- 5 A T✓ n- A 'h O ,-) JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes 7( No Rationale jror jurisdictional decision: 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.' DATA FORM ROUTINE ONSITE DETERMINATION METHOD1 Field Investigator { iitI-TP"A^le-) Project/Site • State: wp __ -- County• k 163 ApplicanUOwner• y Plant Community #/Name• 'T? 1 Dale' Lj —t'f -oct Note: if a more detailed site description is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? Yes X No (If no, explain on back) Has the vegetation, soils, and/or hydrology been significantly disturbed? Yes No )C (If yes, explain on back) Dominant Plant Species VEGETATION Indicator Indicator Status Stratum Dominant Plant Species Status Stratum 1. A1n.)S t -..dbce, G•c- T 11. 2. 124b:as 1 scuicr FACO S 12. 3. Oer ter ■c- cere s;(0.-4.5 f_2.&.'1_..) $ 13. 5: 15. 6. 16. 7. 17. 8. 18. 9. 19. 10. 20. Percent of dominant species that are OEL, FACW, and/or FAC '2_- Is the hydrophytic vegetation criterion met? Yes No X Rationale• Wa't > Sc Sb FAC C.R LAil:I CER SOILS Series/phase: Subgroup:2 Is the soil on the hydric soils list? Yes No Undetermined Is the soil a Histosol? Yes No )( Histic epipedon present? Yes No X Is the soil: Mottled? Yep No k Gleyed? Yes No X Matrix Color: iota 413 Mottle Colors• Other hydric soil indicators: Is the hydric soil criterion met? Yes No Rationale: N16■ cNRow+A HYDROLOGY Is the ground surface inundated? Yes No k Surface water depth: Is the soil saturated? Yes No X Depth to free - standing water in pit/soil probe hole: List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No _g,__ Rationale: N3 OSSER.YA'r.c)u Of- E•fI Def•JC(_ cc— ('c y71 +fib JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No j( Rationale for'jurisdictional decision o tt_rx % (t, A. C.T 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.' B -2 Revision's Date By WETLAND 4 STREAM MAP I NTER6ATE CORPORATE CAMPUS EAT: TUKWILA, WASHINGTON: SABEY CONSTRUCTION, INCORPORATED A 0 ALTMANN OLIVER ASSOCIATES LLG ENVIRONMENTAL PLANNING & LANDSCAPE ARCNRE PO Box 370 • Carnation, Washington 98014 . office 4253314535 - fax 425333.4509 • eltolhetoeathlnknet EA75T9C CUIYERT P(O1) — S _126th, STREET Revieioue � � :. Data By � . NETLANV 4 STREAM MAP NTER6ATE CORPORATE CAMPUS EAT TUKWILA, WASHINGTON "' SABEY CONSTRUCTION, INCORPORATED A ALTMANN OLIVER ASSOCIATE ENVIRONMENTAL PIANNINC &LANDSCAPE ARC .. . PO Box 578 • Cametion, Wes�y�pton 98014 ofilce 425333.4535 • fax 425333.509 • eltolHe,Oeatth O A GEOTECHNICAL ENGINEERING STUDY ICCE -- PROPOSED GARAGE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E- 2579 -311 September 18, 2000 PREPARED FOR SABEY CORPORATION ymond A. Cogl Project Manager S. Levinso Principal magma 7b2_ Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (206) 643 -3780 Toll Free 1- 888 - 739 -6670 RECEIVED (ITV OF TUKWILA S E P 2 6 2000 PERMIT CENTER IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost - overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique set of project- specific factors. These typically include: the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise, your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage. or if a refriger- ated warehouse will be built instead of an unre- frigerated one: • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership, or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions,-their.likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotechnical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not he based on a geotechnical engineering report whose adequacy may Have been affected by time. Speak with the geo- technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods, earthquakes or ground- water fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events. and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor. or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the client for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. A GEOTECHNICAL ENGINEERING REPORT IS SUBJECT TO MISINTERPRETATION Costly problems can occur when other design profes- sionals develop their plans based on misinterpretations of a geotechnical engineering report. 1b help avoid these problems, the geotechnical engineer should be retained to work with other appropriate design profes- sionals to explain relevant geotechnical findings and to review the adequacy of their plans and specifications relative to geotechnical issues. BORING LOGS SHOULD NOT BE SEPARATED FROM THE ENGINEERING REPORT Final boring logs are developed by geotechnical engi- neers based upon their interpretation of field logs (assembled by site personnel) and laboratory evaluation of field samples. Only final boring logs customarily are induded in geotechnical engineering reports. These logs should not under any circumstances be redrawn for indusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. Although photographic reproduction eliminates this problem, it does nothing to minimize the possibility of contractors misinterpreting the logs during bid prepara- tion. When this occurs, delays, disputes and unantici- pated costs are the all- too - frequent result. To minimize the likelihood of boring log misinterpreta- tion, give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use. Those who do not provide such access may proceed un- der the mistaken impression that simply disdaiming re- sponsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps pre- vent costly construction problems and the adversarial attitudes which aggravate them to disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted daims being lodged against geotechnical consultants. lb help prevent this problem, geotechnical engineers have developed model dauses for use in writ- ten transmittals. These are not exculpatory dauses designed to foist geotechnical engineers' liabilities onto someone else. Rather, they are definitive dauses which identify where geotechnical engineers' responsibilities begin and end. Their use helps all parties involved rec- ognize their individual responsibilities and take appro- priate action. Some of these definitive dauses are likely to appear in your geotechnical engineering report, and you are encouraged to read them dosely. Your geo- technical engineer will be pleased to give full and frank answers to your questions. OTHER STEPS YOU CAN TAKE TO REDUCE RISK Your consulting geotechnical engineer will be pleased to discuss other techniques which can be employed to mit- igate risk. In addition, ASFE has developed a variety of materials which may be beneficial. Contact ASFE for a_ complimentary copy of its publications directory. Published by ASFE THE ASSOCIATION OF ENGINEERING FIRMS PRACTICING IN THE GEOSCIENCES 8811 Colesville Road /Suite G 106 /Silver Spring, Maryland 20910/(301) 565 -2733 0788/3M Earth Consultants Inc. Geotechnical Engineers. Geologists & Environmental Scientists September 18, 2000 E-2579-31C Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Dave Sabey Dear Mr. Sabey: We are pleased to submit our report titled "Geotechnical Engineering Study, ICCE — Proposed Garage, Tukwila International Boulevard, Tukwila, Washington. This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. In our opinion, construction of the proposed garage is feasible from a geotechnical standpoint. The primary geotechnical considerations are related to foundation support, and reducing post - construction settlements. In the vicinity of the proposed garage structure, medium dense fill underlain by very loose sand and silt soils were encountered. Bearing soils suitable for support of pile foundations were encountered at depths of approximately thirty (30) to fifty five (55) feet below the existing grade. In our opinion the proposed garage structure can be supported on pile foundations. Slab -on -grade construction can be considered for the lower parking level, provided site grades are not raised. Raising of site grades will induce settlements in the underlying deposits of silt. Recommendations for foundation support, and site preparation are presented in the following sections of this report. We appreciate this opportunity to have been of service to you during this initial phase of project development, and we look forward to working with you in the future phases. Should you or your consultants have questions about the content of this report, or if we can be of further assistance, please call. Sincerely, EARTH CONSULTANTS, INC. j' ok'1e S. Levinson, P.E. Principal RAC /RSL /bkm 1805 - 136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 TABLE OF CONTENTS E-2579-31C PAGE INTRODUCTION General Project Description 1 1 1 SITE CONDITIONS 1 Surface 1 Subsurface 2 Groundwater 2 Laboratory Testing 3 DISCUSSION AND RECOMMENDATIONS 3 General 3 Site Preparation and General Earthwork 4 Foundations 4 Permanent Retaining and Foundation Walls 5 Seismic Design Considerations 6 Slab -on -Grade Floors 7 Site Drainage 7 Excavations and Slopes 7 Rockeries 8 Utility Trench Backfill 8 Pavement Areas 9 LIMITATIONS 9 Additional Services 10 APPENDICES Appendix A Appendix B ILLUSTRATIONS Plate 1 Plate 2 Plate 3 Plate 4 Plate 5 Plate 6 Plate 7 Plate Al Plates A2 through A53 Plates A54 through A59 Plates B1 and B2 Plates B3 and B4 Field Exploration Laboratory Test Results Vicinity Map Boring and Test Pit Location Plan Cross Section A -A' Cross Section B -B' Cross Section C -C' Typical Footing Subdrain Typical Utility Trench Fill Legend Boring Logs Test Pit Logs Grain Size Analyses Atterberg Test Limits Data GEOTECHNICAL ENGINEERING STUDY ICCE — PROPOSED GARAGE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E-2579-31C INTRODUCTION General This report presents the results of the Geotechnical Engineering Study completed by ECI for the proposed garage structure to be located at the north end of the proposed ICCE office development in Tukwila, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site, and based on the conditions encountered, develop geotechnical recommendations for the proposed site development. Project Description A schematic representation of the overall ICCE development, proposed building locations, and our exploratory locations are approximately as shown on the Boring and Test Pit Location Plan, Plate 2. The proposed garage structure is located on the north end of the proposed development. The majority of the building site is located in an existing pavement area, and the topography is relatively flat. We understand the footprint of the garage structure will have an area of approximately 60,000 square feet. The building will be a two -story structure consisting predominantly of pre -cast of cast -in -place construction. We understand the existing site .grades will not be raised as part of the planned development. Based on the proposed building construction, we estimate column loads will be in the range of 400 to 600 kips. We estimate slab -on -grade loading will be in the range of 150 pounds per square foot. If any of the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design. SITE CONDITIONS Surface The proposed building area for the garage structure is relatively flat, and an existing pavement area is currently located in the area of the proposed structure. A combination of Tight weight fill (hog fuel) and structural fill was originally placed at the site as part of the previous warehouse development located east of the building site. The approximate existing topography in the vicinity of the proposed garage structure is represented on the Boring and Test Pit Location Plan (Plate 2). Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 18, 2000 E- 2579 -31 C Page 2 At the time our subsurface exploration was performed (July, 2000), the existing slopes located to the south and west of the proposed building location were observed for signs of instability. Based on our observations of the existing slopes, there appears to be no indications of instability. Slide scarps, tension cracks, or areas of severe erosion were not observed. Subsurface The proposed ICCE building sites were explored by drilling sixteen (16) borings and excavating six (6) test pits at the approximate locations shown on Plate 2. Please refer to the boring logs, Plates A2 through A53, and the test pit logs, Plates A54 through A59, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered in the vicinity of the proposed garage structure (Borings B -14, B -15, and B -16). Gravel, silty sand with gravel, and Tight weight fill (Hog Fuel) soils were observed at the building site to a depth of approximately eight feet. Underlying the existing fill, loose to very loose silty sand, sand, and silt soils were encountered. These deposits were encountered to depths of approximately thirty (30) to fifty (50) feet. Dense to very dense bearing strata consisting of dense sand and silty gravel was encountered below depths of approximately thirty (30) to fifty -five (55) feet. At boring location B -15 located near the south end of the building footprint, the bearing strata was encountered at a depth of approximately thirty (30) feet. At boring locations B -15 and B -16, the bearing strata was encountered at depths of approximately fifty (50) to fifty -five (55) feet. The bearing strata encountered below depths of approximately thirty (30) to fifty -five (55) feet is suitable for support of pile foundations. Groundwater In the vicinity of the proposed garage structure, the groundwater table was observed at a depth of approximately ten (10) to fifteen (15) feet below the existing parking area grade. Groundwater levels and the rate of seepage are not static, and fluctuations in the level and rates can be expected depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the level and rate of seepage is higher in the wetter winter months (typically October through May). Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 18, 2000 Laboratory Testing E- 2579 -31 C Page 3 Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Moisture content tests were performed on all samples. The results of laboratory tests performed on specific samples are provided in Appendix B, or at the appropriate sample depth on the boring and test pit logs. It is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgement. ECI cannot be responsible for the interpretation of these data by others. In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen days following completion of this report unless we are otherwise directed in writing. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, it is our opinion construction of the proposed building is feasible from a geotechnical perspective, provided the recommendations contained in this report are incorporated into the final design. The primary geotechnical considerations for the project are foundation support and reducing post- construction settlements. In our opinion, the proposed parking structure can be supported on pile foundations bearing in the dense to very dense strata encountered at depths of approximately thirty (30) to fifty -five (55) feet. In our opinion, the building slab -on -grade can be supported a minimum of one foot of structural fill. If feasible, the existing asphalt pavement can be crushed and used as fill below the slab. Recommendations for site preparation and foundations are presented in the following sections of this report. We understand existing grades in the building area will not be raised as part of the proposed development. Due to the compressible nature of the deposits located below the existing fill soils, raising of site grades will induce settlements. If site grades are raised, ECI should be contacted to assess our recommendations and the magnitude of settlement. This report has been prepared for the exclusive use of Sabey Corporation and their representatives. The report was prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 18, 2000 E- 2579 -31 C Page 4 Site Preparation and General Earthwork The proposed development areas of the site should be stripped and cleared of the existing asphalt pavement and other deleterious materials. If desired, the existing asphalt pavement can be crushed and used as fill below the building slab -on- grade. The asphalt should be crushed to fragments of three inches or less. Existing utility pipes that are abandoned should be plugged or removed. The ground surface where structural fill, or foundations are to be placed should be observed by a representative of ECI. Loose or unstable subgrade soils should be compacted or replaced with structural fill. The native soils are moisture sensitive, and will become unstable when exposed to excessive moisture. Compaction and grading of these soils will be difficult if the moisture content of the soil is above the optimum moisture content. Fill for use during wet weather should consist of a fairly well graded granular material having a maximum size of three inches and no more than five percent fines passing the No. 200 sieve based on the minus 3/4 -inch fraction. Structural fill is defined as compacted fill placed under foundations, roadways, slabs, pavements, or other Toad- bearing areas. Structural fill under slabs and footings should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density. The maximum dry density should be determined in accordance with ASTM Test Designation D -1557 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Foundations In our opinion, the proposed garage structure can be supported on pile foundations bearing in the dense to very dense strata encountered at depths of approximately thirty (30) to fity -five (55) feet. Due to the anticipated building Toads, we recommend the use of eighteen (18) inch diameter augercast piles. The use of high capacity driven steel pipe piles can also be considered. If driven piles are used, several test piles should be driven prior to ordering the production piles to help estimate pile lengths. Due to the variation in the elevation of the bearing strata, variable pile lengths will be necessary if driven piles are used. This report will specifically address eighteen (18) inch diameter augercast piles. ECI can provide recommendations for other pile types, if requested. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 18, 2000 E- 2579 -31 C Page 5 The augercast piles should be embedded into the bearing strata a minimum distance of five feet. As discussed previously, the bearing strata was encountered at depths of approximately thirty (30) to fifty -five (55) feet. For design, an allowable capacity of sixty (60) tons can be used for eighteen (18) inch diameter augercast piles embedded at least five feet into the bearing strata. For piles embedded at least ten (10) feet into the bearing strata, an allowable capacity of seventy (70) tons can be used. For uplift, an allowable capacity of twenty (20) tons can be used. For resistance to lateral loads, an allowable lateral Toad capacity of five (5) tons can be used, assuming one -inch of deflection (free head condition). A point -of- fixity can be assumed at a depth of fifteen (15) feet (free head condition). Lateral resistance from grade beams and pile caps can be calculated using an equivalent fluid of three hundred fifty (350) pounds per cubic foot (pcf).' Friction along pile caps and grade beams can also be assumed for resisting lateral loads. For design, a coefficient of friction of 0.35 can be used. Due to the potential for liquefaction related settlements, friction should be neglected for dynamic loading conditions. The above values assume the grade beams and pile caps are backfilled with granular structural fills. The piles should be spaced with a center to center distance of at least three diameters. Due to the loose conditions of the upper native deposits, a relatively large amount of grout may be necessary to complete the piles. Ratios of pumped grout to the theoretical volume could be as high as two for some piles. ECI should be on -site during the pile installation to verify bearing strata, depths of embedment, and pumped grout volumes. Provided the foundations are installed in accordance with the recommendations contained in this report, we estimate total settlements of approximately one inch and differential settlement of approximately one half inch. Most of the anticipated settlements should occur during construction as dead Toads are applied. Permanent Retaining and Foundation Walls Retaining walls, and foundation walls that function as retaining walls should be designed to resist lateral earth pressures from the retained soils, and any surcharge loading. For walls designed to yield a minimum of 0.002 times the height of the wall, lateral earth pressures can be calculated using an equivalent fluid with a unit weight of thirty -five (35) pounds per cubic foot (pcf). For non - yielding walls, the equivalent fluid pressure should be increased to fifty (50) pcf. The above lateral earth pressure values assume horizontal backfill conditions and no hydrostatic pressures behind the wall. The above lateral earth pressure values assume no surcharges due to traffic, adjacent foundations, construction loads, or any other loadings. If surcharges are to apply, they should be added to the above design lateral pressures. To account for traffic surcharges, a two foot soil surcharge can be included in the retaining wall design, where applicable. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 18, 2000 E- 2579 -31 C Page 6 The walls should be provided with a perforated PVC drain pipe and backfilled with a free - draining material. The free - draining material should extend at least eighteen (18) inches behind the wall. As an alternative, a sheet drain such as Mira -Drain 6000 or equivalent can be used in lieu of the free draining backfill described above. Seismic Design Considerations The Puget Sound region is classified as Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal (intraplate) events, ranging in depth from fifty (50) to seventy (70) kilometers. Such deep events have exhibited no surface faulting. Weaver and Shedlock (1989) researched the probable or known source areas for the crustal, intraplate, and subduction zone earthquakes in the Washington and Oregon area. Crustal and intraplate earthquakes are the only events in Washington and Oregon in which there is a historical record. Shallow crustal earthquakes occur within the North American Plate, and typically do not exceed focal depths of approximately 20 kilometers. Intraplate earthquakes occur in the subducting Juan de Fuca plate, and typically occur below depths of 40 kilometers. The subduction zone earthquake, in which there is no historical record in the Washington and Oregon area, would have its source along the interface between the North American Plate and the subducting Juan de Fuca Plate. Magnitude 8 + earthquakes are thought to be possible along this interface, and would occur at depths of approximately 50 to 60 kilometers (Weaver and Shedlock, 1989). The UBC Earthquake regulations have established a series of soil profile types that are used as a basis for seismic design of structures. Based on the encountered soil conditions, it is our opinion that soil type SE from Table 16 -J of the 1997 UBC should be used for design. Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of . liquefaction may be large total and /or differential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results in the Toss of grain -to -grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid for short periods of time. To have potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium - dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. Based on the soil and groundwater conditions observed at the site, it is our opinion that the site has a moderate to high susceptibility to liquefaction. Pile support of the structure will help mitigate the impacts of liquefaction related settlements to the building. Settlement of the slab - on- grade, however, is possible. Structural support of the building slab would help mitigate the impacts of liquefaction related settlements to the building slab. In our opinion, liquefaction related settlements could be in the range of two inches to six inches, and would not occur uniformly across the site. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 18, 2000 Slab -on -Grade Floors E- 2579 -31 C Page 7 Slab -on -grade floors can be supported on competent native soils or structural fill. As previously discussed, the existing asphalt pavement can be crushed into fragments of three inches or less and used as fill below the slab. Loose or unstable subgrade soils should be stabilized prior to construction of the slab. The use of a geotextile and crushed rock can be considered for stabilizing the subgrade soils, if necessary. A four -inch capillary break consisting of a free draining poorly graded sand or gravel with less than four percent fines (percent passing the #200 sieve, based on the minus 3/4 -inch fraction) should be placed below the slab. In areas where slab moisture is undesirable, a vapor barrier such as a 6 -mil plastic membrane can be placed beneath the free draining sand or gravel. ECI should observe proofrolling of the slab subgrade prior to placing the slab capillary break material. Site Drainage The site must be graded such that surface water is directed away from the buildings. Water must not be allowed to stand in construction areas. During construction, loose surfaces should be sealed by compacting the surface to reduce the potential for moisture infiltration into the soils. Interceptor trenches should be provided along the perimeter of excavations to intercept groundwater seepage before it enters the construction area, where necessary. Heavy groundwater seepage conditions should be expected in excavations that are advanced below a depth of approximately six feet. Temporary dewatering of deep excavations may be necessary. Perimeter footing drains should be installed to help reduce the potential for water infiltration. A typical footing drain detail for the perimeter footings or grade beams is provided on Plate 6. Under no circumstances should roof downspout drain lines be connected to the footing or foundation wall drain systems. All roof downspouts must be separately tightlined to discharge. Excavations and Slopes The following information is provided solely as a service to our client. Under no circumstances should this information be interpreted to mean that ECI is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 18, 2000 E- 2579 -31 C Page 8 In no case should excavation slopes be greater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration, the soils observed would be classified as Type C by OSHA. As such, temporary cuts in these soils should be sloped at an inclination no steeper than 1.5H:1V (Horizontal:Vertical). ECI should observe the excavations to observe soil and groundwater conditions, and verify the OSHA soil type. ECI should review the temporary slope and grading plan and observe conditions during excavation to verify soil and groundwater conditions. If temporary slopes cannot be constructed in accordance with OSHA guidelines, the use of temporary shoring may be necessary. Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes or installation of surface or subsurface drains. In any case, water should not be allowed to flow uncontrolled over the top of slopes. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. Rockeries If rockeries are planned at the site, the construction should be in accordance with the Associated Rockery Contractors (ARC) Guidelines. Rockeries are erosion control features, and are not intended to function as retaining structures. ECI should observe excavations made for rockeries, and periodically observe the rockery construction. In areas where rockeries are placed in front of fills, the use of geogrid reinforcement within the fills may be necessary. ECI can provide recommendations for reinforced earth fills, if necessary. Utility Trench Backfill Based on the soil conditions encountered at the time of our exploration, remedial measures may be necessary for support of utilities located below the elevation of the existing fill soils. A woven geotextile and rock ballast can be used to provide support for utilities where weak soils are present along the trench subgrade. Below a depth of approximately six feet, heavy groundwater conditions should be expected in the trench excavation. Utility trench backfill is a primary concern in reducing the potential for settlement in pavement areas. It is important that the utilities be adequately supported in the bedding material. The material should be hand tamped to ensure- support is provided around the haunches of these structures. Fill should be carefully placed and tamped to about twelve (12) inches above the crown of the pipe or tanks before heavy compaction equipment is brought into use. The remainder of the backfill should be placed in lifts having a loose thickness of less than twelve (12) inches. A typical trench backfill section and compaction requirements for load supporting and non -load supporting areas is presented on Plate 7. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 18, 2000 Pavement Areas E- 2579 -31 C Page 9 The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the Site Preparation and General Earthwork section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D- 1557). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. The following pavement section for lightly - loaded areas can be used: • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or • Two inches of AC over three inches of asphalt treated base (ATB) material. Heavier truck - traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, the following sections can be considered for truck - trafficked areas: • Three inches of AC over six inches of CRB, or • Three inches of AC over four and one -half inches of ATB. These pavement thicknesses may be modified based on anticipated traffic Toads and frequency. Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted to at least 95 percent of the ASTM D -1557 laboratory test standard. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 18, 2000 E- 2579 -31 C Page 10 The recommendations submitted in this report are based upon the data obtained from the exploratory borings. Soil and groundwater conditions between borings may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services We recommend that ECI be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in-the construction specifications. We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing Earth Consultants, Inc. 4v. Csi I =.77?-11.4 sr j 4/D1 vI H !SU • _ t 3.4 6R9TH ST , 1 E ..," ST 14 f eit...17.:i r MI T EMT 2.,' -}1 S , !Th ft' Yt.rf.17' -,' — •-;v -1---„,1 • ,ei 6. ..,'•'. ' "ft ' ;•:.-.* , ••••,,,, 1:1 S FA s T.34-fit $1. plAt• fc, I rit 12.6TH Si 'et `r. • k,t) L' =LH' sT7'' A • • ji ST 7 , s _ ;fro r. ..1.-:-. . 1;t:4er:t7v S 1t-1 'r -4.• , ■-■ if 1" A A: T ' v• ... — 0 ;L4711 sr ' - A., ■ _ k: '' -.2 ' ''''---,`' ' " '114-: '7.7-: • ri • • „ V. ! i -,-T1 ----7-ww-..... ;It.: ;71"-•;L ' . .-- 'ir,f1, A . -' -14-t- .1„. 5 '_4 ,c1. rF r F5 4f. s tc's ! it :ThirMAZTO.V4i. FADORT Reference: Puget Sound Area King County / Map 655 By Thomas Brothers Maps Dated 2000 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 9- .17 S 4 4-- ST re ' • Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists Vicinity Map International Corporate Campus East Tukwila, Washington Drwn. GLS Date Aug. 2000 Proj. No. 2579-31 Checked RAC , Date 8/7/00 Plate 1 B -1 — — Approximate Location of ECI Boring, Proj. No. E- 2579 -31, May - July 2000 TP -1 -1— Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, May 2000 L Subject Site LEGEND Proposed Building Existing Building Cross Section Line (See Plates 3 thru 5) Building 21 -05 B' 20 1' 40 50 I 60 170 S. 126th STREET 34th AVENUE S. 20 —ego W� == , = — =1ioo 1=1; ,,— 1' `---E3--1-111-1 /Z15 — —, - -- „.- • -- ---`r— 0- 40 50 60- 70 Approximate Scale 0 75 150 80 300ft. 100 120 PS S. SR991 „GG N�G� PA `A` NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists Boring and Test Pit Location Plan nternational Corporate Campus East Tukwila, Washington Drwri. GLS Date Aug. 2000 Proj. No. 2579-31C Checked RAC Date 8/30/00 Plate 2 ELEVATION (FEET) 120 90 60 30 A Approximate Proposed Finish Grade (Boring Proposed Access oa Approximate Footprint of Proposed Building 7 Silty SAND SILT 9 SILT 8 10 55 51 34 21 17 23 24 21 24 28 33 30 Lean CLAY 26 as Sill)- AND _ Poorly Graded SAND with Silt FILL Horizontal Scale O 15 30 Vertical Scale O 15 30 - SUSAN t� (Boring B -1 Offset 100' S.) B -1 (Boring 13-2 Offset 35' N.) B-2 FILL 116 16 21 ? -a_ —s —_w 22 60/6.6' 8 z _FatCLAY` _ - -- FILL 84 so Silty SAND g8 34 SILT so 46...... Lean CLAY - -9 23 26 31 22 32 SILT NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may 60ft. be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. 60ft. ECI cannot be responsible for the interpretation of the data by others. Existing Asphalt Drive Existing Grade NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Existing Building Existing Asphalt � Drive Not A' — 120 — 90 — 60 — 30 — 0 — -30 ELEVATION (FEET) Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists Cross Section A -A' International Corporate Campus East Tukwila, Washington Drwn. GLS Date Aug. 2000 Proj. No. 2579 -31 Checked RAC Date 8/8/00 Plate 3 B B' 150 — 120— w 90- w u- z 0 Q W 60— 30 — 0— Approximate Proposed Finish Grade Access Road Silty SAND with Gravel (Bori 13-6 Offset 80' N.) B-6 10 6 Horizontal Scale O 15 30 Vertical Scale O 15 30 Sandy S/L 3 14 15 SILT 23 Lean CLAY 9-- – • 9S/LT Silty SAND 29 43 - - -- 7 Approximate Footprint of Proposed Building 8 Existing Grade (Boring B-7 Offset 66' S.) B -7 NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may 60ft. be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. 60ft. Silty SAND with Gravel 9 Sandy SILT with Grave/ 7 Lean CLAY 6* 781 G acia/ Ti // 9 7sio• Glacial Ti// Approximate Proposed Finish Grade NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Existing Parking Lot —150 — 120 — 90 w LL z 0 Q — 60 w — 30 — 0 Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists Cross Section B -B' International Corporate Campus East Tukwila, Washington Drwn. GLS Date Aug. 2000 Proj. No. 2579 -31 Checked RAC Date 8/8/00 Plate 4 C 150— 120 — w 90- w w z O H -J 60 — w 30 — 0— Property Line / Approximate IP Proposed Finish Grade (Bonin 8-13 Offset 40'N.) B -13 – 2 FILL ?— — 2 '?– 2 S /LT ? LT NDwit – a as Approximate Footprint of Proposed Building 9 (Boring B-5 Offset 25' N.) B -5 FILL San . SILT with Organics 30 46 Silty SA 73 SILT ?– – ean CLAY 6 3 5 ■ 3 6 _ ••••.. Existing Grade FILL 3 2 Silty SAND ND with Grave /a�- .- -7.:, -_ .� . -.... 66 - -- --%_ -- 61 Si/tySAND with Grave/ --- `--- = –____ (Boring B-8 Offset 60' S.) B -8 Possible Co//uvium� FILL Fat CLAY -- - – - -- ` - - -? SIL T Horizontal Scale 0 15 30 Vertical Scale 0 15 30 NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may ne either more gradual or more severe. They are 60ft. based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. 60ft. 9 4 3 Silty SAND 11 ? - - -- - - FILL (Boring 8-9 Offset 66' N.) B -9 SILT ? Si SAND 620 ,, ,Silty SAN ,�Si/tySAND _- - - - - 1 SILT - - S /lty SAND Silty SAND -- – NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 22 24 Silty SAND 29 c' —150 —120 — 90 — 60 — 30 --0 ELEVATION (FEET) Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists Cross Section C -C' International Corporate Campus East Tukwila, Washington Drum. GLS Date Aug. 2000 Proj. No. 2579 -31 Checked RAC Date 8 /8/00 / Plate 5 Slope To Drain 6 inch min. 18 inch min. 4 inch min. Diameter Perforated Pipe Wrapped in Drainage Fabric } 2 inch min. / 4 inch max. o• 12 inch min. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING _f 2 inch min. LEGEND Surface seal; native soil or other low permeability material. Fine aggregate for Portland Cement Concrete; Section 9 -03.1(2) of the WSDOT Specifications. ODrain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. Earth Consultants Inc. Geaccttnlcal Engineers. GeologWs & FJtvltonmental Scientists TYPICAL FOOTING SUBDRAIN DETAIL International Corporate Campus East Tukwila, Washington Proj. No2579-31C1 Drwn. GLS I Date Aug. 2000 i Checked RAC I Date 8/30/00 I Plate 6 Backfill Bedding 0. 0 ao°Oi 0 • Non -Load Supporting Floor Slab or Areas Roadway Areas LEGEND: Varies 1 Foot Minimum Varies Varies Asphalt or Concrete Pavement or Concrete Floor Slab Base Material or Base Rock Backfill; Compacted On -Site Soil or Imported Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached Report Text. Minimum Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557 -78 (Modified Proctor), Unless Otherwise Specified in the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and Laying Conditions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected. Earth Consultants Inc. Geolechntcdl Engineers. Geologists 8 Environmental Scientists Proj. No2579 -31CJ Drwn. GLS I Date Aug. 2000 TYPICAL UTILITY TRENCH FILL International Corporate Campus East Tukwila, Washington Checked RAC I Date 8/30/00 I Plate 7 APPENDIX A FIELD EXPLORATION E-2579-31C Our field exploration was performed during May, June, and July, 2000. Subsurface conditions at the site were explored by observing sixteen (16) borings and six test pits. The approximate boring and test pit locations were determined from existing landmarks presented on available plans. The locations of the borings and test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by an engineer from our office, who classified the soils encountered and maintained a log of each boring, obtained representative samples, measured groundwater levels, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System that is presented on Plate Al, Legend. Logs of the test pits are presented in the Appendix A, Plates A2 and A59. The final Togs represent our interpretations of the field Togs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH .SYMBOL SY SYMMTER BOL • TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than No. 200 Sieve Size Gravel And Gravelly Soils More Than 50% Coarse Fraction Retained On No. 4 Sieve Clean Gravels (little or no fines) CD' C I • 0 ° 0 ° 0 ° n n n GW Well- Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines r. M 1 • 1 • 1 • GP gp Poorly-Graded Gravels, Gravel - Sand Mixtures, Little Or No Fines Gravels With Fines ( appreciable amount of fines) 1 11 f i GM gm Silty Gravels, Gravel -Saod- Silt Mixtures Or , 1 , I GC gc Clayey Gravels, Gravel - Sand - Clay Mixtures Arid Sand y Soils More Than 50% Coarse Fraction Sieve ng No. 4 Clean Sand (little or no fines) ' °o ' o o o ° a o SW SW Well- Graded Sands, Gravelly Sands, Little Or No Fines - 1 ♦ a `• a • �� 1�3: SP Sp Poorly- Graded Sands, Gravelly Sands. Little Or No Fines Sands With Fines (appreciable amount of fines) : � SM Sm Silty Sands, Sand Silt Mixtures •. SC SC Clayey Sands, Sand Clay Mixtures Fine Grained Soils More Than 50% Material Smaller Than No. 200 Sieve Size _i Silts pad Liquid Limit Less Than 50 Clays ML ml Inorganic Silts & Very Fine Sands, Rock Flour,Silty Clayey Fine Sands; Clayey Silts w/ Slight Plasticity 771 A CL Cl Inorganic Clays Of Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean I . 1 1 1 1111 . I I 1 OL OI Organic Silts And Organic Silty Clays Of Low Plasticity Silts Liquid Limit And Clays Greater Than 50 MH mh Inorganic Silts, Micaceous Or Diatomaceous Fine Sand Or Silty Soils CH CIl Inorganic Clays Of High Plasticity, Fat Clays. OH Oh Organic Clays Of Medium To High Plasticity, Organic Silts Highly Organic Soils �;L ii 0 ( t /., `, ( PT pt Peat, Humus, Swamp Soils With High Organic Contents Topsoil ' y �' y �' Humus And Duff Layer Fill �•�•••••••�• • •••♦ Highly Variable Constituents C qu W P pcf LL PI The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS are used to Indicate borderline soil clasaificatlon. TORVANE READING, tsf PENETROMETER READING, tsf MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, lbs. per cubic ft. LIQUID LIMIT, % PLASTIC INDEX I 2' O.D. SPLIT SPOON SAMPLER I[ 24" I.D. RING OR SHELBY TUBE SAMPLER iWATER OBSERVATION WELL 2 DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION Y SUBSEQUENT GROUNDWATER LEVEL W/ DATE Earth Consultants Inc. (;11 lulu 1431S. (Yadu)4tsls & 19 minx ∎I. iS its hats LEGEND Proj. No. 2579-31 Date Aug . 2000 I Plate Al Boring Log Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes 96 ) No. Blows Ft. _ — 2 C7 cni t ` o u. E in w = E cn Surface Conditions: s r 6 0. 22.0 14.6 25.3 16.0 15.9 15 17 21 • ������4 SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) ■�����! ���. — Or ■ y�4 1. • 3 ML Brown sandy SILT, medium dense, moist (Fill) • .4 F, -o��� 5 SM Brown silty fine to medium SAND, medium dense, moist (Fill) • ■�i�i�i • ■ ���•4 • ����j 4-4- 41 li. !•!•!' 7 s — ML Brown sandy SILT, medium dense, moist (Fill) - contains fine gravel - 10 11 12 13 14 15 16 17 18 19 SM Brown silty fine to medium SAND, medium dense, moist to wet (Weathered Glacial Till) - becomes gray and wet, light seepage at 15' - becomes very dense 0. .u►; Av. 4411. �1I yl4,, O �1 mrji Nut, mi y z Earth Consultants Inc. Crortt7inlculFnatnMS.Gx 4Lsn &FnvImnmenralXlrntt. Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A2 Subsurface conditions depicted represent our observations at the time and oca ion of this exploratory hole modified by engineering tests, analyses and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inin....m1inn tilic Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 1 5/24/00 Boring No.: B-1 Drilling Contactor. Gregory Drilling Method: HSA _ Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes W (5%) Blows Ft. Graphic Symbol Depth Ft. Sample v 0 cn LL =51 PL =25 PI =26 E, 5 9 73 u L 9.1 9.4 19.0 50/5.5" 82/10" 74 SM Gray silty fine to medium SAND, very dense, moist (Glacial Till) - contains trace gravel - contains gravel 21 22 23 24 25 26 27 28 29 J/ %/% 30 31 CH Gray fat CLAY, hard, moist Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 feet during dnlling. Boring backfilled with bentonite and cuttings. NOTE: Elevations estimated from Site Plan provided by Client. ,u► Eh, 4411. ii oiAL-00,41 4 Earth l Consultants Inc. J�I \ll� /�r6/ nkalFngficcrs CwikryL�ts6FnvlmnnxnralSCYrnri 5 Boring Log International Corporate Campus East Tukwila, Washington L Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A3 Subsurface conditions depicted represent our observations at the time and location of this eploratory hole modified by engineenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of info rrvztinn nreeenle.d nn +1,ic Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 4 _ Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes vv o� ( ) No. Blows Ft. t m E C7 rn = a w u. ; 0 w N D Surface Conditions: 8 5 0 0 w a. 16.5 15.9 9.7 9.9 23 84 69 • ••� •~• ••• • ~• •H •N• •N• • • ••••• ••• •4N%. SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) • 1 2 3 4 5 SM Brown silty fine SAND, medium dense, moist (Glacial Till) - mottled - medium dense to coarse grained sand with gravel, very dense -iron oxide stained - becomes gray fine grained sand with gravel 6 7 8 9 10 11 12 13 14 15 16 17 18 19 m►•_ Jh: 444. A �� Earth Consultants Inc. r Flo/ lvrN ��Il : c7 (' ,r G- al -alFn Ineeas, Lv� &FnNmmnrnrHkYmrivS Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A4 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineer II ly tests, analyses an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infn..no4inn .vxenfud nn fMie Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: VVRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: 3-2 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes W % j ) No. Blows Ft. r $ , E 5N .c 2,_ u E-- 0 (7) `n $ u E N LL =33 PL =23 PI =10 o W O. 12.7 20.2 19.5 21.7 38 45 60 SM Gray silty fine SAND, dense, moist (Glacial Till) 21 ML Gray SILT, dense, moist 22 23 24 25 26 27 28 29 30 31 32 33 34 36 37 39 CL Grades to gray lean CLAY, hard, moist - becomes very dense W n i o 0 ,P', Eel,: - �4►1,. �� ,,f \j), Nig, i Earth Consultants Inc. Gcorechnical Fnplr CrologLsrs. & Fnvl ronmenral Scimtlsrs Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 t Plate A5 and Subsurface conditions depicted represent our observations at the time and loca ion of this e�laratory hole modified by engii��r��.y ests, analyses 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfar...otinn ,,ra noted an fl,ie Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 _ Boring No.: B-2 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) Blows Ft. Graphic Symbol Depth Ft. Sample v E D cn 3 S 5 0 5 ai as 24.1 26.3 26.7 26.3 47 23 25 31 ML Gray SILT, dense, moist - becomes medium dense - contains very fine grained sand laminations - becomes dense 41 42 43 44 46 47 48 49 50 51 52 53 54 55 56 57 58 59 ilAks AV 44k N �'' - 0040 Earth Consultants Inc. �(It GcortynlalFn¢ InreasGaokogLVSRFnvlmnnxnralSClmn +n o Boring Log International Corporate Campus East Tukwila, Washington z E Proj. No. 2579 -31 own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A6 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineenng tests, analysts and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ininm.eiinn nraeanla'l nn +hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 _ Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 2 Abandoned, sealed with bentonite General Notes W % i ) N0' Blows Ft. t o m E C7 cif t a, aai ,L E o v> a 6 E, > cif 8 5 0 E-.) 0. 25.1 25.9 22 32 ML Gray SILT, medium dense, moist - becomes dense 61 62 63 64 65 66 Boring terminated at 66.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. N 0141( 'J 0 A, `'� %���� jJ Earth Consultants Inc. Gccxrclm�al Fn¢1nms. Cw:[HC 1v� & Fnvlmnmrnral ti�ymr<,'n Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A7 Subsurface conditions dep cted represent our observations at the time and loca ion of this exploratory hole modified by engmeenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrmofinn nexunfebel nn ff.ie Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer l Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. t $ °- E c9 cn L n n at E 0 in v $ 0 cn Surface Conditions: $ z 0. U W 0. 16.0 30.5 11.1 19.5 1 10 33 •• • o ■ o ���* • o • o 0 iii4. 0 0 iii • . o �����4 • 1 �•• * ∎.,___ Gray silty fine to medium SAND, loose, moist (Fill) - becomes loose, contains wood debris and organics - contains organics 2 — 8 11 . 14 — — 15 16 17 18 19 ML Gray SILT, dense, moist - contains trace of fine grained sand 7 (1"., Eiv° 444 ef M`A, o I / N im `tiU/ Earth Consultants Inc. cr:oct'ctInk -al Fns Incas. Cw-O4O iS S & FnNmnnu-nral Scimitars Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A8 Subsurface conditions depicted represent our observations at the time and Iota ion of this e>�loratory hole modified by engineenng tests, analysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ..f..rrn.mli......reco.de.+ ..n rI,,c Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA _ Sampling Method: SPT _ Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer El Abandoned, sealed with bentonite General Notes W 06) No. Blows Ft. s 2 c E 5 u .c n. n. " o ul CD 2 c, D cn 8 0 0 ca 0 W 'a 20.2 19.6 24.3 26.4 55 51 39 21 ML Gray SILT, very dense, moist - - becomes dense - becomes medium dense 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 3 N ■ ■■ Owii J /u►; • Olt: 444 "1 y al 1, li `uFF Earth Consultants Inc. Gcarct,nlcal FnRfietaS. G,,o4o 1+n h Fnvlmn,i enrol 1cYt-ntt Boring Log Intemational Corporate Campus East Tukwila, Washington z o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A9 Subsurface conditions depicted represent our observations at the time and location of this a ploratory hole modified by englneenng tests, analyses and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nn lhic 1.... Boring Log Project Name: International Corporate Campus East Sheet of 3 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: ( 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer <':4 Abandoned, sealed with bentonite General Notes w % ( ) No. Blows Ft. r n eo E e5 c/ . a_ ci E o co $ E, ° � 8 1- 00 0 W 27.8 26.5 25.9 26.3 17 23 24 21 ML • Gray SILT, medium dense, moist - 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 0 Ti, ,,,►., ill.. .i N ,I �, O�tli)/ N ivy miw J \ . Earth Consultants Inc. G 'tlnk -al Fngfim�. Gcolo rs & Fnvimnnx`nral Sctcntlsrs Boring Log International Corporate Campus East Tukwila, Washington z E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A10 Subsurface conditions dep cted represent our observations at the time and loca ion of this e�loratory hole modified by engineenng tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inf,,n inn n.monlerf nn 11.. Inn Boring Log Project Name: International Corporate Campus East Sheet of 4 6 _ Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes o� i ) No. Blows Ft. u o m E 6 rn s °—' ani Cr_ E 0 rn cn 2 N E e $ o 0 w Q. 25.5 26.7 29.7 29.3 24 28 37 ML Gray SILT, medium dense, moist • - becomes dense 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 n 78 79 / / // CL Grades to gray lean CLAY, hard, moist m ,u►. p: 44 t�, �, 1�o, ( tv)/ Nu!, Nisf Earth Consultants Inc. f c nUinlralFngtn D.Greingly� &PnvlmnnxnralSctrmtin Boring Log International Corporate Campus East Tukwila, Washington z E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate Al 1 Subsurface conditions depicted represent our observations at the time and location of this a ploratory hole modified by engineenng tests, analysis and •udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ininm.wlinn nrxonldl nn +k, inn Boring Log Project Name: S - Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor: D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: - General W W B Bows G Graphic Symbol Depth Ft. Sample c1 LL =33 PL =24 PI =11 26.4 C 30 8 CL G Gray lean CLAY, very stiff to hard, moist 81 82 83 84 - 8s 87 88 89 SM G Grades to brown silty SAND, very dense, moist y t tA, E Earth Consultants Inc. I Boring Log z R Proj. No. 2579 -31 D Dwn. GLS D Date Aug. 2000 • • Checked RAC D Date 8/15/00 P Plate Al2 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inf ,w +inn (vxn.40A ..n +I�ic Inn Boring Log Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor. D Drilling Method: S Sampling Method: _ G Hole Completion: with bentonite 4 Abandoned, sealed w General W W N No. t t 2 r r a c cn 2 5 0 0 o w n. 80 : "� S SP -SM G Gray poorly graded SAND with silt, very dense, water bearing 101 - Boring terminated at 101.5 feet below existing grade. Groundwater seepage encountered at 100.0 feet during dnlling. Boring backfilled with bentonite and cuttings. O. m u ► ._ PI: ,I4k B Earth Consultants Inc. I Boring Log m Proj. No. 2579 -31 o own. GLS D Date Aug. 2000 C Checked RAC D Date 8/15/00 P Plate A13 Subsurface conditions depicted represent our observations at the line and loca ion of this e�loretory hole modified by englt t�t.t.y tests, analysis 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Infnnn.mfinn rvecunie'1 nn *I,, Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes w (%) Bows Ft. Graphic Symbol Depth Ft. Sample v E co E o co Surface Conditions: 13.5 10.0 15.5 14.9 18.5 21 5 8 9 ••• • o • .! GM Brown silty GRAVEL with sand, medium dense, moist to wet (Fill) 2 — LfJ: o�����! • �����. ■ o o o iii. o • • . • , • 3 SM Grades to black silty SAND, medium dense, moist (Fill) -trace brick fragments - contains asphalt, concrete and brick fragments - becomes loose, moist to wet -trace brick 4 9 10 11 12 13 14 15 16 • 17 18 19 r"-... • o�•• •i�i�i! �� �:• • • • o��� o! o �� ♦��� o ►�����∎ •����� o ����. ������ � .6. . .4 iii *ii o o�i�i�i ►111 o o 4 o* • o ���. •���! • •••♦• ML Gray sandy SILT, loose, wet (Fill) -light seepage at 10' -trace slag tailings — — SM Gray sandy SILT, loose, moist (Possible Fill) -trace small gravel — .u�; ry ((y o z E1�: ,,4►�� y�� Earth Consultants Inc. N ifif N,r�l J C e ctinkcal Fngfim-ss, G olo 1sn & FnNmnmenral Sclrn�t.+n Boring Log International Corporate Campus East Tukwila, Washington Z R Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A14 Subsurface conditions depicted represent our observations at the time and iota ion of this exploratory hole modified by engineenng tests, analysts and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfn..nefinn nueonfcrl Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (04) No. Blows Ft. r . a E N E D 1° cn c U E T 8 U W Q. Q. O J z EE 0 co 24.1 13.2 9.0 8.6 12.0 10 19 15 35 80 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 CL Grades to brown lean CLAY, medium stiff, wet (Possible Fill) ML Brown SILT with sand, loose to medium dense, moist (Possible Fill) -2" sand interbeds -trace gravel - mottled, wet ML Brown sandy SILT with gravel, medium dense, moist SM Grades to brown silty fine SAND, medium dense, moist -trace interbeds of poorly graded sand -26% fines -trace gravel, becomes dense -still pockets of poorly graded sand ML Grades to brown sandy SILT, very dense, moist -trace gravel -trace sand interbeds Earth Consultants Inc. C<xxrc.Y inleal FnQInMS. Gr:olo2ttits & FnNtnnntenral Scientists Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A15 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nr...eanhaei Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor. Gregory Drilling Method: NSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W % No. Blows Ft. r a � E 6 rn r ,1 iu i . o u> a E, > in 8 0 0 U W 5.5 4.9 s .7 59 56 48 a 0 ° a: < o..Q O:- �- . ° °': a: a 0 P:: ° a a.. . .° o 0 O • aa 0 SP -SM Grades to brown poorly graded SAND with silt, very dense, moist - becomes dense 41 42 wC 45 47 so 51 Boring terminated at 51.5 feet below existing grade. Groundwater seepage encountered at 10.0 feet below existing grade. Boring backfilled with bentonite and cuttings. o A .- vi f)p in \ti Earth Consultants Inc. ' ica!Fngln„",. `,A�,F"w"""'Mra'ky'"n„' Boring Log International Corporate Campus East Tukwila, Washington z E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A16 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engtneenng tests, analysts and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of 0ssfnm.erinn nrnaunfnrl nn +h. Inn Boring Log Project Name: International Corporate Campus East Sheet of _ 1 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Plezometer M Abandoned, sealed with bentonite General Notes W % No. Blows Ft. r $ E 5„. a v li a 0 I $ E , o Surface Conditions: $ 0 U W a 18.4 25.0 26.7 30.1 18.0 6 3 4 5 3 • •� ♦♦ •••♦, • ••..� •♦♦ ♦*♦ ♦♦ •���� • 1. SM Brown silty SAND with gravel, loose, moist (Fill) 2. 3 -A♦ v" :•:? ��• • � �• • • ML Brown SILT, loose, moist (Fill) . -trace brick fragments (small) - becomes very loose -trace brick, plastic Y 8 10 11 12 13 14 15 16 17 18 19 ML Mottled brown and gray SILT, very loose to loose, moist (Possible Colluvium) - contains roots - comprised of angular silt fragments in fine grained sandy silt matrix - becomes loose -trace organics (wood) - becomes very loose ,u,, iii: flail. ry it 1, tr `n, f Earth Consultants Inc. O �`''1 /(`'�r`,irjJ G- arctml- al Fn¢ IIxc +S.GObgLV+kFnNmnmervalSc1rnKVm Boring Log International Corporate Campus East Tukwila, Washington z EE Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC • Date 8/15/00 Plate A17 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by englneenny tests, analysis an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfnrrn ,inn nrecenfarl nn the Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 4 _ Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. t 2 a E C ai . a E 0 in cn 2 U D rn LL =29 PL =21 PI =8 8 5 0 0 -6 a. 24.0 26.5 27.9 23.3 24.7 2 5 3 7 7 CL Gray lean CLAY, very soft to soft. moist to wet (Possible Colluvium) - comprised of small angular clay fragments in fine grained matrix - becomes medium stiff - becomes soft - contains 3, 1/4" sticks - mottled, trace organics, medium stiff 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 ML Dark brown to black sandy SILT, loose, moist (Possible Colluvium) -trace organics, organic odor 0 (;; a,i'f 8 ((y , u, Nli` z Earth Consultants Inc. J Grok-chnk-al EngtnnIts. C obgtvs &Nwlmnn,enralSClrnrlsn Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A18 Subsurface conditions depicted represent our observations at the time and location of this eploratory hole modnted by engtneenng tests, anaiyais and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnr..,ofinn nrecnnfe.f nn +hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes VV % i ) No. Blows Ft. t .0 m E 6 (7 .c n. w LL E ° IA fn _a N E c7 , 8 5 0 0. 6 W a. 18.3 33.8 6.3 5.1 6 11 55 74 SM Grades to greenish gray silty SAND, loose, wet (Possible Colluvium) -trace small gravel -small rootlets 41 42 43 44 as ML Grades top mottled brown SILT, medium dense, wet - appears to be undisturbed 46 47 SM Brown silty SAND with gravel, dense to very dense, moist - contains gravel - becomes very dense 49 50 51 52 53 54 56 57 58 59 SM Grades to Tight brown silty SAND, very dense, moist -14% fines 0 'Pl. oh, 444 N Ai `a,i■ Earth Consultants Inc. O 'L i'(`''r`�r�jJ CKCxriymk:alFnRm s Gc BCn &FnNrcnnxnralkyrnrL +s Boring Log International Corporate Campus East Tukwila, Washington Z m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A19 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineenng tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnn •Mi"" r■ucunfce/ nn fhic In.. Boring Log Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 _ Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite l Abandoned, sealed General Notes W % NO' Blows Ft. r 1° a N 2 EE 6 rn - v ,i E O (73 .0 E (%; 8 5 0 0 U W 4.1 61 SM Light brown silty SAND, very dense, moist 61 Boring terminated at 61.5 feet below existing grade. Groundwater seepage encountered at 40.0 feet during drilling. Boring backfilled with bentonite and cuttings. 1...4 Ili►i C7 e� i ui, Nall Earth Consultants Inc. Gex�e�cYmk-alFn¢ Ines- �s.G-ok>gL�nR.Fnvlmnnxn�alkYmri+ Boring Log International Corporate Campus East p Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 • I Plate A20 Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysts an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of i..fn..ne +inn .roenn+e+4 ..n +tile I.... Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor: Gregory Drilling Method: ` HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer F3 Abandoned, sealed with bentonite General Notes W (%) Bows Ft. Graphic Symbol Depth Ft. Sample v $ o u) Surface Conditions: .. 5 0 5 y 'a 10.3 14.1 14.5 15.0 26.8 10 5 5 3 14 SM Brown silty SAND with gravel, loose to medium dense, moist 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 — ML Brown sandy SILT, loose, moist - contains gravel - becomes dark brown, wry loose ML Mottled brown SILT, medium dense, moist g N C7 o 4' ���, 444 4 1YL II �ilii (t/'�r, ry Earth Consultants Inc. rxarctlnlcal FnR1nM�. G-ok>gLV+& Fnvlmnnxnnl Sctmn.+z+ Boring Log International Corporate Campus East Corporate r p Tukwila, Washington CO Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A21 Subsurface conditions depicted represent our observations at the time and loca ion of this eploratory hole modified by engineenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnnnofinn rvocunfn.f nn thie Inn Boring Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: MGM Sheet of 2 3 Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. 0 0. E L N y l: E o C132 0 N E <n LL =39 PL =26 PI =13 24.9 25.5 27.2 25.1 15 23 20 29 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 ML Mottled brown SILT, medium dense, moist - massive -trace vertical hairline fractures • - becomes gray 39 CL Grades to gray lean CLAY, very stiff, moist -trace fine sand laminations dipping at approximately 15 -20 degrees Earth Consultants Inc. Gct.m..I InIcal Fnglneeas. G oiostsrs FnvImnnlenril Scleuit.A Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and "udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inin..nelinn ...neonf l nn +hie Inn Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A22 Boring Log Project Name: International Corporate Campus East Sheet 3 of 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( %) No. r .7.9 Q Blows m E li E Ft. Q to 0 crl LL =49 PL =24 PI =25 28.2 24.6 25.9 3.2 29 41 o t v E T stn CL Gray lean CLAY, very stiff, moist - massive, trace fractures - becomes hard -trace pockets of wet sand -trace vertical fractures, slickensides along fractures - becomes dark brown at 46', trace gravel ML Grades to gray SILT, dense, moist to wet - massive SM Grades to Tight brown silty fine SAND, very dense, moist -1/8" thick silt interbeds Boring terminated at 56.5 feet below existing grade. Groundwater seepage encountered at 45.0 feet during dnlling. Boring backfilled with bentonite and cuttings. Earth Consultants Inc. tir;(xt:ld,nk aI Fngtncttti. Gco4 gtsZS & Fnvtrnnmenrfl klentls Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 ( Plate A23 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnn.+efinn niecean+ni1 nn +kic Irv. Boring Log Project Name: International Corporate Campus East Sheet of 1 2 - Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-7 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' - Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite Notes General W % () No. Blows Ft. t1- 2 E 6 a �, n .c ii m 0 w o cn a ai E D c , Surface Conditions: 8 5 U W 15.1 11.9 10.1 10.9 ■ ■ 11 28 15 78 • SM Dark brown silty SAND with gravel, loose, moist (Fill) • Q• ••••+ ��••• H • 2 3 4 SM Brown silty SAND, medium dense, moist (Weathered Glacial Till) - contains small gravel 5 6 7 8 9 10 11 12 13 14 SM Brown silty SAND with gravel, very dense, moist (Glacial Till) 15 16 17 18 19 SM Grades to brown sandy SILT with gravel, medium dense, wet (Glacial Till) -no recovery - becomes very dense, moist 0. .a►_ pi 444 P, e� �, O �iI'1 /(`�1% id!! 0 Earth l Consultants Inc. Gc: cxcrtank- alFnghxeys. G[Hcxitys &FnvlmnnxnralScientism Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A24 ca Subsurface conditions depicted represent our observations at the time and lo on of this exploratory • hole modified by engineenng tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Inf,sn,,.f1.,n .,.rAce..teael ,... tkio IM Boring Log Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: j3-7 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Notes % No. o Blws Ft. L n° E (9 r/ L n. d "Li.; E ° g N 8 2 E > in LL =30 PL =20 PI =10 8 R' 0 0 U W 0. 9.6 9.5 18.7 41 78/10" 45 ML Gray sandy SILT with gravel, dense, moist (Glacial Till) -light seepage at 25' - becomes brown, very dense 21 22 23 24 25 26 27 28 29 30 31 CL Grades to gray lean CLAY, hard, moist - massive, trace silt laminations Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 and 25.0 feet during drilling. Boring backfilled with bentonite and cuttings. O 'Pi' 0 AV 44w A Yc�, Earth Consultants Inc. (1i1rN����J C�- cxriymk- alFngnxe:+ aG.ok�¢L+nhFnNmnnxnralSClrnrLin Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A25 Subsurface conditions depicted represent our observations at the ttme and oca ion of this exploratory hole modified by engmeenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of .. :.....�+.......oce..te.+,.n H,.o I.,.. Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Lagged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT _ Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) c BINows Ft. to $ 6 u 2 ii a in o U I iii D rn Surface Conditions: s 0 w 14.8 13.5 18.0 14.9 9.5 o o o o 9 14 13 9 11 ����4 �� • • • • •�����! ����' o ����• 1 �i�i�i o • ► �i�i�i ��� o ������ 0 iii• 0 , � • o • �i�i� • o�i�i�i ���� • ���� • 0������ ����• 0 • ����� ►���• ����! 0 ���. o i�i�i� ����� • ����� • • j����4 ���� 0 iii• , ����• o 0iii i�i�i�i 0 �����• • �����. ���� SM Dark brown silty SAND, loose, moist (Fill) -trace gravel - - becomes black - contains organics and sandy silt layers - becomes dark gray, medium dense -trace organic debris -36% fines - becomes loose -trace wood - becomes medium dense -trace organics -trace brick, painted wood 1 — 2 — 3 4 5 6 10 11 13 14 15 . 16 17 • 18 19 • — — — �, ,up Eel° 444. °o 00n;1 ( 0/ N. Ulf \tjw Earth Consultants Inc. rte' YlnKKa1Fn¢heffs.0 MostonhFnvlmnmenrjlSClrnrL Boring Log International Corporate Campus East Tukwila, Washington z o Proj. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A26 Subsurface conditions dep'cted represent our observations at the time and loca ion of this exploratory hole modified by engineermy tests, analyses an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inf,..... Finn ...men+ l .... +ti.c 1.... Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer .M Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 9 14.0 14.8 14.1 5.8 13 21 21 ■• • o�i�i�i ML Dark gray sandy SILT, medium dense, moist (Fill) -trace slag, small wood debris -large piece of wood in sampler ■ �����: r���-. 21 ■ 1111 �����! � — o . o o . 24 • ■ ■ ���! 25 ■ i�i�i! L,__ r,.." 26 , o o . 27 ■ �. ��� •������ 28 ■ ■ ° . ■ ■ 30 ■ . ���• SM Dark brown silty SAND, medium dense, moist (Fill) -trace glass debris (blue) i 31 32 33 SM Brown silty SAND, loose, moist -trace gravel, trace of wood (red) 34 35 36 37 38 39 SM Grades to light brown silty SAND, medium dense, moist -contains small gravel - contains interbeds of poorly graded sand A 40., E»: ,iik �1 iy A, �wrii N Ifi ``iry Earth Consultants Inc. C, wrdtnk-al Fngtnrens. G o4o .tbn & Fnvlmnmenrel ulrnnin Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A27 Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole modified by engineering , analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnr..eelinn nrxnnlarl nn H.ie Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: . ❑ Monitoring Well ❑ Piezometer with bentonite E4 Abandoned, sealed General Notes W �%) No. Blows Ft. L 2 m E c' a L 1 rj E u� `n a° ? ui 8 5 0 o. U W 0. 6.2 ' 26 - r ;: ° 0 io. SP -SM Light brown poorly graded SAND with silt, medium dense, moist 41 Boring terminated at 41.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. 0. r O \II LI 11 jy c.i/ Earth Consultants Inc. i ''�r`,.i J/ CTOtrcYmk- alFnRlrxcy s.Cw'okogl+AhfnNmnnxnralSClrntl Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A28 Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineenng tests, analysts and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnnneKnn n.oeonfo.l an Ohio Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) Bows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: 0 y n 12.7 15.3 21.1 24.0 20 11 9 ����• ■������ �iii • ■ ♦��� o o������ ■ �����: • • ���� ����� • ����. SM Brown silty SAND, very loose to loose, moist (Fill) - becomes gray - contains abundant glass fragments 2 - 3 — 6 10 12 13 15 16 17 18 19 ►������• o ����. o�i�i�i i■ ■ o o . o ■ . ����� o 114 • ��i�i�i ����. ����� ■ ■• • .� AA ',,(/y SM Reddish brown silty SAND, medium dense, moist (Possible Fill) -trace gravel -trace wood debris -43% fines — OH Dark brown organic SILT, loose, moist SM Gray silty SAND, loose, wet " pi: 441. eif jy `.Ji C7 �` ji Nl'fr tilt' o z Earth Consultants Inc. GacxMlni-al Fngfiernil. Gcolostsrs h Fnvlmnmenral kYenvl Boring Log International Corporate Campus East Tukwila, Washington z o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A29 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering • tests, analysts and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfnnwnfinn nrecenfeif nn fl,ic Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 3 _ Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT - Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer VA Abandoned, sealed with benton to General Notes W % j ) No' Blows Ft. .c a° (E rn L . a aa, it E o u> N .0 (n EE > e LL =15 PL =14 PI =1 8 5 a c? U W a 28.1 16.9 19.9 28.8 7 1 22 24 ML Grades to mottled brown SILT with sand, loose, saturated - becomes gray, very loose, water bearing 21 22 23 24 25 26 SM Gray silty SAND, very loose, water bearing - becomes brown, medium dense -trace gravel -layer of gravel at approximately 31.5' - contains silt laminations 27 28 29 30 31 32 33 34 35 36 37 38 39 „1' e�`, Al. 4 i X11 +f O2 \ J/ \1��i��r`I� Earth Consultants Inc. GearclinkalFnRfimS ,G-okUsnkFnvlmnnxnralSclrnrL; Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A30 Subsurface conditions depicted represent our observations at the time and location of this oratory hole modified by englneenny tests, analysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n(nr...alinn nrncnnla.l nn li.ie I.... Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer - with bentonite . Abandoned, sealed General Notes W (96) Bows Ft. Graphic Symbol Depth Ft. Sample • v D cn L 15.6 '.::> 1: y:i ,;a SP -SM Brown poorly graded SAND with silt, medium dense, water bearing 41 Boring terminated at 41.5 feet below existing grade. Groundwater seepage encountered at 16.0 feet during dnlling. Boring backfilled with bentonite and cuttings. 0. ry 8 Oi 0 A i tif o, NIvi J�j, Earth Consultants Inc. GcxxrctInk2lFnglneeaS, G:obglinhFnvlmnmenralSCirnrlsn Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A31 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole, modified by engineenng tests, anatysls and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnn..afinn nnacnnfdl nn H,ic Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-10 Drilling Contactor. Gregory Drilling Method: NSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 2 Abandoned, sealed with bentonite General Notes W (16) No. glows Ft. Graphic Symbol Depth Ft. Sample $ D co Surface Conditions: 12.6 11.2 10.7 24.2 20 32 64 30 ♦♦♦♦♦ `.• ♦.0 4 ML Brown sandy SILT with gravel, medium dense, moist (Possible Fill) 1 SM Brown silty SAND with gravel, medium dense, moist (Weathered Glacial Till) - becomes very dense (Glacial Till) 3 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ML Mottled brown SILT, medium dense to dense, moist m►"LL AV. iiik �61�`-00/1j1 Earth Consultants Inc. GcOttri Ink-al Fnglnee:fs. G olosIus R FnNrmnimrnl Scimitars 3 Boring Log International Corporate Campus East Tukwila, Washington D Proj. No. 2579 -31 own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A32 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrrnafinn nreeenfe.i n.. +hie 1 .., Boring Log Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-10 Drilling Contactor. Gregory Drilling Method: HSA _ Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes W % No. Blows Ft. L .0 2-E C7 fn .c . °- N" E a <n N .0 in E n > LL =46 PL =24 P1 =22 8 5 0 0 0 w 0. 29.3 23.6 24.8 14 24 31 �/ � / CL Gray lean CLAY, stiff, moist - massive 21 22 24 25 ML Grades to gray SILT, medium dense, moist -6" wet zone 26 27 28 29 30 31 Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 26.0 feet during dnlling. Boring backfilled with bentonite and cuttings. �i11 ^� /i WP Nut/ \%dJlJ LI f Earth Consultants Inc. Boring Log International Corporate Campus East Tukwila, Washington R Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 _ Checked RAC Date 8/15/00 Plate A33 Subsurface conditions depicted represent our observations at the time and loci ion of this eploratory hole modified by engineenng tests, analysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfn•.ofinn nr000nfori nn thie inn Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT _ Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer 11 Abandoned, sealed with bentonite General Notes W % ( ) No. Blows Ft. _ t2 A E 6 cn „ = a aai u A 0 v> ;a 2 E Surface Conditions: LL =30 PL =19 Pl=11 8 o U w 30.1 29.7 30.0 23.2 26.7 ■ ►- ■ 1 1 2 3 3 ��� 4 •iii GM Brown silty GRAVEL with sand, medium dense, moist (Fill), comprised of angular ravel 'gimp, ■ ��� �. ������ ML Brown SILT, very loose, moist (Possible Fill) 3 . % CL Brown lean CLAY, very soft, moist (Possible Colluvium) - comprised of highly fractured angular clay fragments in silt / clay matrix - massive - becomes soft -trace wood debris - appears disturbed, trace wood debris - appears disturbed, trace gravel, charred wood - becomes blue gray with pockets of brown -no gravel, trace organic stringers 4 10 11 12 13 14 15 16 17 18 19 — 0 it ,l) ►, ill, 41tt�� e, �, Earth Consultants Inc. ' Grorml mica! Fnglnesas. GcologL+A &FnNrtxmx-nral`cientist� o Ili ►� �,r�,��11 Boring Log International Corporate Campus East Washington Tukwila, Washin ton Z m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A34 I d Subsurface conditions depicted represent our observations at the time and loca ton of this a pioratory hale modified by engtt lee, t..y tests, ana ysis an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of i..f.....,,+1.,n .vaaenre,.+ ,,n +kic Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 _ Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT — Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer F3 Abandoned, sealed with bentonite General Notes W o� i ) No. Blows Ft. L 2 m E c7 c .c a vii E ° cn cn 2 N E > ci LL =38 PL =26 PI =12 8 5 0 U W 0. 29.8 11.1 24.4 20.7 2 68 45 45 j / CL Gray lean CLAY, very soft, moist to wet (Possible Colluvium) - becomes dark brown • • 21 22 SM Brown silty SAND with gravel, dense to very dense, moist 24 25 26 27 28 29 30 31 32 33 34 36 37 38 39 ML Grades to brown SILT, dense, moist - contains vertical laminations, iron oxide staining along laminations -light seepage in sand pocket at 35' - contains 1/4" thick vertical sand laminations -trace gravel o ,,,,. Ear, 444 o �t�t �� }y`��f Earth Consultants Inc. '',(t�'rN,i��J GctMCymlcalFnglrxris GcNo4lys &FnvlrmmenralklrnrL,n Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A35 Subsurface conditions depicted represent our observations at the time and location or this exploratory hole modified by englneenng tests, anarysrs an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrrn-n+inn nreenn+erl nn +hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Plezometer EI Abandoned, sealed with bentonite General Notes W (%) No. Ft. Graphic Symbol Depth Ft. Sample un $ ? E vi Z- 5 U 3J 12.6 9.0 73/10" 80 SM Brown silty SAND with gravel, very dense, moist - contains pockets of wet sand 41 42 43 44 as 4s Boring terminated at 46.0 feet below existing grade. Groundwater seepage encountered at 35.0 feet during dnlling. Boring backfilled with bentonite and cuttings. ry 0O 11 -1 El \II / A'if E Earth Consultants Inc. Gccx c1InIcalFngmer,' Oc:okwUnkFnvlmrnix.nralScYrniLVM Boring Log International Corporate Campus East Tukwila, Washington z E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC 1 Date 8/15/00 Plate A36 Subsurface conditions depicted represent our observations at the time and loca ion o this exloratory hole modified by engineenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfn.r..efinn n.xnnf� nn thic Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General % ( ) No Blows Ft. t _ E 6 ()' L a it a u> N ( E > cn Surface Conditions: 2.5" of Asphalt LL =34 PL =25 PI =9 3 5 0 U W 20.7 19.0 26.9 26.9 26.5 1 3 2 6 2 • ML Brown SILT, very loose, moist (Possible Fill) -trace gravel • �N .s. • .�:�• • • 1 2 — 3 — 6 -6 4 ML Mottled brown SILT, very loose, moist (Possible Colluvium) - mottled, no gravel - contains angular silt fragments in silt matrix -trace organic debris -some massive - becomes blue gray with pockets of greenish gray -trace small gravel 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 A O hill A� J Earth Consultants Inc. /w `,i Gcortc,nk al Fngtne t s. G gLsn & Fnvtmnnxnral kfmtlys Boring Log International Corporate Campus East Tukwila, Washington z m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A37 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineenng tests, analysrs and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n.ana.,.a.+.... thic IM Boring Log Project Name: International Corporate Campus East _ Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes (%) No. Blows Ft. U ° t n a 6 cis N - a v it E o (73 co p oo f E 8 5 0 0 w 48.4 15.4 26.7 14.2 2 10 11 13 j CL -ML Greenish gray lean CLAY, very soft, wet, massive, does not appear disturbed 21 ML Dark brown SILT with organics, very loose, moist 22 ML Mottled brown sandy SILT with gravel, very loose to loose - becomes loose to medium dense 24 25 26 27 28 29 30 31 32 33 ML Brown SILT, medium dense, moist - vertical laminations with iron oxide staining 35 SM Brown silty SAND with gravel, medium dense, wet -light seepage at 35' 36 37 38 39 ML Brown SILT, medium dense, moist - massive - contains gravel interbeds - contains cobbles 0. tt 40'7 AV 444 ul �� ol N Of �i r N ir1/ C� ( 1 LI Earth Consultants Inc. GcotrcymIcal FngltxtaS, CcroiogLtiAR FnvlTnnxxnntl ticyrnh.+rs Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A38 I d Subsurface conditions depicted represent our observations at the time and loca Ion of this eploratory hole modified by engineer Illy tests, ana ysls an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ininm•�finn nrmnnfurl nn fhic Inn Boring Log Project Name: Intemational Corporate Campus East Sheet of 3 3 _ Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 _ Boring No.: B-12 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite M Abandoned, sealed General Notes W % No. Blows Ft. t 2 2a e 6 to .. d ,i 0 a f v) w Ti E, D N - 8 5 0 0. c, W -, a. 16.5 34 ML Brown SILT, dense, wet - vertical laminations, trace gravel at 40.5', sand in tip 41 Boring terminated at 41.5 feet below existing grade. Groundwater seepage encountered at 35.0 feet during dnlling. Boring backfilled with bentonite and cuttings. N ibili( `//Mc „1110 8 mg, \ ,u N I 0 Earth Consultants Inc. Gm xeaJnIcalFngtnee: ts .GxNOgLsn &FnvlrtxtnxnralkYrnK+n Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A39 Subsurface conditions depicted represent our observations at the time and Location of this exloratory hole modified by engmeenny tests, analysts an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfnn.n.finn ',reeenle.l nn +hie t.... Boring Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: MGM Sheet of 1 4 Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes ( %) 16.2 25.1 25.5 29.6 31.1 No. Blows Ft. 3 2 2 2 2 U o 2 a B C9 to Surface Conditions: Gravel Parking Area GM Brown silty GRAVEL, dense, moist (Fill) ML Brown SILT with sand, very loose, moist (Possible Fill) -trace small gravel ML Brown SILT, very loose, moist to wet (Possible Colluvium) - comprised of angular silt fragments in silt matrix -trace organic debris 10 11 12 13 14 15 16 17 18 19 - distinct iron oxide staining ML Blue gray SILT, very loose, moist to wet, massive ML Brown sandy SILT, very loose, moist 8 - contains organic charred wood a -trace small gravel U W a .0 ► -- ����. ,a�>,. Boring Log International Corporate Campus East Ccolttcl nkalFngfiesnsG- okoitvs&FnNmnmenralticlrntivS Tukwila, Washington 9 o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A40 Earth Consultants Inc. Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfne.netinn n.eeen•e.+ nn H.ie lesn Boring Log Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: __ SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite Geal Notes (%) NO' Bws Ft. m E - c'f a. LL t 0 cn E N , 8 5 3 0 W a. 21.2 13.9 10.0 9.1 31 13 76/10" 76/10" SM Blue gray silty SAND with gravel, dense, moist to wet - recovered only small sample 21 22 24 25 ML Grades to brown sandy SILT, medium dense, wet -trace small gravel 26 27 28 29 30 31 32 SM Grades to silty SAND with gravel, very dense, wet 35 36 37 38 39 SM Brown silty SAND, very dense, moist -trace gravel -thin silt interbeds, becomes dense -34% fines 0. N 001 n4 8 \W)' ' `''�N`rrp Earth Consultants Inc. G:Orecmk-al Fnslnms.G:oksilsm& EnvIronmenral SCYmrlsn Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 • Plate A41 I nd Subsurface conditions depicted represent our observations at the one and loca ion of this e�loratory hole modified by englneenny tests, ana ysos a 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrn ..inn n.aenfo nn Ihie Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: _ 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer F.4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Ft. Graphic Symbol Depth Ft. Sample USCS Symbol LL =56 PL =26 P1 =30 3 a 3 L a 10.8 23.9 19.4 27.6 30 46 73 47 : SM Light brown silty SAND, medium dense to dense, moist - contains silt and poorly graded sand interbed -trace gravel 41 42 43 44 �% 46 47 48 49 50 51 52 53 54 55 CH Grades to brown fat CLAY, hard, moist (Older Colluvium) - highly fractured, comprised of angular clay fragments in silt / clay matrix -trace gravel -trace pockets of sand -becomes at 50' - 51' becomes blue gray, massive t - becomes brown, highly fractured - comprised of angular clay fragments in silt / clay matrix, some of the fragments contain laminations, others are massive - moderate seepage at 55' � / — — — 56 57 58 59 ML Brown SILT, dense, most - contains vertical interbed of saturated, poorly graded sand r del' giv 44k li41 y.. Earth Consultants Inc. d i (`I'rNorr jJ Gccxctlmical Fn¢Inre is. G ologUls & Fnvlmnm er r.N Stlrnrl.+T Boring Log International Corporate Campus East Tukwila, Washington Z n Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A42 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineenng tests, analyses and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infn....afinn ...eennfu.f nn fi.ie I.... Boring Log Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite k4 Abandoned, sealed General Notes W (%) No. Blows Ft. L $ n c5 rn .c a Ti). .r 0 it u in n v Da) 8. 0 U w 6.9 L ML Brown sandy SILT with gravel, very dense, moist 5t SP -SM Brown poorly graded SAND with silt, very dense, moist 61 — Boring terminated at 61.5 feet below existing grade. Groundwater seepage encountered at 55.0 feet during dnlling. Boring backfilled with bentonite and cuttings. 0 iii OW, 444. � A, rth Consult Its Inc. O (11,14; ' id) ``rr jJ cccxell in Fn¢fireati. Gw. ,1.1 : R. Ft.rwl nxnral k'trnttin Boring Log Intemational Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A43 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engmeenng tests, analyses and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ..r...�.�r;.....race..+e.+.,.s Htilc 1.,.. Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: _ 7/13/00 Boring No.: B-14 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes % i ) No Blows Ft. t m $ i..5 cn t n wit E o cn N D ei. Surface Conditions: 2.5" of Asphalt Z 0 5 w 0 0. 46.6 37.9 10 1 1 •�� ••4 •• ♦1♦ •4 • A1�• • • • • GM Brown silty GRAVEL with sand, medium dense, moist (Fill) - contains large cobbles 1 - � ~• •I • H ♦1♦ ����� "v• • • ∎ • SM Brown silty SAND with gravel, medium dense, moist (Fill) -no recovery, becomes loose to medium dense 6 — 8 9 10 SM Dark gray to black silty SAND, loose, wet - 11 12 13 14 ML Dark brown sandy SILT with organics, very loose, wet 15 16 17 18 19 ML Grades to dark gray SILT with sand, very loose, water bearing W .,,►._ 'V° ii . ,�I in Ai Earth Consultants Inc. C7 WJ J/ \'% 11I Ccxxrdini -al Fnpfnetts. C.,okMLtiis & Fnvlrnnmrnral Sc'lrnrun o \ Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A44 Subsurface conditions depicted represent our observations at the time and iota ion of this exploratory hole modified by engtneenng tests, analysts and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infn...v.t•i..n ..reeon}e.+ nn Tie I.... Boring Log Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-14 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer (1:1 Abandoned, sealed with bentonite General Notes W % ) No. Blows Ft. L $ m a- cn .. n. 1 ii m 0 N m $ uu)i 3 co a 0 in Uw 0. 25.0 24.0 24.4 27.0 ' 4 ,-: 26 4 - >o . o ,: o, SP -SM Grades to black poorly graded SAND with silt, very loose, water bearing • • -blow count at 25' is elevated due to heave in augers, soil is still very loose - flushed out augers after drilling to 30' -thin silt laminations 21 22 o 0 ° >_. a a o..: .. G::. : :, ;?.:.,:.o ' : °: a, : P -0 ? "• a: ° C. '::u o'_.Q i.:.::..? 0 c o • 24 25 26 27 28 29 30 31 32 33 34 — 35 SM Grades to dark gray silty SAND, very loose to loose, water bearing -trace organics 36 37 38 39 <<n, AV 44k, N gl , Earth Consultants Inc. O ' Gccxrcymk' alFngfiet-+ S, Cw- al X10, 1 NiloJ Boring Log International Corporate Campus East p Tukwila, Washington CS Proj. No. 2579 -31 m Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A45 Subsurface conditions depicted represent our observations at the time and location of this eploratory hole modified by eng�neenny tests, analysis an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inf......mri..., rvecenle.i .... +b a i.., Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: 6-14 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: _ SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite - General Notes W % ( ) No. Blows Ft. t -6 m E g r o 0., Li E 0 u> co 2 N E LL =29 PL =22 PI =7 $i 5 0 0 Ill CL 40.9 34.5 23.3 6.8 1 1 1 42 / O O44 � CL -ML Dark gray silty CLAY, very soft, water bearing . 41 42 — 46 47 48 49 50 — 51 52 53 54 55 SM Gray silty SAND with gravel, very loose, water bearing - contains shell fragments lj I [ ai . 56 t r ; t 1 t : 59— GM Gray silty GRAVEL with sand, dense, water bearing — C 0 ViI''� (`''�� JFJ 0 Earth Consultants Inc. Cccxcdmk:al Engineers. a -oingt n& Fnvlmnmenr.�l Siyrnrl.;n Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A46 Subsurface conditions dep'cted represent our observations at the time and loca Ion of this e�loratory hole modified by engirIeeI II ly tests, analys+s an .udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnr.hofinn nrxnn/aei nn /l,ie Inn Boring Log Project Name: Intemational Corporate Campus East Sheet of _ 4 4 _ Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 _ Boring No.: B-14 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Notes W % I ) No. Blows Ft. r 2 f E C7 In .. 1 a LL E o in co a Dui 8 0 a 0 Q. 11.7 7.9 50/6" 50/4" I GM Gray silty GRAVEL with sand, very dense, water bearing . 61 62 — 63 64 65 T Boring terminated at 65.5 feet below existing grade. Groundwater table encountered at 15.0 feet during drilling. Boring backfilled with bentonite and cuttings. g 00( o yn,f '/'��j� .dI/ Earth Consultants Inc. CcarctmkalFng7nccis GrokogLV+4FnvlmnnxnralSClrntL+n Boring Log Intemational Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A47 I d Subsurface conditions depicted represent our observations at the time and location of this exloratory hole modified by englneeriny tests, ana ysls an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrrnaNn■ nn fkic 1.... Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-15 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ PiezometerM Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample N N E o ai Surface Conditions: 2.5" of Asphalt a 0 1 12.1 45.6 138.0 36.5 33.7 9 7 1 2 4 •• � ■ • GM Brown silty GRAVEL, medium dense, moist (Fill) "....t ♦��. ■ ■ ■ . ' .*.'. • ■ ■ o������ ����4 �����"� ML Gray sandy SILT with gravel, loose, most (Fill) 10 r...—, • . • ML Dark brown SILT with organics, loose, moist (Fill) e / / / / OH Brown organic SILT, very soft, moist 11 12 13 14 15 ML T Brown SILT with organics, very loose, wet to saturated - contains organic stringers, organic odor -6" interbed of peat o •° o ° •o: 0 0 0. • 16 17 18 19- SP -SM Black poorly graded SAND with silt, very loose to loose, water bearing n �0' o OW 444 - l C j � Earth Consultants Inc. Ji \�r/Cxxrctmkdl Fn¢fittys. Gc( ¢LtiA k Fnvlmnnxnrfl Scimitars Boring Log International Corporate Campus us East Tukwila, Washington m Proj. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A48 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inln....ei•i..n n.xnnfai nn thic Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 . 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-15 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer F3 Abandoned, sealed with bentonite Notes I W ,� No. Blows Ft. t $ 2 T c ci = a d f O `o ( E D cn 8 o w 0. 22.7 8.0 8.4 1 1 50/6" 50/6" SM Bray silty SAND, very loose, water bearing - contains 6" interbeds of very loose silt with organic stringers -shell fragments -no recovery, gravel blocking sampler - slightly elevated blow count due to heave in auger 21 23 24 25 26 • 1 i Boring Log Project Name: International Corporate Campus East Sheet of _ 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-15 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite 4 Abandoned, sealed General Notes W % ( ) No Blows Ft. r .0 E (' cn zi. a v er m O 0 u) E cn 8 5 0 1, U IL 9.6 66 ; ! i f GM Gray silty GRAVEL with sand, very dense, water bearing 41 Boring terminated at 41.0 feet below existing grade. Groundwater table encountered at 16.0 feet during drilling. Boring backfilled with bentonite and cuttings. N i ,� 4fI % Earth Consultants Inc. 8 \lI'%0 Nut, Nig/ Gco r: oink-al FngInc.cs.Goioglsn &Fnvlm menralSclmtLin Boring Log International Corporate Campus East Tukwila, Washington z m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A50 Subsurface conditions depicted represent our observations at the time and iota ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infn....ofinn nreeenfe.f nn H,.e Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-16 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (°b) No. Blows Ft. t $ ° E 6 cE L a " ° in & ci ° cn Surface Conditions: 3" of Asphalt z 0 I, w w 15.5 14.6 84.1 46.2 27.8 3 9 6 2 4 ♦♦ i�i�• •� • • •�� • • • GM Brown silty GRAVEL with sand, medium dense, moist (Fill) - contains cobbles 344 •• ♦t♦ • • • • • • • • %%i SM Gray silty SAND, very loose, moist to wet (Fill) - contains gravel -45% fines - becomes loose 5 $ — — PT Brown fibrous PEAT, medium stiff 10 11 ML • Gray SILT with organics, very loose, wet 12 13 14 15 16 17 18 19 SM Dark gray to black silty SAND, very loose, water bearing - contains interbed of silt 0 ,i i o\Ut 0 »' Ell: dik �� `-M` f lv Ntliw Earth Consultants Inc. CK: nrtchnlra lFnpinrt: IS .G:ologLsnkFnvlrtxlnxnralSctrnrisn Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A51 Subsurface conditions depicted represent our observations at the time and loca on of this exloratory hole modified by engineenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnnnOfiM neacnnfeel nn +hie le.e. Boring Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: MGM Sheet of 2 3 Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-1 6 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (%) No. Blows m E Ft. 6- cn 48.1 32.5 21.0 15.0 1 2 5 16 E D m 2 E 0, . ML Gray SILT, very loose, water bearing - contains shell fragments SM 24 25 26 27 28 29 30 31 32 33 Dark gray to black silty SAND, very loose, water bearing - contains organic stringers -1 "- 2" thick silt interbed - contains organic stringers and shell fragments SM Gray silty SAND, loose, water bearing 36 37 39 SP -SM Grades to dark gray poorly graded SAND with silt, medium dense, water bearing - abundant shell fragments - contains gravel (small rounded) Earth Consultants Inc. Ge-cxed:tenIcal Fngtneen. G-obgtsn & Fnvlrnnnxnral Scle:nrt n Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of v.fnrn.e +inn n.e,eean+ee+ nn +hie I.... Dwn. GLS Date Aug.2000 Checked RAC Date 8/15/00 Plate A52 Boring Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: MGM Sheet of 3 3 Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: 6-16 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. U aB Et! (3 In N 0 N a m 0) m2 v s N T y 8 0 0 c� U W -, a 0, r U' O 0 z 0 m 16.2 6.0 25.9 12.4 20 88/11" 44 95/9" SM 41 42 43 44 45 46 47 Gray silty SAND, medium dense, water bearing - contains small gravel - becomes medium dense to dense - becomes very dense 48 49 50 51 52 GM Brown silty GRAVEL with sand, very dense, water bearing SM 53 54 55 56 Gray silty SAND, loose, water bearing -6" layer of poorly graded sand with silt GP -GM Gray poorly graded GRAVEL with silt and sand, very dense, water \hearing Boring terminated at 56.0 feet below existing grade. Groundwater table encountered at 11.5 feet during drilling. Boring backfilled with bentonite and cuttings. Earth Consultants Inc. Gccxrdin c I Fnslncc,S, C. logism & Fnvlmnmenral Scientism Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A53 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,,,...vneunlorl nn H.ic Iron ' Test Pit Log 8 a O 0 w 8 1- w Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP -1 Excavation Contactor: Client Provided Notes: Ground Surface Elevation: General Notes U . (O 0 N t ca . d 0 c '° N E D Surface Conditions: Depth of Topsoil & Duff 6" 24.3 1 2 3 4 5 SM Brown silty fine to medium SAND with gravel, loose, moist (Fill) -roots at 2' -some 4" to 6" cobbles SM 6 7 Light brown to gray silty fine to medium SAND with gravel, medium dense, moist to wet, mottled (Native) Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. Gcoi d1111C-411 tglnemis. CrolOsIsrs 14FnvIron valtide"uhn Proj. No. 2579 -31 I Dwn. GLS IDate Aug. 2000 Test Pit Log International Corporate Campus East Tukwila, Washington Checked RAC I Date 8/31/00 I Plate A54 Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nr,..,..,tinn .roeo„tnel nn ttiio I..,. Test Pit Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP -2 Excavation Contactor: Client Provided Notes: Ground Surface Elevation: General Notes U . C c . E (a O 0 0) 9- 31A.GPJ ECI.GD 18.0 3 L v E T N SM Surface Conditions: Gray silty fine to medium SAND with gravel, loose, moist to wet (Fill) - becomes wet, trace organic debris, branches SM - caving, asphalt fragments, branches Brown silty fine to medium SAND with gravel, medium dense, moist to wet (Native) Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. G:ntcxttnICal Fnglneets. GxoiogbJs & Fnvi ttxtn xnral Scientism Test Pit Log International Corporate Campus East Tukwila, Washington Pro. No 2579 -31 Dwn GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A55 Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnnnafinn rvxnn/ui nn thic Inn Test Pit Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP -3 Excavation Contactor. Client Provided Notes: Ground Surface Elevation: General Notes w ( %) _c .2 .a m a C� (i) 0 d U E N T In Surface Conditions: Depth of Topsoil & Duff 2" SM Gray silty fine to medium SAND with gravel, loose, moist, some washed rock (Fill) 2 — 3 — 4 5 — 6 — 7 8 SP Gray poorly graded fine to medium SAND with gravel, loose to medium dense, moist (Fill) Test pit terminated at 8.0 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. Gcae dtTlk`al Fngfircls. G Oicratsrs k FnvIrM1nK nral Sciflhl Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrvn Linn rvccunlurl nn fhic Inn Date Aug. 2000 Checked RAC Date 8/31/00 Plate A56 Test Pit Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP-4 Excavation Contactor. Client Provided Notes: Ground Surface Elevation: General Notes L U 2 a E 0 cn 0 0 c y Surface Conditions: Depth of Topsoil & Duff 18 ": branches 8 1- 0 0 0 a. W a. 0 c� a, N 0 J ✓ 0. w 1- 1 2 TPSL Duff and roots to 18" 3 SM 4 5 6 Gray silty fine to medium SAND with gravel, loose, wet (Fill) - occasional wood debris -large concrete rubbles obstruction Test pit terminated at 6.5 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. G, otrCttnICal Fngfirras. Ccologlso> h FiWNmnn,rnral Sc1rntisrs Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug.2000 Subsurface conditions depicted represent our observations at the time and iota ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnnno+inn nreconforl nn +hie Inn Checked RAC Date 8/31/00 Plate A57 Test Pit Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP -5 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes U .c a E 0rn CL w " m 16.5 38.3 to (7) E � T SM Surface Conditions: Depth of Topsoil & Duff 6" Light brown silty fine to medium SAND with gravel, loose, moist to wet (Fill) - increasing coarse sand, fill ML Gray SILT, medium dense, moist, varved (Native) Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. Cc:cxrcyink-al Fngfir i i Gc.'nk a)..+S & Fnvlmfnne'nral StYrntivS Test Pit Log International Corporate Campus East Tukwila, Washington ■a Proi No 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A58 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrrne('inn 'vacanto.l nn lhic Inn Test Pit Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP -6 Excavation Contactor: Client Provided Notes: Ground Surface Elevation: General Notes � o U a E N Surface Conditions: Depth of Topsoil & Duff 6" SM 1 2 3 4 5 6 Light brown silty fine to medium SAND with gravel, loose, moist to wet - becomes medium dense.to dense, till like, near optimum - lightly coarse, mottled Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. Gacx t nICal Fngtnms, GrolO d.S s F. Fnvir)nnw nnral Sd ,nrLs S Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug.2000 Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnm..tinn nraconlo.l nn N,io Inn Checked RAC Date 8/31/00 Plate A59 APPENDIX B LABORATORY TESTING RESULTS E-2579-31C Earth Consultants, Inc. • £ -.L .ON OJ. 0 0, • :ny alei C) r) co a mir 8 ale. -o H rt 0 w rt H 0 E Pa cm o ri � b w o cn rt P" w r rt O co 00 rt C) o w O EI b 0 w to HDI3M AS 1f3 d 1 3 :3., SIEVE ANALYSIS HYDROMETER ANALYSIS N 100 90 80 70 60 5 40 SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD N`O t0 d M N N m Q M -w` r ■zlmmo: amilm INNINIII•IINIMME11 EMU N ��M C: . f0 O M d l0 0 f00 000 O*- GRAIN SIZE IN MM 0l0 d• M N N O q o O 0 0 O O O 0 0 O 0 0 O 90 ::::: 11•1•INNIMI MINIM MINIM iii■■ •1111•• MUM ■r■•1• MUM iii■. iii■■ UMW UMW ii••. UMW iii■. i•■ ••t iii■■ ■ii.. ■ii.. MIME isu MINI. 3 20 10 0 o o o 0 M N • 11•11111111111 MEN EN o o O O O O O co lG O 00 l0 V M V M N •-• CO t0 O M N O O GRAIN SIZE IN MILLIMETERS M N 0 0 o O O 0 0 0 0 0 0 N 0 0 10 20 30 40 50 60 70 80 90 100 0 COBBLES COARSE FINE COARSE I MEDIUM FINE GRAVEL SAND FINES KEY Boring or Test Pit No. DEPTH (ft.) USCS 0 0 B -4 B -5 B -0 30 55 5 SM SM SM DESCRIPTION -Brown silty SAND Brown silty SAND Dark gray silty SAND Moisture Content ( %) LL 1 H 3M A: !i .Vs 31:1 .1 PL 9.0 5.1 13.5 £- 6[5CON of j 0 0 ■00 •:nyale� 10 SI 8 ale. m - 0 A. 3 A V V 1 'IV H9I3M A8 1:13NI3 1N3 .8. SIEVE ANALYSIS N 100 90 80 70 60 50 40 30 20 10 0 0 HYDROMETER ANALYSIS GRAIN SIZE IN MM SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD _ ao 8 g ro NY o m N v NO CD N O O 0 00 0. 0 0 LID d M N .- W CO O 0 N 0 0 �Lfl ((00 CO O. 6 f„ -•i r rj• n\ 11 0 0 CO (0 M N T�l 0 0 0 M N I_TTT n I I 0 03 CO T- I \p N 0 O 0 0 0 U Lr- V M N r CO (O t M N •- CO GRAIN SIZE IN MILLIMETERS • CO O M N 0 0 0 0 0 0 0 0 0 0 0 0 0 10 20 30 40 50 60 70 80 90 100 0 0 COBBLES KEY COARSE 1 FINE COARSE1 MEDIUM f FINE Boring or Test Pit No. GRAVEL DEPTH (ft.) USCS SAND O O • . B -9 B -13 B -15 B -16 10 35 30 2.5 SM SM SP -SM SM DESCRIPTION FINES Reddish brown silty SAND Brown silty SAND Brown poorly graded SAND with silt and gravel Gray silty SAND Moisture Content ( %) LL 1 •0I3M 8 133 I:`dO3 N3 1::13. PL 100 80 x 60 w z 20 LIQUID LIMIT 0 Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. P. P.L. PI. Natural Water Content • B -5 20 Gray lean CLAY CL 29 21 8 24.0 A B -6 20 Brown SILT ML 39 26 13 24.9 • B -6 45 Dark brown lean CLAY CL 49 24 25 24.6 O B -7 30 Gray lean CLAY CL 20 30 10 18.7 p B -9 25 Gray SILT with sand ML . 14 1 16.9 0 B -10 20 "---A-Line CL 46 24 22 29.3 © • 0 CL- ML 0 a n ) 20 40 60 80 IC LIQUID LIMIT 0 Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. P. P.L. PI. Natural Water Content • B -5 20 Gray lean CLAY CL 29 21 8 24.0 A B -6 20 Brown SILT ML 39 26 13 24.9 • B -6 45 Dark brown lean CLAY CL 49 24 25 24.6 O B -7 30 Gray lean CLAY CL 20 30 10 18.7 p B -9 25 Gray SILT with sand ML 15 14 1 16.9 0 B -10 20 Gray lean CLAY CL 46 24 22 29.3 Earth Consultants Inc. Geotectvncal Engineers. Geologtsms & EnNrcnmcntal Scientism Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No.2579 -31 1 Date Aug . 2000 l Plate B3 100 80 x 60 w 0 z E- 0 H 40 u) J a_ 20 0 20 40 LIQUID LIMIT 60 80 100 Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. P.L. PI. Natural Water Content • B -11 10 Brown lean CLAY CL 30 19 11 23.2 • B -11 30 Brown SILT ML 38 26 12 24.4 • B -12 15 Blue gray SILT ML 34 25 9 26.5 0 B -13 50 Blue gray fat CLAY CH 56 26 30 19.4 C B -14 40 Dark gray silty CLAY CL -ML 29 22 7 40.9 0 `---A -Line CD 0 • ID a CL -ML ISI C 0 20 40 LIQUID LIMIT 60 80 100 Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. P.L. PI. Natural Water Content • B -11 10 Brown lean CLAY CL 30 19 11 23.2 • B -11 30 Brown SILT ML 38 26 12 24.4 • B -12 15 Blue gray SILT ML 34 25 9 26.5 0 B -13 50 Blue gray fat CLAY CH 56 26 30 19.4 C B -14 40 Dark gray silty CLAY CL -ML 29 22 7 40.9 Earth Consultants Inc. Geoaechnkal Engineers. Geologists & Environmental Stlenitsts Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No. 2579 -311 Date Aug. 2000 1 Plate B4 10 Copies DISTRIBUTION E-2579-31C Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Dave Sabey Earth Consultants, Inc. PLANNED ACTION INITIAL QUALIFICATIONS (TMC 21.04.152) Please complete the following checklist to demonstrate that all significant adverse environmental impacts have been clearly avoided or mitigated. Please respond on separate sheets as needed Applicant Responses: A. BACKGROUND 1. Date checklist prepared: September 8, 2000 REC fiV/ E D Agency Comments SE? 2 6 2000 COMMUNITY {DEVELOPMENT 2. Proposed timing or schedule (including phasing, if applicable): The project will consist of four separate buildings, common site work and utilities, and enhancement work along Riverton Creek. In order to construct the phased development, the applicant's schedule calls for a building shell permit be . issued on April 1, 2001 with conditions limiting work in stream corridor and delaying mass grading until May 1, 2001. In order to facilitate the schedule, underground utility construction and erosion control work will need to start on March 1. The project at this time is anticipated to be constructed as building shells. These shells will be finished with restrooms, vertical transportation systems, and life safety systems in place to allow occupancy of the buildings. 3. Do you have any plans for future additions, expansions, or further activity related to or connected with this proposal? If yes, explain. The project at this time consists of shell construction for 3 buildings, a garage structure, and stream enhancement along with associated site work. Applications will be made at a later time for tenant work inside the building, exterior generators, installation of fuel tanks, mechanical unit installation and miscellaneous permits for optic fiber, power and phone. 4. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. Sound Transit is currently studying Tight rail route within the public right -a -way west of the site. Future access to our site is currently begin coordinated with their design. The City of Tukwila currently has plans for improving Tukwila International Blvd., which is along the west frontage of the site. Improvements on that frontage will be installed at a later date when final design work along that roadway is completed by the City. G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 1 Applicant Responses: • The applicant has an application into the WSDOT for installing a traffic signal on Tukwila International Blvd. This entry is noted on the site plan as a future entry. The proposed site entry falls south of the current limited access point on "Old 99" aka Tukwila International Blvd. 5. List any government approvals or permits that will be needed for your proposal. Grading Permit City Utility Permits City Zoning Permit City 4 — Building Permits City Stream Enhancement Permit - City HPA Fisheries MPDES State Electrical Permit State Mechanical Permit City Tenant Permit City Fuel Tank Permit City Street Use Permit City Signal /Driveway Permit State BLA ' City Right -A -Way Dedication City 6. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. Section E requires a complete description of the objectives and alternates of your proposal and should not be summarized here. Project Description: International Corporate Campus East (ICCE) consists of the development of three R &D (Research & Development) facilities, a free standing parking structure, enhancements of Riverton Creek and associated common site improvements. The three R &D buildings will be constructed for the needs of technology tenants. Each of the buildings will have been built over a parking structure. The estimated gross area that will be available in the three buildings to R &D users will be 450,000 s.f. with parking provided in the range of 2.5 to 3.0 cars per thousand /s.f. of gross area. The sites principle access will be from Tukwila International Blvd. Initially a driveway at the south end of the site will be constructed. In the future a signalized second access point will be available. Secondary access for emergency vehicles and deliveries will be available on the eastside of Buildings 7 & 8 from Intergrate Technology Campus East (ITCE) Agency Comments: GAAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 2 Applicant Responses: • As part of the construction of Building 7 a connecting driveway will be provided to ITCE. This driveway will allow traffic from ITCE to access Tukwila International Blvd. (TIB), and allow deliveries to be made from TIB to Buildings 7 & 8. In the future passenger vehicle access to ITCE will be available over the parking structure. The access to Building 9 will be from TIB for cars and service vehicles. An access road for emergency vehicles and equipment installed at the eastside of the building and connect to So. 126th. This drive will provide access to the mechanical room located in basement 3 at the east end of the building. The site currently has been graded under Tukwila Permit MI 2000- 111 and is being used for parking, staging and operation center for construction within ITCE Building 5. As part of that work, vegetation was removed in some areas. The balance of the site is covered with grasses and scattered trees except at the stream corridor and wetland areas. Much of the 16.1 acre project area has previously been graded. In some areas the slope of the graded areas exceed 20 %. No grading or construction activity is anticipated on any natural slope that meets the sensitive area definition or in any steep slope wetland buffer. As part of this project a restoration of tree canopy area, which were removed under the previous grading permit, will be provided. The new tree canopies will cover 20% of the project area outside the stream corridor. Within the stream corridor buffer are several trees that will need to be removed in order to open up the stream channel or provide restoration of habitat. Within the site are two wetland areas, a Class I & II stream along Riverton Creek, and two drainage courses B &C, and a water course "D ". All of these features are described on the biologist's report. The south wetland "E" is a Class III wetland which requires a 25' buffer. Water dispersion trenches will be provided along its edge to maintain current water flows. The second wetland "A ", also a Class III wetland, at the north of the site will remain as is. When the parking garage is constructed a 25' buffer to the new construction will be provided. In an area within the existing parking lot at the north end of the site are 4 depressed areas that are drainage swales. Since these areas will be removed during construction of the garage, mitigation for them will be provided as part of the Riverton Creek enhancement project which will be permitted separately and bonded appropriately. Agency Comments: G:IAPPHAMLANDUSE.APPISPLAN.DOC, 06/13/00 3 Applicant Responses:. • Stream restoration work will begin in early summer as soon as the salmon run is over. The work will consist of opening up a 300' long part of Riverton Creek currently enclosed in pipe and providing shading along several hatching areas of the Creek that is not currently shaded. This work will require excavation, grading and other work to occur within the buffer. These activities will result in removal of existing parking area, placement of rock walls and planting of new native landscape materials. Along with this enhancement work, maintenance and repair of existing retaining walls east of Building II will occur adjacent to the stream corridor. The enhancement work is being done as mitigation for removal of low value habitat areas, impacts on wetlands, fill area that exhibit wetland characteristics, and placement of a box culvert crossing at the north end of the site. The estimate cost of this work is $750,000.00. This cost is due in part to the complexity of the stream construction. The buildings themselves will be UBC Type II —FR construction with automatic fire extinguishing system. The concrete structures will be clad with a curtain wall glazing system and architecturally treated concrete precast panel with a painted finish. The exterior glazin6 will be a Tight green color in a colored and /or clear anodized framing system. The exterior wall area without vision glass will be insulated with batt insulation. The curtain wall or exterior panels will extend above the roof of the top story to create a parapet of about 3 ft. Beyond the parapet will be an acoustical screen wall, which will be about 12' above the roof- structure to screen the mechanical units. The roof surface behind the parapet will be covered with a white single ply roof system. The membrane will be installed over a rigid insulation. Buildings 7 & 8, which are constructed in the MIC /H zoning, will be similar to shape and size. Each building will be built into the sloping bank. The three levels of occupied space will be provided above grade. The four levels of parking and one level of mechanical will be partially below grade and set into the hillside. Both of these buildings from the lowest mechanical level to the roof will be less than 125 ft. in height. One of the parking levels will be designed so that it can be converted into unoccupied electronic switch rooms. The two buildings will have an estimated occupied area of about 140,000 s.f. and parking proportionate to area. Building 9, which is located in the MIC /LT zone, will be a 4 story building with a three level basement. The basement levels will be buried into the hillside. The top three levels will be occupied space with the first level being used as parking. This level, however, is designed to be converted to an unoccupied electronic switch room operation . The lowest basement level is anticipated to be used as a mechanical room. This building will initially have Agency Comments: G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 4 Applicant Responses: • an estimated occupied area of about 170,000 s.f. and parking proportionate to area. The 4th building construction project will be a 3 story free standing parking garage located in the existing parking lot at the north end of the project area. The purpose of this structure is to provide parking capacity for the future needs of tenants in the adjacent ITCE facility and reserve parking capacity for ICCE in the event that additional parking beyond code requirements is needed. This structure would be a UBC Type II -FR structure with a dry sprinkler system. The construction would be of concrete and pile supported. Ramps would connect the various levels. A removal ramp would be placed over the sewer basement. The stall capacity would between 350 and 400 cars. This garage would replace parking stalls currently' removed from the ITCE Campus by development activities. 7. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s): Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. The-Project is located in the City of Tukwila on: The west side of Tukwila International Blvd., north of 126th Ave. South. See attached site plan survey, vicinity map, proposed BLA and legal description. 8. Does this proposal lie within an area designated on the City's Comprehensive Land Use Policy Plan Map as environmentally sensitive? Sensitive areas exist on the site. These areas consist of Riverton Creek, a minor drainage watercourse from T.I.B., isolated wetlands, and a wetland near the southern section of Riverton Creek. These items are discussed in the attached biologist's report. The site also has slopes on the site of 20% or greater. These slopes were created under construction permits in the early 199O's and late 198O's issued by King County. Steep slopes along the Tukwila International Blvd. were created during the expansion and construction of Hwy. 99 and SR 599 access ramp. Since these slopes were created by permit and based on ordinance, they are not sensitive area. The stability of these slopes has been evaluated by the soil engineer. His analysis concurs that the slopped areas are stable. Agency Comments: G:IAPPHAMLANDUSE.APPISPLAN.DOC, 06/13/00 5 , Applicant Responses: • B. ENVIRONMENTAL ELEMENT 1. Earth a. General description of the site (circle one): Fiat, rolling, hilly, steep slopes, mountainous, other: The existing site is sloped west to east and generally falling to the north. The eastside of the site is lowest at the stream. See attached survey. b. What is the steepest slope on the site (approximate percent slope)? The steepest slope is 2:1 (26 %) at previously graded areas. The typical slope is Tess than 20 %. Several benches exist on the site as well as drainage gullies. c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. The site has not been used for agriculture in the recent times. See attached soils reports for soils description. d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. The north section of the site, under the existing parking lot, has underlying layers of peat. This will require the parking structure to a special foundation design. e. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. Grading activities on the site will consist of 220,000 yds. of cut and 3,000 yds. of fill. Export from the site will be between 182,000 and 217,000 yds. The estimated amount of granular import is 10,000 yds. All fill that is not from existing on site materials will come from an approved off site borrow. The amount could be as large as 35,000 yds. depending on suitability of existing materials G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 Agency Comments: Applicant Responses: f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Erosion could occur during clearing, excavation, and grading of the site until final paving, landscaping, building and site improvements are installed. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? 50% of the approximately 16.1 acre project area is estimated to be impervious surfaces after completion of the work within the project area. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Install permanent improvements as soon as feasible. Provide City approved temporary erosion control plan during construction. See attached erosion control plan. 2. Air a. What types of emissions to the air would result from the proposal (for example, dust, automobile odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. Vehicle and equipment emissions will occur during construction. Prior to installation of finish material, dust abatement will be required. After the project is completed, vehicle emissions will occur along with emissions from gas heating equipment and emergency generators. b. Are there any off -site sources of emissions or odor that may affect your proposal? If so, generally describe. None c. Proposed measures to reduce or control emissions or other impacts to air, if any: Comply with vehicle emission standards and air quality regulations for permanent heating and cooling equipment. Agency Comments: G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 7 Applicant Responses: 3. Water • a. Surface: 1) Is there any surface water body on or in the immediate vicinity of the site (including year - round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river if flows into Riverton Creek runs through the site and flows into the Duwamish River along with drainage from TIB and two drainage courses. Habitat and wetland area exist on the site. See attached biologist report. 2) Will the project require any work over, in or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. See attached drawings. Grading, paving, landscaping, building utility lines and stream enhancement will all occur within 200 feet of Riverton Creek. 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. The amount of fill material to be placed in swale areas at the north parking area is 100 yds. Approximately 200 yds. of material will be removed along the Riverton Creek conveyance pipe to create a new stream channel. Approximately 150 yds. of material will be removed along the Creek to create areas to installed planting in two separate locations. Repair of an existing wall located on the stream corridor to ITCE Building 2 will be done. The work requires removal of the existing wall along with an excavation of about 100 yds. of material below the base of the wall. New clean approved fill materials of about 100 yds. will be placed in the same areas to provide foundation support for the new walls that will be installed along with engineered backfill. In the area where the new Creek crossings will occur, excavation will be required to install bedding material for the culvert. The estimated amourit will be 100. In addition back filling adjacent to each 'culvert of 50 yds. will occur from an approved borrow. Other excavation and G:IAPPHAMLANDUSE.APPISPLAN.DOC, 06/13/00 Agency Comments: 8 Applicant Responses: • • filling will occur to provide temporary diversion channels. Excavation for the entry point for the storm drainage system will be required at the north end of the site adjacent to the Creek at the point where the stream goes below the Metro Base into a culvert. Any backfill will be approved on site material or material from an approved off site borrow. See attached soils engineer's letter and biologist's report. 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. The proposal to enhance Riverton Creek will require a diversion of the water that flows through the Creek culvert into a temporary open ditch or pipe while the stream culvert is removed. A new channel will be constructed along the existing pipe line. At possibly three locations on the site, new Creek crossings will be required to connect the existing driveway to the parking lots, driveways, and the parking structure. The north crossing will allow traffic to move north of Building 2 at ITCE and facilitate circulation and provide fire department access. Other crossing points on the stream currently exist. A box culvert is proposed at this time. The installation of the culvert will require a temporary diversion of the stream, most likely by a pipe.. No diversion of water is anticipated to repair existing wall along the stream at this time. 5) Does the proposal lie within a 100 -year floodplain? If so, note location on the site plan. All of the site is currently filled above the floodplain. 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No waste materials are anticipated to be discharged. Storm water from parking area will be treated and discharged into Riverton Creek at the north end of the site. Predevelopment runoff conditions will be maintained. See attached drainage analysis and preliminary civil design drawings. Agency Comments: G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 9 Applicant Responses: b. Ground • • 1) Will ground water be withdrawn, or will water be discharged to ground water? Give general . description, purpose, and approximate quantities if known. No ground water withdrawals are proposed. Some discharge of clean roof water into wetland areas is anticipated. This amount is unknown at this time. The discharge method would be a dispersion trench. See preliminary civil design drawings. 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: domestic sewage; industrial, containing the following chemicals...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the systems are expected to serve. None c. Water Runoff (including storm water) 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. All existing runoff currently flows without detention and untreated to Riverton Creek. New storm systems will maintain the existing flow pattern where beneficial. Storm water runoff will occur from roof areas, paving areas and a small amount from existing vegetated areas. Roof areas will be collected into a drainage system, which will flow into a detention vault and discharged into a system, which will flow to Riverton Creek. Parking and paving area runoff will be collected and detained into combination detention wet vaults prior to discharge into Riverton Creek. See preliminary civil design drawings. 2) Could waste materials enter ground or surface waters? If so, generally describe. No. All surface materials are designed to collect pollutants from vehicles and treat them prior to discharge into the Creek. G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 Agency Comments.\ 10 Applicant Responses: • • d. Proposed measures to reduce or control surface, ground, and runoff water impacts. Comply with King County and D.O.E. design standards for mitigation of storm water impacts. Comply with best construction practices during the development phases. 4. Plants a. Check or circle types of vegetation found on the site: X Deciduous tree: Alder Maple, Aspen, other X Evergreen tree: ( Cedar Pine other Shrubs X Grass Pasture Crop or grain Wet soil plants: Cattail, Buttercup, Bulrush, Skunk, Cabbage, other — See biologist report X Water Plants: Water Lily, Eelgrass, Milfoil, other See biologist report ' X Other types of vegetation — Blackberries & brush b. What kind and amount of vegetation will be removed or altered In work areas for buildings and paving, all vegetation will be removed and temporary ground cover provided until construction is complete. In the stream areas some vegetation will be removed during enhancement and wall repair work. New shading vegetation will be installed. Tree replacement for existing trees removed in the buffer area will be done per TMC 18.54.130. c. List threatened or endangered species known to be on or near the site. The existing site contains a salmon breeding area. Fish species is not currently listed as endangered. d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: The site will be landscaped with a City approved plan. The plan will provide a 20% tree canopy cover on the project area outside the stream. Within the stream corridor a planting plan for enhancing the stream will be submitted to the City for approval. This work will be completed in Summer 2001. Agency Comments: G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 11 Applicant Responses: • 5. Animals a. Circle any birds and animals which have been observed on or near the site or are known to be on or near the site: Birds: Hawk, Heron, Eagle,(Songbirds)other: Mammals: Deer, Bear, Elk, Beaver, other; Rabbits Fish: Bass, (talmon)Trout, Herring, Shellfish, other Other: b. List any threatened or endangered species known to be on or near the site. None observed. c. Is the site part of a migration route? If so, explain. Pacific Flyway d. Proposed measures to preserve or enhance wildlife, if any: Enhance stream corridor with new shading and streambed areas. Plant sloped areas along the stream and watercourse buffers with native plants to provide resting and feeding areas. • 6. Energy and Natural Resources a. What kinds of energy (. natural gas wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Electricity will be used for cooling, operation of convenience outlets, and to support electronic switch gear and computer equipment. Natural gas will be used for heating and possibly power generation. Diesel oil will be used to operate back up generators. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No Agency Comments: G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 12 Applicant Responses: • • Agency Comments: c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: The facility will use energy efficient glazing outside air sources to supplement cooling and heat recovery as feasible. The building shell will comply with Washington State Energy Code. 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. None in normal facility operation. 1) Describe special emergency services that might be required. Aid car services could be required by employees. Fire department services could be required in the event of a fire. Regular police services will be needed. 2) Proposed measures to reduce or control environmental health hazards, if any: No environmental health hazards are anticipated. b. Noise 1) What types of noise exist in the area which may affect your project (for example: traffic equipment, operation, other)? Noise from airplanes, traffic and neighboring equipment from other facilities in the area. What types and levels of noise would be created by or associated with the project on a short-term or a long -term basis (for example: traffic, construction, operation. other)? Indicate what hours noise would come from the site. Short term construction noise will occur from vehicles, equipment and tools. After completion, noise from cooling equipment will be present and vehicle noise from car traffic and deliveries on the site. Noise from generator will occur on a testing emergency basis. G:IAPPHAMLANDUSE.APPISPLAN.DOC, 06/13/00 13 Applicant Responses: • • • 3) Proposed measures to reduce or control noise impacts, if any: Conform to best construction practices during construction and limit all exterior work hours to between 7 a.m. and 7 p.m. Limit night time work noise to 65 db. Noise from equipment after occupancy will be abated by acoustical screens, equipment sound proofing muffling devices to comply with ordinance. Noise from vehicles will be regulated based on established vehicle standards. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? Adjacent properties are zoned MIC /L, MIC /H, C /LI or LDR. Surrounding properties to the west and north are developed with industrial or commercial building. Property along the eastern project limits is developed as an `industrial park except for the south approximately 200 feet of the east project line. The property adjacent to the east project boundary and north of So. 126th is zoned MIC /L but currently contains a series of residential structures that are occupied. The southern boundary of the project is located adjacent to two zones. The western 175 is located adjacent to a C /LI zone which contains a restaurant structure that will be demolished by its current purchasers in the near future. The next 168 of that boundary that lies west of 34th Ave. So. is zoned LDR and,is currently undeveloped. The balance of the south boundary to the east of 34th Ave. So. is the north edge of So. 126th Street. The property across the 50 Street Right -A -Way is developed as residences and zoned LDR. A landscape buffer along the section of the property where it abuts the LDR zoning will be provided per code in lieu of the side yard landscaping otherwise required. b. Has the site been used for agriculture? If so, describe. No c. Describe any structures on the site. There are no above ground building structures existing underground. Storm manholes and culverts occur. Agency Comments: G:IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 14 Applicant Responses: • d. Will any existing structures be demolished? An existing drainage structure (manholes) may require portions to be demolished and reconstructed at new elevation. Existing underground culverts will be altered or removed as required. e. What is the current zoning classification of the site MIC /H, MIC /L, C /LI f. What is the current comprehensive plan designation of the site? Industrial g. If applicable, what is the current shoreline master program designation of the site? The site is located beyond the shoreline zone of the Duwamish River. h. ' Has any part of the site been classified as an "environmentally sensitive" area? If so, specify: j• Water courses, habitats, slopes, and wetlands. See biologist's report, site survey, and soils report. Approximately how many people would reside or work in the completed project? Between 150 and 1200 depending on the actual R &D use. Approximately how many people would the completed project displace? None k. Proposed measures to avoid or reduce displacement impacts, if any: None required. I. Proposed measures to ensure the proposal is compatible with existing and projected and uses and plans, if any: Comply with existing development regulations, good design practice, existing, and provide appropriate mitigation measure to avoid significant impacts. Agency Comments: G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 15 Applicant Responses:• • 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low- income housing. Does not apply. b. Approximately how many units, if any would be eliminated? Indicate whether high, middle, or low - income housing. Does not apply. c. Proposed measures to reduce or control housing impacts, if any: The project will draw employees from existing Puget Sound area work force. No significant additional local housing units are anticipated. 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? The principle exterior materials are curtain wall glazing, architecturally treated premanufactured panels with rustication and paint finish, painted concrete, and painted steel. The height of Building 7 from its lowest mechanical equipment level to the roof deck is estimated to be 8 stories or about 112 feet. The height of Building 8 to its lowest mechanical equipment level to the roof deck is estimated to be 8 stories or about 113 feet. The height of Building 9 is 4 stories over three levels of basement. The height of the parking structure to the top level, estimated at 20 feet above existing grade. b. What views in the immediate vicinity would be altered or obstructed? The height of the building above existing street grade along Tukwila International Blvd. for Buildings 7 & 8 at the midpoint is about 55' and for Building 9 is 43'. View corridor between the buildings provide visual access to the valley beyond. Approximately 50% of the site frontage is building facade. The parking structure is entirely below street level. Agency Con.. G:IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 16 Applicant Responses:. c. Proposed measures to reduce or control aesthetic impacts, if any: Comply with zoning ordinance provisions. Follow good design practices. Utilize landscaping to integrate building with the site and soften visual impacts. 11. Light and Glare a. What type of Tight or glare will the proposal produce? What time of day would it mainly occur? Some reflected light would be present from glazed surfaces during the day. Light from vehicle headlights will occur during night hours. Night lighting will be provided around the site for vehicle and pedestrian safety. b. Could light or glare from the finished project be a safety hazard or interfere with views? • No c. ' What existing off -site sources of light or glare may affect your proposal? None d. Proposed measures to reduce or control light and . glare impacts, if any: Provide landscaping to buffer Tight from headlights. Utilize photometrics to limit night lighting impact on neighboring sites. 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? The Duwamish Trail is within half mile of the site. The Tukwila Community Center is within three miles of the site. A public pool is also located within 3 miles of the site. b. Would the proposed project displace any existing recreation uses? If so, describe. None Agency Comment G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 17 , Applicant Responses: • 1 c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: Provide employee education on recreational . activities available that are both public and private in the community. Individual tenants may in the future provide recreational opportunities within their lease space. The project will provide exterior decks and seating area for passive recreational activities. Bike racks will be provided in the parking structure. 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, National, State, or Local preservation registers known to be on or next to the site? If so, generally describe. None b. Generally describe any landmarks or evidence of historic; archaeological, scientific, or cultural importance known to be on or next to the site. None Proposed measures to reduce or control impacts, if any: Dose not apply. 14. Transportation a. Identify public streets and highway serving the site, and describe proposed access to the existing street system. Show on site plans, if any. Tukwila International Blvd., SR 599, So. 124th and East Marginal Way So, SR 518. b. Is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? Yes — Stop within a quarter mile on Tukwila International Blvd. Agency Comments: GAAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 18 , Applicant Responses 1 c. How many parking spaces would the completed project have? How many would the project eliminate? No designated parking spaces occur within Buildings 7, 8 & 9 construction area. Located within the site area of Buildings 7, 8 & 9, within the parking structures beneath the occupied space and on the surface, will be an estimated parking stall count of between 1125 and 1350 stalls. The parking part of the project area currently has two parking lots. One lot is at the north end and will be redeveloped as a parking structure. The second south lot is east of Buildings 7 & 8. This lot contains 149 stalls counting those located on both sides of the stream. The north' lot has 270 stalls. As part of the stream enhancement, about 30 stalls will be removed from the south lot and about 40 stalls from north lot. As part of the construction of Buildings 7 & 8, about 57 stalls will be removed from the south lot and 23 from the north lot. The total parking reduction with Buildings 7, 8 & 9 and the steam enhancement when complete is about ' 150 stalls. The proposed parking garage will hold 350 to 400 cars depending on its final design. The construction of the garage will eliminate 150 surface stalls. The total net gain in parking stalls after the project is completed is 69 stalls. As a result of this project, there will not be an impact on parking at ITCE. d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private). Based on the attached traffic study, no new roads or special improvements not already scheduled, will be required. Street frontage work will be provided at So. 126th along with right -a -way dedication. Improvements along Tukwila International Blvd. will occur based on City improvement plans. e. Will the project use (or occur in immediate vicinity of) water, rail, or air transportation? If so, generally describe. No special transportation needs are anticipated. Agency Comments: GAAPPHANILANDUSE.APP%SPLAN.DOC, 06/13/00 19 Applicant Responses: • f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. g. See attached traffic report. Proposed measures to reduce or control transportation impacts, if any: Provide mitigating measures identified in the traffic report and provide mitigation based on Tukwila Traffic Concurrency Ordinance. 15. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe. Additional fire and police services would be required. Employees are anticipated to come from existing regional population. Based on this, no special other impacts are anticipated. b. Proposed measures to reduce or control direct impacts on public services, if any. Comply with ordinance requirements and mitigation requirements. 16. Utilities a. Circle utilities currently available at the site: electricit natural gas water, refuse service, anitary sewer septic system, other: Optic fiber. b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. Certificate of Water & Sewer Availability have been previously filed with the City. See attached copies. The applicant will be providing on site distribution and collection systems for sewer, water, and storm drainage. Private provider will install fiber and phone service loops. City Light will provide an on -site power service. Agency Comments: G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 20 Applicant Responses:. C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Signature: Date Submitted N K #71 /PO RTS EA -1. C H K Agency Comments: G :IAPPHANILANDUSE.APPISPLAN.DOC, 06/13/00 21 EXPIRES 10/14/. d'j Outstanding Professionals .. . Outstanding Quality DRAINAGE REPORT INTERGATE EAST TUKWILA, WA Prepared for: SABEY CONSTRUCTION 12201 Tukwila International Boulevard, 4th Floor Seattle, Washington 98168 (206)- 281 -8700 Prepared by: DAVID EVANS AND ASSOCIATES, INC. 1620 W. Marine View Drive, Suite 200 Everett, WA 98201 _ 425 -259 -4099 R� CE ,/ Ems) DASC0012 September 8, 2000 S7? 2 8 2000 cOYMON Y DEV " ='lc DAVID EVANS AND ASSOCIATES, INC. INC. Intergate East TESC Calculations Prepared for: Sabey Corporation Prepared: September 8, 2000 DASC0009 Two sediment ponds will be provided to treat silt -laden runoff prior to discharge into Riverton Creek. Sediment pond 1 will treat runoff from Building 9 and will discharge to a dispersion trench located upstream of existing Wetland "E ". Sediment pond 2 has been sized to treat the future location of buildings 7, 8, and the driveway. This pond will discharge at the north end of the site in the vicinity of the 42" culvert, which conveys Riverton Creek to the north through the Metro facility. Both sediment ponds have been sized in accordance with Appendix D of the 1998 King County Surface Water Design Manual, using the 10 -year flow rate for a higher level of downstream protection. Sed Trap 1 (Bldg 9) Area = 2.43 acres, Qio = 1.00 from SBUH SA at the invert of the weir = 2Q1o,sBuH /0.00096 = 2,083 sf Drainage Area Hyd Method: SBUH Hyd Loss Method: SCS CN Number Storm Dur 24.00 hrs Area Pervious 2.43 ac Total 2.43 ac Supporting Data: Pervious CN Data: CN 87.00 TC 0.09 hrs 87.00 2.43 ac Pervious TC Data: Flow type: Length: Slope: Coeff: Travel Time Sheet 300.00 ft 17.00% 0.05 5.27 min Shallow 55.00 ft 17.00% 8.00 0.28 min Basin Event Summary: BasinID Peak Q (cfs) Peak T (hrs) Peak Vol (ac -ft) Area ac Method /Loss Raintype Event BLDG 9 1.00 8.00 0.3522 2.43 SBUH/SCS TYPEIA 10 yr Sed Trap 2 (Bldgs. 7 & 8 + Access Road) Area = 8.93 acres, _ Qio = 2.84 cfs from SBUH SA at the invert of the weir = 2Q1o,sBUH /0.00096 = 5,917 sf Drainage Area Hyd Method: SBUH Hyd Loss Method: SCS CN Number Storm Dur 24.00 hrs Area Pervious 8.93 ac Total 8.93 ac Supporting Data: Pervious CN Data: CN 87.00 TC 0.34 hrs 87.00 8.93 ac Pervious TC Data: Flow type: Length: Slope: Coeff: Sheet 300.00 ft 6.00% 0.05 Shallow 1470.00 ft 6.00% 8.00 Basin Event Summary: Travel Time 7.99 min 12.50 min INC. BasinID Peak Q (cfs) Peak T (hrs) Peak Vol (ac -ft) Area Ac Method /Loss Raintype Event BLDG 7,8, Rd 2.84 8.17 1.2942 8.93 SBUH/SCS TYPEIA 10 yr Existing Conditions INC. The site lies along the eastern margin of Highway 99, west of Riverton Creek and south of the Metro Maintenance Facility. A portion of the site is currently used as a temporary parking and trailer space, with the remaining area forested with conifers and mixed brush. Moderate slopes are located along much of the area to be developed. Soils are classified as Alderwood series. The site lies within the Fostoria drainage basin. There are no significant drainage features within the proposed development area. Riverton Creek is located at the base of the proposed development. Drainage from the highway discharges through the site, and into Riverton Creek, located at the base of the site. Developed Conditions The construction of three multi -story office buildings is proposed. Detention facilities will be designed in accordance with the 1992 DOE manual, releasing the developed 2- year storm at 50% of the existing 2 -year flow rate, the developed 10 -year storm at the existing 10 -year flow rate, and the developed 100 -year storm at the existing 100 -year flow rate. Rooftop runoff will be isolated and detained prior to discharge into the creek. Water quality standards will be attained by providing dead storage in all wet vaults treating pollution - generating impervious surfacing. Downstream Analysis The following downstream analysis was prepared from field observations taken on September 5, 2000 at 2 p.m. Weather conditions were dry and overcast. The proposed area of development is tributary to Riverton Creek, which crosses the base of the site from south to north. The creek was flowing approximately 6 feet wide and 12 inches deep at the proposed point of discharge, on the day of field observations. The creek flows through a swale at this point, with approximately 8 feet of depth and forty feet of top width. At the north end of the project site, discharge enters a 42" culvert with headwall, wingwalls and a debris rack. This culvert directs the creek to the northeast through the Metro Maintenance Facility for approximately 150 feet. At this point the creek daylights into an open- topped concrete box culvert. This fenced box culvert is approximately 8 feet wide with 15 feet of depth. The creek flows back to the north in the box culvert for approximately 150 feet, whereupon it enters a 42" concrete culvert and is piped north for approximately 270 feet, exiting the Metro facility and daylighting into the ditch on the south side of SR 599. The creek passes under SR 599 in twin 48" culverts and enters the ditch on the north side of SR 599, discharging into a large silt - bottomed pool. This ditch is located on the south side of the Gateway Corporate Center North and follows the center along to the west. The ditch widens into a deep ravine with a tall rockery on the north side. The creek is bordered here by the SR 599 -SR 99 on -ramp and cga INC. the Gateway Corporate Center North. The creek discharges into the Duwamish River at the northwest corner of the Corporate Center passing through the levy in twin submerged CMP culverts (54" and 48 "). There was no visible indication of erosion or scour along the downstream route. This downstream system appears adequate to convey the detained runoff from the proposed development. k‘` * /8.S X 8.5 C3 , NZ5. i7111q.001 w .0 \\ ■ i 4, ...,__ _, 17-qtr..-•._--..--em....iem-.. '. 1 : ....... trilaR 6u.1 610\ 1,11■4alw �Qa Vat' At.-- 8.0 o Tor vwac w/ vox& iv it szo w jts•rem A0 V z 4 Ie ii 11 11 R� = TC*4 CR CIA \\‘\\i‘s411 I I IL I I II 4 *1\7oI J - -i \kk;it\3=1\11 11 11 11• .1/"..`0. ;f M 48• IQ M 114]77.4 E 1/84791/7 ( 1184 N 164228.11 E143176.1.30 1= ..:•.: ••I =.. _.. • ._. =I,• •• II • •1I -- A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. T. APPROVAL OF THIS TEMPORARY (ROSIN AND SE001ENTATION CONTROL ()ESC) PLAN DOES 4101 CONSTITUTE AN APPROVAL OF PERMANENT ROM OR DRAINAGE DESIGN (E.G. SZE AND LOCATION OF ROADS. PIPES RE515001ORS CHANNELS. RETENTION FAOLISES. UTILISES. ETC.). 2. THE NPIEMEN1A1101 OF THESE TESC P1N15 AND THE CONSIRUCTION. MA51011 VICE. REPLACEMENT. AND UPGRADING OF THESE TESC FACUNES IS THE RESPONSOUIY a THE APPUCANT/TESC SUPERVISOR (4711 ALL CONSTRUCTION R APPROVED. 3. A -FOSS 5TREA401ARD INSERT. M EQUAL 9141 BE INSTALLED N ALL CAl01 BA8NS ADJACENT TO OR RECUVNO DRAINAGE RAM FROM NEARBY NOR( AREAS 4. THE TESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR N CONJUNCTION WITH ALL STE IMPROVEMENTS TO 1( EXISTING BUILDINGS SO AS TO ENSURE THAT 114E TRANSPORT 6 5(044047 TO SURFACE WATERS, DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES 5 MINIMIZED. 5. THE TESC FACTURES SHOWN ON THIS PINT ARE THE MINIMUM REQUIREMENTS FOR ANTIOPAIED STE CONDITIONS DURING 114E CONSTRUCTION PERM). THESE TESC FACILITIES SHALL BE UPGRME0 AS NEEDED FOR UNEXPECTED 510741 EVENTS AND 64001(0 TO ACCOUNT FOR CHANGING STE CONDITIONS (E.G.. ADDITIONAL SUMP PUMPS. RELOCATION OF DITCHES AND SIT FENCES, ETC.). 6. MME TESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPUCANT/TESC 91PERW50R A140 MAINTAINED TO ENSURE CONTINUED PROPER FUNCTIONING WRITTEN RECORDS SHALL BE KEPT OF MEEKLY REVIEWS OF THE TESC FACTURES DURING THE ET SEASON (OCT. 1 TO MARCH 31) AND OF MONTHLY REVIEWS DURING THE DRY SEASON (APRIL 1 TO SEPT.•30). I 11 I;I I I J BUILDING 21 -02 sOU ewXC,yT In L- --- 1 --- - °- _ -- ---'---- ----- - ' - "'I� ��� PAR`S _j'�.w- u._'Ry -Yfo __ - - _ -_ %.1965161 1M230.82 N 164234.51 143.1663A1 I [ 16]%6134 7. AMY AREAS OF OP OS D 50AM, INCLUDING TREMOR EXCAVATION STORMED ON RISING PAVEMENT. MAT TML MOT BE 06TINDI0 FOR MO DAYS (AMC THE ET SEASON OR WORE THAN FOE DAIS OURNG 1140 DRY SEASON SHALL BE WIDIATELY SUMMED 6414 TIE PROMO TESC METHODS (E.C.. =MG. 64A01M4 PLASTIC CDVEWN0. EEG). 8. ANY AREA NEEDING TESC MEASURES. NOT REOURINO IIOIEENAIE ATTENTION. SHALL BE ADORE55ED 11751111 MEP (15) DAYS 9. THE TESL FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND 54NTANED A WRAP OF ONCE A MONTH OR 751494 48 HOURS FOLLOWING A STORM EVENT. 10. AT NO 1840 SHALL MORE THAN ONE (1) FOOT OF 5E0RIENT BE AIMED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASN5 AND 00NVEYANCE LINES SHALT 80 CLEANED PRIOR TO PAVING. 114E CLEANING OPERATION PALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 11. WERE STRAW 4U1.01 FOR TEMPORARY (ROMP CONTROL IS REOAREO. IT SHALL BE APPLIED AT A 4INNU4 THICKNESS 12. NO SANDBAGS SHALL BE USED ON 1405 STE. BAGS MAY BE FILLED WITH PEA 01AVEL MO USED ON 1445 SITE. 13. WATER SHALL BE USED FOR OUST CONTROL. APPLY WATER MIEN ()POSED SOILS ARE DRY TO THE POINT THAT WINO TRANSPORT 15 POSSIBLE. SPRAY AREA UNTIL ET. 00 NOT GENERATE ANY RUNOFF BY SPRAYING IF NECESSARY. APPLY NYDR05EE0 OR UGRN -BASED TREATMENT TO SLOPES 14. PARENT AREAS SHALL E SEPT ON A RCI71PE BASIS TO MIME CONSTRUCTION DE845 AND SEDIMENT IRON ENTERING T11E STORN ORA4IALE SYSTEM. EP OMEN 115( [� � 1 iRMS AROINq PON I � 5 CANN 64741 7 070(ION -im STEAIIDIARO MN GAMM EM (141 RI. MGM 6134- GRATES AGMCENI IO PX4 AREAS) 1. ALL MORKMANSIP AND MATERIALS 9141 COUPON 64TH 1140 OTT OF 1UKW0.A NFASIRUCTI)RE DE50N A/O W15TRUC110N STANOAROS. 2. FOR STE OM0R5ONS SEE ARCMIECT5 141E PLAN. 3. A TRUCK PP 401700 AND LOCATm SHALL BE OE1ER104D PRIOR TO START OF GRACPIC CONSTRUCTION SO b -- u BUILDING 21 -03 NOTE: 1. PRE - CONSTRUCTION MEETING 2. POST 5101 MTH NAME AND P4040 NUMBER OF TESC 9.PEBN50R. 3. INSTALL CATCH BASIN PROTECTION ADJACENT TO MORE (AREAS 4. MAINTAIN EROSION CONTROL MEASURES N ACCORDANCE WITH CITY a TUKWILA STANCAROS 5, RELOCATE EROSION CONTROL MEASURES CR INSTALL NEW MEASURES 50 THAT AS STE CORNROWS ORANGE TIE ER090N AND SEDIMENT CONTROL 15 ALWAYS N ACCORDANCE MITI ME CITY G TUKWILA TESC MINIMUM REOUNEMENT5. 6. COVER 41 AREAS THAT WILL BE UNWORKED FOR NCR( THAN FIVE DAYS DURING THE DRY SEASON 0R TWO DAYS CURING THE ET SEASON WITH STRAW, WOOD FIBER MULCH. COMPOST, PLASTIC 9EETINC OR EO NILE *T. 7. STA8L1ZE ALL AREAS THAT REACH FINAL GRADE MOP SEVEN DAYS. 8. SEED OR 50D ANY AREAS TO REMAIN UNWORNTD FOR MORE THAN 30 DAYS 9. UPON COMPLETION 6 THE PROJECT. ALL DISTURBED AREAS MUST BE 5TARW2ED AND 84P5 REMOVED IF APPROPRIATE. CATO1 PPS 91AU. E INSPECTED AND OBSERVATIONS LOGGF0 AS A BEST MANAG RENT PRACTICE LOG SHEETS ARE INCLUDED 64TH (AP UNIT. THE REPUGEENT FREQUENCY 6 DEPENDENT ON CONT4I1WIT LOADING 1140 SEDIMENT LOAD VOLUME. CONSTRICT AC MAN ACROSS PARENT 10 CAPLET 91¢T TROP TO NEW CB (1519 IY 40■2•37 74' N 164A011 [ 193661605 ICONSINUCT AC 604 ACROSS PARENT 10 ME0 9EET 74.011 10 NEW C6 e° IELOGIE ER51 ® - .- '1i' -- 10 WEM LOG00M NO mow ` EAST PPE. n�L. A NORTH SD BUILDING 21 -05 100 • �'� a \\\\\..\\ 8 8 003E --110I wa1 IIQHwI �����11�fY/,I�O�mO111 b�OHIWIIA SEPT 7, 2000 PROJECT: DASC0011 TILE NAME; DAVID EVANS AND ASSOCIATES, INC. 1820 WEST MARINE VIEW DR. SUITE 200 EVERETT, WA 98201 425.259.4099 !EXPIRES OCTOBER 14. 70001 0) m 0 co m GRADING, DRAINAGE AND TESC PLAN INTERGATE EAST SABEY CORPORATION TUKWILA, WASHINGTON A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. .GEOTECHNICAL ENGINEERING STUDY ICCE — BUILDINGS 7 AND 8 TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON • • . * -E-2579-31A September 7,2000 PREPARED FOR . SABEY CORPORATION mond A. Coglas Project Mana . . RECEIVED SEP -7 2,4011 LANCE WALLER & ASSOC Robert S. Levi • Princi Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (206) 643-3780 Toll Free 1-888-739-6670 . „ IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost - overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique set of project - specific factors. These typically include: the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the dient assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise. your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed. for example, if an office building will be erected instead of a parking garage. or if a refriger- ated warehouse will be built instead of an unre- frigerated one; • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership, or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions,-their likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotechnical consultants through the construction stage, to iden- tify variances. conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be based on a geotechnical engineering report whose adequacy may have been affected by time. Speak with the geo- technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods. earthquakes or ground- water fluctuations may also affect subsurface conditions and. thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise. this report was prepared expressly for the dient involved and expressly for purposes indicated by the dient. Use by any other persons for any purpose, or by the dient for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. Earth Consultants Inc. Geotechnical FJtgineers. Geologists & Environmental Scientists September 7, 2000 E-2579-31A Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Dave Sabey Dear Mr. Sabey: We are pleased to submit our report titled "Geotechnical Engineering Study, ICCE — Buildings 7 and 8, Tukwila International Boulevard, Tukwila, Washington. This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. In our opinion, construction of the proposed office buildings is feasible from a geotechnical standpoint. The primary geotechnical considerations are related to foundation support, temporary slope construction, permanent support of excavations, and site drainage. Medium dense to very dense silty sand with gravel and silt soils were observed at the boring locations located in the vicinity of the proposed buildings. In our opinion the proposed office buildings can be supported on conventional spread and continuous footings bearing on competent, undisturbed native soils, or structural fill. Based on our understanding of the proposed building excavations, we anticipate competent native soils suitable for foundation support will be exposed at the subgrade elevation of the excavation. Recommendations for foundation support, excavations, and site preparation are presented in the following sections of this report. We appreciate this opportunity to have been of service to you during this initial phase of project development, and we look forward to working with you in the future phases. Should you or your consultants have questions about the content of this report, or if we can be of further assistance, please call. Sincerely, EARTHSQNSULTANTS, INC. Robert S. Levinson, P.E. Principal RAC/RS Ubkm 1805 - 136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 ILLUSTRATIONS Plate 1 Plate 2 Plate 3 Plate 4 Plate 5 Plate 6 Plate 7 Plate 8 Plate 9 Plate Al Plates A2 through A53 Plates A54 through A59 Plates B1 and B2 Plates B3 and B4 Vicinity Map Boring and Test Pit Location Plan Cross Section A -A' Cross Section B -B' Cross Section C -C' Earth Pressure - Permanent Walls Retaining Wall Drainage and Backfill Typical Footing Subdrain Typical Utility Trench Fill Legend Boring Logs Test Pit Logs Grain Size Analyses Atterberg Test Limits Data TABLE OF CONTENTS E-2579-31A PAGE INTRODUCTION 1 General 1 Project Description 1 SITE CONDITIONS 2 Surface 2 Subsurface 2 Groundwater 3 Laboratory Testing 3 DISCUSSION AND RECOMMENDATIONS 4 General 4 Site Preparation and General Earthwork 6 Foundations 7 Permanent Retaining and Foundation Walls 8 Seismic Design Considerations 8 Slab -on -Grade Floors 9 Site Drainage 9 Excavations and Slopes 10 Rockeries 11 Utility Trench Backfill 11 Pavement Areas 11 LIMITATIONS 12 Additional Services 13 APPENDICES Appendix A Appendix B Field Exploration Laboratory Test Results GEOTECHNICAL ENGINEERING STUDY ICCE — BUILDINGS 7 AND 8 TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E- 2579 -31 INTRODUCTION General This report presents the results of the Geotechnical Engineering Study completed by ECI for the proposed office buildings to be located along the east side of Tukwila International Boulevard in Tukwila, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site, and based on the conditions encountered, develop geotechnical recommendations for the proposed site development. Project Description A schematic representation of the property, proposed building locations, and our exploratory locations are approximately as shown on the Boring and Test Pit Location Plan, Plate 2. Included. on Plate 2 are the proposed locations of Building 9 and the proposed parking structure. These developments will be addressed in separate reports. The proposed Buildings 7 and 8 will be three -story buildings with four below grade or partially below grade parking levels. The finish floor elevations for Buildings 7 and 8 will be approximately 42 feet and 60 feet respectively. Reinforced concrete construction will be used for the below grade parking levels. We anticipate steel frame construction will be used for the upper levels of office space. Based on the proposed building construction, we estimate column loads will be in the range of 600 to 800 kips. Temporary sloped excavations will be necessary to establish the subgrade elevation for the buildings. Based on the offset of the buildings from the property line, we do not anticipate shored excavations will be necessary to construction the below grade levels. Excavations of approximately twenty (20) feet to thirty (30) feet below existing grade will be necessary along the west portions of the building site. The construction of temporary slopes inclined at 1.5H:1V to 1 H:1 V (Horizontal:Vertical) will be used to advance the excavations down to the building subgrade elevation. Pavement areas and permanent 2H:1V slopes will be developed in the areas around the proposed buildings. If any of the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E-2579-31A September 7, 2000 Page 2 SITE CONDITIONS Surface The proposed building areas of the site are undeveloped, and are currently vegetated with grasses, blackberry brambles, and deciduous trees. We understand grades at the site were previously modified during the original development of the existing Intergate East buildings located below the site. The approximate topography of the site is represented on the Boring and Test Pit Location Plan (Plate 2). Throughout the building sites, the topography slopes downward to the east, and is occasionally interrupted by a series of relatively flat benched areas. Previous filling and access roadway cuts have resulted in the creation of these existing benched areas. The sloped areas of the site are generally inclined at grades of up to approximately 40 percent to 60 percent. The height of the existing slopes are in the range of approximately twenty (20) feet to forty (40) feet. At the time our subsurface exploration was performed (July, 2000), the existing slopes were observed for signs of instability. Based on our observations of the existing slopes, there appeared to be no indications of instability. Slide scarps, tension cracks, or areas of severe erosion were not observed. Subsurface The building sites, including the garage and Building 9 site, were explored by drilling sixteen (16) borings and excavating six (6) test pits at the approximate locations shown on Plate 2. Please refer to the boring logs, Plates A2 through A53, and the test pit Togs, Plates A54 through A59, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. Silty sand and silt fill soils with occasional rubble fragments were observed at the majority of the boring and test pit locations. Wood debris was also observed occasionally throughout the fill deposits. The fill soils observed were in a loose to medium dense condition, and were typically wet. In the area of the proposed Buildings 7 and 8, the maximum depth of the existing fill is approximately fifteen (15) feet. The deepest fill was observed along the southern portions of the Building 7 footprint. Based on the proposed excavation depths for Buildings 7 and 8, the existing fill will be removed as part of the mass excavation for the building foundations. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 7, 2000 E- 2579 -31 A Page 3 Underlying the fill at the proposed building sites, medium dense to very dense glacial till, silt, and clay soils were observed. The medium dense to very dense soil conditions were generally observed below a depth of fifteen (15) feet. Based on the native soil conditions observed at the proposed building sites, we anticipate medium dense to dense silt soils will be predominantly exposed at the base of the building excavations. These soils are suitable for support of the proposed building foundations. Due to the moisture sensitive nature of these soils, exposure to wet weather conditions should be minimized. Groundwater Groundwater seepage was encountered at the majority of the exploration sites. The groundwater seepage level was typically observed at the contact between the fill and native soils. However, groundwater seepage was also observed at lower levels within the native deposits. The presence of groundwater seepage should be expected in the proposed building excavations. We anticipate the rate of groundwater seepage into the excavations will generally be Tight to moderate. Measures to intercept groundwater seepage around the perimeter of the excavations will likely be necessary. Groundwater seepage levels and the rate of seepage, however, are not static; fluctuations in the level and rates can be expected depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the level and rate of seepage is higher in the wetter winter months (typically October through May). Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Moisture content tests were performed on all samples. The results of laboratory tests performed on specific samples are provided in Appendix B, or at the appropriate sample depth on the boring and test pit logs. It is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgement. ECI cannot be responsible for the interpretation of these data by others. In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen days following completion of this report unless we are otherwise directed in writing. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E-2579-31A September 7, 2000 Page 4 DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, it is our opinion construction of the proposed buildings is feasible from a geotechnical perspective, provided the recommendations contained in this report are incorporated into the final design. The primary geotechnical considerations for the project are foundation support, temporary slope construction, permanent support of the building excavations, and site drainage. In our opinion, the proposed Buildings 7 and 8 can be supported on conventional continuous and spread footings, bearing on competent native soils. Based on the planned excavation depths, competent native soils suitable for support of foundations should be exposed at the subgrade elevation of the excavation. Based on the soil conditions observed at the boring locations, and the offset of the building footprints from the property line, it is our opinion construction of temporary slopes for the proposed building excavation is feasible. The use of temporary shoring can be considered where sloping of the excavation is not possible. The presence of groundwater seepage along the temporary slope excavations should be expected. Measures to intercept groundwater seepage at the base of the excavation may be necessary. Recommendations for site preparation, foundation design, and temporary excavations are presented in the following sections of this report. This report has been prepared for the exclusive use of Sabey Corporation and their representatives. The report was prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Slope Stability Based on our subsurface investigation, field observations, and numerical analysis, it is our opinion the existing slopes are stable in their present condition. During our field exploration, the existing slopes were observed for signs of instability. There were no signs of slope instability or areas of severe erosion observed at the time of our exploration. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 7, 2000 E- 2579 -31 A Page 5 A quantitative slope stability analysis was used to model the existing slope and proposed temporary 1 H:1 V (Horizontal:Vertical) slopes planned during construction. The permanent post- construction condition was also modeled. Slope Cross - Sections A -A' and B -B' (Plates 3 and 4) illustrate the approximate existing site topography and building locations. Subsurface information from the field exploration has been included on the cross sections. Soil strength parameters for the stability analyses were selected based on correlation with penetration resistance values, laboratory test results, and our past experience with similar soil conditions. Conventional analytical methods and the PCSTABL computer program were used to calculate the minimum factor -of- safety against sliding. For long -term post- construction seismic analysis, we included a lateral seismic coefficient of 0.20 to model the effects of a strong motion earthquake. The results of our analysis indicate the following minimum factors -of- safety for the critical failure surface: Section Existing Construction Post- Construction A -A' 1.5 1.2 Static Seismic 1.8 1.2 Section Existing Construction Post- Construction B -B' 1.5 1.2 Static Seismic 1.8 1.2 In our opinion, construction of the proposed permanent building foundation walls and improvement of the site drainage will improve the stability of the site. As indicated in the above table, the excavation phase of construction will produce the lowest factor -of- safety with regard to a deep seated failure. The factors -of- safety derived for the construction case are acceptable in our opinion. However, given the relative close proximity of the proposed excavations to Highway 99 and WSDOT property, we recommend establishing a series of monitoring points along the shoulder of Highway 99. The monitoring points should be surveyed regularly during the excavation phase of construction for signs of horizontal and vertical movements, and weekly thereafter. An ECI representative should also observe the temporary slopes during the excavation phase of construction. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E-2579-31A September 7, 2000 Page 6 Provided the recommendations of this report are followed, it is our opinion that the risk of damage to the proposed development or to adjacent properties from soil instability will be minimal. It is our opinion the proposed construction will not significantly increase the potential for soil movement. This estimate of minimal risk for significant damage does not include unforeseeable or changed conditions. Site Preparation and General Earthwork The proposed development areas of the site should be stripped and cleared of surface vegetation and other deleterious materials. Existing utility pipes that are abandoned should be plugged or removed. As discussed previously, we understand there is sufficient room around the building site to open -cut the excavations. The temporary slopes should be protected with plastic sheeting during wet weather conditions. Recommendations for temporary slope inclinations are presented in the "Excavations and Slopes" section of this report. The ground surface where structural fill, or foundations are to be placed should be observed by a representative of ECI. Loose or unstable subgrade soils should be compacted or replaced with structural fill. The native soils are moisture sensitive, and will become unstable when exposed to excessive moisture. Compaction and grading of these soils will be difficult if the moisture content of the soil is above the optimum moisture content. During dry weather, the native soils can be considered for use as structural fill, provided the moisture content of the soil is at or near optimum at the time of placement. At the time of our exploration, the dense to very dense silty sand with gravel soils were at or near their optimum moisture content. The native silt soils were generally at or slightly above their optimum moisture content. These soils can be considered for use as structural fill, provided the soil in not exposed to excessive moisture and is placed and compacted during dry weather conditions. Fill for use during wet weather should consist of a fairly well graded granular material having a maximum size of three inches and no more than five percent fines passing the No. 200 sieve based on the minus 3 /4-inch fraction. Structural fill is defined as compacted fill placed under foundations, roadways, slabs, pavements, or other load- bearing areas. Structural fill under slabs and footings should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density. The maximum dry density should be determined in accordance with ASTM Test Designation D -1557 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 7, 2000 E- 2579 -31 A Page 7 Foundations In our opinion, the proposed building can be supported on conventional spread and continuous footings bearing on competent native soils, or structural fill. The proposed building excavation should expose competent native soils suitable for support of foundations. For foundations bearing on competent native soils, an allowable soil bearing capacity of ten thousand (10,000) psf can be used. Foundations supported on structural fill should be designed using an allowable soil bearing capacity of three thousand (3,000) psf. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty -four (24) inches, respectively. Loading of this magnitude would be provided with a theoretical factor -of- safety in excess of three against actual shear failure. A one -third increase in the above allowable soil bearing capacity can be assumed for short-term wind and seismic loading conditions. Exterior foundations elements should be placed a minimum depth of eighteen (18) inches below final exterior grade. Interior spread foundations can be placed at a minimum depth of twelve (12) inches below the top of slab, except in unheated areas, where interior foundation elements should be founded at a minimum depth of eighteen (18) inches. Provided the foundations are installed in accordance with the recommendations contained in this report, we estimate total settlements of approximately one inch and differential settlement of approximately one half inch. Most of the anticipated settlements should occur during construction as dead loads are applied. Lateral Toads can be resisted by friction between the base of the foundation and the supporting soil, and by passive soil pressure acting on the face of the buried portion of the foundation and grade beams. Resistance to lateral loads from passive earth pressures can be calculated using an equivalent fluid pressure of four hundred (400) pounds per cubic foot (pcf). For frictional capacity, a coefficient of 0.40 may be used for foundations bearing on competent native soils or structural fill. These lateral resistance values are allowable values; a factor -of- safety of 1.5 has been included. Footing excavations should be observed by a representative of ECI. Compaction testing of structural fill in foundation areas should be periodically performed by ECI, as necessary. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E-2579-31A September 7, 2000 Page 8 Permanent Retaining and Foundation Walls Retaining and foundation walls should be designed to resist lateral earth pressures from the retained soils, and any surcharge loading. The building foundation walls for the below grade levels can be designed using a maximum earth pressure equivalent to 25H, where H equals the height of the excavation. The recommended distribution of the earth pressure is illustrated on Plate 6. For conventional retaining walls designed to yield a minimum of 0.002 times the height of the wall, lateral earth pressures can be calculated using an equivalent fluid with a unit weight of thirty five (35) pounds per cubic foot (pcf). For non - yielding walls, the equivalent fluid pressure should be increased to fifty (50) pcf. The above lateral earth pressure values assume horizontal backfill conditions. The above lateral earth pressure values assume no surcharges due to traffic, adjacent foundations, construction loads, or any other loadings. If surcharges are to apply, they should be added to the above design lateral pressures. Two feet should be added to the wall height to account for traffic surcharges, where applicable. For earthquake loading, the lateral thrust can be approximated by a rectangular pressure distribution equal to six times the wall height (6H) in units of pounds per square foot. The walls should be provided with a perforated drain pipe and backfilled with a free - draining material. The free - draining material should extend at least eighteen (18) inches behind the wall. The remainder of the backfill should consist of structural fill. A typical wall backfill and drainage detail is provided on Plate 7. As an alternative to free draining backfill, a drain mat such as Miradrain 6000 can be considered. Seismic Design Considerations The Puget Sound region is classified as Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal (intraplate) events, ranging in depth from fifty (50) to seventy (70) kilometers. Such deep events have exhibited no surface faulting. Weaver and Shedlock (1989) researched the probable or known source areas for the crustal, intraplate, and subduction zone earthquakes in the Washington and Oregon area. Crustal and intraplate earthquakes are the only events in Washington and Oregon in which there is a historical record. Shallow crustal earthquakes occur within the North American Plate, and typically do not exceed focal depths of approximately 20 kilometers. Intraplate earthquakes occur in the subducting Juan de Fuca plate, and typically occur below depths of 40 kilometers. The subduction zone earthquake, in which there is no historical record in the Washington and Oregon area, would have its source along the interface between the North American Plate and the subducting Juan de Fuca Plate. Magnitude 8 + earthquakes are thought to be possible along this interface, and would occur at depths of approximately 50 to 60 kilometers (Weaver and Shediock, 1989). Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 7, 2000 E- 2579 -31 A Page 9 The UBC Earthquake regulations have established a series of soil profile types that are used as a basis for seismic design of structures. Based on the encountered soil conditions, it is our opinion that soil type So from Table 16 -J of the 1997 UBC should be used for design. Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be large total and /or differential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results in the Toss of grain -to- grain, contact and rapid increase in pore water pressure, causing the soil to behave as a fluid for short periods of time. To have potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium - dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. Based on the soil and groundwater conditions observed at the site, it is our opinion that the site has a low susceptibility to liquefaction. The absence of an established groundwater table and the medium dense to very dense condition of the native soils is the primary basis for this conclusion. Slab -on -Grade Floors Slab -on -grade floors can be supported on competent native soils or structural fill. Loose or unstable subgrade soils should be stabilized prior to construction of the slab. The use of a geotextile and crushed rock can be considered for stabilizing the subgrade soils, if necessary. A four -inch capillary break consisting of a free draining poorly graded sand or gravel with Tess than 5 percent fines (percent passing the #200 sieve, based on the minus 3/4 -inch fraction) should be placed below the slab. In areas where slab moisture is undesirable, a vapor barrier such as a 6 -mil plastic membrane can be placed beneath the free draining sand or gravel. Site Drainage The site must be graded such that surface water is directed away from the buildings. Water must not be allowed to stand in construction areas. During construction, loose surfaces should be sealed by compacting the surface to reduce the potential for moisture infiltration into the soils. Interceptor trenches should be provided along the perimeter of excavations to intercept groundwater seepage before it enters the construction area, where necessary. Surface water runoff should not be allowed to discharge onto slopes, and measures to control surface erosion should. be observed. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 7, 2000 E- 2579 -31 A Page 10 We do not expect heavy groundwater seepage conditions in the proposed excavation. However, if excessive groundwater conditions are encountered, the use of sumps may be necessary to collect and discharge groundwater seepage from the excavations. Groundwater seepage present along temporary slopes may cause piping and erosion of the slopes. Rock ballast can be placed in these areas to control piping and slope erosion, if necessary. Perimeter footing drains should be installed to help reduce the potential for water infiltration. The perimeter drains for the permanent foundation walls (Plates 7) will serve this purpose for the areas of below grade construction. A typical footing drain detail for a conventional shallow footing is provided on Plate 8. Under no circumstances should roof downspout drain lines be connected to the footing or foundation wall drain systems. All roof downspouts must be separately tightlined to discharge. Excavations and Slopes The following information is provided solely as a service to our client. Under no circumstances should this information be interpreted to mean that ECI is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. In no case should excavation slopes be greater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration, the soils observed would be classified as Type B and Type C soils by OSHA. As such, temporary cuts in these soils should be sloped at an inclination no steeper than 1H:1V and 1.5H:1V (Horizontal:Vertical), respectively. In general, the existing fill soils encountered in the building excavations should be sloped no steeper than 1.5H:1 V. Construction of 1H:1V temporary slopes in the existing fill, however, may be feasible. The existing fill and groundwater conditions should be assessed by an ECI representative during grading to determine the feasibility of sloping the existing fills at 1H:1V. The dense to very dense silty sand and silt native soils can be sloped at 1H:1V. ECI should observe the excavations to observe soil and groundwater conditions, and verify the OSHA soil type. As previously discussed, a series of monitoring points should be established along the top of the temporary slopes to monitor possible slope movements. The monitoring points should be surveyed during the excavation and foundation phases of construction. Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes or installation of surface or subsurface drains. In any case, water should not be allowed to flow uncontrolled over the top of slopes. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 7, 2000 E- 2579 -31 A Page 11 Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. Rockeries and Modular Block Walls We understand the construction of rockeries or modular block retaining walls is being considered for the driveway areas along the west side of the buildings. If rockeries are planned at the site, the construction should be in accordance with the Associated Rockery Contractors (ARC) Guidelines. Rockeries are erosion control features, and are not intended to function as retaining structures. Modular block gravity walls or mechanically stabilized earth (MSE) walls should be designed by the geotechnical engineer. Given the soil conditions observed at the site, it is our opinion the use of rockeries or modular block walls is feasible in the proposed cut areas of the site. ECI should observe excavations made for rockeries or modular block walls, and periodically observe the construction. In areas where rockeries or modular block are placed in front of fills, the use of geogrid reinforcement within the fills may be necessary. ECI can provide recommendations for reinforced earth fills, if necessary. Utility Trench Backfill Based on the soil conditions encountered at the time of our exploration, the native soils should provide adequate support for utilities. If remedial measures are necessary to provide adequate support for utilities, the unsuitable soils can be overexcavated and replaced with a rock ballast and pipe bedding material such as pea gravel. Utility trench backfill is a primary concern in reducing the potential for settlement in pavement areas. It is important that the utilities be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the haunches of these structures. Fill should be carefully placed and tamped to about twelve (12) inches above the crown of the pipe or tanks before heavy compaction equipment is brought into use. The remainder of the backfill should be placed in lifts having a loose thickness of Tess than twelve (12) inches. A typical trench backfill section and compaction requirements for load supporting and non -load supporting areas is presented on Plate 9. Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the Site Preparation and General Earthwork section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D- 1557). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. Cement treatment and cement kiln dust treatment can also be considered for repairing unstable areas of pavement subgrade. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -31 A September 7, 2000 Page 12 The following pavement section for lightly - loaded areas can be used: • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or • Two inches of AC over three inches of asphalt treated base (ATB) material. Heavier truck - traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, the following sections can be considered for truck - trafficked areas: • Three inches of AC over six inches of CRB, or • Three inches of AC over four and one -half inches of ATB. These pavement thicknesses may be modified based on anticipated traffic loads and frequency. Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted to at least 95 percent of the ASTM D -1557 laboratory test standard. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the borings and test pits. Soil and groundwater conditions between exploration sites may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E-2579-31A September 7, 2000 Page 13 Additional Services We recommend that ECI be retained to perform a general review of the final design and specifications to verify that, the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing Earth Consultants, Inc. Reference: Puget Sound Area King County / Map 655 By Thomas Brothers Maps Dated 2000 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Earth Consultants, Inc. Geotechniml Engineers. Geologists & Environmental Scientists Vicinity Map Intemational Corporate Campus East Tukwila, Washington Drwn. GLS Date Aug. 2000 Pro'. No. 2579 -31 Checked RAC Date 8/7/00 Plate 1 B -1 -1- Approximate Location of ECI Boring, Proj. No. E- 2579 -31, May - July 2000 TP -1- i - Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, May 2000 —. Subject Site _IB -16 B -14 0 —:- 1B -15 /;/?./1 pc, / LEGEND Proposed Building Existing Building Cross Section Line (See Plates 3 thru 5) l 1 t1 •1 2 l B 20 20 30 40 30 40 30 40`. 50 Approximate Scale 75 150 60 70 80 300ft. 90 100 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 110 40 60 1'70 S. 126th STREET 34th AVENUE S. I B -8 B' -4 1 120 80 90 • 100 1 110 1120 ; B -11I- . Earth Consultants, inc. Geotechnical Engineers, Geologists & Environmental Scientists Boring and Test Pit Location Plan International Corporate Campus East Tukwila, Washington Drwn. GLS Date Aug. 2000 Pro). No. 2579 -31A Checked RAC Date 8/30/00 Plate 2 ELEVATION (FEET) A 120 — 90 — 60 — 30 — 0 — -30— 0 0 Approximate Proposed Finish Grade Proposed Access -oad (Boring : 3 Offset 85' N. B -3 Silty SAND - - - - SILT r•.• — 51 9 8 ,0 FILL 55 SILT 34 — 21 17 23 24 21 24 28 33 30 Lean CLAY 25 39 9 Silty9SAND _ _ _? Poorly Graded SAND with Silt Horizontal Scale 15 30 Vertical Scale 15 30 60ft. 60ft. Approximate Footprint of Proposed Building 7 (Boring B -1 Offset 100' S.) B -1 (Boring B-2 Offset 35' N.) B-2 FILL 16 15 -- — — -- -- L -_� Silty SAND 21 22 i 60/5.5' — 82 =4: Fat CLAY` --- FILL 23 - ---- 84 69 Silty SAND 8 34 23 SIL T Lean CLA9 ? 25 31 SILT 22 32 NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Existing Asphalt Drive ► fi Existing Grade NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Existing Building Existing Asphalt Drive A' — 120 — 90 — 60 — 30 —0 — -30 ELEVATION (FEET) Earth Consultants, Inc. Geotechnlcal Engineers. Geologists & Environmental Scientists Cross Section A -A' International Corporate Campus East Tukwila, Washington Drwn. GLS Date Aug. 2000 Pro). No. 2579 -31 Checked RAC Date 8/8/00 Plate 3 � B B' 150 — 120— P 90— LL1 LL z W w 60— 30— 0— Approximate Proposed Finish Grade Access Road Silty SAND with Gravel (Bori B-6 Offset 80' N.) B -6 10 6 9 Horizontal Scale O 15 30 Vertical Scale O 15 30 Sandy SILT 3 9 14 15 SILT 23 20 % - - -- Lean CLAY 9– – 9S!LT Silty SAND r• 29 43 60ft. 60ft. 9 Approximate Footprint of Proposed Building 8 Existing Grade (Boring 8-7 Offset 65' S.) B -7 NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. 61 8 z. Silty SAND with Gravel 1s) 4 � 76j Gacal Till � Sandy SILT with Gravel 74.10, Glacial Til! i 5 Lean CLAY --,9 Po- Approximate Proposed Finish Grade NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. • —150 Existing Parking Lot —120 — 90 w w u- z O H — 60 W — 30 - 0 Earth Consultants, Inc. Geotechnlcal Engineers. C;eologists & Environmental Scientists Cross Section B -B' International Corporate Campus East Tukwila, Washington Drwn. GLS Date Aug. 2000 Pro]. No. 2579 -31 .. Checked RAC Date 8/8/00 Plate 4 1 C 150— Property Line Approximate Proposed Finish Grade 120 — w 90- w u. z 0 Q w60— 30— 0— (Bonn B -13 Offset 40'N.) B -13 FILL (Boring B -5 Offset 25' N.) B -5 ( Approximate Footprint of Proposed Building 9 FILL 2 2 SILT SILT Sandy SILT with Organics ?- - ean CLAY 6 3 & 5 1 3 - -- 6 Existing Grade ?_ - 3 a149/ 2 Si/Iy SAND 30 -- Possible Co//uvium 46 Silty SAND with Grave-I- raveI - ' - _-_- 11 / _ = - - Fat CLAY - - ` - FILL 'S /LT • Horizontal Scale 0 15 30 Vertical Scale 0 15 30 74 - - =�• - Silty SAND with Grave/ 61 NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may ne either more gradual or more severe. They are 60ft. based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. 60ft. FILL 9 (Boring B-8 Offset 60' S.) B -8 9 4 i Silty SAND 11 . - - -? FILL 21 SILT SAI Silty SAND 7Silty - 1--- _zS/Ity SAND 26 (Boring B -9 Offset 65' N.) B -9 Silty SAND NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 6 20 11 FILL 7 - - - - - -= ,� - - - - Silty SAND -- 2 - - -? 22 24 Silly SAND 29 C' --150 —120 — 90 — 60 — 30 — 0 ELEVATION (FEET) Earth Consultants, Inc. Geaechnical Engineers. Geologists & Environmental Scientists Cross Section C -C' International Corporate Campus East Tukwila, Washington Drwn. GLS Date Aug. 2000 Proj. No. 2579 -31 Checked RAC Date 8 /8/00 Plate 5 Floor Diaphram III =I I I E111E 11 I_l I I —III_ 11I_I11 III =III 111 111 a 4 1 Traffic Surcharge q = 250psf Where Applicable Alb I I 111E-111-1-111= • 1 1= III =III= 111_=111 111-1-111 111 111 H/4 1 4 4 1 4 4 4 Use 25H H = Wall Height) NOTE: For Dynamic Thrust - Use Rectangular Distribution Equal to 6H. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING a H Earth Consultants, Inc. Geotechnical Engineers, Geologists 8 Environmental Scientists EARTH PRESSURE - PERMANENT WALLS International Corporate Campus East Tukwila, Washington Drum. GLS Date Aug. 2000 Proj. No. 2579 -31A Checked RAC Date 8/30/00 Plate 6 WEEP HOLE DETAIL SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING 111 =t11= 4 j1I 1 ft. min. ill =111= = 11 111 Excavated Slope Perforated Pipe Wrapped with Filter Fabric 1 ft. min. Compacted Subgrade LEGEND / STANDARD NOTES 670i Surface seal; native soil or other low permeability material. 18 inches minimum of free draining gravel. Unclassified backfill 90 percent relative compaction. 1 inch minus rock or pea gravel. 1) Classified backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4 inches in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent. 2) Unclassified backfill should be free of organics, clayey soils, debris and other deleterious materials. It should be placed at or below the optimum moisture content. 3) For free - draining walls, weep holes may be used. Surround each weep hole with 3 cubic feet of 1 inch minus rock. 4) Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Drain line should be bedded on and surrounded with free draining 1 inch minus rock or pea gravel, as desired. The drain rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. Earth Consultants Inc. Geo,ar„ n,ci Engineers. Geobglsts & E n t,o,„„e,rai SC Cntivs Proj. No2579 -31A1 Drwn. GLS RETAINING WALL DRAINAGE AND BACKFILL International Corporate Campus East Tukwila, Washington 1 Date Aug. 2000 Checked RAC l Date 8/30/00 1 Plate 7 Slope To Drain e e - o • •o • o e • o • e • ° - o • o 0 O.O eO ° ° 0 O • .. • •:�0•.••• +• -• °: + _.•••• °-•.e• .% • °• o0 • • • .i _•o 0 . '.• • .- ';. + :• . ••. .. .; • �▪ `- • • e • ••••••••••• � • •• • • , • '. .' •° •••••••0:4•• • _ :: � • • O • • • : • • •. ••.•.• •�. • ° • 6 inch min. 4 inch min. Diameter Perforated Pipe Wrapped in Drainage Fabric �•. _ _ ` ••, - 0.. • .i ° e ° • Oe ° • ° ° o ° ° • • 18 inch min. • es • es e. e _ • _ i 2 inch min. / 4 inch max. 12 inch min. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING t 2 inch min. LEGEND Surface seal; native soil or other low permeability material. Fine aggregate for Portland Cement Concrete; Section 9 -03.1(2) of the WSDOT Specifications. ODrain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. Earth Consultants Inc. TYPICAL FOOTING SUBDRAIN DETAIL International Corporate Campus East Tukwila, Washington Proj. No2579 -31A1 Drwn. GLS 1 Date Aug. 2000 Checked RAC 1 Date 8/30/00 I Plate 8 Non -Load Supporting Floor Slab or Areas Roadway Areas Backfill h Bedding 20.0 0°O • o 0 0 °°0 ° -9 .. e Nitze 0. Varies O 0 0. O 0' 0 0 LEGEND: 1 Foot Minimum Varies Varies Asphalt or Concrete Pavement or Concrete Floor Slab Base Material or Base Rock Backfill; Compacted On -Site Soil or Imported Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached Report Text. Minimum Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557 -78 (Modified Proctor), Unless Otherwise Specified in the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and Laying Conditions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected. Earth Consultants Inc. Grolr(Ymica Fsglnrrrs. Grobglsls & Fnvimnmrntal Sdrnusis Proj. No2579 -31AI Drwn. GLS [Date Aug. 2000 TYPICAL UTILITY TRENCH FILL International Corporate Campus East Tukwila, Washington Checked RAC I Date 8/30/00 I Plate 9 APPENDIX A FIELD EXPLORATION E- 2579 -31 A Our field exploration was performed during May, June, and July, 2000. Subsurface conditions at the site were explored by observing sixteen (16) borings and six test pits. The approximate boring and test pit locations were determined from existing landmarks presented on available plans. The locations of the borings and test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by an engineer from our office, who classified the soils encountered and maintained a log of each boring, obtained representative samples, measured groundwater levels, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System that is presented on Plate Al, Legend. Logs of the test pits are presented in the Appendix A, Plates A2 and A59. The final logs represent our interpretations of the field Togs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL • TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than No. 200 Sieve Size Gravel And Gravelly Soils More Than 50% Coarse Fraction Retained On No. 4 Sieve Clean Gravels (little or no fines) C] Ca C= C ' 01160. \ (\ " ' GW gW Well- Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines i r ` ' 1 e 1 ° V ° GP gp Poorly - Graded Gravels, Gravel - Sand Mixtures, Little Or No Fines Gravels With Fines( appreciable amount of fines) ! ! :I 111 GM gm Silty Gravels, Gravel- Sand - Silt Mixtures 00 r e , , , it GC gc Cla y e y Gravels, Gravel - Sand - Clay Mixtures And Sandy Soils More Than 50% Coarse Fraction Passing No. 4 Sieve Clean Sand ( little or no fines) o e° • • • ° o e o SW SW Well- Graded Sands, Gravelly Sands, Little Or No Fines :: -:�•�: ::::<•.::j . >Q`•.'o•'a'''`''' "::;::•.; : >#:'.:' , SP Sp Poorly- Graded Sands, Gravelly . Sands, Little Or No Fines Sands With Fines (appreciable amount of fines) SM Sm Silty Sands, Sand - Silt Mixtures SC SC Clayey Sands, Sand Clay Mixtures Fine Grained Soils More Than 50% Material Smaller Than No. 200 Sieve Size Silts And Liquid Limit Clays Less Than 50 J I ML mI Inorganic Silts & Very Fine Sands, Rock Flot.r,Silty- Clayey Fine Sands; Clayey Silts w/ Slight Plasticity ,jj �j CL CI Inorganic Clays Of Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean I OI I I I OL Organic Silts And Organic Silty Clays Of Low Plasticity Silts Liquid Limit And Greater Than 50 Clays MH mh Inorganic Silts, Micaceous Or Diatomaceous Fire Sand Or Silty Soils / CH Ch Inorganic Clays Of High Plasticity, Fat Clays. / / / / i OH Oh Organic Clays Of Medium To'High Plasticity, Organic Silts Highly Organic Soils �! ' IV! �_1 L `, 4 d r, ,(r PT pt Peat, Humus, Swamp Soils With High Organic Contents Topsoil ' y �' y �' NI Humus And Duff Layer Fill * * * ** $ �•�•�•�•�•�• I ••••••/ Highly Variable Constituents Maar C qu W P e pcf LL PI The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached Togs. DUAL SYMBOLS are used to indicate borderline soil classification. TORVANE READING, tsf PENETROMETER READING, tsf MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, lbs. per cubic ft. LIQUID LIMB, % PLASTIC INDEX I 2" O.D. SPLIT SPOON SAMPLER 24' I.D. RING OR SHELBY TUBE SAMPLER iWATER OBSERVATION WELL 2 DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION Y SUBSEQUENT GROUNDWATER LEVEL W/ DATE Earth Consultants Inc. (;cow, (. uglsu & um, dal 5'6(3'167s LEGEND Proj. No. 2579- 311Date Aug.2000 'Plate Al Boring Log Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer l:1 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. t - E c9 A c t iv it E o 13 y 8 E m A' Surface Conditions: 3 S 5 w19 22.0 14.6 25.3 15.9 16 15 17 21 . 22 •�•• •�•�•* • �� ■�•�•• • • •�••• SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) 3 ML Brown sandy SILT, medium dense, moist (Fill) 4 �•�•�•� •• iii ri -i -i ►•i• i•i SM Brown silty fine to medium SAND, medium dense, moist (Fill) s 8 g � W* ���•�• ►•.♦ 1' ••••• •ii• ►.•• • •i�i� •16.0 ML Brown sandy SILT, medium dense, moist (Fill) - contains fine gravel 10 11 12 13 14 15 16 17 18 SM Brown silty fine to medium SAND, medium dense, moist to wet (Weathered Glacial Till) - becomes gray and wet, light seepage at 15' - becomes very dense o �(�,l �, Earth Consultants Inc. U/ \' VI 'dri� Growl InMalFnghxens.Cw-oio0.srs &FnvlmnnKntalStlrnri Boring Log Intemational Corporate Campus East Tukwila, Washington Z m Proj. No. 2579 -31 Own. 1 D GLS I Date Aug. 2000 . Checked RAC • I Date 8/15/00 I Plate A2 Subsurface conditions depicted represent our observations at the time and location of this e�loratory hole modified by englneenny tests, anatysls an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of iAfn /.n ..MR nlpCprthdi M N.lo IM Boring Log Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer f:4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Graphic Symbol f n ti N o co S co >. to LL =51 PL =25 PI =26 1 ■ 9.1 9.4 19.0 50/5.5 82/10" 74 SM Gray silty fine to medium SAND, very dense, moist (Glacial Till) - contains trace gravel - contains gravel 21 23 24 25 26 27 28 29 30 31 CH Gray fat CLAY, hard, moist % A Boring terminated at 31.5 feet below witting grade. Groundwater seepage encountered at 15.0 feet during dnlling. Boring backfilled with bentonite and cuttings. NOTE: Elevations estimated from Site Plan provided by Client. iv's_1 pal. 44k e1 Lvi mo J , for \�j/ Earth Consultants Inc. Ccxxrc hnlcal Fn¢fiea5. G.Olog1SA & Fnvlmnnxrnal SclentLgs Boring Log International Corporate Campus East Tukwila, Washington 31 Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A3 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inlnrvreati..n nnacenfae4 nn N.ie b... Boring L Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer l=1 Abandoned, sealed with bentonite General Notes W 06) Blows Ft. _ n E E c9 x. �, ai ti 0 a N E = rn Surface Conditions: 3 B F- 0 3 W O. 16.5 15.9 9.7 9.9 23 ••••• iii .» •�i�i ••i•i • •••� � •• • SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) 3 — 5 SM Brown silty fine SAND, medium dense, moist (Glacial Till) - mottled - medium dense to coarse grained sand with gravel, very dense -iron wide stained - becomes gray fine grained sand with gravel s 8 9-- t0 11 12 13 14 15 16 17 18 19 /I) 1‘.. f��. ,�►�� /'ki i A /io Earth Consultants Inc. C7 ''� r ��� GcA�rctm�cat Fnghxe�� cw Mngt+++h FnvimnnKnrni SclrntL Boring Log International Corporate Campus East Tukwila, Washington z m Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A4 Subsurface conditions depicted represent our observations at the time and location of this e�loratory hole modified try engrI1 i uI,y tests, analysis an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of IAiItrT9tinn MC6oIfdI M Gbia IIM Boring Log Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor. D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: Notes 1 W W B Blows G Graphic Symbol Depth Ft. Sample j co 2 E LL =33 PL =23 1 12.7 S 34 2 SM G Gray silty fine SAND, dense, moist (Glacial Till) 21 ML G Gray SILT, dense, moist 22 23 24 25 CL G Grades to gray lean CLAY, hard, moist .iA►'_ it - AI. B Boring Log o Proj. No. 2579 -31 I I Dwn. GLS I D Date Aug. 2000 C Checked RAC I I Date 8/15/00 I I Plate A5 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engtneenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inin....e+inn .vacen+ari ,.,. thie 1.... Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W (%) Blows Ft. U E 45 m Depth Ft. Sample 0 cn $ E m rn a 5 9 5 L 24.1 26.3 26.7 26.3 47 23 25 31 ML Gray SILT, dense, moist - becomes medium dense - contains very fine grained sand laminations - becomes dense 41 42 43 44 46 47 48 49 50 51 52 53 54 55 56 57 58 59 _ A en', M. 444 11 3 �1 f i `ll f Earth Consultants Inc. 3 Ohl N ou \, J Gr.OfeCiinICal Fn¢hxemi, Geologists 6 Fnvlmnmrnral Scientists Boring Log International Corporate Campus East Tukwila, Washington L Proj. No. 2579 -31 1 Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8/15/00 l Plate A6 Subsurface conditions depicted represent our observations at the time and location of this e> pIoratory hole modified by engmeenng tests, analyses and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of minrenolinn nrnennlerl nn Heir Inn Boring Log Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W % No. Blows Ft. t 2 m EE C7 ii Depth Ft. Sample w 2 co ET >w 3 a 5 9 u 1 25.1 25.9 22 32 ML Gray SILT, medium dense, moist - becomes dense 61 62 63 64 65 66 Boring terminated at 66.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. �� r` �,f Earth Consultants Inc. 3 writ \ wif vii w CKxxrdmk-al Fngfieea& Groiog+n & Fnvlmrtmenral Sclmtts i Boring Log International Corporate Campus East Tukwila, Washington L n Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A7 Subsurface conditions depicted represent our observations at the time and location of this exloratory hole, modified by engineenng tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnmAofirtn NVeCM4o 4 n. *hie IM Boring Log Project Name: Intemational Corporate Campus East Sheet of 1 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W % No. Blows Ft. ° $ m E c9 co r ` iv ii E cl cn rn 2 P E, r'n Surface Conditions: o u y 16.0 30.5 30.5 11.1 19.5 8 •�.�.�• • rfii:- •••• ∎••••�! ►•iii! ".4 • ∎•. .• • ►•ii• W ■••••••4• • •••• •�i�s• i •�•�•• • •o • • ■■•••' SM Gray silty fine to medium SAND, loose, moist (Fill) - becomes loose, contains wood debris and organics - contains organics 10 11 12 • - 15 16 17 18 19 ML Gray SILT, dense, moist - contains trace of fine grained sand ALA'. 0%, ,�4 . ry �� a, ((��i' J1\ ii Earth Consultants Inc. GeorecYnIalFnghxaS.G iLtinhFnvlmnnxnralSclrnnsis Boring Log International Corporate Campus East Tukwila, Washington z m Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A8 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by englneenng tests, analyses and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of sninrnnefinn nrecnn+ inn +hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Plezometer 4 Abandoned, sealed with bentonite General Notes W (%+) BNB R. Graphic Symbol Depth Ft. Sample t0) $ D 03 3 ] D. u 20.2 19.6 24.3 26.4 55 51 39 21 ML Gray SILT, very dense, moist - becomes dense - becomes medium dense 21 22 23 24 25 26 27 28 29 31 32 33 34 36 37 38 39 .i/A _ belt, ri 3 (110,, \Ulf Ph° 44h. r0,1f \No�'l Earth Consultants Inc. Comer' mlralFngfimS. Gr MoiisisR.FnvIronmenmlSClr.Nb'n Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate A9 Subsurface conditions depicted represent our observations at the time and location of this eploratory hole modified fry engineenng tesrs, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Infnrrnsfinn nr xnnldi M +hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer EI Abandoned, sealed with bentonite General Notes W (96) BIoI Ft. Graphic Symbol Depth Ft. Sample o 2 y E n rn i I 27.8 26.5 25.9 26.3 17 23 24 21 ML Gray SILT, medium dense, moist 41 42 43 44 46 47 48 49 50 51 52 53 54 55 56 57 58 59 i i .a•. 0. 444. i ,if\ 1ow Earth Consultants Inc. I \U) l \'vi/ `t J J GrAxeclmkal Fn¢finis. GMbglsn & FiMmnmenral Scl nri : Boring Log International Corporate Campus East Tukwila, Washington 5 Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate A10 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inf.NTOfinn rweeva nfdf M ti0 IM Boring Log Project Name: International Corporate Campus East Sheet of 4 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer E4 Abandoned, sealed with bentonite General Notes W ( %) No. Ft. BFt. Graphic Symbol Depth Ft. Sample 0 2 o m o in 3 a ? il L 25.5 26.7 29.7 29.3 24 28 33 37 ML Gray SILT, medium dense, moist -- - becomes dense 61 62 63 64 65 66 67 68 69 70 71 72 73 74 /// / I I ! 75 76 77 78 79 A CL Grades to gray lean CLAY, hard, moist ,u►'_L pl: ,i411. 3 �(�e1 - Earth Consultants Inc. �p Nio kiw Gym xet.tmkalEngRx-as.G stsrs & Environmental Scientlgs. Boring Log Intemational Corporate Campus East Tukwila, Washington D Proj. No. 2579 -31 Dwn. GLS 1 Date Aug. 2000 Checked RAC I Date 8/15/00 1 Plate Al 1 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnlT9finn nVYLGnM.l nn +hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 5 •6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite Notes I (%) mows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol LL =33 PL =24 PI =11 3 L5, 26.4 35.2 30.1 7.9 30 26 38 50/6" CL Gray lean CLAY, very stiff to hard, moist - becomes very stiff - contains sand interbeds - becomes hard - containing silty sand layer 81 82 84 86 87 88 89 90 91 s2 93 97 98 99 SM Grades to brown silty SAND, very dense, moist 00( .l� ►� AV 44k e �I Earth Consultants Inc. mr J \ l t VIM G O dinICdI Fn¢,nems. G oIO51sm & Fnvlmnnwninn Sclmnss Boring Log International Corporate Campus East Tukwila, Washington E n Proj. No. 2579 -31 Dwn. GLS 1 Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate Al2 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engmeenng • tests, analysis and - udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of onfnr.n.finn nru•nnfnrl nn thic Inn Boring Log Project Name: International Corporate Campus East Sheet of 6 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite l:1 Abandoned, sealed Notes I j% Blows R. Graphic Symbol Depth Ft. Sample ? 2 co so '•: a <;o SP -SM Gray poorly graded SAND with silt, very dense, water bearing - medium grained sand 101 Boring terminated at 101.5 feet below eAsting grade. Groundwater seepage encountered at 100.0 feet during dnlling. Boring backfilled with bentonite and cuttings. ,,s'_ ( hiMi(`fi�`?I'I pp: d44% Earth Consultants Inc. GrAimdmi al Fngtrxeas. COS & Fnvlmnmenral Sclentl.+T Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 1 Plate Al Subsurface conditions depicted represent our observations at the time and location of this egloratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Intern.. IIN. MYGGndI Ian H,i l..n Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W (%) BNovvs Ft. Graphic Symbol Depth Ft. Sample . 0 co co D co Surface Conditions: 5 13.5 10.0 15.5 14.9 18.5 21 18 s 8 9 ■•••• •�•�•�• ►��•• ►••• • • GM Brown silty GRAVEL with sand, medium dense, moist to wet (Fill) 1 - SM Grades to black silty.SAND, medium dense, moist (Fill) -trace brick fragments - contains asphalt, concrete and brick fragments - becomes loose, moist to wet -trace brick ►••�•�• • • ■ •�• • . •••••• • •••••• • •••�••� ■�•�•�• • ∎•�•�• : ■•••••• • �i�i�i! P •••! ►•iii! ∎•�•••• 4 6 12 13 15 16 18 19 ML Gray sandy SILT, loose, wet (Fill) -light seepage at 10' -trace slag tailings '•�•�•� • •••�• ►�•�• • •• i . •i •••• ••�•• • 0 0 *4 ►�e. !i % %% •••••• • •���•�• r.-"-. I•�••�� - SM Gray sandy SILT, loose, moist (Possible Fill) -trace small gravel o,0)►.- > I 0 441. Eart . mkh Fn Cons+n u& lFtnanmts ral �clInmnc Boring Log Intemational Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS 1 Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A14 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modrned by engmeenng tests, analys<s and •udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nlnnne+ inn nraeonfesei nn Hkic Inn Boring L Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer `4 Abandoned, sealed with bentonite General Notes W `� j j No. Blows Ft. t 2 E c E aa, u . E 6 io o a w B o f Din 8 is I- D 0. U W a. 24.1 13.2 9.0 8.6 12.0 10 19 15 35 80 •••�•• CL Grades to brown lean CLAY, medium stiff, wet (Possible Fill) •i••.•••! .. .. i Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer 11 Abandoned, sealed with bentonite General Notes W % No. Blows Ft. Graphic Symbol Depth Ft. Sample U 8 <n E• D u) 3 i 1 u 5.5 4.9 5.7 59 56 48 ' ' 0 s;0i : °> ';:;, ,'.':;5.30 : ice; Q. .•; ,,,o. 0 ' O 0 4 7 ::0 O: i., O. . a ±,._. :: c !;.. . : »:oe a' >a 'A : O '..6 p is °�:;:; �;;::.a o °a :._ • SP -SM Grades to brown poorly graded SAND with silt, very dense, moist . - becomes dense 41 42 4 44 45 46 47 48 49 SO 51 Boring terminated at 51.5 feet below existing grade. Groundwater seepage encountered at 10.0 feet below existing grade. Boring backfilled with bentonite and cuttings. e, jiji Earth Consultants Inc. �il''J (`i/r �M 1/ Gxre d,nK al Fntpne. i. Cw:[woBUn R Fnvlmnnxnral Sclmtivl: Boring Log International Corporate Campus East Tukwila, Washington c'o Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A16 Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole mochfied by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of .voeonfoA nn +I•io L... Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monftoring Well ❑ Piezometer 1:4 Abandoned, sealed with bentonite Notes General w Blows No. Ft. Graphic Symbol Depth Ft. Sample o j to Surface Conditions: 3 5 18.4 25.0 26.7 30.1 18.0 6 3 4 5 3 ••�•• 2•» j ••• • •••••• •••••• SM Brown silty SAND with gravel, loose, moist (Fill) 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 ML Brown SILT, loose, moist (Fill) -trace brick fragments (small) - becomes very loose -trace brick, plastic �* _* •• •�•�•� •�•�• •4•� ••W•. e4 _* •• •• ML Mottled brown and gray SILT, very loose to loose, moist (Possible Colluvium) - contains roots - comprised of angular silt fragments in fine grained sandy silt matrix - becomes loose -trace organics (wood) - becomes very loose ,n ►•_ p1),: 44Kp Iii �IL-00111 Earth Consultants Inc. t el / N ii11/ \iI Gexrrdmlcal Fn¢IIma5. Gc ¢L+n A FnvlmnnKruN ldmtlin Boring Log Intemational Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 l Dwn. GLS 1 Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A17 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole m engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of aninrn. n...rnenn►a,l nn +*,ie 1.... Boring Log Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer l Abandoned, sealed with bentonite Notes I w Blows Ft. Graphic Symbol Depth Ft. Sample ? to LL =29 PL =21 PI=8 i 7 3 24.0 26.5 27.9 23.3 24.7 2 5 3 7 7 CL Gray lean CLAY, very soft to soft. moist to wet (Possible Colluvium) - comprised of small angular clay fragments in fine grained matrix - becomes medium stiff - becomes soft - contains 3, 1/4" sticks - mottled, trace organics, medium stiff 21 22 23 24 25 27 28 29 31 32 33 34 37 — ML Dark brown to black sandy SILT, loose, moist (Possible Colluvium) -trace organics, organic odor ,n ►,_ E��: -u0p 3 i ,l(1 -1 "111 Earth Consultants Inc. \ o i I , GeztecYrnIcal Pn¢Res. GeologLsis & Environmental ental Sc entlgs Boring Log International Corporate Campus East Tukwila, Washington i Proj. No. 2579 -31 I Dwn. GLS 1 Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate A18 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modnied by engmeenng tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,f..en.efw. erxnwfdi nn *h. I.... Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: Monitoring Well 0 Piezometer F3 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample cn 2 rn D co 5 5 5 ?, '5. 18.3 33.8 6.3 5.1 6 11 55 74 SM Grades to greenish gray silty SAND, loose, wet (Possible Colluvium) -trace small gravel -small rootlets 41 42 43 44 as ML Grades top mottled brown SILT, medium dense, wet -appears to be undisturbed 46 47 ., 48 49 50 51 52 53 54 SM Brown silty SAND with gravel, dense to very dense, moist -contains gravel -becomes very dense 55 56 57 58 59 SM Grades to light brown silty SAND, very dense, moist -14% fines 111'. hill( ?g , mke i 3 $11- 44IV, -fviii9 Earth Consultants Inc. N tiff Boring Log Intemational Corporate Campus East Tukwila, Washington 0 Proj. No. 2579-31 ,:. I Dwn. GLS I Date Aug. 2000 Checked RAC . . _ . . I Date 8/15/00 ..... _.._ _ _._ ___•_____ I Plate Al 9 ____—__ — Subsurface conditions depicted represent our observations a e time and oca ion of 01 tnis exploratory nole moamea oy engineenng ww, nauy *udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Infetrrnnfinn ncnonnfnel !hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Plezometer with bentonite El Abandoned, sealed General Notes ( ) Blows Ft. Graphic Symbol Depth Ft. Sample co rn •3 5 9 u u 4.1 61 SM Light brown silty SAND, very dense, moist 61 Boring terminated at 61.5 feet below eyasting grade. Groundwater seepage encountered at 40.0 feet during dnlling. Boring backfilled with bentonite and cuttings. • • ,u►s_ il ,, 3 ��o, Pl- 40il∎ v,ff Earth Consultants Inc. Nu \iii/ GcuI rChnI- al FnglnreaaGrokglsr ;&Fnvlrtxinxnralkym,l Boring Log International Corporate Campus East Tukwila, Washington n Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A20 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfi•Mefinn nrxnnfetel nn +hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1.1 Abandoned, sealed with bentonite General Notes W 06) No. Blows Graphic Symbol Depth Ft. Sample N $ U ? co Surface Conditions: i s 5 10.3 14.1 14.5 15.0 26.8 10 5 5 3 14 SM Brown silty SAND with gravel, loose to medium dense, moist 1-- 2 3 4 5 6 7 — ML Brown sandy SILT, loose, moist - contains gravel - becomes dark brown, very loose 8 9 10 11 12 13-- 14 15 ML Mottled brown SILT, medium dense, moist 16 17 18 19 in'‘. ph: 441. k A l r `n,f Earth Consultants Inc. lot \ifif \‘1riJ Grx> trctinN' alPng uxsas. Groiosttin &PnvlmnnxnralSCtrntL+'t+ Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 J Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8/15/00 • Plate A21 Subsurface conditions depicted represent our observations at the time and location of this exloratory hole modified by engineering tests, analysts and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrrnolinn evmenlnrl nn ?hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ) No. Blows Ft. Graphic Symbol Depth Ft. Sample cn $ D co LL =39 PL =26 PI =13 3 D. u 24.9 25.5 27.2 25.1 15 23 20 29 ML Mottled brown SILT, medium dense, moist - massive -trace vertical hairline fractures - becomes gray 21 23 24 25 26 27 28 29 30 31 32 33 34 — / // �3s 37 CL Grades to gray lean CLAY, very stiff, moist -trace fine sand laminations dipping approximately in at a roximatel 15 -20 Y degrees ,,,►._L iA 44IA. e i e� Ail Earth Consultants Inc. 3 \�iVJi \tVi�ei6�/ Gexm%1InkalFi11ne .c, l�tLV+6FnvlmnnxnralSClmtl+7+ Boring Log International Corporate Campus East Tukwila, Washington z Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate A22 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of InlrvMefir nremean►dl M *hie Inn Boring L Project Name: International Corporate Campus East Sheet of _ 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer `a Abandoned, sealed with bentonite General Notes W (%) BNB Ft. n 2 d i E c9 u, 0 to E > uTi LL=49 PL =24 PI =25 S is 0 0 W a. 28.2 24.6 25.9 3.2 43 41 CL Gray lean CLAY, very stiff, moist - massive, trace fractures - becomes hard -trace pockets of wet sand -trace vertical fractures, slickensides along fractures - becomes dark brown at 46', trace gravel 41 42 43 44 47 48 • so 51 52 53 54 ML Grades to gray SILT, dense, moist to wet - massive SM Grades to light brown silty fine SAND, very dense, moist -1/8" thick silt interbeds Boring terminated at 56.5 feet below existing grade. Groundwater seepage encountered at 45.0 feet during dnlling. Boring backfilled with bentonite and cuttings. eA s_ f!►: 441. LA ,l r`111 Earth Consultants Inc. p �iI'r11(1V \! G fld'nkalPnEprx�s.G O.�s�.FnvIrtxmxxnraiyctmrnn Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A23 I d Subsurface conditions depicted represent our observations at the nme and iota ion of this e�loratory hole modified by engtr,�� ��.y tests, ana ysts an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of i..f,...., ..., n meta. arl .,.. +hi 1.... Boring Log Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-7 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer F.71 Abandoned, sealed with bentonite General Notes W No. Blows Ft. r $ ° E c7 cn Depth Ft. Sample USCS Symbol Surface Conditions: 3 a 1. 15.1 11.9 10.1 10.9 11 28 62 15 78 •NHS SM Dark brown silty SAND with gravel, loose, moist (Fill) ••H ♦••� ♦N• ♦•♦ •••♦ ~a 1 3 4 SM Brown silty SAND, medium dense, moist (Weathered Glacial Till) - contains small gravel 5 6 7 8 9 10 11 12 13 14 SM Brown silty SAND with gravel, very dense, moist (Glacial Till) 15 16 17 18 19 SM Grades to brown sandy SILT with gravel, medium dense, wet (Glacial Till) -no recovery - becomes very dense, moist ,,,►._ pl: 444 3 ��je, �� i)/ \ V wily Earth Consultants Inc. Gentec nicni Fnelnern, Geologtsts &FnvlmninenraiScenti+n Boring Log International Corporate Campus East Tukwila, Washington z n Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A24 Subsurface conditions depicted represent our observations at the time and oca ion of this a ploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inl......fin . n xnnlarl .... 6hie I.... Boring Log Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-7 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W Blows Ft. Graphic Symbol Depth Ft. Sample o ? co LL =30 PL =20 PI =10 9.6 9.5 18.7 41 78/10" 45 21 22 23 24 25 26 27 28 29 31 ML Gray sandy SILT with gravel, dense, moist (Glacial Till) -light seepage at 25' - becomes brown, very dense CL Grades to gray lean CLAY, hard, moist - massive, trace silt laminations Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 and 25.0 feet during drilling. Boring backfilled with bentonite and cuttings. ,no'_ pb, I4I�■ it tr-IY l0,` u' IVI iw Earth Consultants Inc. Gmtrct nk al Fn$fireys. C.Tolostsis & Environmental Sclenttqs Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A25 Subsurface conditions depcted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and •udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of l..r......�;......rnen..ca.+ n., a.lc 1.... Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer F1 Abandoned, sealed with bentonite General Notes w ( %) 8 BNo. Ft. Graphic Symbol Depth Ft. Sample v N E m u" Surface Conditions: 14.8 13.5 18.0 14.9 9.5 14 9 11 '••i•i•i •�•�•• • •vi'i'i ••i•i•i ••••••• ••••••• '•* i'�•i • •��i• i •• • • • •• •••! •�• �� • • ■•• • • • ��••�• ��A• • ••• •�•�•�• •��i• i Vi'i'i I•j•�•j •••��• • •�•�•• • ►•••• ■•�•�•• •••••.: ∎•�•�� •iii ►• • �• • � ■ •�•• 0•••• •••••• • •�•�•�• •••• ••• 0i�i�i! •�•� *�! ,••�! •.•�•�• ' * ** ** ** ** **44 $0 0 SM Dark brown silty SAND, loose, moist (Fill) -trace gravel - becomes black - contains organics and sandy silt layers - becomes dark gray, medium dense -trace organic debris -36% fines - becomes loose -trace wood -becomes - becomes medium dense -trace organics -trace brick, painted wood 3 5 10 11 12 13 15 16 17 18 19 — — ,— - do,.. gh• 44h. 1(`-t C{�iL'� (b;1 \ a r u Earth Consultants Inc. Q )n% Ink'al FngIn eas. Geok CLsn & Fnvlmnmenrat Sclrnri Boring Log International Corporate Campus East Tukwila, Washington c'o Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A26 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modfied by engineenng tests, analyses and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnnnelv.n neemnferi nn floe Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W ( %) No. BFott. _ $ a rE Depth Ft. Sample co m rn L 14.0 14.8 14.1 5.8 13 21 7 21 •• •• • • ► • ∎•: ►...4 ►•• • •�•�•�• • �• ••• ••��•�• •� �•�• ••�•� 7 ♦••• • �i�ii ►_�•� ML Dark gray sandy SILT, medium dense, moist (Fill) -trace slag, small wood debris -large piece of wood in sampler 21 22 — 23 -- 24 25 26 28 • 30 •�•�i�i W.' •••••• ���j• ►••�•••! ■•� *��� SM Dark brown silty SAND, medium dense, moist (Fill) -trace glass debris (blue) 31 32 SM Brown silty SAND, loose, moist -trace gravel, trace of wood (red) 37 38 39 SM Grades to Tight brown silty SAND, medium dense, moist - contains small gravel - contains interbeds of poorly graded sand ,n►-.1 01: 'Alk �1 flow Earth Consultants Inc. .5 ' Pi'(I \11i Gente c: t mica! Fneinteas .Geniclists&PnvtmnnxnenSnmtist� Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A27 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engmeenng tests, analysts and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnermefinn nrnennfdl nn thie Inn Boring L Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: I MGM . Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: . ❑ Monitoring Well ❑ Piezometer with bentonite 4 Abandoned, sealed General Notes W % No. Blows Ft. r$ A E 5 .c d 0 a m a in g N E, m u) N. r 5 0 9 U 0 0. 6.2 "= 26 '. a :0 SP -SM Light brown poorly graded SAND with silt, medium dense, moist 41 Boring terminated at 41.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. m .ups, the ,, " 4 �jI Al. `�� !jEarth Consultants Inc. J Mii // Gexxec nk- alFn¢ tne: ras .GcOgts1SBFnvlmnmentalSCM1nMn Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 fed n tests I Plate A28 analysis and Subsurface conditions depicted represent our observations at the time and loca ion of this e�loratory hole mode i by englneen g 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of mi......e+inn rwcnneebei n.. N.ic Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer E4 Abandoned, sealed with bentonite General Notes W (%) Blows Ft. Graphic Symbol Depth Ft. Sample v $ E m rn Surface Conditions: 12.7 15.3 21.1 24.0 3 20 11 9 ••••••i Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: 8-9 Drilling Contactor Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W (96) No' Bows Graphic Symbol Depth Ft. Sample co 0 2 c LL =15 PL =14 PI =1 28.1 16.9 19.9 28.8 7 1 22 24 - ML Grades to mottled brown SILT with sand, loose, saturated - becomes gray, very loose, water bearing 21 22 23 24 25 SM Gray silty SAND, very loose, water bearing - becomes brown, medium dense -trace gravel -layer of gravel at approximately 31.5' - contains silt laminations 27 28 29 30 31 32 33 34 36 37 38 39 T iii ►, ll: ,�,y. �1 /I1 /1l \n� Earth Consultants Inc. i ,V)' N tell \'tWf GexxectinICal Engnxers. Gro og srs R. Environmental SArntMSr.; Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A30 Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of min.rnefinn MelGnfbf nn Hrie le n Boring Log Project Name: Intemational Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Plezometer with bentonite 4 Abandoned, sealed General Notes W (%) Blows N R. Graphic Symbol Depth Ft. Sample U $ c rn co 15.6 ':.- __ .:..;e ; - SP -SM Brown poorly graded SAND with silt, medium dense, water bearing 41 Boring terminated at 41.5 feet below existing grade. Groundwater seepage encountered at 16.0 feet during dnlling. Boring backfilled with bentonite and cuttings. i. ,n■. Ell: 44 ,�f{ `` 1/y `` I Earth Consultants Inc. > �il W/ \'t V/r \i1�/� CexwrtYmlcalFn¢ RxnaaG- r�k�gtstARFnvlrt�nxsualSc 'IrntL+' Boring Log Intemational Corporate Campus East Tukwila, Washington 3 Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A31 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysts and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrrn.finn thier In,. Boring Log Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-10 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer EI Abandoned, sealed with bentonite General Notes W ( %) No. BFt. n g cn Depth Ft. Sample c.) $ D co E 0 Surface Conditions: s ' i 12.6 11.2 10.7 24.2 20 32 64 30 •�H •H ..• ••• • ML Brown sandy SILT with gravel, medium dense, moist (Possible Fill) 1 2 SM Brown silty SAND with gravel, medium dense, moist (Weathered Glacial Till) - becomes very dense (Glacial Till) 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 — ML Mottled brown SILT, medium dense to dense, moist -�f ,f Earth Consultants Inc. i icis- (1-1/.iv,:ii 1 \ 01.,(fy Ntij j Cexw,drnkcatFi nemi.Geoloass &F]rvlmnnxnmlSgrnri Boring Log International Corporate Campus East Tukwila, Washington 3 Proj. No. 2579 -31 I Dwn. GLS 1 Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate A32 Subsurface conditions depcted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysts and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,n /nrrwelinn nroccnlorl M lido Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-10 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer Ki Abandoned, sealed with bentonite General Notes W (%) Bows Ft. Graphic Symbol Depth Ft. Sample v $ en E D �n LL=46 PL =24 PI =22 i 29.3 23.6 24.8 14 24" 31 7 -%-` CL Gray lean CLAY, stiff, moist - massive 21 24 25 26 27 28 29 31 ML Grades to gray SILT, medium dense, moist -6" wet zone Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 26.0 feet during dnlling. Boring backfilled with bentonite and cuttings. dlis- pi: Av. �� 1/y �1 Earth Consultants Inc. s 1 w J' %vi \ jJ Grim-thole-al Fn¢firtas. Geologists & Fnvtmnmenral Scientism Boring Log International Corporate Campus East Tukwila, Washington 3 Proj. No. 2579 -31 1 Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A33 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, ana ysis an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Infnvrn.finn /MeeOrhoei Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer r 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. t $ E 5 rn r ` a a $ m kn Surface Conditions: LL =30 PL =19 PI =11 a 5 L 30.1 29,7 30.0 23.2 26.7 1 1 2 3 3 _ . ►••� •ty ∎••�•! • GRAVEL with sand, medium dense, moist (Fill), comprised of angular gravel 1 'i Borinct L Project Name: International Corporate Campus East Sheet of _ 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor. Gregory Drilling Method:. HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1.1 Abandoned, sealed with bentonite Notes CFO % No. Blows r g•- E Ft. t7 rn .c a d u. E 0 43 co 8 E m rn LL =38 PL =26 PI =12 S j 3 L 1 29.8 11.1 24.4 20.7 2 68 45 45 CL Gray lean CLAY, very soft, moist to wet (Possible Colluvium) - becomes dark brown • % / / 21 22 4 23 SM Brown silty SAND with gravel, dense to very dense, moist 24 25 26 27 28 29 31 33 34 37 38 39 ML Grades to brown SILT, dense, moist - contains vertical laminations, iron oxide staining along laminations -light seepage in sand pocket at 35' - contains 1/4" thick vertical sand laminations -trace gravel 73 dps_ N ,l 8 xi it' o Eel: ,I,11. �,f f Earth Consultants Inc. iff rval yinMal Fi ~' tsts & Pnvirortmenral Scletntbgs Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC l Date 8/15/00 1 Plate A35 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by englneenny tests, analysis an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of mfn.rnvfinn nioenr.fori net +hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer l:l Abandoned, sealed with bentonite General Notes w (90 Blows N R. Graphic Symbol Depth Ft. Sample v li D rn 12.6 9.0 73/10" 80 SM Brown silty SAND with gravel, very dense, moist - contains pockets of wet sand 41 42 43 44 45 46 Boring terminated at 46.0 feet below eAstin9 grade. Groundwater seepage encountered at 35.0 feet during dnlling. Boring backfilled with bentonite and cuttings. 11»'. E ». 44w ilii ,I 11Y1 �i Earth Consultants Inc. ' !JJ J Nut, `,BUJ Geored mlcat Fn¢fietas, G-nbgtsn & FnvI nn enral Sclenh.+'n Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A36 Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of tninrwnefinn rvuennfeLi nn fhie Irv. Boring Log Project Name: Intemational Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes vy ,� ) No. Blows Ft. s $ ° i. g rn t a d it E 0 rn $ E D m Surface Conditions: 2.5" of Asphalt LL =34 PL =25 P1 =9 .. a 2 L 20.7 19.0 26.9 26.9 26.5 1 3 2 6 2 •• N:: •�•.• •-•• ♦♦ •• ••• a ~"∎ • • • %% ■ ML Brown SILT, very loose, moist (Possible Fill) -trace gravel • 1 2 3 ML Mottled brown SILT, very loose, moist (Possible Colluvium) - mottled, no gravel - contains angular silt fragments in silt matrix -trace organic debris -some massive - becomes blue gray with pockets of greenish gray -trace small gravel 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 .u* ii v. 441. N i `..y`a,i o �iltfr �/ \Aii'� Earth Consultants Inc. GaxwcYmkralFnghxcxsGgl +nkFnvlmnnxmalScYmtL�s Boring Log Intemational Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC • I Date 8/15/00 I Plate A37 Subsurface conditions depicted represent our observations at the time and Iota ion of this e�loratory hole modified by englneenng tests, analysrs and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of In {nIT�IM nnacantdl nn H.IQ Inn Boring L Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor. D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: Notes General % % B No. t t . .c n r rn 3 - 48.4 j 2 2 j C CL -ML G Greenish gray lean CLAY, very soft, wet, massive, does not appear 21 d ML D Dark brown SILT with organics, very loose, moist 22 ML M Mottled brown sandy SILT with gravel, very loose to loose 24 25 - 26 27 28 29 3o M ML B Brown SILT, medium dense, moist 35 SM B Brown silty SAND with gravel, medium dense, wet 37 ML B Brown SILT, medium dense, moist .n►s_ E��: 44h. B Boring Log m Proj. No. 2579 -31 I I Dwn. GLS I D Date Aug. 2000 C Checked RAC I D Date 8/15/00 I I Plate A38 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by englneenny tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of minnnoiinn nenctaninr1 nn ,hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite El Abandoned, sealed General Notes W ) Bows R. Graphic Symbol Depth Ft. Sample o co D cn 3 i i 16.5 34 ML Brown SILT, dense, wet - vertical laminations, trace gravel at 40.5', sand in tip 41 Boring terminated at 41.5 feet below eAsting grade. Groundwater seepage encountered at 35.0 feet during dnlling. Boring backfilled with bentonite and cuttings. b ,,o 0: 444. 41(11y `viii Earth Consultants Inc. 3 ' jJ J ' ! \11 Gxtrtxytnkal Fngtlxen . G Ltin 6 Environmental Sttmtl+'n Boring Log International Corporate Campus East Tukwila, Washington c'o Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A39 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole mod�ed by engmeenng tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nf..rwrafi..n n oae.dn.l nn Ghiea Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer El Abandoned, sealed with bentonite General Notes W 06) BNB Ft. Graphic Symbol Depth Ft. Sample u 2 o D co 0 Surface Conditions: Gravel Parking Area s 16.2 25.1 25.5 29.6 31.1 3 2 2 2 2 ������ VV• _•♦ GM Brown silty GRAVEL, dense, moist (Fill) 1 2 ML Brown SILT with sand, very loose, moist (Possible Fill) • -trace small gravel OH� ~• •••••� ♦•♦ •HH WA • • �•• •• • 3 — 4 5 6 7 8 9 10 11 12 13 14 ML Brown SILT, very loose, moist to wet (Possible Colluvium) - comprised of angular silt fragments in silt matrix -trace organic debris - distinct iron Oxide staining — 15 16 17 18 19 ML Blue gray SILT, very loose, moist to wet, massive ML Brown sandy SILT, very loose, moist - contains organic charred wood -trace small gravel 0 V /l1'- Oh- ,I11` � //` ii h Consultants Inc. wi/ N tl `J Gril F¢e s Grlogims & Fv nral Scr Boring Log International Corporate Ca m us East Tukwila, Washington il Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 • I Plate A40 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineenng tests, analyses and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfn..wo♦i.,n .vecnnfu.l n.. Ihic Inn , Boring Log Project Name: International Corporate Campus East Sheet • of 2 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer r.:4 Abandoned, sealed with bentonite General Notes W (%) Blows Ft. Graphic Symbol I— Depth Ft. Sample 0 2 m ui a 9 3 u 21.2 13.9 10.0 9.1 31 13 76/10" 76/10" 46 SM Blue gray silty SAND with gravel, dense, moist to wet - recovered only small sample 21 22 24 25 26 27 28 29 30 31 32 33 34 36 37 38 39 ML Grades to brown sandy SILT, medium dense, wet -trace small gravel SM Grades to silty SAND with gravel, very dense, wet SM Brown silty SAND, very dense, moist -trace gravel -thin silt interbeds, becomes dense -34% fines _ 1 d' rl OA J/ \ pl: 441V `,, VII \*. 11 Earth Consultants Inc. itnk- al Fngfieras .Gvobgsrs &FnvIronmenralticlrntta Boring Log International Corporate Campus East Tukwila, Washington il Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A41 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineenng tests, analyses and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ininrnraivnn nnsennferl nn N•ic I.... Boring L Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: 6-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer gi. Abandoned, sealed with bentonite General Notes W i ) No. Blows Ft. 2 2 E E C9 to = c E 0 N N 2 E D to • LL =56 PL =26 PI =30 - r§ 5 0 0 0 W 0. 10.8 23.9 19.4 27.6 30 46 73 47 SM Light brown silty SAND, medium dense to dense, moist - contains silt and poorly graded sand interbed -trace gravel • 41 42 43 44 �% CH Grades to brown fat CLAY, hard, moist (Older Colluvium) -highly fractured, comprised of angular clay fragments in silt / clay matrix -trace gravel -trace pockets of sand - becomes blue gray, massive at 50' - 51' - becomes brown, highly fractured - comprised of angular clay fragments in silt / clay matrix, some of the fragments contain laminations, others are massive - moderate seepage at 55' / 46 47 so 51 s2 53 54 56 57 58 59 ML Brown SILT, dense, moist - contains vertical interbed of saturated, poorly graded sand A 6644-001111 Pis_ AI, ,�,y. Earth Consultants Inc. 8 iill Ni y G rctmk- alFnslixea :.Groiostsn &Fnvlrmn,entalticlrnttS 0 Boring Log International Corporate Campus East Tukwila, Washington O-2 Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A42 d Subsurface conditions depicted represent our observations at the time an .. oca on of this exploratory hole modified ,--11 try engln�tnty tests, analysts an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnnv,ofinn rvnennfe.i nn +kie Inn Boring Log Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite 1:1 Abandoned, sealed General Notes W (%) No. Blows Ft. ° E g N Depth Ft. co E D co a 5 L L 6.9 11 U 111 ML Brown sandy SILT with gravel, very dense, moist 51 ''= : ;ib! o. SP -SM Brown poorly graded SAND with silt, very dense, moist 61 — Boring terminated at 61.5 feet below existing grade. Groundwater seepage encountered at 55.0 feet during dnlling. Boring backfilled with bentonite and cuttings. A ,,, ►, ��l 4411. �� Ai Earth Consultants Inc. 3 Ji Nify \l FJ crAvecimiag Engineris. ecoiogists hFmlmnnxnralSclentbis ' 1 Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A43 our observations at the time and location of oratory hole modified by engtneenng tests, analysis and 'udgment. They are not necessafl representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nf v�weti..n nreconhael nn Nde Inn Subsurface conditions depicted re Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-14 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W % No Blows Ft. Graphic Symbol Depth Ft. Sample co 2 o 0 EE m rn Surface Conditions: 2.5" of Asphalt 46.6 37.9 1 1 •�•� � - ••�•• •iii .—" ��•� • � ii • N••• GM Brown silty GRAVEL with sand, medium dense, moist (Fill) - contains large cobbles SM Brown silty SAND with gravel, medium dense, moist (Fill) -no recovery, becomes loose to medium dense 6 8 9 10 11 12 13 14 15 16 17 18 19 — SM Dark gray to black silty SAND, loose, wet ML Dark brown sandy SILT with organics, very loose, wet — • ML Grades to dark gray SILT with sand, very loose, water bearing ri:1 E' ,�,q, �1 Yl�, Earth Consultants Inc. I) /' VIr ``i�If Ce:arcYmk-al Fn¢tneea .Cwtwogisr.:R Fnvlmnn xnral SCYrn Boring Log International Corporate Campus East Tukwila, Washington D Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate A44 Subsurface conditions depicted represent our observations at the time and location of this a p1oratory ho ngi le modnied by eneenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrnr.finn rvnennfe.i nn *hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-14 Drilling Contactor Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: LlMonitonng Well El Piezometer Kl Abandoned, sealed with bentonite General Notes W ,,,„ v.) Blows Ft. it g 6 c)' pi; Lt 1. CI CO 8 E Cr; 0 25.0 24.0 24 27.0 4 , 26 1 4 • ° 0 . o > 4 cr o o , • o cr 0 , • . 0 0 0 a • 0 a a ° 0 a , , . 2 4 ,0 CI. ..2 13 . o r, , o ° a ' • a 4 0 ' 0 , ° a 2 4 0 . . 4 0 ,, 0 0 . . ° SP-SM Grades to black poorly graded SAND with silt, very loose, water bearing • -blow count at 25' is elevated due to heave in augers, soil is still very loose -flushed out augers after drilling to 30' -thin silt laminations 21 — 24 — 25 26 28 30 31 32 35 36 37 SM Grades to dark gray silty SAND, very loose to loose, water bearing -trace organics •- i i 0 ilii,kl-diA0 0 OA, 444. Earth Consultants Inc. iv GrXXeCIII1 di EllghteriS. GrOlOgiStS & EnVirOnMentd1SCIfIltbills Boring Log International Corporate Campus East Tukwila, Washington E 0 Proj. No. 2579-31 1 Dwn. GLS I Date Aug. 2000 Checked RAC _ . . I Date 8/15/00 .•.. .. ._ _,_ _ .-0._ i Plate A45 -1.-...,.. ■.....I Subsurface conditions depicted represent our observations at the time and oca on of 01 this exploratory noie moaitiea oy engineenng enaiy 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrrn.21 inn nnacganhari nn this Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-14 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W Blows R. Graphic Symbol Depth Ft. Sample 0 co E 0 LL =29 PL =22 PI =7 i 40.9 34.5 23.3 6.8 1 1 1 42 / � O CL-ML Dark gray silty CLAY, very soft, water bearing • 41 42 44 46 47 48 51 52 53 54 55�� SM Gray silty SAND with gravel, very loose, water bearing - contains shell fragments ! ,1,157 ,i,I ; ,III 1 • 1 5fi I ;i 59-- l 1 GM Gray silty GRAVEL with sand, dense, water bearing n .i».. MI/Ji E��: :4i If ► �� ,�(` y`,1 Earth Consultants Inc. '``i G ecYmk:alEnghx. %.Grdngltin &Env! nx:nmlWenric Boring Log International Corporate Campus East Tukwila, Washington n Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A46 Subsurface conditions depicted represent our observations at the time and location of this exloratory hole modified by engtneenng tests, analysts and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of .nf,.r..ra+i..n ..rae.d 4 .... +hic i..i. Boring Log Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: - 7/13/00 Boring No.: B-14 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W y� No. Blows Ft. Graphic Symbol Depth Ft. Sample 0) 2 0 EE D rn a 5 i u 11.7 7.9 50/6" 50/4" i i ' 1 GM Gray silty GRAVEL with sand, very dense, water bearing 61 1,62 - ' T Boring terminated at 65.5 feet below eAsting grade. Groundwater table encountered at 15.0 feet during drilling. Boring backfilled with bentonite and cuttings. .�� ►s_ E��: -�4►�, 3 \i`,� A Earth Consultants Inc. di Nlip Ni FJ CTArtxYmK al Fngfietas.G-MogtSn &Fnvlmnm nralSCIt7NL+ts Boring Log Intemational Corporate Campus East Tukwila, Washington i n Proj. No. 2579 -31 1 Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A47 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by englneenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of snfewnrafinn nnacenfnd n.. ff•ic Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-15 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite Notes I W Blows R. Graphic Symbol Depth Ft. Sample ? E N Surface Conditions: 2.5" of Asphalt ? 12.1 45.6 138.0 36.5 33.7 7 1 2 4 '•�i�i•i ••i•i•• r*-* q •••• • ►••••s. • ►••••jj ∎• • • . • & &:&:& i Boring Log Project Name: International Corporate Campus East Sheet of 2 . 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-15 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer r.1 Abandoned, sealed with bentonite General Notes W i %) No. Blows Ft. t ° E ( 0 Depth Ft. Sample rn E w D 22.7 8.0 8.4 1 1 50/6" 50/6" 21 23 24 25 28 , I 29- SM Bray silty SAND, very loose, water bearing - contains 6" interbeds of very loose silt with organic stringers -shell fragments -no recovery, gravel blocking sampler - slightly elevated blow count due to heave in auger GM Gray silty GRAVEL with sand, medium dense to dense, water beanng • 1 0 I . • 1 • • li •1 1 • 1 . ';• 'o O al ?: 0 ';: ° ,o • i.a< ,. :::::p o; o:: o '::,, ;:a ° ', 0 o;a 30 31 32 . 33 37 38— 39— J__ SP -SM Grades to brown poorly graded SAND with silt and gravel, very dense, water bearing -9% fines — en`_ 0. 44k �� 11y �� \I''/ N. WI `,r�'J Earth Consultants Inc. GeArt d,nlcCal Fri elne ti. Gc01081 :ts& Fnvlmnnunr.,ISc lei1,b Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8/15/00 Plate A49 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnownrsfir.n rrucnnfe.l nn fhic te.e. Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-15 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: Well ❑ Piezometer with bentonite • Monitoring Fa Abandoned, sealed General Notes W (9f,) No. Blows . Graphic Symbol Depth Ft. Sample co U co E co 9.6 66 i ! . GM Gray silty GRAVEL with sand, very dense, water bearing 41 Boring terminated at 41.0 feet below existing grade. Groundwater table encountered at 16.0 feet during drilling. Bonng backfilled with bentonite and cuttings. //A'. Env. 44►p I ?I` 1Y /1l \, Earth Consultants Inc. j \IW' \'� // \�1�'1 C o d,nlral Fn¢fieeas, Cw-M Ltin & Fnvlmr�nxnral SCtrnrt�n Boring Log International Corporate Campus East Tukwila, Washington Pro;. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A50 Subsurface conditions depicted represent our observations at the time and Iota ion of this eploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpetation by others of infosnwrtinn nrpCOnINI M Ihic Inn Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-16 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer ►:4 Abandoned, sealed with bentonite General Notes W i6) No. Blows Ft. Graphic Symbol Depth Ft. Sample m 2 j u. Surface Conditions: 3" of Asphalt 3 ? u 15.5 14.6 84.1 46.2 27.8 3 9 6 2 4 ••.��� ••*• • ••� • •�.�• :�:�•• .tibt .! GM Brown silty GRAVEL with sand, medium dense, moist (Fill) - contains cobbles 1 2 •�:�:� • • • •••••• •••••• • •••ii •• %% •••••• ••• • ••• • • •• • •••••• • •• �•�•�• 3 SM Gray silty SAND, very loose, moist to wet (Fill) - contains gravel -45% fines - becomes loose 4 5 6 7 8 9 10 11 — — PT Brown fibrous PEAT, medium stiff, moist ML v Gray SILT with organics, very loose, wet 12 SM Dark gray to black silty SAND, very loose, water bearing - contains interbed of silt 13 14 15 16 17 18 19 'pi'. ,, �il l)'(`��r EIS, 444 YI`�� Earth Consultants Inc. \���I/ Co%1mlral Fi Wneeis. +r+h Fnvlmnnxntal s'''"+'' Boring Log International Corporate Campus East Tukwila, Washington Z E Proj. No. 2579 -31 I Dwn. GLS 1 Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A51 Subsurface conditions depicted represent our observations at the time and location of this exloratory hole modified by eng�neenng tests, analysis and 'udgment. They are not necessarirepresentative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfn....afinn .vecnnha i .... +hie I IN/ . Boring Log Project Name: Intemational Corporate Campus East Sheet of 2 3 Job No. 2579-31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-16 Drilling Contactor Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: 0 Monitoring Well 0 Piezometer K4 Abandoned, sealed with bentonite General Notes w (6) No. Blows Ft. Graphic Symbol Depth Ft. Sample co 2 c.) co D c0 48.1 32.5 21.0 15.0 1 2 5 16 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 ML Gray SILT, very loose, water bearing -contains shell fragments SM Dark gray to black silty SAND, very loose, water bearing -contains organic stringers -1"- 2" thick silt interbed -contains organic stringers and shell fragments SM Gray silty SAND, loose, water bearing SP-SM Grades to dark gray poorly graded SAND with silt, medium dense, water bearing -abundant shell fragments -contains gravel (small rounded) ' • 0 ' e . 0 • 0 0 ° • . , a iy wo „,42 0 ° a ("' 444\ Earth C q01/ liod0 . . ,,,,,,,,,, . onsultanwonmentstalnific. Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 I Dwn. GLS 1 Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A52 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and 'udcgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of mfetrrnafirtn nracearrhad *hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579-31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: , B-16 Drilling Contactor Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: 0 Monitoring Well 0 Piezometer Ki Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample 0 0 E D >'• co i i ■ ; 16.2 6.0 25.9 12.4 20 88/11" 44 95/9" iii-- 1 'lei :1' , I I 11111 ,.... 11111 ;1;1 1 11111 ir- , 1 I 1 1 SM Gray silty SAND, medium dense, water bearing -contains small gravel • -becomes medium dense to dense -becomes very dense 41 42 --I — 43 44 45 4 47 49 50 51 52 53 54 55 56 GM Brown silty GRAVEL with sand, very dense, water bearing SM Gray silty SAND, loose, water bearing -6" layer of poorly graded sand with silt T GP-GM Gray poorly graded GRAVEL with silt and sand, very dense, water ---\hparing ip 1 =I I Ci . Boring terminated at 56.0 feet below existing grade. Groundwater table encountered at 11.5 feet during drilling. Bonng backfilled with bentonite and cuttings. i ; dA•.. pl: 444 , i Oleg k-iivill) Earth Consultants Inc. ; wy)/ N ( Om miii GcorectinIcal Mem,. GrologIsis & FnvIrortmenral St-kill:7s Boring Log Intemational Corporate Campus East Tukwila, Washington 5 Proj. No. 2579-31 , I Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 . I Plate A53 " • Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole modified engineenng tests, analysis an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of enfnron.finn nrescan•etel nn *hie Inn Test Pit Log Project Name: Intemational Corporate Campus East Job No. 2579 -31 Logged by: RAC Sheet of 1 1 Date: 5/15/00 Test Pk No.: TP -1 Excavation Contactor Client Provided Notes: Ground Surface Elevation: General Notes co 2 O E rn E • w Surface Conditions: Depth of Topsoil & Duff 6" ECI.GDT 8131/00 257931 A.GPJ 24.3 1 2 3 4 6 SM Brown silty fine to medium SAND with gravel, loose, moist (Fill) -roots at 2' -some 4" to 6" cobbles SM 7 Light brown to gray silty fine to medium SAND with gravel, medium dense, moist to wet, mottled (Native) Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during exacavation. Earth Consultants Inc. Geo"xy mkal Fiigtr"xas. Gro O $zS & FnN onmenral SdY lfl S w Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Subsurface conditions depicted represent our observations at the time and Ioca 'udgment. They are not necessarily representative of other times and locations. infnnnalinn nrcccn/cei an H,ic Inn Test Pit Log International Corporate Campus East Tukwila, Washington Checked RAC I Date 8/31/00 I Plate A54 ion of this exploratory hole modified by engineering tests, analysis and We cannot accept responsibility for the use or interpretation by others of Test Pit Log Project Name: International Corporate Campus East Job No. Logged by: 2579 -31 I RAC Excavation Contactor. Client Provided Notes: ISheet of 1 1 I Date: 5/15/00 Test Pit No.: TP -2 Ground Surface Elevation: General Notes (9 U)2 U E to T to Surface Conditions: 8 2579-31A.GPJ ECI.GDT 18.0 2 3 4 SM Gray silty fine to medium SAND with gravel, loose, moist to wet (Fill) - becomes wet, trace organic debris, branches 5 SM 6 7 - caving, asphalt fragments, branches Brown silty fine to medium SAND with gravel, medium dense, moist to wet (Native) Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. Grad lnlCal Fnalneris, GcoloBUi+ F. FnvtRlnmet1rat kyenri ; Proj. No. 2579 -31 I Dwn. GLS Subsurface conditions depicted represent our observations at the time and kxx judgment. They are not necessarily representative of other times and locations. IRfINTOfinn MpPpItG/l M thiQ Inn I Date Aug. 2000 Test Pit Log International Corporate Campus East Tukwila, Washington Checked RAC I Date 8/31/00 I Plate A55 ion of this exploratory hole modified by engineering tests, analysis and We cannot accept responsibility for the use or interpretation by others of Test Pit L Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -3 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes W (96) t g g e; L a p " N w d D ei` Surface Conditions: Depth of Topsoil & Duff 2" 3 5 L) Li. LD • • • • • •• • -*♦ ••• ••• •••••• •• ♦ •••••• •� • •••••• • • • • • • •�•�•� ••••• • •∎•' SM Gray silty fine to medium SAND with gravel, loose, moist, some washed rock (Fill) 2 SP Gray poorly graded fine to medium SAND with gravel, loose to medium dense, moist (Fill) 4 5— 6 — 8 Test pit terminated at 8.0 feet below existing grade. No groundwater encountered during excavation. d, dos. 4411. 4 i Earth Consultants Inc. o W /` /� �nkalFiigfircas.Gr0405L5t5 &FnvI 1nxnral5clrntL J Test Pit Log Intemational Corporate Campus East Tukwila, Washington a. W Proj. No. 2579 -31 1 Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/31/00 1 Plate A56 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engiI1 wIriy tests, analysis an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inlnrTo4inn n oconte.l nn *tic Inn Project Name: v International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP-4 E a avation Contactor. Client Provided Ground Surface Elevation: Notes: General Notes (%) „ _ 2 5 E L m p " to N 2 Surface Conditions: Depth of Topsoil & Duff 18 ": branches 8 0 0 w n a 0 • • • •iii ����� �� ::: -: •i• i ♦♦ •�•� � ♦ • i Test Pit Log Project Name: International Corporate Campus East Job No. 2579 -31 Excavation Contactor. Client Provided Notes: Logged by RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP -5 Ground Surface Elevation: General Notes W 06) U N t CL y E 0 to A.GPJ ECI.G 16.5 38.3 co g U E E SM Surface Conditions: Depth of Topsoil & Duff 6" Light brown silty fine to medium SAND with gravel, loose, moist to wet (Fill) - increasing coarse sand, fill ML Gray SILT, medium dense, moist, varved (Native) Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. Geote dINCaI Fngtner s. GrOkogtyts & Fnvltmnrival Scientists Test Pit Log International Corporate Campus East Tukwila, Washington W Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/31/00 I Plate A58 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole �modi modified by use ori engineering tests, n analysis and of judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility Y inlnrnenfinn nracon /eel nn t•hie Inn Test Pit Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP-6 Excavation Contactor. Client Provided Notes: Ground Surface Elevation: General Notes U 2 EL E to U)$ U co E N Surface Conditions: Depth of Topsoil & Duff 6" 2579- 31A.GPJ ECI.GDT 1 2 SM 3 4 5 6 Light brown silty fine to medium SAND with gravel, loose, moist to wet - becomes medium dense.to dense, till like, near optimum - lightly coarse, mottled Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during exa:avation. Earth Consultants Inc. Gc[ trdInI al Fnslnms, GrObgttiiS & Environmental Sc lemitsts Proj. No. 2579 -31 I Dwn. GLS 1 Date Aug. 2000 Test Pit Log International Corporate Campus East Tukwila, Washington Checked RAC I Date 8/31/00 I Plate A59 Subsurface conditions depicted represent our observations at the time and iota ion of this exploratory hole modified by engineering tests, analysis and judgment. They are ` ot�n necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of f ^ APPENDIX B LABORATORY TESTING RESULTS E- 2579 -31 A Earth Consultants, Inc. cn N } J Z cc w I... w 2 0 cc } J Z w w_ 2 2 2 141 Vl 2 Q O 0 2 N 0 2 w a 2 N w 2 LL O w m 2 2 0 2 2 2 2 w a 0 LL O w N (n 0 L00' Z00' £00' b00• 900' 800' La ZO• EO' b0' 0 0 N PERCENT COARSER BY WEIGHT 0 0 0 0 m 0 n 0 0 0 0 0 IIlIlIlIIIIIIHIIllhlIIIIUhIlIIIlIIIOhIIlllIINl MEMMEMMEMEMEMMEMMEMEMEMOIMMUMNIUMMEMEMMEMMUMMEMEMEM aoIIIIIIIIIIIIIIIIIIIIIIiiiiiIIIIIIIIIIIOIIIIIIIIlI .o 09 iiiiiiiiIIIIIIIIIIIIIIIMiliiiiiiiiiiiiiiiiiiiiii OS u�eri�hm�ns W me�nil�iui�ie OEdros�nxe1�16�911N °Ne'9 11 OZ f "� Rol t. 01111111111111111110111101111111111111111 OiiiiiiiiiiiiiHhiiiOhiighiiiiiiiiiiiiiiiiiiiii Z M11110=1111=111111111111111111111111111! ZL 0 0 0 0 a) o 0 n o co 0 0 0 PERCENT FINER BY WEIGHT I j 1• 'Inlp Earth Consultants Inc. lOntir) G•nu 1'hnit ill I ?I$(In ers. (AY)N'gists & Ii11Vlr N1111YIIIiiI ti11■11tisis 0 N 0 L00' Z00' E00' 900• 900' 800' LO' ZO' CO' 90. 90' 80' 0 L E 8 0l 0z OE 09 09 08 001. 00Z 00E w 2 LL W 2 LL i 0 w 2 w O 0 to 2 LL w In CC 0 0 0 2 N J w Q x a J a J J O .-1 In o (n M H a.: 0 i t SANI z Dar gra silt SANI O (n r) in In - u1 CO } w O 4 0 GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington Proj. No.2579 -31 Drwn. GLS 1 Date Aug.20001 Checked RAC IDate 8/15/00 1 Plate B1 N N } J cc W w 2 0 } N J w w 2 2 2 w N_ N CC C7 CC Z I- en N 0 cc _Z w 2 W 2 LL 0 W CI 2 Z N W 2 0 Z Z c7 Z z w O LL 0 w N 0 L00 Z00• £00• 900' 900' 800' L0' Z0• CO' to' 0 0 PERCENT COARSER BY WEIGHT 0 0 0 In co 0 Ia 0 N o 0 0 Is 0 0 90' 00Z 001. 08 I 09 OS Ob 0£ OZ 91. C OL a 9 ZL 0 0 0 m o o 0 N o 0 0 0 M PERCENT FINER BY WEIGHT i1 �l l T' i J Earth Consultants inc. .. , � \I C.•c,I •hair ;UI ny(irnwrs Grilouis�s R.I lvin wuiwt1I IS4 'irnli IS 0 N 0 1.00' Z00' £00' 900' 900' 800' 1.0' ZO' £0' 90' 90' 80' 0 H 0: Z. I- w J b• J 9' Z 8' w L (n z Z 9 8 01. OZ OE 09 09 08 001. 00Z 00£ W Z W Z 2 0 2 W N K O 0 0 Z N LL J w CC N x 0 0 N m m O U .. c 0 E• 2 0 U — — "I N IIAIMIAMLIff 'e.dis brown silt SAN, grown poor y gra.e• S•ND with silt and :rave 'ray silt SAN1 N U N Z (n C/1 C/1 a rn In 2 CL W O 111 O (,• M N cn 2 o N 111 �O r•+ .--I 1 1 } w 1 1 o 4 ❑ • GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington Proj. No.2579 -31 I Drwn. GLS 1 Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate B2 100 80 X 60 W 1- U 40 20 LIQUID LIMIT Key Boring/ 'Met Pit Depth (ft) Soil Classification USCS L.L. P.L. PI. Natural Water Content • B -5 20 Gray lean CLAY CL 29 21 8 24.0 A B -6 20 Brown SILT ML 39 26 13 24.9 • B -6 45 Dark brown lean CLAY CL 49 24 25 24.6 O B -7 30 Gray lean CLAY CL 20 30 10 18.7 p B -9 25 Gray SILT with sand ML 15 14 1 16.9 Q B -10 20 ``— A -Line 46 24 22 29.3 CD 0 CL- ML n ) 20 40 60 60 IC LIQUID LIMIT Key Boring/ 'Met Pit Depth (ft) Soil Classification USCS L.L. P.L. PI. Natural Water Content • B -5 20 Gray lean CLAY CL 29 21 8 24.0 A B -6 20 Brown SILT ML 39 26 13 24.9 • B -6 45 Dark brown lean CLAY CL 49 24 25 24.6 O B -7 30 Gray lean CLAY CL 20 30 10 18.7 p B -9 25 Gray SILT with sand ML 15 14 1 16.9 Q B -10 20 Gray lean CLAY CL 46 24 22 29.3 Earth Consultants Inc. GeoeeavucW eignem Geocksh s • EmbionmmW saenutM Atterberg Limits Test Data International Corporate Carpus East Tukwila, Washington Proj. No.2579 -31' Date Aug . 2000 I Plate B3 100 80 x 60 w z 1- U 1- 40 5 ``- A -Line 0 • CL-ML 0 20 40 LIQUID LIMIT 60 80 100 Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. P.L. PI. Natural Water Content • B -11 10 Brown lean CLAY CL 30 19 11 23.2 A B -11 30 Brown SILT ML 38 26 12 24.4 • B -12 15 Blue gray SILT ML 34 25 9 26.5 0 B -13 50 Blue gray fat CLAY CH 56 26 30 19.4 6 B -14 40 Dark gray silty CLAY CL -ML 29 22 7 40.9 Earth Consultants Inc. Georec nlcal Engineers. Geologists & Environmental Scientists Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Prof. No. 2579 -31 DateAug.2000 Plate B4 2 Copies 2 Copies DISTRIBUTION E-2579-31A Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Dave Sabey Lance Mueller and Associates 130 Lakeside Suite 250 Seattle, Washington 98122 Attention: Mr. Bob Fadden Earth Consultants, Inc. Earth Consultants Inc. Geotechnical Engineers. Geologists & Environmental Set( 'mists September 7, 2000 E- 2579 -31 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Dave Sabey Subject: ICCE — Proposed Stream Enhancements Preliminary Recommendations Tukwila, Washington Dear Mr. Sabey: RECEIVED SEP - 7 2000 LANCE MUELLER & ASSOC As part of the proposed ICCE development, we understand enhancements to the existing stream corridor east of the site are planned. These will include removal of the existing culvert and widening of the channel to the west of Buildings 3 and 5. New landscaping to create shade along the stream channel, and the installation of new chain link fence is also planned. Repairs to the existing pavement areas and gabion walls that have experienced settlements along the stream channel will also be performed. In the areas where widening of the stream corridor is planned, the installation of new rockeries or retaining walls will be necessary. Where removal of the existing culvert is planned, a series of new four foot high rockeries or retaining walls will be constructed. We anticipate medium dense silty sand and silt soils will be exposed in the cuts where the stream channel is widened. In our opinion, rockeries or ecology block can be used as a facing along the proposed cuts. ECI should observe the cuts to verify soil conditions. If loose or unstable conditions are encountered, we recommend the use of a gravity retaining wall. A four foot high gravity wall can be constructed using ecology block. If necessary, ECI can provide a gravity wall design. In our opinion, the existing gabion walls adjacent to Building 2 that have experienced varying degrees of settlement can be replaced with an ecology block gravity wall. We understand the walls will have a maximum height of four feet. Widening of the stream channel and construction of a level benched area is planned on both sides of the channel in this area. ECI should observe soil conditions during the grading and widening of the stream channel. If unstable subgrade conditions are encountered along the wall alignment, the use of a geotextile and crushed rock will be necessary to establish a stable subgrade. 1805 - 136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 Sabey Corporation September 7, 2000 E- 2579 -31 Page 2 ECI will provide recommendations for rockery and retaining wall designs. Recommendations for wall drainage and subgrade preparation will also be provided. We trust this preliminary design information meets your current needs. If you have questions, or if additional information is required, please call. Si , INC. `1I1Ioo CC: oglas. Pr E. LMA, Attn. Mr. Bob Fadden Earth Consultants, Inc. RAC /RSUbkm GEOTECHNICAL ENGINEERING STUDY ICCE — BUILDING 9 TUKWILA INTERNATIONAL BOULEVARD. TUKWILA, WASHINGTON E-2579-31B September 6, 2000 PREPARED FOR SABEY CORPORATION RECEIVED SEP -72000 LANCE MUELLER & ASSOC Robert S. Levi Principal t 7/O 1 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite .201 Bellevue, Washington 98005 (206) 643 -3780 Toll Free 1- 888 - 739 -6670 /7/00 2 raj IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost - overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique set of project- specific factors. These typically include: the general nature of the structure involved, its size and configuration: the location of the structure on the site and its orientation: physical concomitants such as access roads. parking lots, and underground utilities. and the level of additional risk which the dient assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems. consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise. your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage. or if a refriger- ated warehouse will be built instead of an unre- frigerated one: • when the size or configuration of the proposed structure is altered: • when the location or orientation of the proposed structure is modified: • when there is a change of ownership. or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions,-their likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified. and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotechnical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be based on a geotechnical engineering report whose adequacy may have been affected by time. Speak with the geo- technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods. earthquakes or ground- water fluctuations may also affect subsurface conditions and. thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise. this report was prepared expressly for the dient involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the client for a different purpose. may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. Earth Consultants Inc. Geotechnical Engineers. Geologists & Environmental Scientists September 6, 2000 E-2579-31B Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Dave Sabey Dear Mr. Sabey: We are pleased to submit our report titled " Geotechnical Engineering Study, ICCE — Building 9, Tukwila International Boulevard, Tukwila, Washington. This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. In our opinion, construction of the proposed office building is feasible from a geotechnical standpoint. The primary geotechnical considerations are related to foundation support, temporary slope construction, permanent support of excavations, and site drainage. Loose to medium dense silty sand and silt fill soils were observed to depths of approximately thirty (30) to forty (40) feet at the building site. Underlying the fill, medium dense to very dense silty sand, silt, and sand soils were encountered. In our opinion the proposed office building can be supported on conventional spread and continuous footings in areas where competent, undisturbed native soils are exposed at the building subgrade elevation. Where existing fill soils are encountered at the building subgrade elevation, the use of pile foundations can be considered. Extending the foundations down through the existing fill, where feasible, can also be considered. Based on our understanding of the proposed excavation depths, competent native soils suitable for foundation support will be exposed throughout the west portions of the building excavation. Based on the current finish floor elevation for the garage level, we anticipate fill soils will be encountered at the subgrade elevation along the east portions of the building site. Recommendations for foundation support, excavations, and site preparation are presented in the following sections of this report. We appreciate this opportunity to have been of service to you during this initial phase of project development, and we look forward to working with you in the future phases. Should you or your consultants have questions about the content of this report, or if we can be of further assistance, please call. Sincerely, NSULTANTS, INC. Robert S. Levinson, P.E. Principal RAC /RSL/bkm 1805 - 136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643 -3780 , FAX (425) 746 -0860 Toll Free (888) 739 -6670 TABLE OF CONTENTS E-2579-31B PAGE INTRODUCTION 1 General 1 Project Description 1 SITE CONDITIONS 2 Surface 2 Subsurface 2 Groundwater 3 Laboratory Tesng ti 3 DISCUSSION AND RECOMMENDATIONS 4 General 4 Site Preparation and General Earthwork 6 Foundations 7 Permanent Retaining and Foundation Walls 8 Seismic Design Considerations 8 Slab -on -Grade Floors 9 Site Drainage 9 Excavations and Slopes 10 Rockeries 11 Utility Trench Backfill 11 Pavement Areas 11 LIMITATIONS 12 Additional Services 13 APPENDICES Appendix A Appendix B ILLUSTRATIONS Plate 1 Plate 2 Plate 3 Plate 4 Plate 5 Plate 6 Plate 7 Plate 8 Plate 9 Plate Al Plates A2 through A53 Plates A54 through A59 Plates B1 and B2 Plates B3 and B4 Field Exploration Laboratory Test Results Vicinity Map Boring and Test Pit Location Plan Cross Section A -A' Cross Section B -B' Cross Section C -C' Earth Pressure — Permanent Walls Retaining Wall Drainage and Backfill Typical Footing Subdrain Typical Utility Trench Fill Legend Boring Logs Test Pit Logs Grain Size Analyses Atterberg Test Limits Data GEOTECHNICAL ENGINEERING STUDY ICCE — BUILDING 9 TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E- 2579 -31 B INTRODUCTION General This report presents the results of the Geotechnical Engineering Study completed by ECI for the proposed office buildings to be located along the east side of Tukwila International Boulevard in Tukwila, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site, and based on the conditions encountered, develop geotechnical recommendations for the proposed site development. Project Description A schematic representation of the property, proposed building location, and our exploratory locations are approximately as shown on the Boring and Test Pit Location Plan, Plate 2. Included on Plate 2 are the proposed locations of Buildings 7 and 8, and the proposed parking structure. These developments will be addressed in separate reports. The proposed Building 9 will be a three -story building with three below grade or partially below grade parking levels. We understand the finish floor elevation of the lowest parking level will be approximately elevation eighty (80) feet. Reinforced concrete construction will be used for the below grade parking levels. We anticipate steel frame construction will be used for the upper levels of office space. Based on the proposed building construction, we estimate column loads will be in the range of 600 to 800 kips. Temporary sloped excavations will be necessary to establish the subgrade elevation for the building. Based on the offset of the building from the property line, we do not anticipate shored excavations will be necessary to construction the below grade levels. Excavations of approximately twenty (20) feet to thirty (30) feet below existing grade will be necessary along the west portions of the building site. The construction of temporary slopes inclined at 1.5H:1V to 1 H:1 V (Horizontal:Vertical) will be used to advance the excavations down to the building subgrade elevation. Pavement areas and permanent 2H:1V slopes will be developed in the areas around the proposed buildings. If any of the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design. 4 Earth� GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 SITE CONDITIONS E- 2579 -31 B Page 2 Surface The proposed building area of the site is undeveloped, and is currently vegetated with grasses, blackberry brambles, and deciduous trees. We understand grades at the site were previously modified during the original development of the existing Intergate East buildings located below the site. The approximate topography of the site is represented on the Boring and Test Pit Location Plan (Plate 2). Throughout the building site, the topography slopes downward to the east, and is interrupted by a relatively flat bench along the east portion of the building site. Previous filling and access roadway cuts have resulted in the creation of these existing benched areas. The sloped areas of the site are generally inclined at grades of up to approximately 40 percent to 60 percent. The height of the existing slopes are in the range of approximately twenty (20) feet to forty (40) feet. At the time our subsurface exploration was performed (July, 2000), the existing slopes were observed for signs of instability. Based on our observations of the existing slopes, there were no indications of instability. Slide scarps, tension cracks, or areas of severe erosion were not observed. Subsurface The building site, including the Building 7 and 8 sites, and the garage site, were explored by drilling sixteen (16) borings and excavating six (6) test pits at the approximate locations shown on Plate 2. Please refer to the boring logs, Plates A2 through A53, and the test pit Togs, Plates A54 through A59, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. Silty sand and silt fill soils with occasional rubble fragments were observed at the majority of the boring and test pit locations. Wood debris was also observed occasionally throughout the fill deposits. The fill soils observed were in a loose to medium dense condition, and were typically wet. In the area of the proposed Building 9, the fill depths ranged between approximately twenty (20) feet to forty (40) feet. The deepest fill was observed along the west and southwest portions of the building site. Preliminary assessment of the fill deposits suggested that these soils may be part of a colluvium deposit. Further analysis of the deposit and inquiries into previous grading activities suggest the majority of the deposit is fill. Based on the proposed excavation• depths for Building 9, the majority of the existing fill will be removed along the west portions of the building excavation. We anticipate fill soils will be exposed along the building subgrade along the east portions of the building excavation. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 E- 2579 -31 B Page 3 Underlying the fill at the proposed building sites, medium dense to very dense glacial till, silt, and clay soils were observed. The medium dense to very dense soil conditions were generally observed below a depth of thirty (30) to forty five (45) feet. The native soils are suitable for support of the proposed building foundations. Due to the moisture sensitive nature of these soils, exposure to wet weather conditions should be minimized. Groundwater Groundwater seepage was encountered at the majority of the exploration sites. The groundwater seepage level was typically observed at the- contact between the fill and native soils. However, groundwater seepage was also observed at lower levels within the native deposits. The presence of groundwater seepage should be expected in the proposed building excavation. We anticipate the rate of groundwater seepage into the excavation will generally be Tight to moderate. Measures to intercept groundwater seepage around the perimeter of the excavation however will likely be necessary. Groundwater seepage levels and the rate of seepage, however, are not static; fluctuations in the level and rates can be expected depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the level and rate of seepage is higher in the wetter winter months (typically October through May). Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Moisture content tests were performed on all samples. The results of laboratory tests performed on specific samples are provided in Appendix B, or at the appropriate sample depth on the boring and test pit Togs. It is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgement. ECI cannot be responsible for the interpretation of these data by others. In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen days following completion of this report unless we are otherwise directed in writing. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 DISCUSSION AND RECOMMENDATIONS E- 2579 -31 B Page 4 General Based on the results of our study, it is our opinion construction of the proposed building is feasible from a geotechnical perspective, provided the recommendations contained in this report are incorporated into the final design. The primary geotechnical considerations for the project are foundation support, temporary slope construction, permanent support of the building excavations, and site drainage. In our opinion, the proposed Building 9 can be supported on conventional continuous and spread footings in areas where competent native soils are exposed at the subgrade. Based on the planned excavation depths, competent native soils suitable for support of foundations should be exposed along the west portions of the building excavation. Due to the fill depths observed at the boring locations, fill soils may be encountered at the building subgrade elevation along the east portions of the excavation. The use of pile foundations can be considered for support of the building where fill soils are encountered at the foundation grade. Advancing the footings through the fill and into competent native soils can also be considered, where feasible. Specific recommendations for foundations are presented in the "Foundations" section of this report. Based on the soil conditions observed at the boring locations, and the offset of the building footprint from the property line, it is our opinion construction of temporary slopes for the proposed building excavation is feasible. The use of temporary shoring can be considered where sloping of the excavation is not possible. The presence of groundwater seepage along the temporary slope excavations should be expected. Measures to intercept groundwater seepage at the base of the excavation may be necessary. Recommendations for site preparation, foundation design, and temporary excavations are presented in the following sections of this report. This report has been prepared for the exclusive use of Sabey Corporation and their representatives. The report was prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Slope Stability Based on our subsurface investigation, field observations, and numerical analysis, it is our opinion the existing slopes are stable in their present condition. During our field exploration, the existing slopes were observed for signs of instability. There were no signs of slope instability or areas of severe erosion observed at the time of our exploration. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 E- 2579 -31 B Page 5 A quantitative slope stability analysis was used to model the existing slope and proposed temporary 1 H:1 V (Horizontal:Vertical) slopes planned during construction. The permanent post- construction condition was also modeled. Slope Cross - Sections C -C' (Plate 5) illustrates the approximate existing site topography and building location. Subsurface information from the field exploration has been included on the cross section. Soil strength parameters for the stability analyses were selected based on correlation with penetration resistance values, laboratory test results, and our past experience with similar soil conditions. Conventional analytical methods and the PCSTABL computer program were used to calculate the minimum factor -of- safety against sliding. For long -term post- construction seismic analysis, we included a lateral seismic coefficient of 0.20 to model the effects of a strong motion earthquake. The results of our analysis indicate the following minimum factors -of- safety for the critical failure surface: Section Existing Construction Post- Construction C -C' 1.5 1.1 Static Seismic 1.7 1.1 In our opinion, construction of the proposed permanent building foundation walls and improvement of the site drainage will improve the stability of the site. As indicated in the above table, the excavation phase of construction will produce the lowest factor -of- safety with regard to a deep seated failure. The factors -of- safety derived for the construction case are acceptable in our opinion. However, given the relative close proximity of the proposed excavations to Highway 99 and WSDOT property, we recommend establishing a series of monitoring points along the shoulder of Highway 99. The monitoring points should be surveyed regularly during the excavation phase of construction for signs of horizontal and vertical movements and weekly thereafter. An ECI representative should also observe the temporary slopes during the excavation phase of construction. Provided the recommendations of this report are followed, it is our opinion that the risk of damage to the proposed development or to adjacent properties from soil instability will be minimal. It is our opinion the proposed construction will not significantly increase the potential for soil movement. This estimate of minimal risk for significant damage does not include unforeseeable or changed conditions. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 E-2579-31B Page 6 Site Preparation and General Earthwork The proposed development areas of the site should be stripped and cleared of surface vegetation and other deleterious materials. Existing utility pipes that are abandoned should be plugged or removed. As discussed previously, we understand there is sufficient room around the building site to open -cut the excavations. The temporary slopes should be protected with plastic sheeting during wet weather conditions. Recommendations for temporary slope inclinations are presented in the "Excavations and Slopes" section of this report. The ground surface where structural fill, or foundations are to be placed should be observed by a representative of ECI. Loose or unstable subgrade soils should be compacted or replaced with structural fill. The native soils are moisture sensitive, and will become unstable when exposed to excessive moisture. Compaction and grading of these soils will be difficult if the moisture content of the soil is above the optimum moisture content. During dry weather, the native soils can be considered for use as structural fill, provided the moisture content of the soil is at or near optimum at the time of placement. At the time of our exploration, the dense to very dense silty sand with gravel soils were at or near their optimum moisture content. The native silt soils were generally at or slightly above their optimum moisture content. These soils can be considered for use as structural fill, provided the soil in not exposed to excessive moisture and is placed and compacted during dry weather conditions. We do not recommend using the existing fill soils in structural areas. Fill for use during wet weather should consist of a fairly well graded granular material having a maximum size of three inches and no more than five percent fines passing the No. 200 sieve based on the minus 3 /4-inch fraction. Structural fill is defined as compacted fill placed under foundations, roadways, slabs, pavements, or other load- bearing areas. Structural fill under slabs and footings should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density. The maximum dry density should be determined in accordance with ASTM Test Designation D -1557 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 Foundations E- 2579 -31 B Page 7 In our opinion, the proposed building can be supported on conventional spread and continuous footings in areas where competent native soils are exposed at the subgrade level. The proposed building excavation should expose competent native soils suitable for support of foundations along the west portions of the excavation. For foundations bearing on competent native soils, an allowable soil bearing capacity of ten thousand (10,000) psf can be used. Foundations supported on structural fill should be designed using an allowable soil bearing capacity of three thousand (3,000) psf. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty -four (24) inches, respectively. Loading of this magnitude would be provided with a theoretical factor -of- safety in excess of three against actual shear failure. A one -third increase in the above allowable soil bearing capacity can be assumed for short-term wind and seismic loading conditions. Due to the depth of the existing fill, we anticipate fill soils will be encountered at the foundation grade along the east portions of the building excavation. In our opinion, the existing fill soils are not suitable for support of foundations. The use of piles can be considered for support of the building within the existing fill areas. ECI can provide recommendations for pile foundations, if requested. As an alternative to pile foundations, the building footings can be advanced through the existing fill and into the underlying competent native soils. Based on the fill depths observed at the boring locations, overexcavation of up to approximately fifteen (15) to twenty (20) feet may be necessary at some locations in order to advance the foundations into the underlying competent native soils. Where overexcavation depths of greater than ten (10) feet are required, the use of geopiers can be considered. ECI can also provide recommendations for geopiers, if requested. Exterior foundations elements should be placed a minimum depth of eighteen (18) inches below final exterior grade. Interior spread foundations can be placed at a minimum depth of twelve (12) inches below the top of slab, except in unheated areas, where interior foundation elements should be founded at a minimum depth of eighteen (18) inches. Provided the foundations are installed in accordance with the recommendations contained in this report, we estimate total settlements of approximately one inch and differential settlement of approximately three quarters of one inch. Most of the anticipated settlements should occur during construction as dead loads are applied. Lateral Toads can be resisted by friction between the base of the foundation and the supporting soil, and by passive soil pressure acting on the face of the buried portion of the foundation and grade beams. Resistance to lateral loads from passive earth pressures can be calculated using an equivalent fluid pressure of four hundred (400) pounds per cubic foot (pcf). For frictional capacity, a coefficient of 0.40 may be used for foundations bearing on competent native soils or structural fill. These lateral resistance values are allowable values; a factor -of- safety of 1.5 has been included. The contribution to lateral resistance from pile foundations or geopiers can be provided, as necessary. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 E- 2579 -31 B Page 8 Footing excavations and the installation of pile or geopier foundations should be observed by a representative of ECI. Compaction testing of structural fill in foundation areas should be periodically performed by ECI, as necessary. Permanent Retaining and Foundation Walls Retaining and foundation walls should be designed to resist lateral earth pressures from the retained soils, and any surcharge loading. The building foundation walls for the below grade levels can be designed using a maximum earth pressure equivalent to 25H, where H equals the height of the excavation. The recommended distribution of the earth pressure is illustrated on Plate 6. For conventional retaining walls designed to yield a minimum of 0.002 times the height of the wall, lateral earth pressures can be calculated using an equivalent fluid with a unit weight of thirty five (35) pounds per cubic foot (pcf). For non - yielding walls, the equivalent fluid pressure should be increased to fifty (50) pcf. The above lateral earth pressure values assume horizontal backfill conditions. The above lateral earth pressure values assume no surcharges due to traffic, adjacent foundations, construction loads, or any other loadings. If surcharges are to apply, they should be added to the above design lateral pressures. Two feet should be added to the wall height to account for traffic surcharges, where applicable. For earthquake loading, the lateral thrust can be approximated by a rectangular pressure distribution equal to six times the wall height (6H) in units of pounds per square foot. The walls should be provided with a perforated drain pipe and backfilled with a free - draining material. The free - draining material should extend at least eighteen (18) inches behind the wall. The remainder of the backfill should consist of structural fill. A typical wall backfill and drainage detail is provided on Plate 7. As an alternative to free draining backfill, a drain mat such as Miradrain 6000 can be used. Seismic Design Considerations The Puget Sound region is classified as Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal (intraplate) events, ranging in depth from fifty (50) to seventy (70) kilometers. Such deep events have exhibited no surface faulting. Weaver and Shedlock (1989) researched the probable or known source areas for the crustal, intraplate, and subduction zone earthquakes in the Washington and Oregon area. Crustal and intraplate earthquakes are the only events in Washington and Oregon in which there is a historical record. Shallow crustal earthquakes occur within the North American Plate, and typically do not exceed focal depths of approximately 20 kilometers. Intraplate earthquakes occur in the subducting Juan de Fuca plate, and typically occur below depths of 40 kilometers. The subduction zone earthquake, in which there is no historical record in the Washington and Oregon area, would have its source along the interface between the North American Plate and the subducting Juan de Fuca Plate. Magnitude 8 + earthquakes are thought to be possible along this interface, and would occur at depths of approximately 50 to 60 kilometers (Weaver and Shedlock, 1989). Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 E- 2579 -31 B Page 9 The UBC Earthquake regulations have established a series of soil profile types that are used as a basis for seismic design of structures. Based on the encountered soil conditions, it is our opinion that soil type SD from Table 16 -J of the 1997 UBC should be used for design. Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be large total and /or differential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results in the loss of grain -to -grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid for short periods of time. To have potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium - dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. Based on the soil and groundwater conditions observed at the site, it is our opinion that the site has a low susceptibility to liquefaction. The absence of an established groundwater table and the medium dense to very dense condition of the native soils is the primary basis for this conclusion. Slab -on -Grade Floors Slab -on -grade floors can be supported on competent native soils or at least one foot of structural fill. Loose or unstable subgrade soils should be stabilized prior to construction of the slab. The use of a geotextile and crushed rock can be considered for stabilizing the subgrade soils, if necessary. A four -inch capillary break consisting of a free draining poorly graded sand or gravel with less than 5 percent fines (percent passing the #200 sieve, based on the minus 3 /4-inch fraction) should be placed below the slab. In areas where slab moisture is undesirable, a vapor barrier such as a 6 -mil plastic membrane can be placed beneath the free draining sand or gravel. Site Drainage The site must be graded such that surface water is directed away from the buildings. Water must not be allowed to stand in construction areas. During construction, loose surfaces should be sealed by compacting the surface to reduce the potential for moisture infiltration into the soils. Interceptor trenches should be provided along the perimeter of excavations to intercept groundwater seepage before it enters the construction area, where necessary. Surface water runoff should not be allowed to discharge onto slopes, and measures to control surface erosion should be observed. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 E- 2579 -31 B Page 10 We do not expect heavy groundwater seepage conditions in the proposed excavation. However, if excessive groundwater conditions are encountered, the use of sumps may be necessary to collect and discharge groundwater seepage from the excavations. Groundwater seepage present along temporary slopes may cause piping and erosion of the slopes. Rock ballast can be placed in these areas to control piping and slope erosion, if necessary. Perimeter footing drains should be installed to help reduce the potential for water infiltration. The perimeter drains for the permanent foundation walls (Plates 7) will serve this purpose for the areas of below grade construction. A typical footing drain detail for a conventional shallow footing is provided on Plate S. Under no circumstances should roof downspout drain lines be connected to the footing or foundation wall drain systems. All roof downspouts must be separately tightlined to discharge. Excavations and Slopes The following information is provided solely as a service to our client. Under no circumstances should this information be interpreted to mean that ECI is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. In no case should excavation slopes be greater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration, the soils observed would be classified as Type B and Type C soils by OSHA. As such, temporary cuts in these soils should be sloped at an inclination no steeper than 1H:1V and 1.5H:1 V (Horizontal:Vertical), respectively. In general, the existing fill soils encountered in the building excavation should be sloped no steeper than 1.5H:1 V. The construction of temporary 1H:1V temporary slopes in the existing fill, however, may be feasible. An ECI representative should observe soil and groundwater conditions during the grading operations to assess the feasibility of constructing 1H:1V temporary slopes in the existing fill. The dense to very dense silty sand and silt native soils can be sloped at 1H:1V. ECI should observe the excavations to observe soil and groundwater conditions, and verify the OSHA soil type. As previously discussed, a series of monitoring points should be established along the top of the temporary slopes to monitor possible slope movements. The monitoring points should be surveyed during the excavation and foundation phases of construction. Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes or installation of surface or subsurface drains. In any case, water should not be allowed to flow uncontrolled over the top of slopes. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 E- 2579 -31 B Page 11 Rockeries and Modular Block Walls We understand the construction of rockeries or modular block retaining walls is being considered for the driveway areas along the west side of the buildings. If rockeries are planned at the site, the construction should be in accordance with the Associated Rockery Contractors (ARC) Guidelines. Rockeries are erosion control features, and are not intended to function as retaining structures. Modular block gravity walls or mechanically stabilized earth (MSE) walls should be designed by the geotechnical engineer. Given the soil conditions observed at the site, it is our opinion the use of rockeries or modular block walls is feasible in the proposed cut areas of the site. ECI should observe excavations made for rockeries or modular block walls, and periodically observe the construction. In areas where rockeries or modular block are placed in front of fills, the use of geogrid reinforcement within the fills may be necessary. ECI can provide recommendations for reinforced earth fills, if necessary. Utility Trench Backfill Based on the soil conditions encountered at the time of our exploration, the native soils should provide adequate support for utilities. If remedial measures are necessary to provide adequate support for utilities, the unsuitable soils can be overexcavated and replaced with a rock ballast and pipe bedding material such as pea gravel. Utility trench backfill is a primary concern in reducing the potential for settlement in pavement areas. It is important that the utilities be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the haunches of these structures. Fill should be carefully placed and tamped to about twelve (12) inches above the crown of the pipe or tanks before heavy compaction equipment is brought into use. The remainder of the backfill should be placed in lifts having a loose thickness of less than twelve (12) inches. A typical trench backfill section and compaction requirements for Toad supporting and non -load supporting areas is presented on Plate 9. Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the Site Preparation and General Earthwork section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D- 1557). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. Cement treatment and cement kiln dust treatment can also be considered for repairing unstable areas of pavement subgrade. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 E- 2579 -31 B Page 12 The following pavement section for lightly - loaded areas can be used: • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or • Two inches of AC over three inches of asphalt treated base (ATB) material. Heavier truck - traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, the following sections can be considered for truck - trafficked areas: • Three inches of AC over six inches of CRB, or • Three inches of AC over four and one -half inches of ATB. These pavement thicknesses may be modified based on anticipated traffic loads and frequency. Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted to at (east 95 percent of the ASTM D -1557 laboratory test standard. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the borings and test pits. Soil and groundwater conditions between exploration sites may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation September 6, 2000 E- 2579 -316 Page 13 Additional Services We recommend that ECI be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing Earth Consultants, Inc. B -1 -1- Approximate Location of ECI Boring, Proj. No. E- 2579 -31, May - July 2000 •TP -1 -i- Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, May 2000 -• B -14 1. Subject Site 1B-16 1 B -15 LEGEND Proposed Building Existing Building Cross Section Line (See Plates 3 thru 5) 20 30 40 50 1B-8 B -4 60 S. 126th STREET 34th AVENUE S. B -5 1 120 Approximate Scale 0 75 150 300ft. NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 1 B -13 Earth Consultants, Inc. Geotechnical Engineers. Geologists & Environmental Scientists Boring and Test Pit Location Plan International Corporate Campus East Tukwila, Washington Drwn. GLS Date Aug. 2000 Pro'. No. 2579-31B Checked RAC Date 8/30/00 Plate 2 ELEVATION (FEET) A 120 — 90 —' 60 — 30 — 0 — -30— Approximate Proposed Finish Grade Proposed Access oa (Boring o 3 Offset 85' N. B -3 Silty SAND – _ _ SILT 9 8 10 63 - - - -, 66 51 FILL Approximate Footprint of Proposed Building 7 34 21 17 SILT 23 24 21 24 28 33 30 Lean CLAY 26 39 Siityt7SAND _ _q • Poorly Graded SAND with Silt Horizontal Scale O 15 30 Vertical Scale O 15 30 (Boring 8 -1 Offset 100' S.) B -1 (Boring B-2 Offset 35' N.) B-2 FILL 1 16 15 21 22 Silty SANL • 'C 60/5.6' FILL 823-4 - - - -- 69 Silty SAND a�8 34 SILT qt. 60 .... Lean CZ—AV.– ? <__FatCLAY'- -- - -1 i 23 r 25 31 22 32 SILT NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may 60ft. be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. 60ft. ECI cannot be responsible for the interpretation of the data by others. Existing Asphalt Drive Existing Existing Grade ! Building NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Existing ( 1 Asphalt ( Drive h A' — 120 — 90 — 60 (j w u_ z 0 H —30 w —0 — -30 Earth Consultants, Inc. Geotechnical Engineers. Geologists R Environmental Scientists Cross Section A -A' International Corporate Campus East Tukwila, Washington Drwn. GLS Date Aug. 2000 Proj. No. 2579 -31 Checked RAC Date 8/8/00 Plate 3 B 150 — 120— w 90- w u_ z 0 H w w 60— 30— 0— Approximate Proposed Finish Grade Access Road Silty SAND with Gravel (Bori 8-6 Offset 60' N.) B-6 10 5 Horizontal Scale O 15 30 Vertical Scale O 15 30 Sandy SIL 3 9 SILT 4 5 23 ,t: Lean CLAY 9– – 9S /L Silty SAND 29 43 9 Approximate Footprint of Proposed Building 8 NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may 60ft. be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring 60ft. locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Existing Grade (Boring B -7 Offset 65' S.) B -7 Silty SAND with Gravel Sandy SILT with Gravel mo. Glacial 7711 l'211 8 62 15t 76y G acia/ Ti// 9 9 Lean CLAY i Approximate Proposed Finish Grade NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Existing Parking 144Lot B' — 150 — 120 —90 u~j w LL z 0 F- Q — 60 — 30 — 0 Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists Cross Section B -B' International Corporate Campus East Tukwila, Washington Drwri. GLS Date Aug. 2000 Proj. No. 2579 -31 , Checked RAC Date 8/8/00 Plate 4 C 150— Property Line Approximate Proposed Finish Grade (Bonin B -13 Offset 40'N.) B -13 FILL 2 2 120 — w 90- w LL z 0 H W 60 — 30 — 0— (Boring B -6 Offset 25' N.) B -5 FILL SILT San ! S/L T with Organics SILT 3 S &Sf - -- �ean CLAY srlo• – ; -9 7 8 % d " - S E C T -- w ! 1 h G r a - --� 46 30 tom Silty SAND with Gravel., -S1I7` – - 11 —h: - —_ - _ _ .- ......... 6 3 6 • 3 6 FILL 3 2 Silly SAND Possible Colluvium Approximate Footprint of Proposed Building 9 Existing Grade FILL (Boring B-8 Offset 60' S.) B -8 9 4 s Silly SAND ii - - FILL 21 SILT 9 SILT Horizontal Scale 0 15 30 Vertical Scale 0 15 30 74 Silty SAND with Gravel NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may ne either more gradual or more severe. They are 60ft. based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. 60ft. (Boring B -9 Offset 65' N.) B -9 `Silty SAl1�l7 ,– – – _ ,S//ty SAND 26 Silty SAND – Silty SAND NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 5 20 11 9 _ FILL 7 ____-------- ��.'�� SILT – – Silty SAND 22 24 Silty 5AND 29 c' — 150 — 120 — 90 — 60 — 30 —0 ELEVATION (FEET) Earth Consultants, Inc. Geotechnical Engineers. Geologists a Environmental Scientists Cross Section C -C' International Corporate Campus East Tukwila, Washington Drwn. .GLS Date Aug. 2000 Proj. No. 2579 -31 Checked RAC Date 8/8/00 Plate 5 Floor Diaphram 111= 111= 111 =111= 111 =111= 11I -III 1II -111 I 1 I 111 Traffic Surcharge, q = 250psf Where Applicable I 1 I i 1 III = III =III= A 1 1= III =III= 111111111 111111111 H/4 1 1 1 1 1 4 1 Use 25H (H = Wall Height) NOTE: For Dynamic Thrust - Use Rectangular Distribution Equal to 6H. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING H Earth Consultants, Inc. Geotechnical Engineers. Geologists & Environmental Scientists EARTH PRESSURE - PERMANENT WALLS International Corporate Campus East Tukwila, Washington Drwn. GLS Date Aug. 2000 ProJ. No. 2579 -31 B Checked RAC Date 8/30/00 Plate 6 WEEP HOLE DETAIL SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING I11=111= 4 II\ 1 ft. min. IIIIIIIII= =111= Excavated Slope Perforated Pipe Wrapped with Filter Fabric 1 ft. min. Compacted Subgrade LEGEND / STANDARD NOTES Surface seal; native soil or other low permeability material. 18 inches minimum of free draining gravel. Unclassified backfill 90 percent relative compaction. 1 inch minus rock or pea gravel. 1) Classified backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4 inches in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent. 2) Unclassified backfill should be free of organics, clayey soils, debris and other deleterious materials. It should be placed at or below the optimum moisture content. 3) For free-draining wails, weep holes may be used. Surround each weep hole with 3 cubic feet of 1 inch minus rock. 4) Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Drain line should be bedded on and surrounded with free draining 1 inch minus rock or pea gravel, as desired. The drain rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. Earth Consultants Inc. Gededv,kal Ei,glnee+s. Geologists & Environmental Scientists RETAINING WALL DRAINAGE AND BACKFILL International Corporate Campus East Tukwila, 'Nashington Proj. No2579 -3131 Drwn. GLS I Date Aug. 2000 Checked PAC Date 8/30/00 I Plate 7 Slope To Drain 6 inch min. 4 inch min. Diameter Perforated Pipe Wrapped in Drainage Fabric } 2 inch min. / 4 inch max. • • '. o•;o LEGEND 12 inch min. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Surface seal; native soil or other low permeability material. Fine aggregate for Portland Cement Concrete; Section 9 -03.1(2) of the WSDOT Specifications. O Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. Earth Consultants Inc. Engineers. Geologists . Envtionmental Proj. No2579-31B1 Drwn. GLS 1 Date Pun. 2000 TYPICAL FOOTING SUBDRAIN DETAIL International Corporate Campus East Tukwila, Washington Checked RAC 1 Date 8/30/00 1 Plate 8 Non -Load Supporting Floor Slab or Roadway Areas A Backfill I Bedding 70.0°0.04 - 0 0 0 . Areas 0 1 Varies 0-0000 95 0 0 ° 0. J 0 p• 0 0 ae. e.0o, .060e ,.4.060•.0• D•o •Q °: ' . o•. 00 ° � o O oo p .• o : °o° o• Varies ° 0....0000 �. .( 4. °'o u, -.0.; 000.• o•; 0�'.00o7.Q0• -;� vo ,n 'Olio- _. °.�QonU�oo0°.Qob.0°•0b 40 ::� �Py•'('�� X10 •e o• 'O i0 • o •!, p' :V • 1 Foot Minimum Varies LEGEND: Asphalt or Concrete Pavement or Concrete Floor Slab Base Material or Base Rock Backfill; Compacted On -Site Soil or Imported Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached Report Text. Minimum Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557 -78 (Modified Proctor), Unless Otherwise Specified in the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and Laying Conditions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected. Earth Consultants Inc. Gmtrchnical Engineers. Geologists & tnvimnmmN ti[xnhNS TYPICAL UTILITY TRENCH FILL International Corporate Campus East Tukwila, Washington Proj. No2579-31B1 Drwn. GLS I Date A;;g. 2000 ; Checked RAC I Date 8/30/00 I Plate 9 APPENDIX A FIELD EXPLORATION E- 2579 -31 B Our field exploration was performed during May, June, and July, 2000. Subsurface conditions at the site were explored by observing sixteen (16) borings and six (6) test pits. The approximate boring and test pit locations were determined from existing landmarks presented on available plans. The locations of the borings and test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by an engineer from our office, who classified the soils encountered and maintained a log of each boring, obtained representative samples, measured groundwater levels, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System that is presented on Plate Al, Legend. Logs of the test pits are presented in the Appendix A, Plates A2 and A59. The final logs represent our interpretations of the field Togs and the results of the laboratory tests of field samples. The stratification lines on the Togs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than No. 200 Sieve Size Gravel And Gravelly Soils More Than 50% Coarse Fraction Retained On No. 4 Sieve Clean Gravels (little or no fines) d b C 0 ° 0 ° b • n n n GW gW Well- Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines • • 1 • 1 • 1 • GP gp Poorly-Graded Gravels. Gravel - Sand Mixtures. Little Or No Fines Gravels With Fines( appreciable amount of fines) I GM gm Silty Gravels, Gravel - Saljd- Silt Mixtures GC gC Clayey Gravels. Gravel - Sand - y e Clay Mixtures Sand And Sandy Soils More Than 50% Coarse Fraction Passing No.4 Sieve Clean Sand ( little or no fines) , �° o o •o o ° o 4q SW SW Well- Graded Sands, Gravelly Sands, Little Or No Fines .�' . '} • 'sue d • :w: !(• o* .�, SP Sp Poorly- Graded Sands, Gravelly Sands. Little Or No Fines Sands With Fines (appreciable amount of fined 14 1)11111% SM Sm Silty Sands, Sand - Silt Mixtures SC SC Clayey Sands, Sand Clay Mixtures Fine Grained Soils More Than 50% Material Smaller Tran No. 200 Sieve Size Silts And Liquid Limit Clays Less Than 50 ML ml Inorganic Silts & Very Fine Sands, Rock Flour,Silty- Clayey Fine Sands; Clayey Silts w/ Slight Plasticity ���� CL CI Gravelly Clays a Low Clays, To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean I 1 I I ! I OL OI Organic Silts And Organic Silty Clays Of Low Plasticity Silts Liquid Limit And Clays Greater Than 50 MH mh Inorganic Silts, Micaceous Or Diatomaceous Fire Sand Or Silty Soils CiH Ch Inorganic Clays Of High Plasticity, Fat Clays. OH Oh Organic Clays Of Medium To High Plasticity, Organic Silts Highly Organic Soils ,%i, 0/, , %(,j I, sl /„% r, s(( PT Peat, Humus, Swamp Soils With With High Organic Contents Topsoil ' y 4' y y sl Humus And Duff Layer Fill ��j�•�•�•�• • •••••• Htyhly Variable Constituents C qu W P Poi LL P1 The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached Togs. DUAL SYMBOLS are used to indicate borderline soil classification. TORVANE READING, tsf PENETROMETER READING, tsf MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, lbs. per cubic ft. UQUID LIMIT, % PLASTIC INDEX I 2' O.D. SPLIT SPOON SAMPLER 11 24" I.D. RING OR SHELBY TUBE SAMPLER iWATER OBSERVATION WELL 2 DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION 1 SUBSEQUENT GROUNDWATER LEVEL W/ DATE Earth Consultants Inc. (k3Aut luck W iangi /xrs. ( /k44iss 61I1vinoM111111.,i S,xaMlsis LEGEND Proj. No.2579- 31IDate Aug.2000 (Plate Al Boring Log Project Name: International Corporate Campus East Sheet of _ 1 2 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 _ Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer `7 Abandoned, sealed with bentonite General Notes W (°b) No. Blows Ft. t - m E t7 cn . c aai LL E 0 u> Iii E > N Surface,Conditions: $ 5 0 0. 22.0 14.6 25.3 16.0 15.9 ►�• 16 15 17 21 ••�•• •�•�• � • •i�i ∎•�••• SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) 2 ►w�'� ►••• ■•�i• • ■••• • 3 ML Brown sandy SILT, medium dense, moist (Fill) s �••�• �i• i•i • r�•�•* ► • ∎•» ■••• •••••� •�i�i� ■ •• ■ li�i• SM Brown silty fine to medium SAND, medium dense, moist (Fill) 8 9 10 11 12 13 14 15 1s 17 18 19 ML Brown sandy SILT, medium dense, moist (Fill) - contains fine gravel ' SM Brown silty fine to medium SAND, medium dense, moist to wet (Weathered Glacial Till) - becomes gray and wet, light seepage at 15' - becomes very dense 0. N 8 LI arP.. Av 44►>,. � Earth Consultants Inc. 'iJ Ji(,,or�,�J1/ GcowlInkral En¢rxea&Cwhbgbvs&Fnvlm menralsctr.nrWs Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A2 Subsurface conditions depicted represent our observations at the time and location o ... . is exporatory hole modified by englneenny tests, analysts an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnr...2fi..r. nreonr.+ 4 .r. +hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 Drilling Contactor. Gregory Drilling Method: HSA _ Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer FAI Abandoned, sealed with bentonite General Notes Notes W job) No. Vows Graphic Symbol r., - a .. o u E ti 0 2 U ? N LL =51 PL =25 PI =26 i i i 9.1 9.4 19.0 50/5.5" 82/10" 74 SM Gray silty fine to medium SAND, very dense, moist (Glacial Till) - contains trace grave.I - contains gravel 21 22 23 24 25 26 27 28 29 31 CH Gray fat CLAY, hard, moist Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 feet during dulling. Boring backfilled with bentonite and cuttings. NOTE: Elevations estimated from Site Plan provided by Client. 5 o i 9 d/._ gh, 4lik it���l (:-Noil>> Earth Consultants Inc. G-arctmlcal FnsIners. GTologts+s ai Fnvtmnnxrnal SclemLsts Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS 1 Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A3 Subsurface conditions depicted represent our observations at the time and loci ion of this exploratory hole modified by engineering tests, analysts and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of In /..n..n / inn nnecw.le.l ru. li.io IM Boring Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: VVRJ Sheet of 1 4 Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' General Notes W ( %) Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite No. `E° $ t Blows 2 E Ft. 6 Xn 8 n 2579- 31.GPJ ECI.GDT J co Z a 16.5 15.9 9.7 9.9 23 69 1 2 3 4 5 co $ U � T N SM Surface Conditions: Brown to black silty fine to medium SAND, medium dense, moist (Fill) 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SM Brown silty fine SAND, medium dense, moist (Glacial Till) - mottled - medium dense to coarse grained sand with gravel, very dense -iron oxide stained - becomes gray fine grained sand with gravel Earth Consultants Inc. G :Aml inlcul Finenems. G gt+n & Fnvimnnxnral Scientists Boring Log International Corporate Campus East Tukwila, Washington Proj. No 2579 -31 I Dwn. GLS Date Aug.2000 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Checked RAC Date 8/15/00 Plate A4 Boring Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: WRJ Sheet of 2 4 Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( %) No. u z Blows 2 E Ft. (`9 cn 5 2579- 31.GPJ ECI.GDT 8 Z m LL =33 PL =23 PI =10 12.7 20.2 19.5 21.7 n d 0 U E n >, SM ML CL Gray silty fine SAND, dense, moist (Glacial Till) Gray SILT, dense, moist Grades to gray lean CLAY, hard, moist - becomes very dense Earth Consultants Inc. Grnrec1mlcal Fngfiens. G L's & Fnvlmnnxnral Sctrnrtxs Proj. No. 2579 -31 I Dwn. GLS 1 Date Aug. 2000 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Boring Log International Corporate Campus East Tukwila, Washington Checked RAC I Date 8/15/00 I Plate A5 Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: 5-2 _ Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: _ SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1:1 Abandoned, sealed with bentonite General Notes W (%) Blows N Ft. Graphic Symbol Depth Ft. Sample v $ D rn 3 a 5 0 3 u 24.1 26.3 26.7 26.3 47 23 25 31 ML Gray SILT, dense, moist • - becomes medium dense - contains very fine grained sand laminations - becomes dense 41 42 43 4_ as 46 47 48 49 50 51 52 53 54 55 56 57 58 59 ii #'_ A •14k ii i �� . `,,f Earth Consultants Inc. 3 midi \`t'��\�ii�� Geotectmical Filginms. Groiog Isrs kFnvlrtrmwxalklmitys 0 Boring Log Intemational Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A6 Subsurface conditions depicted represent our observations at the time and location of this eploratory hole modified by englneenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ..fnenwafinn rveaunleri net e.ie Inr. Boring Log Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer El Abandoned, sealed with bentonite General Notes W 0 % i ) No. Blows Ft. r 2 A EE 6.0 .c a W it E g co 2 to E D cn . 8 5 0 9 U W 0. 25.1 25.9 22 32 ML Gray SILT, medium dense, moist - becomes dense 61 62 63 6_ 65 66 Boring terminated at 66.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. 0. iu'' it C7 l� id/ Av 444 Y`4.,f / i/ Nviiv Earth Consultants Inc. Gccx- il ink-al Fn¢ InemsGxologL +nBFnvlmnnrnralkym&sr.: Boring Log International Corporate Campus East Tukwila, Washington S Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 1 Plate A7 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineenng tests, analysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ninrrne/inn ~race/Merl nn Hkie IM Boring Log Project Name: International Corporate Campus East Sheet of 1 6 Job No. 2579 -31 Logged by: _ WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer E1 Abandoned, sealed with bentonite General Notes W (%) BN Ft. c — E C rn Depth Ft. Sample v $ j rn Surface Conditions: 1 16.0 30.5 11.1 19.5 8 10 33 •••••�• ■••••••W •••••• ■••••• 1•�•�• • ►......, ■••••0 • 4 %% o••» • rft1H• •••• . VS. ∎�•••. ►iAi ••i•i•i •�•�•�• ∎•�•�•! ��•���� �• -• -•- SM Gray silty fine to medium SAND, loose, moist (Fill) - becomes loose, contains wood debris and organics - contains organics 2 4 9 10 12 13 14 15 16 17 18 19 — — — — — - — ML Gray SILT, dense, moist - contains trace of fine grained sand ,u►; Pl: 44k. �l�i411-/1010 Earth Consultants Inc. 1 \ Ce (WeChni ai Fnglneas. SA 6 Fnvlmnnxrnel SClrntbiS Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A8 Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole modified by engineering tests, analysis an ce d 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of In /ne.nsfwn n.eean►ed nn H.ie 1.... Boring Log Project Name: International Corporate Campus East Sheet of _ 2 6 Job No. 2579 -31 Logged by WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer E1 Abandoned, sealed with bentonite General Notes W (%) Blow s Ft. Graphic Symbol Depth Ft. Sample 0 B 0 D rn a 5 L 7 20.2 19.6 24.3 26.4 55 51 39 21 ML Gray SILT, very dense, moist - becomes dense - becomes medium dense 21 22 23 24 25 26 27 28 29 30 31 32 33 34 36 37 38 39 — — A iu ►•, 0. 444 (hi i(`14 k jl Earth Consultants Inc. Ccdreymlcal Fngfieeas. GrofogiM & Fnvlmnnxnral lclmI1 Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate A9 Subsurface conditions depicted represent our observations at the time and location o this e>�loratory hole modified by engineenng tests, analysts and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of mfisrrrvatiosn NYeMfdl esn *tie IM Boring Log Project Name: International Corporate Campus East Sheet of 3 6 Job No. 2579 -31 Logged by: VVRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer F.1 Abandoned, sealed with bentonite General l W Blows R. Graphic Symbol Depth Ft. Sample ? cn E rn a i 9 LI u L 27.8 26.5 25.9 26.3 17 23 24 21 ML Gray SILT, medium dense, moist 41 42 43 44 45 46 47 48 49 50 51 52 53 54 56 57 58 59 ios o 444. r l�� Earth Consultants Inc. 00( J J \% WI `,r�j) c rc t nIcal Fngfie�ras. G gb zs R Fjwlrnn enn�l 1N1t : Boring Log International Corporate Campus East Tukwila, Washington g Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate A10 Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nlnn.,eli..n nrnennfed nn H.ie Inn Boring Log Project Name: International Corporate Campus East Sheet of 4 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: _ SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes 96 ( ) Blows Ft. U m 2 C7 W 2 ii E o to 8 E D rn O 0 U LU a 25.5 26.7 29.7 29.3 24 28 33 37 ML Gray SILT, medium dense, moist - becomes dense 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 n 78 79 /// CL Grades to gray lean CLAY, hard, moist 0 / /P. lA ')I iiV. 4411. • `e/ 1�l ti Earth Consultants Inc. Georectmlcal Ensttw.ys. G obabasR Environmental Scientists Boring Log Intemational Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 I Plate Al 1 nd Subsurface conditions depicted represent our observations at the time and loca ion of this a pioratory hale modified by engit t�t.t ty tests, analyses a judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of .... $h, 1.... Boring Log Project Name: International Corporate Campus East Sheet of 5 •6 Job No. 2579 -31 Logged by. WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well • Piezometer E/ Abandoned, sealed with bentonite General Notes W ( %) Blows Ft. Graphic Symbol Depth Ft. Sample U $ m 0 LL =33 PL =24 PI =11 a 5 D 5 u i 26.4 35.2 30.1 7.9 2s 38 50/6' CL Gray lean CLAY, very stiff to hard, moist - becomes very stiff - contains sand interbeds - becomes hard - containing silty sand layer 81 82 — 83 84 86 87 88 89 91 92 93 — — — ss 97 98 99 SM Grades to brown silty SAND, very dense, moist ,ins.. E»: 44,,, e i li(` fiviilfil Earth Consultants Inc. 3 \�irl, \ 1/ \tr` G.-At al Pnsytrum•ts.0 o4otbts &Fiivlmnme ralSctrnri+n Boring Log International Corporate Campus East Tukwila, Washington g Proj. No. 2579 -31 1 Dwn. GLS - l Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate Al2 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by englneenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of .nfn....elinn ..$1 M $+ .o Lv. Boring Log Project Name: International Corporate Campus East Sheet of 6 6 Job No. 2579 -31 Logged by WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite C1 Abandoned, sealed . General Notes W (96) No. Blows Ft. t a E c79). Depth Ft. Sample v $ D rn a 5 0 y i ' 80 - Q SP -SM Gray poorly graded SAND with silt, very dense, water bearing - medium grained sand 101 Boring terminated at 101.5 feet below eAsting grade. Groundwater seepage encountered at 100.0 feet during dnlling. Boring backfilled with bentonite and cuttings. 9. ,,,► _ Oh: ,�� V ry t ll( `41 Earth Consultants Inc. i \r)/ \�v \'.iG1� ,i, l Fritylnerss. Groiosbus tiFi,"R*"""".l'"'ntl."s Boring Log International Corporate Campus East Tukwila, Washington z m Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8 /15 /00 • I Plate A13 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modfied by encpneenng tests, anays+s and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of j..f...,..sti.....,.aae..►e.+ .... H.. 1,,.. Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Dulling Contactor. Gregory Drilling Method: HSA Sampling Method: _ SPT Ground Surface FJevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample N $ U co 1= m rn Surface Conditions: - 115 10.0 15.5 14.9 18.5 21 5 9 •�•�•• i � ■•••• • ►•••• • ∎•�•�•• ►• -• -•�• ■•••i '•�i�i•i •�i�ii ••i•i• i ►�•�•�•• ►•�•�••• ∎i•i'�! ∎•• • �• ! � ������! ►�i�i�i! •-•" '•'''. • ;�:�; Boring L Project Name: S Sheet of Job No. L Logged by S Start Date: C Completion Date: B Boring No.: Drilling Contactor. D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: Notes General 6 6 B Blows m v eu N E 8 5 24.1 � 10 • �•••••i C CL G Grades to brown lean CLAY, medium stiff, wet (Possible Fill) •. &iii: ML B Brown SILT with sand, loose to medium dense, moist (Possible Fill) . - VA ► A., 2a II •••4 i P•••••4 2s ML B Brown sandy SILT with gravel, medium dense, moist 27 28 29 3o S SM G Grades to brown silty fine SAND, medium dense, moist 36 ML G Grades to brown sandy SILT, very dense, moist A /0) AV 44 . . B Boring Log E Proj. No. 2579 -31 D Dwn. GLS D Date Aug. 2000 C Checked RAC D Date 8/15/00 P Plate A15 Subsurface conditions depicted represent our observations at the time and locanon of this e�loratory hole modified by engineering t an lysi "udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of .nfnr.noehnn necenee.f nn ?hie Inn Boring Log Project Name: International Corporate Campus East Job No. 2579-31 Logged by: MGM Sheet of 3 3 Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor Gregory Drilling Method: HSA Sampling Method: _ SPT Ground Surface Elevation: 120' General Notes (%) Hole Completion: 0 Monitoring Well 0 Piezometer N Abandoned, sealed with bentonite No. Blows Ft. 0. 2 0 co 7; o E 8 2579- 31.GPJ ECI.GDT 5.5 4.9 5.7 59 56 48 • a a : • 4 • 0 10 6 0 10 o 0 10 6 Q a : SP-SM 41 42 43 44 45 46 47 48 49 50 51 Grades to brown poorly graded SAND with silt, very dense, moist -becomes dense Bonng terminated at 51.5 feet below existing grade. Groundwater seepage encountered at 10.0 feet below existing grade. Boring backfilled with bentonite and cuttings. Earth Consultants Inc. GofectInIcal Fnalnemas. GrologLits & FInvironmenral Stlenth4S Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of •nfewrowthirsno nnacaanfewl fl.:0 Inn Checked RAC Date 8/15/00 Plate A16 Boring Log Project Name: Intemational Corporate Campus East Sheet of _ 1 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 _ Boring No.: B-5 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Plezometer 17 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. t it c- m Depth Ft. Sample c $ N D vi Surface Conditions: 3 a 3 J L 1 18.4 26.7 30.1 18.0 s 3 4 s 3 •• •��• •• Ai Boring Log Project Name: Intemational Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Notes w (%) No. B Ft. Graphic Symbol Depth Ft. Sample co $ U D N LL =29 PL =21 PI =8 a 5 o o a. 24.0 26.5 27.9 23.3 24.7 2 5 3 7 7 CL Gray lean CLAY, very soft to soft. moist to wet (Possible Colluvium) - comprised of small angular clay fragments in fine grained matrix - becomes medium stiff - becomes soft - contains 3, 1/4" sticks - mottled, trace organics, medium stiff 21 22 23 24 25 26 27 28 2x 30 31 32 33 34 36 37 — 38 39 ML Dark brown to black sandy SILT, loose, moist (Possible Colluvium) -trace organics, organic odor t C7 \14/ o ,,► pl: AI. A, \ fif `iiry Earth Consultants Inc. G otechn l Frig4xYas. GcoIN *: & Fnvlmnnxnr l Sclmri Boring Log International Corporate Campus East Tukwila, Washington S Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 1 Plate A18 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineenng tests, analyses and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,,.fn....ofin...vooa.da 4 .... Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Plezometer El Abandoned, sealed with bentonite General Notes W No• Blows Ft. z a� t g- E o it E 6 u' b5) u) ? E cn 8 5 0 w -, 0. 18.3 33.8 6.3 5.1 6 11 74 SM Grades to greenish gray silty SAND, loose, wet (Possible Colluvium) -trace small gravel -small rootlets . 41 42 43 44 ML Grades top mottled brown SILT, medium dense, wet - appears to be undisturbed 46 47 49 50 51 52 53 54 SM Brown silty SAND with gravel, dense to very dense, moist - contains gravel - becomes very dense 56 59 SM Grades to light brown silty SAND, very dense, moist -14% fines ,u►, p1: Av. l 110 "-nw,l'� Earth Consultants Inc. o M Ji i it GxMtYmicalFnghxras.G-MosLsrs& nvlmnmmralSClmaLin 0 Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Dwn. GLS 1 Date Aug. 2000 Checked RAC Date 8/15/00 Plate A19 d Subsurface conditions depicted represent our observations at the time and location of this eplaratory hole modefied by englneeI ll,y tests, analyses an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of /n....,*.....rae,..o . i ..., Ik. 1.... Borin4 L Project Name: S Sheet of Job No. L Logged by S Start Date: C Completion Date: B Boring No.: Drilling Contactor. D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: with bentonite • Plezometer E4 Abandoned, sealed w General W W N No' U U Ot N n �: ° N cn 2 8 5 0 U w 4.1 S 61 6 SM L Light brown silty SAND, very dense, moist 61 Boring terminated at 61.5 feet below existing grade. Groundwater seepage encountered at 40.0 feet during dnlling. Boring backfilled with bentonite and cuttings. Q. .IIPI. E�>,: 4 44k. B Earth Consultants Inc. I Boring Log East m Proj. No. 2579 -31 I I Own. GLS D Date Aug. 2000 C . Date 8/15/00 P Plate A20 Subsurface conditions depict ed represent our observations at the time and lop ion of this e�loratory hole m bye 9 9 •udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inlnrn,ali.,n .veenrde.l ..., +►.ie 1.... Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer !' 4 Abandoned, sealed with bentonite Notes I % C ) BNows Ft. c7 m rn E aai li E o a uvi m Surface Conditions: $ 5 0 U W 10.3 14.1 14.5 15.0 26.8 10 5 5 3 14 SM Brown silty SAND with gravel, loose to medium dense, moist 1 — 2 3 4 5 7 8 10 11 12 13 14 15 ML Brown sandy SILT, loose, moist - contains gravel - becomes dark brown, very loose - 16 17 18 19 ML Mottled brown SILT, medium dense, moist C9 7, dill' E»: 4k. N ,,f v? 8 mi i N1of Nii[i Earth Consultants Inc. Gcocechnical FnsinrrAN. ceolostgs &Envlmnmenral`iCImMi+ Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC 1 Date 8/15/00 1 Plate A21 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by englnr enng tests, analyses an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of onfneTwativs. rveeen. n.. Neie I.... Boring Log Project Name: International Corporate Campus East _ Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer <':1 Abandoned, sealed with bentonite General Notes W (°b) No. Blows Ft. r 2 E 6o; .. 1 TL, 0 a CO B N E Dc). LL =39 PL =26 PI =13 S o I? U Lii n 24.9 25.5 27.2 25.1 15 23 20 29 ML Mottled brown SILT, medium dense, moist - massive -trace vertical hairline fractures - becomes gray 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 j 3 6 37 38 39 CL Grades to gray lean CLAY, very stiff, moist -trace fine sand laminations dipping at a PP roAmatel 15 -20 degrees N �� a, 8 �il�li��l�� ig/ Earth Consultants Inc. Cc:oft:c1inical Fnoln, 1 . c.oko1v+kFnvlmrniucnraISCtr:nnUn Boring Log International Corporate Campus East Tukwila, Washington 6 Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A22 Subsurface conditions depicted represent our observations at the time and location of this exloratory hole mooed by englneenng tests, anaysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infn.r.ratinn nreeenle.l nn fbie 1.... Boring Log Project Name: International Corporate Campus East Sheet of __ 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer *I Abandoned, sealed with bentonite General Notes W ,„ i ) No. Blows Ft. r 2 o. g E d it E O (7) CD 2 y E, D rn LL=49 PL =24 PI =25 .8. 1. 5 0 CD U W Q. 28.2 24.6 25.9 3.2 43 41 CL Gray lean CLAY, very stiff, moist - massive, trace fractures - becomes hard -trace pockets of wet sand -trace vertical fractures, slickensides along fractures - becomes dark brown at 46', trace gravel 41 — 42 43 4a 47 48 • 51 52 53 54 ML Grades to gray SILT, dense, moist to wet - massive 56 SM Grades to light brown silty fine SAND, very dense, moist -1/8" thick silt interbeds Boring terminated at 56.5 feet below existing grade. Groundwater seepage encountered at 45.0 feet during dnlling. Boring backfilled bentonite and cuttings. A n, Earth Consultants Inc. 0 00( 1,,'' %`, +�11 G:exe�ymk:alFnghrem.GO4O ISiS&FnvlrmnunraI Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A23 nd Subsurface conditions depicted represent our observations at the time and Iota Ion o dified by engtrleenny tests, analyses a judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n!,.r...eHnn nreonr0n.1 nn •hie �... Boring Log Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-7 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W % ) No Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: 3 a 5 u i 15.1 11.9 10.1 10.9 11 28 62 15 78 .�•• ••• • •j• N ♦ •µ• • SM Dark brown silty SAND with gravel, loose, moist (Fill) w ~• _ ms 2 — 3— 4 5 6 7 8 9 SM Brown silty SAND, medium dense, moist (Weathered Glacial Till) - contains small gravel — 10 11 12 13 14 SM Brown silty SAND with gravel, very dense, moist (Glacial Till) — — 15 16 17 18 19 SM Grades to brown sandy SILT with gravel, medium dense, wet (Glacial Till) -no recovery - becomes very dense, moist A 3 I',►•. f », 44W e1 a, Earth Consultants Inc. `1)/ NW, ��i`/� t INCaIFn(Orxrn cRr�kfEtt+h &Fnvtmnnrnrallctm�tn Boring Log International Corporate Campus East Tukwila, Washington L E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 1 Plate A24 Subsurface conditions depicted represent our observaticns at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnirnelinn nrnannf..4 nn Hhie Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: " 6/19/00 Boring No.: B-7 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer F.4 Abandoned, sealed with bentonite General Notes W ,� ) No. Blows Ft. z 2 % E 6 in" a iv ai E ° rn rn S E LL =30 PL =20 PI =10 r_ 5 0 0 U w 0. 9.6 9.5 18.7 41 78/10" as ML Gray sandy SILT with gravel, dense, moist (Glacial Till) -light seepage at 25' - becomes brown, very dense .21 22 23 24 — 25 26 27 28 29 31 j 7 CL Grades to gray lean CLAY, hard, moist - massive, trace silt laminations Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 and 25.0 feet during drilling. Boring backfilled with bentonite and cuttings. W .u►•. E»: -�4►1,. N ,l ,, 8 w) / N3 y voi Earth Consultants Inc. , Gentrcl ,nIcdl FngttxeiS. Geobgtws 1 Fxwlmnmenial Sclrnnsn Boring Log International Corporate Campus East Tukwila, Washington i Fe Proj. No. 2579 -31 I Dwn. GLS [ Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A25 Subsurface conditions depicted represent our observations at the time and Iocatlon of this exloratory hole modified by engineering tests, analys+s an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,wfnrrws14nn rreeenferi nn this 1.... Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) o. Blows Ft. Graphic Symbol Depth Ft. Sample rn S n In Surface Conditions: 14.8 13.5 18.0 14.9 9.5 9 14 13 9 11 •���•*i • ••�••• • ►�i�i�i! ••••••� •�•�•�• •••• Vi�i■i • •i•• ••••••� ••�� • • •��• • •���•• •• 4 ►��A• •�•�•�i • • ►•••• i•• •j • •••• •••�•• ••••••• ••••• ••••••• • ∎•�•��� '••4 VA* ■ •i•i•i ►• ••••• ►••••••• ..••••■ �••�•••� ∎•�•�. •••• • ••••••! ►i Boring Log Project Name: Intemational Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: _ SPT Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ob ) No. Blows Ft. t$ m e c7 cn .c a d it E o a CD 2 F E 0 A , S 5 CI 0 0 W Q. a 14.0 14.8 14.1 5.8 13 ►••••••• 21 7 21 •�••• ML Dark gray sandy SILT, medium dense, moist (Fill) -trace slag, small wood debris -large piece of wood in sampler • r *SS! 21 •�••�• • ►••�•• • ►••••• ►• ►•i Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: . ❑ Monitoring Well ❑ Piezometer with bentonite 4 Abandoned, sealed General Notes W % No. Blows Ft. r 2 o f 6- c) .c .2 d it E 0 to co 8 E > in a a a U W a. 6.2 ':: 26 • 0 v SP -SM Light brown poorly graded SAND with silt, medium dense, moist 41 --- Boring terminated at 41.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. g ,u'-_1 iht 44h, ie, e}yta?f °o \w i \ Ili// \ iui Earth Consultants Inc. Geoo•c nI a1 Fn¢hxeas CeoirrOsts k Environmental SClmri n Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A28 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole mooiited by engineenng tests, analysis an 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of in /n..Mlinn nreeonleel nn thie In.. Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor. Gregory Drilling Method: HSA _ Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer l Abandoned, sealed with bentonite General Notes „, ) No. Blows Ft. ° po E L7 cti t n Ti. u. E 0 a co 0 E > u Surface Conditions: 5 c° U W a. 12.7 15.3 21.1 24.0 3 20 11 9 •• i• •i ••i•i•i •�i�i�i •vi'i'i ••••! •- ∎• •••• ii Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 _ Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W , No. Blows Ft. r- E 6 = a d t 0 13 0) S (6) E N LL =15 PL =14 PI =1 8 is 0 0 U w 0. 28.1 16.9 19.9 28.8 7 1 22 24 ML Grades to mottled brown SILT with sand, loose, saturated - becomes gray, very loose, water bearing 21 22 23 24 — 25 27 28 29 31 32 33 34 37 38 39 SM Gray silty SAND, very loose, water bearing . - becomes brown, medium dense -trace gravel -layer of gravel at appro>amately 31.5' - contains silt laminations _ — the �, f I 8 \\''It N. \ 1/ i3 Earth Consultants Inc. 1nka1Fn*1nr, .G:olcglvs&FmArmt nralScl,fl't s Boring Log International Corporate Campus East Tukwila, Washington 6 Proj. No. 2579 -31 cc I Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A30 Subsurface conditions depicted represent our observations at the time and oca ion of this exloratory hole modified by engtneenng tests, analysts and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of n nrn_a, inn ,,..,+.I nn H.ie 1.... Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: 5-9 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite 1 Abandoned, sealed General Notes W ( %) Blows Ft. Graphic Symbol Depth Ft. Sample v co $ m cn •3 a 5 3 JJ L 15.6 ' 29 r.:: •a 0 , :. SP -SM Brown poorly graded SAND with silt, medium dense, water bearing 41 Boring terminated at 41.5 feet below existing grade. Groundwater seepage encountered at 16.0 feet during dnlling. Boring backfilled with bentonite and cuttings. 3 NiA c�, Earth Consultants Inc. i0J(`''� Amu Ccoiec, mIralPngfir: eas.GoiDEUsnRFnvlmnnxmalSamltvs Boring Log International Corporate Campus East Tukwila, Washington Z m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC [ Date 8/15/00 • 1 Plate A31 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineenng • tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infeurrwaiinn nrecunldi nn *tie In.. Boring Log Project Name: Intemational Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-10 - Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1'.1 Abandoned, sealed with bentonite General Notes W (%) Blows Surface Ft. Graphic Symbol Depth Ft. Sample v $ D 0 Conditions: i i 12.6 11.2 10.7 24.2 20 32 64 30 ii• H• •• W2 ML Brown sandy SILT with gravel, medium dense, moist (Possible Fill) 1 SM Brown silty SAND with gravel, medium dense, moist (Weathered Glacial Till) - becomes very dense (Glacial Till) 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ML Mottled brown SILT, medium dense to dense, moist i ,e►' I' J pi. 'u►>!` .- Ce, l i vju Earth Consultants Inc. G otrctmica! Fngfieeis. G -Orin & Fnvimnnxnrtl Sclen Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 1 Plate A32 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inln....Oinn n eeon.e.4 nn +hie I.... Boring Log Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: 5-10 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer E1 Abandoned, sealed with bentonite General Notes W 96 ( ) No. Blows Ft. t$ (o E c7 a r a wit t O a to B Cl) E (n LL --46 PL =24 PI =22 8 i 0 I, 0 W a. 29.3 23.6 24.8 14 24 31 % // / CL Gray lean CLAY, stiff, moist - massive 21 _ 22 23 24 25 ML Grades to gray SILT, medium dense, moist -6" wet zone 26 27 28 29 31 Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 26.0 feet during drilling. Boring backfilled with bentonite and cuttings. (7 6 .0'7: �t 4th,, Al- �, Earth Consultants Inc. N vI! J/ o (�I)� `� �1 GaMmk�alFnglnecasGgLtinRFnNrtximemrNkymtt�n 0 Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A33 Subsurface conditions depicted represent our observations at the time and location of this ora tors/ hole modified by engineering tests, analysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfn....otinn rvecenferl nn H.ic I..., Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by. MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT — Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes w (°b) Bows Ft. _ a 2 0, E 6 u d s. `. a o it c0 2 D rn E Surface Conditions: LL =30 PL =19 PI =11 $ 0. U W 30.,•:: 29,7 30.0 23.2 26.7 �••••••! ►••••••4 1 1 2 3 3 •••�••i way • • ,.••••4 •• • ❖• /3 / GM Brown silty GRAVEL with sand, medium dense, moist (Fill), comprised of angular gravel 1 ML Brown SILT, very loose, moist (Possible Fill) CL Brown lean CLAY, very soft, moist (Possible Colluvium) - comprised of highly fractured angular clay fragments in silt / clay matrix - massive - becomes soft -trace wood debris - appears disturbed, trace wood debris - appears disturbed, trace gravel, charred wood • - becomes blue gray with pockets of brown -no gravel, trace organic stringers 4 5 6 10 ii 12 13 14 15 16 17 18 19 0 m► 0: 44�. Earth Consultants Inc. ry 01:411-411LAD p,Ail C� Crtwrc.Ymlcal Fnghxe�s. Gx�iUnh Fnvlmnnx�nrN 1clrnrL� Boring Log International Corporate Campus East Tukwila, Washington Tukwila, p Z m Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A34 Subsurface conditions depicted represent our observations at the time and location of this eploratory hole modified by engineenng tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nn H..c I.... Boring Log Project Name: Intemational Corporate Campus East Sheet of 2 3 _ Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1:1 Abandoned, sealed with bentonite General Notes W (%) ) No. Blows Ft. Graphic Symbol Depth Ft. Sample N $ co DIn LL =38 PL =26 PI =12 3 a L 1 29.8 11.1 24.4 20.7 2 68 45 45 j CL Gray lean CLAY, very soft, moist to wet (Possible Colluvium) -becomes dark brown be 21 22 SM Brown silty SAND with gravel, dense to very dense, moist 24 25 26 27 28 29 31 32 33 34 36 37 38 39 ML Grades to brown SILT, dense, moist - contains vertical laminations, iron oxide staining along laminations -light seepage in sand pocket at 35' - contains 1/4" thick vertical sand laminations -trace gravel dP` y A 9 \ )' J $l1: �All� 110/1 Earth Consultants Inc. �VIl \�1� /� GrtM:Q�nICal Fn¢Inrt�ti. Cw- okxjt45 R Fnvtrtxm�enral k'1rn1L�T Boring Log Intemational Corporate Campus East Tukwila, Washington z E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A35 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infra-m. 4u. rveeenlerl nn fl-tie IL... Boring Log Project Name: International Corporate Campus East Sheet of _ 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT - Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer E4 Abandoned, sealed with bentonite General Notes W (%) Bicws Ft. Graphic Symbol Depth Ft. Sample 0 co E 7 v> 3 a s 5 12.6 9.0 - 73/10" 6o SM Brown silty SAND with gravel, very dense, moist - contains pockets of wet sand 41 42 — 43 44 as as Boring terminated at 46.0 feet below existing grade. Groundwater seepage encountered at 35.0 feet during dnlling. Boring backfilled with bentonite and cuttings. �, 3 q1.4( 1 N lof Ni Earth Consultants Inc. / Goofed tnIcal Engine:1 s Geologists & Environmental tielmrLin Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A36 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by englneenng tests, analyses and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Boring Log Project Name: International Corporate Campus East Sheet of 1 3 . Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer K1 Abandoned, sealed with bentonite _ General Notes % ) Blows Ft. E C9 cn 47.. d m o cn o 8 cn Surface Conditions: 2.5" of Asphalt LL =34 PL =25 PI=9 8 5 cz 0 6 W 0. 20.7 19.0 26.9 26.9 26.5 1 3 2 6 2 N*• • ••� N �� • • ML Brown SILT, very loose, moist (Possible Fill) -trace gravel • • 2 ^ 3 4 ML Mottled brown SILT, very loose, moist (Possible Colluvium) - mottled, no gravel - contains angular silt fragments in silt matrix -trace organic debris -some massive - becomes blue gray with pockets of greenish gray -trace small gravel 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 N Alf '.�1Ic�y/ Q \W ), (1i�%�' 1J Earth Consultants Inc. Ceara nk�al Fnglrxei Geologists & Fnvlmnn enrol lctrm1.S% Boring Log international Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS_ I Date Aug. 2000 Checked RAC I Date 8/15/00 1 Plate A37 Subsurface conditions depicted represent our observations at the time and location of this eploratory hole modified by engineenng tests, analysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrvnafinn rveeenferf nn +hit Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Notes W ( %) BNovvs Ft. Graphic Symbol Depth Ft. Sample 0 n 2 D co i i 48.4 15.4 26.7 14.2 2 10 11 13 j CL -ML Greenish gray lean CLAY, very soft, wet, massive, does not appear disturbed 21 ML Dark brown SILT with organics, very loose, moist 22 24 25 26 27 28 29 3o 1 32 33 ML Mottled brown sandy SILT with gravel, very loose to loose - becomes loose to medium dense — ML Brown SILT, medium dense, moist - vertical laminations with iron oxide staining SM Brown silty SAND with gravel, medium dense, wet -light seepage at 35' 37 39 ML Brown SILT, medium dense, moist - massive - contains gravel interbeds - contains cobbles .u►001- X11: 44 1 1I /YIC_+1 > me/ N to \ irF/ /1 Earth Consultants Inc. Cr aYmUcal Fn�xeas. Ge�tUn & Fnvlmnmenral xImit n Boring Log International Corporate Campus East Tukwila, Washington o Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A38 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite M Abandoned, sealed General Notes W No Blows Ft. t E P 6" ii . ° o it E o ? an a 0 0. U w O. 16.5 ML Brown SILT, dense, wet - vertical laminations, trace gravel at 40.5', sand in tip 41 Boring terminated at 41.5 feet below existing grade. Groundwater seepage encountered at 35.0 feet during dnlling. Boring backfilled with bentonite and cuttings. C. 411.- ..41 o 10/ OW 44h. .- A,f �v \ ri Earth Consultants Inc. Grot:AmlcalFnslocus.G'Mogi:4s& nvImnmenra11C1enrbgs Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A39 Subsurface conditions depicted represent our observations at the time and location of this exQloratory hole moded by engtneenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of .nlnerevn•nn nreaennfu.f nn fk. Inn Boring Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by MGM Sheet of 1 4 Start Date: Completion Date: Boring No.: 7/13/00 7/13/00 B-13 Drilling Contactor. Gregory Drilling Method: Sampling Method: HSA SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (96) No. Blows Ft. U c � T 6 L m h: E � m 0 8 U E N >. 7 kn Surface Conditions: Gravel Parking Area 16.2 25.1 25.5 29.6 31.1 3 2 2 2 2 • • •-• 4*., N •♦♦ • ♦♦-i. ♦-♦.. • • • N ♦: • ♦ ♦ ♦• • • • u ♦♦ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 I GM Brown silty GRAVEL, dense, moist (Fill) ML Brown SILT with sand, very loose, moist (Possible Fill) -trace small gravel ML 15 Brown SILT, very loose, moist to wet (Possible Colluvium) - comprised of angular silt fragments in silt matrix -trace organic debris - distinct iron oA6de staining 16 17 18 ML Blue gray SILT, very loose, moist to wet, massive 19 ML Brown sandy SILT, very loose, moist - contains organic charred wood -trace small gravel Earth Consultants Inc. Growl Ink-al FnginemS. GrO O5itin & FnvImnmenral `iclf]1hlS S Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Subsurface conditions depcted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nlnrnnelinn nrneenforl nn fide Inn Date Aug. 2000 Checked RAC Date 8/15/00 1 Plate A40 Boring Log Project Name: International Corporate Campus East Sheet of __ 2 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer EI Abandoned, sealed with bentonite General Notes W % No. Blows Ft. t S ft C7 v) L a 2 t ° N co 2 8 EE D u 8 5 0 U W Q. 21.2 13.9 10.0 9.1 31 13 76/10" 76/10" 46 SM Blue gray silty SAND with gravel, dense, moist to wet -recovered only small sample 21 22 24 25 ML Grades to brown sandy SILT, medium dense, wet -trace small gravel 26 27 28 29 30 31 32 34 SM Grades to silty SAND with gravel, very dense, wet 36 37 38 39 SM Brown silty SAND, very dense, moist -trace gravel -thin silt interbeds, becomes dense -34% fines U g ,a►._ AV ,I4 A !i r` AO Earth Consultants Inc. o \�ilJi \ 1��/ \A1i CRarrcti nIcal Fn¢yeas G okx}L�n R Fnvlrtxmxnral tictrnri n Boring Log International Corporate Campus East Tukwila, Washington FS Proj. No. 2579 -31 m Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 l Plate A41 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified try engineenng tests, analysts an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of of e.A.Oti.... rvmu.ehari nn Hein In.. Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer l Abandoned, sealed with bentonite General Notes W % No. Blows Ft. Graphic Symbol Depth Ft. Sample m B co E D co LL =56 PL =26 P1 =30 3 a 0 5 L 10.8 23.9 19.4 27.6 30 46 73 47 SM Light brown silty SAND, medium dense to dense, moist - contains silt and poorly graded sand interbed -trace gravel 41 42 43 44 �I � / 4s 47 50 51 s2 54 CH Grades to brown fat CLAY, hard, moist (Older Colluvium) - highly fractured, comprised of angular clay fragments in silt / clay matrix -trace gravel -trace pockets of sand - becomes blue gray, massive at 50' - 51' - becomes brown, highly fractured - comprised of angular clay fragments in silt / clay matrix, some of the fragments contain laminations, others are massive - moderate seepage at 55' 56 57 58 59 ML Brown SILT, dense, moist - contains vertical interbed of saturated, poorly graded sand hill( - -1 aIi) wji ii,Na Earth Consultants Inc. I GcOcr; link- al Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A42 Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole, modified by engineenng tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inlnnwolinn .veee.Ne 4 nn Nde Inn Boring Log Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer - with bentonite 1:1 Abandoned, sealed General Notes W ( %) Blows Ft. Graphic Symbol Depth Ft. Sample v $ D u>• a 5 D uu 6.9 51 1. 1 1 ML Brown sandy SILT with gravel, very dense, moist ': •: SP -SM Brown poorly graded SAND with silt, very dense, moist Boring terminated at 61.5 feet below eAsting grade. Groundwater seepage encountered at 55.0 feet during dnlling. Boring backfilled with bentonite and cuttings. .0 ►. oh: 44h. 1, -- �, Earth Consultants Inc. mot, '&l � jr `,r� j, CexxitYmkal Fnglneaas. G'[ikfRlyS l4 Fnvlrtxinxemal ticlmri�n Boring Log International Corporate Campus East Tukwila, Washington n Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 Plate A43 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrrr.efu.n nreoenfea nn N.ie I.... Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-14 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer R Abandoned, sealed with bentonite General Notes W % No Blows Ft. r $ m E (2 cri Depth Ft. Sample 0 - m u) Surface Conditions: 2.5" of Asphalt j U Al d 4s.s 37.9 10 1 1 • ••�•� ••• i Boring Log Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: 8-14 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Notes W ( %) Blows Ft Graphic Symbol Depth Ft. Sample c.) n u.) 25.0 24.0 24.4 27.0 4 26 1 4 •' ';o ° ,.. ,:a a.a. ' a . o e '° o ' ° a ' •.:: a;a. • a c '. >:: ° O; :a ,:.4 :a >: . >;.a 0 ':' • 0 °a' . ).« 0 ° e..a 0 v . ' e ° « • . - SP -SM Grades to black poorly graded SAND with silt, very loose, water bearing -blow count at 25' is elevated due to heave in augers, soil is still very loose - flushed out augers after drilling to 30' -thin silt laminations 21 22 23 24 25 26 27 28 29 30 31 32 3 34 - - 36 37 38 39 SM Grades to dark gray silty SAND, very loose to loose, water bearing -trace organics � ,u ►•, ‘1- I. �� Lod �� Earth Consultants Inc. Nil/ v d `�U/ Grcxrcymica, Pii, ». n Lsn& Fnvlm1menral SclrnrL. . Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS, Date Aug. 2000 Checked RAC Date 8/15/00 Plate A45 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of irtineneralinre et), Bonn L Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor. D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: General w w N No. 2 2 $ n n , ,n S LL =29 PL =22 PI =7 / ao.s / t / C CL -ML D Dark gray silty CLAY, very soft, water bearing 41 42 43 44 45 46 47 SM G Gray silty SAND with gravel, very loose, water bearing .11.1 5 I , 1 GM G Gray silty GRAVEL with sand, dense, water bearing — rAl A ,u►; fly: 44k B Boring Log Z m Proj. No. 2579 -31 1 1 own. GLS I I Date Aug. 2000 C Checked RAC 1 D Date 8/15/00 P Plate A46 • Subsurface conditions depicted represent our observations at the time and loca ion of this e�loratory hole modified by t ana ysis 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ini......�,in.. n.eeen,ee+ nn H.ie ln.. Boring Log Project Name: International Corporate Campus East Sheet of 4 4 _ Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-14 Drilling Contactor. Gregory Dulling Method: HSA Sampling Method: SPT Ground Surface Elevation: 1T Hole Completion: ❑ Monitoring Well ❑ Piezometer K4 Abandoned, sealed with bentonite General Notes W % ( ) No. Blows Ft. t S E 6- c,1 .. a iv r E cn o) 2 E n rn 5 0 U W 0. 11.7 7.9 50/6" 50/4" 1 l 1 GM Gray silty GRAVEL with sand, very dense, water bearing 161 62 - IMM 63 64 l T Boring terminated at 65.5 feet below existing grade. Groundwater table encountered at 15.0 feet during drilling. •oring backfilled with bentonite and cuttings. 6 .i'►�_ Eel: Ak P. `�,i Earth Consultants Inc. O OA / \ J \�1i'� cR on cy nIc i Fngnxas, c�+c t,+, R Fnvlmnnxnml ti'IrntL+n 0 Boring Log InternationaLll Corporate Campus East Tukwila, Washington Fe Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A47 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engmeenng tests, anays+s an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nf,.....eIin.....me . an.+ nn fkic b... Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-15 _ Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer (:1 Abandoned, sealed with bentonite General Notes W (°b) No. Blows Ft t H m E t; ai L 2,.. d,t E 0 v' cn $ E D rn Surface Conditions: 2.5" of Asphalt 5 O W a. 12.1 45.6 138.0 36.5 33.7 9 1 2 4 • •� ••• GM Brown silty GRAVEL, medium dense, moist (Fill) �i Boring Log Project Name: International Corporate Campus East Sheet of 2 . 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-15 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer F.1 Abandoned, sealed with bentonite General Notes W ( ) No. Blows Ft. 2 2 A E e“)' Depth Ft. Sample N 2 ET D rn 3 ? u' 22.7 8.0 8.4 1 1 50/6" 50/6" SM Bray silty SAND, very loose, water bearing - contains 6" interbeds of very loose silt with organic stringers -shell fragments • -no recovery, gravel blocking sampler - slightly elevated blow count due to heave in auger 21 — 23 24 25 • 27 28 i " 29 • ', GM Gray silty GRAVEL with sand, medium dense to dense, water bearing ': • a ° ; °d ° : 0 0 - o o ■ ° • ° 0 ' ° �.a ° ° a. .O ° - 30 31 32 33 34- 36 37 38 39 J_ SP -SM Grades to brown poorly graded SAND with silt and gravel, very dense, water bearing -9% fines _ T — ? t� p;/ \�1� �if %��ii'� h Consultants Inc. �nICaIFn¢hKexs CwMOgLtin6FYrvlmnnxrttnl5clrnri Boring Log Intemational Corporate Campus East Tukwila, Washington z Proj. No. 2579 -31 I own. GLS Date Aug. 2000 Checked RAC 1 Date 8/15/00 Plate A49 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineenng tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nf.....rstin...vecen+e . i n.. H,ie 1.n.. Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-15 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite Abandoned, sealed General Notes W % No. Blows Ft. r E 6 uTi r a i ii a o a E N co S N E (n s 5 0 0 a W 0. 9.6 66 ; !i GM Gray silty GRAVEL with sand, very dense, water bearing at Boring terminated at 41.0 feet below existing grade. Groundwater table encountered at 16.0 feet during drilling. Boring backfilled with bentonite and cuttings. "— ,u►, �, 1 it 1 P \k 1' \ Z E11, ,i4h. 04 Earth Consultants Inc. `� i.S1� CenlrcymMalFn 's. *'s',n6Fnvlmnnxnr�Iticl rnrL,n Boring Log International Corporate Campus East Tukwila, Washington co Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 , Plate A50 Subsurface conditions depicted represent our observations at the time and coca ion of this exploratory hole modified by englnecru,y tests, analysts an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnw..a4inn nracanfarl nn Hde Inn Boring Log Project Name: International Corporate Campus East Sheet of _ 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: B-16 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W job ) No. Blows Ft. r 2 A E - N o a ti E 0 N $ a E Dc). Surface Conditions: 3" of Asphalt 8 5 0 0 w a. 15.5 14.6 84.1 46.2 27.8 3 9 6 2 4 �•�•� GM Brown silty GRAVEL with sand, medium dense, moist (Fill) - contains cobbles •• • • • • •... 2 cc. ••• •�•�• 3 SM Gray silty SAND, very' loose, moist to wet (Fill) - contains gravel -45% fines - becomes loose ••••• •• •• • •�•� � 4 • •.. • �•• 5 •;•;• •-•-• •�•�• 6 ••••• •�•� � •'•'• taco* 7 — — 8 PT Brown fibrous PEAT, medium stiff, moist 9 10 11 12 13 14 15 16 17 18 19 ML T Gray SILT with organics, very loose, wet SM Dark gray to black silty SAND, very loose, water bearing - contains interbed of silt — N 8 e, n, 'Ait(,t t 1/ Earth Consultants Inc. GeamxymkalFngneaas, Ge ..olosImiSFnvlmnnxnraltictenitn Boring Log International Corporate Campus East Tukwila, Washington z m Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 1 Plate A51 and Subsurface conditions depicted represent our observations at the time and location of this e�loratory hole mod ed by enyuIeeI�e�y tess, analysts 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inlne.neNnn eveeen /eel nn Hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579-31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: _ 5-16 Drilling Contactor Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: E Monitoring Well 0 Piezometer l Abandoned, sealed with bentonite General Notes W (%) No. Blows 2 6 , 2 k j - , 0 0 (3 0. 48.1 . 32.5 21.0 15.0 1 2 5 16 ML Gray SILT, very loose, water bearing -contains shell fragments 21 SM Dark gray to black silty SAND, very loose, water bearing • -contains organic stringers -1"- 2" thick silt interbed -contains organic stringers and shell fragments 23- 24 25 26 27 28 30 31 32- 34 SM Gray silty SAND, loose, water bearing • • 36 37 38- 39- SP-SM Grades to dark gray poorly graded SAND with silt, medium dense, water bearing -abundant shell fragments -contains gravel (small rounded) 0 dAs ih. 44k pi th Air AO Earth Consultants Inc. 0 \ / II mt. N LO \lir/ Cmomtinical Ertelnerrs. Gtologbas r. FAVIRWIlliellrell SCirSIn.9% 2 0 Boring Log International Corporate Campus East Tukwila, Washington z R o Proj. No. 2579-31 o3 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A52 Subsurface conditions depicted represent our observations at the time and oca ion ot triis eploratory nole 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of tnEncnvertinn nnaciartharl no. +hie Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/14/00 Completion Date: 7/14/00 Boring No.: 8-16 _ Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 17' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W % No. Blows Ft. t 2 m E, 6 ei r n aai li EE 0 v> N 2 ai E. > e 5 0 U W 16.2 6.0 25.9 12.4 20 88/11" 44 95/9"� . ='Z' ,I,I47 I III r' 0..11. 1 IS =i=i r 1 , =' SM Gray silty SAND, medium dense, water bearing - contains small gravel - becomes medium dense to dense - becomes very dense 41 42 43 44 A, GM Brown silty GRAVEL with sand, very dense, water bearing 11 48 I 4s — 51 52 53 54 55 SM Gray silty SAND, loose, water bearing -6" layer of poorly graded sand with silt T GP -GM Gray poorly graded GRAVEL with silt and sand, very dense, water lheanng f Ss Boring terminated at 56.0 feet below existing grade. Groundwater table encountered at 11.5 feet during drilling. Bonng backfilled with bentonite and cuttings. 0 m►'_ AI: 41k N i ,�(`-}ydif °o \1 if NW, �'d 1/ 0 Earth Consultants Inc. cec>t Mink dl Fnglrxxas G glsnh FnNmrnirrnel SclrnKVs Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 tests Plate A53 anal ie and Subsurface conditions depicted represent our observations at the time and coca Ion of this e�loratory hole modified by engineering ys+ 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfnnnerinn n.ecvanfewl nn Ohio Inr. ITest Pit Log Project Name: International Corporate Campus East Job No. 2579 -31 Excavation Contactor. Client Provided Notes: Logged by: RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP -1 Ground Surface Elevation: General Notes l32 U E N T Surface Conditions: Depth of Topsoil & Duff 6" • 2579-31 A.GPJ ECI.GDT o. uj w 24.3 1 2 3 4 5 SM Brown silty fine to medium SAND with gravel, loose, moist (Fill) -roots at 2' -some 4" to 6" cobbles SM 6 7 Light brown to gray silty fine to medium SAND with gravel, medium dense, moist to wet, mottled (Native) Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during mavation. Earth Consultants Inc. Geomyinit-al Fnglnermi. Geologists & FnNnxunenr l Scientists Proj. No. 2579 -31 I Dwn. GLS IDate Aug. 2000 Test Pit Log International Corporate Campus East Tukwila, Washington Checked RAC I Date 8/31/00 1 Plate A54 Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of inlneenelinn nrccawduel nn *tic Inn Test Pit Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP -2 Excavation Contactor. Client Provided Notes: Ground Surface Elevation: General Notes co o E E Surface Condition: 8 2579- 31A.GPJ ECI.GDT 18.0 1 2 3 4 5 6 7 SM Gray silty fine to medium SAND with gravel, loose, moist to wet (Fill) - becomes wet, trace organic debris, branches SM - caving, asphalt fragments, branches Brown silty fine to medium SAND with gravel, medium dense, moist to wet (Native) Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during eavation. Earth Consultants Inc. GeorrCtmlcal PJ .ITwe1,. GrtiostS S & Environmental SCtt nll s Proj. No. 2579 -31 Dwn. GLS Date Aug.2000 Subsurface conditions depicted represent our observations at the time and Ioca judgment. They are not necessarily representative of other times and locations. infownefinn MOCMfdl M •hie IM Test Pit Log International Corporate Campus East Tukwila, Washington Checked RAC 1 Date 8/31/00 ion of this exploratory hole modified by engineering tests, analysis and We cannot accept responsibility for the use or interpretation by others of Plate A55 Test Pit Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP -3 Excavation Contactor. Client Provided Ground Surface Elevation: Notes: General Notes . .0 aE O) a° U � � T y Surface Conditions: Depth of Topsoil & Duff 2" 0 U W a. a c� 9 a. w • SM Gray silty fine to medium SAND with gravel, loose, moist, some washed rock (Fill) SP Gray poorly graded fine to medium SAND with gravel, loose to medium dense, moist (Fill) Test pit terminated at 8.0 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. Cccxr.Qlnk`al Frigineess. C 1O.b0 & Fnvlmnn ventral Sd(T %b S Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/31/00 Plate A56 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and 'udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnnnolinn nocon/od nn Neie Inn Project Name: International Corporate Campus East Job No. 2579 -31 Logged by RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP-4 Excavation Contactor. Client Provided Notes: Ground Surface Elevation: General Notes �2 U E N T Surface Conditions: Depth of Topsoil & Duff 18 ": branches 2579- 31A.GPJ 1 TPSL Duff and roots to 18" 2 — 3 — 4 5 — 6-- SM Gray silty fine to medium SAND with gravel, loose, wet (Fill) - occasional wood debris -large concrete rubbles obstruction Test pit terminated at 6.5 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. G O rdtnICa4 Fnglnrea!i. Geologists & FZMmnn i nral kYrnflS S Proj. No. 2579 -31 , Dwn. GLS Date Aug.2000 Test Pit Log International Corporate Campus East Tukwila, Washington Checked RAC I Date 8/31/00 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrrnotinn nnaennforl nn thie Iti. Plate A57 Test Pit Log Project Name: International Corporate Campus East Job No. 2579 -31 Logged by: RAC Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP -5 Excavation Contactor. Client Provided Notes: Ground Surface Elevation: General Notes U)� U E � T Surface Conditions: Depth of Topsoil & Duff 6" 2579-31A.GPJ ECI.GDT 16.5 38.3 2 3 4 5 6 7 SM Lt ht brown silty fine to medium SAND with gravel, loose, moist to wet (Fill) - increasing coarse sand, fill ML 8 9 Gray SILT, medium dense, moist, varved (Native) Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during mavation. Earth Consultants Inc. Gootetlinical Fnph"eas. Grcg tUA & Fnvlrcrurrrual S trnIlin Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I own. GLS Date Aug.2000 Checked RAC I Date 8/31/00 Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Infnnwefinn rvneunferl nn N.ie Inn Plate A58 Test Pit Log Project Name: International Corporate Campus East Job No. Logged by: 2579 -31 RAC Excavation Contactor. Client Provided Notes: Sheet of 1 1 Date: 5/15/00 Test Pit No.: TP -6 Ground Surface Elevation: General Notes o a. C9 79- 31A.GPJ E U f„. SM Surface Conditions: Depth of Topsoil & Duff 6" Light brown silty fine to medium SAND with gravel, loose, moist to wet - becomes medium dense:to dense, till like, near optimum - lightly coarse, mottled Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation. Earth Consultants Inc. Genteel mica! P.m/Mean. G-oktgks s weal Scientists Test Pit Log International Corporate Campus East Tukwila, Washington Proj No 2579 -31 1 Dwn GLS I Date Aug. 2000 Checked RAC I Date 8/31/00 1 Plate A59 of this hole modified by engineering tests, analysis Subsurface conditions depicted represent our observations at the time and location o is exploratory ana is and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nf...,..e1i..n nroco..1aarI ,... fhio t.... APPENDIX B LABORATORY TESTING RESULTS E-2579-31B Earth Consultants, Inc. ! £- .LSZ' °N 0 r S 00 • = ny .0 S I 8 ales, 4 c, C) (J) HDI3M AS 1:13N13 1 3 1=13. N 100 1 90 80 70 60 50 40 30 20 10 0 O 0 M N SIEVE ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD m p �p O O O 00 /OP - M r r N M d to (o 00 r HYDROMETER ANALYSIS GRAIN SIZE IN MM 00 0• 0 0• N O 0 00 '0 0 1 00 0 O OD tD V M 0 0 0 N 0 00 W COBBLES COARSE ] FINE GRAVEL KEY Boring or Test Pit No. DEPTH (ft.) O M N r O lD O C) N '• 0 OO GRAIN SIZE IN MILLIMETERS • • COARSE] MEDIUM ] FINE US CS 0 0 B -4 B -5 B -0 30 55 5 SM SM SM SAND DESCRIPTION Brown silty SAND Brown silty SAND Dark gray silty SAND 4 o 0 o CO 0 • 0 0 FINES M 0 0 N 0 0 Moisture Content ( %) 10 20 30 40 50 60 70 80 90 100 O 0 9.0 5.1 13.5 LL 1 M A8 8 13 V'3 N O. .. PL E -6LSZ ON OJ.1 S00 n\l8/ei v m d HDI3M AS a3NI3 1N3 :3. SIEVE ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH. U.S. STANDARD I HYDROMETER ANALYSIS GRAIN SIZE IN MM N 100 . 90 80 70 60 50 40 3 20 10 0 d M 3 a w ^ 03 M N 17 ■ OD r- OMMINNMEME O in � C O t0 N G O O 0 0 8 o rj O. O O O �IMMIIM 111••• ■•■ r- 1111 • • iii • •1 •• ■ - 1■ 1 �_ ■�_■ �—:: C:: r ■11.•••••■ -11 a■■■■■ I.. •11••1•■■■ 'MN ■11■11111•11111 MAI•■ M=1■ 1INKIII•■■ MIS • .•�■ mammon •.•=11111■ MAW' Oki •1• MEiErr • ••i0 \\ ■ 1111 •■ NA �■ 1•i ■■ _•_ fir Ili ■ • ■•■:1Mlo s■ ■iDIIMMII•• ■•••■■=111i ■• 11•■IIIMINI■•■IMEMIIM1• ■ • ■• ■•11•1100•11••• ■INIMIN11•111•lT••■• •.•MIMIII• ■ • �r =r1= r •�■ IMM■••111■1• • •I1! ■MIIIIII■ 1 II•IrMr■N• • • _ ••rte■ �■ 1111 �■ ■ •■•1110■ • •■• ■�A■ • IN – 1•1111■11•111 ■Ikk •MIN •� ■•111` ■ 1111•111 MIN ■1•1,■\` •11•1• . ■ ■1 ■�� NUN 1•■•■ ■■ ■11• ■11■ ■ ■• ■ N•1•1•111 .■ ■1 ■■ ■1 ■.■■ 1111■ .1•■ ■■■■ .■■■ ■■11M 1111 11U•■ ■1111 • • ■• ■OMEM■1■ ■.1■ ...n••E••.1.. ■�NI_1. ■1 NMI N O 0 • 0 10 20 30 O O 0 0 O O O O O 33 IO V C I N .- O ID• V M N M N O O O V M N GRAIN SIZE IN MILLIMETERS • 0 M N O O O O O 0 O • O 0 O 0 O O 40 50 60 70 80 90 100 O O COBBLES I COARSE 1 FINE GRAVEL COARSE 1 MEDIUM 1 FINE SAND FINES KEY 0 0 •—.— Boring or Test Pit No. B -9 B -13 B -15 B -16 DEPTH (ft.) 10 35 30 2.5 USCS SM SM SP -SM SM DESCRIPTION Reddish brown silty SAND Brown silty SAND Brown poorly graded SAND with silt Gray silty SAND and gravel Moisture Content (%) LL • I M A8 1 = • PL 1 100 80 x 60 w z 20 40 LIQUID LIMIT 60 80 1 Key Boring/ Test Pit Depth ( ft) Soil Classification USCS L.L. P. L. P. I. Natural Water Content • B -5 20 Gray lean CLAY CL 29 21 8 24.0 A B -6 20 Brown SILT ML 39 26 13 24.9 • B -6 45 Dark brown lean CLAY CL 49 24 25 24.6 O B -7 30 Gray lean CLAY CL 20 30 10 18.7 p B -9 25 Gray SILT with sand ML 15 14 1 16.9 0 B -10 0 Gray lean CLAY ' A -Line 46 24 22 29.3 CO • 0 CL- ML OM) A 20 40 LIQUID LIMIT 60 80 1 Key Boring/ Test Pit Depth ( ft) Soil Classification USCS L.L. P. L. P. I. Natural Water Content • B -5 20 Gray lean CLAY CL 29 21 8 24.0 A B -6 20 Brown SILT ML 39 26 13 24.9 • B -6 45 Dark brown lean CLAY CL 49 24 25 24.6 O B -7 30 Gray lean CLAY CL 20 30 10 18.7 p B -9 25 Gray SILT with sand ML 15 14 1 16.9 0 B -10 20 Gray lean CLAY CL 46 24 22 29.3 Earth Consultants Inc. Geaednld Engineers. Geologists & Envlmorvnmlal Scientists Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No.2579 -311 Date Aug. 2000 !Plate B3 100 80 x 60 w z U 1- 40 5 20 l `'--A -Line 0 ID Co CL- ML 0 20 40 LIQUID LIMIT 60 80 100 Key Boring/ Test Pit Depth (ft) Soil Clossificotion USCS L.L. P.L. PI. Natural Water Content • B -11 10 Brown lean CLAY CL 30 19 11 23.2 A B -11 30 Brown SILT ML 38 26 12 24.4 1 B -12 15 Blue gray SILT ML 34 25 9 26.5 0 B -13 50 Blue gray fat CLAY CH 56 26 30 19.4 0 B -14 40 Dark gray silty CLAY CL -ML 29 22 7 40.9 Earth Consultants Inc. Geolecnnlfal Engineers. Geologls s & E nvtromnemal scientists Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No. 2579 -311 DateAug. 2000 'Plate B4 2 Copies 2 Copies DISTRIBUTION E-2579-31B Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Dave Sabey Lance Mueller and Associates 130 Lakeside Suite 250 Seattle, Washington 98122 Attention: Mr. Bob Fadden Earth Consultants, Inc. ' 'Perteet Engineeri , Inc. August 31, 2000 Mr. David Sabey Sabey Corporation 12201 Tukwila International Blvd., Fourth Floor Seattle, Washington 98168 -5121 Ph: (206) 281 -8700 Fax: (206) 282 -9951 RECEIVED SEP - 7 2000 LANCE MUELLER & ASSOC Re: Traffic Study for the Proposed Intergate Corporate Center East Development Perteet Engineering Project No. 99519 -02 Updated Edition — Includes Recommendation for Mitigation Dear Mr. Sabey: Perteet Engineering has been retained by the Sabey Corporation to complete a traffic impact analysis for the proposed Intergate Corporate Center East (ICCE) development in Tukwila, Washington. This summary report addresses the trip generation, distribution, level of service, and mitigation requirements identified for the ICCE Buildings 7, 8, and 9 development in accordance with the • City of Tukwila Concurrency guidelines. The mitigation discussion summarizes the project's proportionate share mitigation fee based on the City of Tukwila Ordinance No. 1769. Additional traffic analysis for the proposed development will require final coordination and review with the Washington State Department of Transportation (WSDOT). Project Description and Site Access The ICCE development will include an estimated 450,000 square feet of general office floor area that is planned for completion in 2003. The site is located on the east side of SR -99 between South 126th and 129th Streets. Figure 1 shows the site vicinity of the proposed development. A single new access driveway to SR -99 will provide access to the proposed project site. The project site plan and access location are depicted in the site plans submitted with the review package. The project is planned for completion and occupation by the year 2003. Traffic Volumes ■ Traffic volumes used in the analysis for this report were based on the turn movement volumes reported in the Pacific View Office Park (PVOP) Traffic Impact Analysis dated September 1998 and the Group Health Parking Garage and International Gateway East Traffic Impact Analysis dated March 2000 conducted by Entranco. IO_'UQ Bridgeport Way S. ■\.. Suite C -l. Lakewood. \ \:\ 98499 • 2i3 -9$4 -7135 • fax 2i3-i89-0390 • uww.perteet.coin Mr. David Sabey August 31, 2000 Page 2 of 5 To update the counts to year 2000 existing conditions, an annual compounding growth factor of 1.73 percent per year was applied to the future -with- project volumes shown for the PVOP development. This growth factor was reported in the PVOP traffic analysis and utilized in this analysis to maintain consistency. Additionally, traffic volumes generated by the Group Health/Inttrnational Gateway East project were also added to the factored PVOP year 2000 volumes to obtain the baseline traffic conditions. Trip Generation and Distribution Daily and p.m. peak hour trips generated by the proposed office development were estimated using trip generation statistics published in the Institute of Transportation Engineers' (ITE) Trip Generation manual, 6th Edition, 1997. To determine the total daily and p.m. peak hour trips generated by the project on an average weekday, regression equations for Land Use Code 710 (General Office Building) were utilized. At full buildout, the proposed development would generate a total of 4,213 average daily trips (ADT) of which 618 and 584 trips would occur during the a.m. and p.m. peak hours, respectively. Table 1 summarizes the trip generation estimates for the development. No reduction factor was utilized to account for high occupancy vehicles (HOV) such as carpools /ridesharing or public transit users, although for a development of this size, it is likely that a transportation. demand management program would be implemented as occupancy increases. Table 1 Trip Generation Summary Trip Type Equation (Independent Variable: 450,000 sf) Project Generated Trips ADT Ln (T) = 0.768 Ln (X) + 3.654 4,213 AM Peak Hour Ln (T) = 0.797 Ln (X) + 1.558 618 (544 in / 74 out) PM Peak Hour T = 1.121 (X) + 79.295 584 (99 in / 485 out) The trip distribution of the proposed development project traffic is based on the trip distribution utilized in the Entranco traffic study conducted for the Pacific View Office Park. The distribution percentages were based on a traffic model application developed for the project vicinity. The trip assignments of the a.m. and p.m. peak hour trips for the ICCE development are shown in Figures 2 and 3, respectively. Mr. David Sabey August 31, 2000 Page 3 of 5 Q Level of Service Analysis In accordance with the City of Tulcwila's Concurrency Ordinance 1769 (Section 9.48.050 - LOS Standards for Specific Locations, Part C.), "A minimum LOS standard of E for traffic capacity shall be maintained, based upon calculation of LOS for individual intersections and corridor segments for all other minor, collector, and principal arterials principally serving commercially zoned property." All study intersections analyzed in the analysis are considered principal arterial intersections since they are located along SR -99 and serve the commercial uses in the area. The level of service (LOS) analyses were conducted for the study intersections along SR -99 from the Boeing Access Road to SR -518. A total of ten intersections were analyzed including the proposed site access driveway. The analyses were conducted for the year 2000 existing conditions and year 2003 horizon year conditions with and without the ICCE development during the a.m. and p.m. peak hours. The results of the LOS analysis for the a.m. and p.m. peak hours are summarized in Tables 2 and 3, respectively. Table 2 Intersection Level of Service Summary AM Peak Hour Location 2000 Existing Conditions 2003 Baseline Conditions 2003 Conditions w/ Project LOS I Delay LOS Delay LOS j Delay E. Marginal Way D 38 D 39 D 39 S. 112th Street B 17 C 20 C 20 S. 116th Street C 20 C 23 C j 23 ICCE Access w/ Signal Improvements C N/A 18 N/A C .N /A 19 N/A F I >50 C 29 E S. 130th Street A 9 A_ 9 _ B j 11 S. 132 "a Street B 11 B 12 B 14 S. 144th Street C 23 C 23- C 23 "a Street 5.152 C 29 C 31 C 33 S. 154th Street C -32 C 33 _ D 35 SR -518 EB On -Ramp A 10 B 10 B 1.1 Mr. David Sabey August 31, 2000 Page 4 of 5 Table 3 Intersection Level of Service Summary PM Peak Hour Location 2000 Existing Conditions 2003 Baseline Conditions 2003 Conditions w/ Project LOS ( Delay LOS Delay LOS Delay E. Marginal Way D 51 E 56 E 57 S. 112t Street D 41 D 52 D 53 S. 116t Street C 24 C 28 C 35 ICCE Access w/ Signal Improvements C N/A 24 N/A C N/A 28 N/A C C 35 24 S. 130th Street B 12 B 13 B 16 S. 132 "d Street B 11 B 12 B 17 S. 144`" Street C 30 C 34 D 40 S. 152nd Street C 33 D 37 D 40 S. 154th Street D 47 D 54 E 56 SR -518 EB On -Ramp A 7 A 7 A 7 The results of the LOS analyses for the a.m. and p.m. peak hours indicate that all of the study intersections currently operate at LOS E or better and will continue to operate at LOS E or better in year 2003 with the proposed ICCE development. The ICCE access driveway will operate at LOS F under year 2003 conditions with project traffic in the a.m. peak hour, but will improve to LOS C with signal improvements. The LOS analysis calculations utilize the methodology outlined in the 1998 Highway Capacity Manual Update, Special Report, 209, Transportation Research Board and HCS support software developed by McTrans at the University of Florida. Signal Warrant Analysis A signal warrant analysis was conducted for the intersection of SR -99 with the proposed ICCE Access Driveway per Section 4C of the Manual of Uniform Traffic Control Devices (MUTCD). The following is a summary of the warrants used for the intersection analysis. Warrant #1: Minimum Vehicular Volume This warrant applies to conditions where the traffic volume of intersecting traffic is the principal reason for consideration of signal installation. The warrant is satisfied when the traffic volumes exceed 600 vehicles per hour (vph) in both directions on the major street and 200 vph in one direction on the minor street for each of any eight hours of an average day. • Mr. David Sabey August 31, 2000 Page 5 of 5 Warrant #2: Interruption of Continuous Traffic This warrant applies to conditions where the traffic volume on a major street is so heavy that traffic on a minor intersecting street suffers excessive delay or hazard in entering or crossing the major street. The warrant is satisfied when the volumes exceed 900 vph in both directions on the major street and 100 vph in one direction on the minor street for each of any eight hours of an average day. The signal warrant analysis determined that the MUTCD criteria for Warrant #1 or #2 are not met under 2000 existing traffic conditions and 2003 future no- project conditions. (See attached signal warrant analysis summary.) The signal warrant analysis conducted for the 2003 with project buildout scenario were estimated based on accepted WSDOT signal warrant methodology, which assumes that 62.5 percent of the p.m. peak hour volume would occur as the eighth highest hour. It is estimated that the 2003 proposed project traffic volumes would result in the intersection meeting both Warrants #1 and #2 at the time of buildout: Therefore, it is recommended that the intersection be signalized concurrent with the proposed development. Mitigation Requirements and Recommendation The City of Tukwila's Concurrency ordinance requires a proportionate share mitigation contribution to the City when a development trips added to the future traffic volumes cause an intersection to deteriorate below the City LOS standards. If the development trips cause an intersection to fall below the LOS standard, in this case LOS E, the development must contribute its fair share to the cost of improving the intersection to meet the LOS standard. The results of the LOS analysis indicate that all study intersections will .continue to operate at LOS E or better with the proposed project. The trips generated by the development, at the access for the development, do reduce the LOS to F, for the AM peak hour, at the access only. However, the installation of a signal at this location results in no change to the baseline LOS C with the development. It is proposed that this project include the design and installation of the traffic signal at the ICCE access to Tukwila International Boulevard. With the signal, the development traffic will not deteriorate any of the identified study intersections below the City's LOS standard. We trust that this traffic impact analysis provides the City of Tukwila with adequate information to complete their preliminary review of traffic impacts and mitigation for the proposed Intergate Corporate Center East development project. Please call us at (425) 252 -7700 if you have any questions or comments regarding the information documented herein. Sincerely, PERTEET ENGINEERING, INC. Sherman D. Goong, P.E. Project Manager Attachments INTERGATE CORPORATE CENTER EAS I�-I PERTEET VICINITY MAP U ENGINEERING9 INC. CIVIL AND TRANSPORTATION CONSULTANTS FIGURE 1 FS 599 (1 S 116TH T S 128TH ST S 144TH ST 0 (n 9_ co 0 0 2 BOEING ACCESS RO PROJECT SITE s 130TH ST 0 VP czo e S 154TH ST or ED QED S 150TH ST S 152N0 ST 1381 (1711(891 (1241 162 85 118 131 (7431 704► t- 479 (3841 -0.- 399 (4281 (49 r 288 (2931 t r- 297 208 (3131(217) 41 (228) (81 8 0 (81 1381 0 (83 (932 (92) (159)(2871(1851 151 273 108 .6.)tLs. (7421 785 (1471 148•x0 1651 (271 26.1i t ') f r- *7 855 6 (81 191 161 171 71 (228) (81 8 0 (81 1381 0 (83 (932 (481 (3221 46 386 AIL. (131 (91 10 181 •I 1 r- 128 1129 8 (1731(1189)(81 (318) 1 21 132 (361 34 53 (36) (1171 14) (2) (*0) (531 (3641 50 346 .)-... 111 49 (521 (191 1L- r (51 (5) (1541 1) t (2581(18931(1761 144-0 31491 141+ 49 233 47 17 (423 48— (521 (2453 (491 1066 563 ii 165) (1122) 131 21 1 ` 6.(61 ,mm-. 47 (49) 187) 80 (1641(51(221 156 475 . 14) l} � '� f (191 (7971 (3541 (51 S —'4. 757 1 336 74.E (2581(18931(1761 144-0 ii (11 (5) (1831 17 t rii- 1066 563 (1122) (5931 1381 664 19181 1122) (321 (121 (3271 (271 311 26 1j 81 (851 111.1 r56 (591 tr' 1898 4 (1156)(41 1282) 111 21 1 ` 6.(61 ,mm-. 47 (49) 187) 80 (1641(51(221 156 475 . 16 l} � '� f (191 18r t (51 S —'4. 237 1798 167 15"331 74.E (2581(18931(1761 144-0 ii (11 (5) 664 19181 1122) (321 (121 (3271 (271 311 26 1j 81 (851 111.1 r56 (591 tr' 1898 4 (1156)(41 1282) 111 14) ' (2) (421 30 (321 .1 14 (151 *17)(4661 16 443 48 73 (771 (5) (351 31) t (1497) (271 260- 122 1878 21 --) t re- 121 21 (1281(11351(221 144-0 i (44) 31 (921 587 (5341 (91) (5141 86 488 ..)f (4) 1931 (56631 (671 1 .4� r 112 (1181 1422 (1497) (2751 (61 61 12281 (971 (3811 92 347 .0)t 64 858 219 (671(9831(2311 1221 181 (71 (251 (321 (3521 38 774 -0)t (68) (1311 !!► (261 251 8 1158 (81 (12191 11421 121 66 (691 97 (*821 (4) 1931 (56631 (671 .4� r 112 (1181 88 535 64 (6) (2751 281 --) t re- (1551 144-0 126 911 68 (1831 17 (1331(9591 (631 (38) LEGEND f 8 • 2668 VEHICLE TRIPS (81 • 2083 TRAFFIC. HO BU(LO 181 • PROJECT- GEHERATEO TRIPS PERTEET ENGINEERING, INCO CIVIL AND TRANSPORTATION CONSULTANTS INTERGATE CORPORATE CENTER EAST A.M. PEAK HOUR TURN MOVEMENT VOLUMES FIGURE 2 BOEING ACCESS RD • (7) (9321(4261(6561 885 485 623 L. 115) (1881 14) 1191 (4851 300 153 (161) — 771 (812) 297 (313) tr` 212 39• (2231 (4111 41 (421 0 (8) ((99) (17) (681)(8171(7121 571 776 676 (1323)(81 (1631 (84) (240) 158) 61■■•■ 23) -0)tL.. 1257 8 8 (81 1286) (3081293J -46.1 t r- 72 366 35 (681 69m...► 1 12) (201 44 (761 (3851 137) li 158) (39) (491 71 (421 0 (8) ((99) l) (1271(18311(77) 121 (8) (1323)(81 (1631 (84) (240) 158) 61■■•■ 23) 8 1257 8 8 (81 1286) .214 _ (2251(770) (561 (42140) `1 t r` 181 -1 (62) 59.11 24 569 (257 c5997 • (e7 87 (4547 4311 (2871(6531 157) 1 1631 191 979 73 I L.- 4.- �■ ^ ij 32 ( 341 225 (2371 68 (721 l) (1271(18311(77) 121 11) (1051 (2041 194- -r (841 88...,„ -4) t r- 137 448 42 (1441(4721 (441 1121 13 (29) (18621 (3771 1769 358 L. 956 586 (10061 (5331 17) 129) (798 758 i1 807 15341 (1461 (208) (70) (12371(871 • 1175 83 ' I L. `47 (49) (20) T 168 (1771 t 495 6 (5211 (6) 137) 1 11 1 101 23 �� 18 (17) 3 (3) 194 (204) 1161 (31)(17581(241 29 1678 AIL, (11 (1631 (84) (240) 158) 61■■•■ 23) ! 1 133 1 (35) t 151 I t r4- 581 92 (8121 (971 (34) 129) (798 758 i1 807 15341 (1461 (208) (70) (12371(871 • 1175 83 ' I L. `47 (49) (20) T 168 (1771 t 495 6 (5211 (6) 137) 1 11 1 101 Z 29 (311 .�� 36 [381 (29) (443(18823(112) 28 42 (0 (06 r 76 (8411 111 (481 30) ' t r- (91) 731 53 88-0- 26 (271 .214 _ (2251(770) (561 t 181 PERTEET ENGINEERING9 INC. CIVIL ANO TRANSPORTATION CONSULTANTS 31 1171 83 (87) (14712228) 14• 2116 .9)t (194)(11321(891 263 (2777 1 184 1875 85 650 -0)tL.. (6841 139) LEGEND i t 1421 (181 (12.71 17 1148 t 1 12 427 178 C131(4501(1791 (146)153) 91 (481 (160) (144)(1291) 137 1226 1 11 1 (741 !I (91 9^ .4).) t 28 487 (2() (5131 (261 121 122 (1261 f 291 (194)(11321(891 263 (2777 w■ 184 1875 85 146 (1541 -0)tL.. r (11 (2957 28S t r (1587 150.4.* 273 620 87 (4547 4311 (2871(6531 (927 (7) 0 • 20.0 v€NICLE TRIPS CO) - 2803.TRAFFIC. NO BUILD (0) - PROJECT - GENERATED TRIPS INTERGATE CORPORATE CENTER EAST P.M. PEAK HOUR TURN MOVEMENT VOLUMES F I GURE 3 SIGNAL WARRANT ANALYSIS Project Name: Intergate East Project No.: 99519 -02 Proj. Location: Tukwila, WA Intersection Location: Pacific Highway / Intergate East - West Access Driveway • • PM Peak Hour Vol 8th Hour Vol Conditions Lane Conflg 8th Hr Vol Criteria Warrant 1: Warrant 2: LOCATION/ YEAR Major (both) Minor (critical) Major (both) Minor (critical) Major (per appr) Minor (per appr) Major 600 vph Minor 200 vph Warranted? Major 900 Vph Minor 100 vph Warranted? No Build: 2000 1858 99 EB 1161 62 2 2 194% 31% no. 129% 62% no 2001 1890 101 1181 63 2 2 197% 32% no 131% 63% no 2002 1923 102 1202 64 2 2 200% 32% no 134% 64% no 2003 1956 104 1223 65 2 2 204% 33% no 136% 65% no w/ Project: 2003 2054 485 WB 1284 303 2 2 214% 152% yes 143% 303% yes • • Traffic Volumes Growth Rate Existing Year Future Condition 1 1.73% 2000 2003 AM Peak Turn Movement Volumes Location NB NB SB SB EB EB WB WB L L I T : R I L I T I R L I T ! R L 1 T 1 R E. Marginal Way 1 0 ! 297 208 118 ! 85 1 162 593 1 706 1 0 280 1 399 1 479 S. 112th Street 2 237 1 1798! 167 21 1 475 1 156 18 I 5 1 31 63 I 47 1 6 SR -599 WB Ramps 3 0 1 1422: 0 0 488 1 86 0 1 0 1 0 0 1 0 507 S. 116th Street 4 17 1 855 . 8 100 1 273 1 151 705 1 140 I 28 0 1 0 0 SR -599 EB Off -Ramp 5 0 1 864 1 0 0 1 357 10 0 1 0 I 0 123 0 1 0: 0 SR -599 WB On -Ramp 6 84 1 858 1 219 0 1 343 ( 92 6 1 0! 9 0! 0 1 0 Intergate Access Drive% 7 128 1 1129! 0 0 1 308 I 46 12 1 0 18 0 1 0, 0 S. 130th Street 8 0 00981 4 26 ! 311 10 0 1 0 1 0 56 ! 0; 81 S. 132nd Street 9 8 11158' 0 0 1 3341 30 1241 0 i 25 0 1 0! 0 S. 144th Street 10 49 i 233: 47 34 i 346 1 50 146 1 142 1 40 49 1 111 i 53 S. 152nd Street 11 122 1 1078. 21 40 ! 443 1 18 33 1 28 1 2 73 1 14 ; 30 S. 154th Street 12 128 ! 911: 60 64 i 535 i 88 261 i 147 1 174 112 1 97 • 68 SR -518 EB On -Ramp 13_ 0 1 10661563 336 ! 757 ! 0 0 1 0 1 0 0 i 0 0 Location NB NB SB EB EB WB WB L I T L I T R L I T I R L I T ' R L I T: R E. Marginal Way 1 0 1 313 i 217 124 , 89 1 171 624 1 743 1 0 295 1 420: 504 S. 112th Street 2 250 1 1893: 176 22 ! 500 1 164 19 1 5 ! 33 68 1 49 ' 6 SR -599 WB Ramps 3 0 1 14971 0 0 514 1 91 0 1 0 1 0 0 1 0 534 S. 116th Street 4 18 1 900 1 8 105 1 287 1 159 742 1 147 1 27 0 1 0: 0 SR -599 EB Off -Ramp 5 0 1 910 1 0 0 376 1 0 0 1 0! 129 0; 0 0 SR -599 WB On -Ramp 6 67 1 903 231 0 1 381 1 97 6 1 0! 9 0+ 0 0 Intergate Access Drive% 7 135 11189! 0 0 1 322 1 48 13 1 0! 19 0! 0 0 S. 130th Street 8 0 1 1156 i 4 27 1 327 1 0 0 1 0 1 0 59 ! 0 1 85 S. 132nd Street 9 8 1 1219 0 0 352 I 32 131 i 0; 26 0' 0 0 S. 144th Street 10 52 1 245 1 49 36 1 364 1 53 154 149 I 42 52 1 117 ' 56 S. 152nd Street 11 128 1 1135! 22 42 466 1 17 35 i 27 1 2 77 1 15 32 S. 154th Street 12 133 1 959 ' 63 67 ! 563 I 93 275 1 155 1 183 118 1 102 ' 69 SR -518 EB On -Ramp 13 0 1 1122! 593 354 797 1 0 0! 0! 0 0 0 0 Location NB NB SB EB EB WB L I T R L T I R L I T I R L T R E. Marginal Way 1 0 1 217 1 ! 38 2 ! 3 1 295 i 469 ! 49 2 S. 112th Street 2 1 5 0 : 87 1 5 : I 66 5 6 SR -599 WB Ramps 3 SR -599 WB Ramps 3 0 1 6• 606 I : 92 I 0; I 0; 0. 534 S. 116th Street 4 S. 116th Street 4 9 1 6' 7 159 92 1 147 ; 92 • 1 65 1 SR -599 EB Off-Ramp 5 SR -599 EB Off-Ramp 5 0 1 22 533 ! 1 157 1 0 1 200 ! 71 0 SR -599 WB On -Ramp 6 SR -599 WB On -Ramp 6 239 1 22 • 8 97 228 1 0 1 0 0 0 Intergate Access Drive% 7 Intergate Access Drive% 7 316 • 316 228 1 0 ' 19 44 ! 0 30 44 ! 8 30 S. 130th Street 8 39 ! i 202: 0 12 ! 32 1 0 59 . 1 199 S. 132nd Street • 114 S. 132nd Street 9 0. 1 142 • 39 ! 25 1 7 60 1 0 S. 144th Street 10 52 S. 144th Street 10 37 ' 1 65 55 1 1 10 2 5 1 117 56 S. 152nd Street 11 128 S. 152nd Street 11 44 ; 1 44 • 17 2 ! 4 ! 0 5 i 15 32 S. 154th Street 12 133 S. 154th Street 12 67 1 38 93 281 ; 4 ! 183, 118. 6 i 69 SR -518 EB On -Ramp 13 0 1160' SR -518 EB On -Ramp 13 801 I 38 . 0 0 4 ' 0 0 Location NB SB EB WB L i T : R L 1 T ! R L 1 T' R L; T R E. Marginal Way 1 0 ! 313 217 124 ! 89 1 209 626 1 746 ! 0 295 i 469 504 S. 112th Street 2 251 1 1898: 176 22 i 587 1 164 19 ! 5 : 38 66 49 6 SR -599 WB Ramps 3 0 1 1503' 0 0: 606 I 91 0! 0; 0 0; 0. 534 S. 116th Street 4 27 ; 906: 15 105 ! 379 i 159 742 ! 147 ; 92 • 0 0 0 SR -599 EB Off-Ramp 5 0 1 932 0 0' 533 ! 0 0! 0 1 200 0! 0. 0 SR -599 WB On -Ramp 6 67 ! 925 239 0 ! 589 ! 97 6 ! 0 9 0 0 0 Intergate Access Drive% 7 135 1 1189 316 228 i 322 i 48 13 : 0 ' 19 44 ! 0 30 S. 130th Street 8 0 1 1358. 4 39 ! 359 i 0 0 1 0; 0 59 . 0 199 S. 132nd Street 9 8 1 1361! 0 0. 377 1 39 191: 0! 26 0 0 0 S. 144th Street 10 52 i 310 • 49 37 ' 374 1 55 159 ! 149 ! 42 52 117 56 S. 152nd Street 11 128 1 1179; 22 44 ; 470 1 17 40 ! 27 ; 2 77 ' 15 32 S. 154th Street 12 133 1 997 63 67 567: 93 281 ; 155: 183, 118. 102 69 SR -518 EB On -Ramp 13 0 1160' 593 354 801 0 0 0 0 0 0 0 1: tranplanninglvolumes.x1s 09/01/2000 4:1 1 PM Traffic Volumes Existing Year 2000 AM Peak Turn Movement Volumes • Volumes Location v NB NB EB SB EB WB L • T 1 L T ; R L ■ T I R L ! T ; R L I T I R E. Marginal Way 1 0 297: 206 118 1 85 140 592 1 704 1 0 280 1 369 ! 479 S. 112th Street 2 237 17951 167 21 1 423 156 18 1 5 ; 27 63 1 47 ! 6 SR-599 WB Ramps 3 0, 1419: 0 0 432 t 86 0 1 0 1 0 0! 0 1 507 S. 116th Street 4 11 852 ! 4 100 1 217 f 151 705 1 140 22 0 ; 0 1 0 SR -599 EB Off -Ramp - 5 0 851 ! 0 0 260 1 0 0 1 0 82 0! 0! 0 SR -599 WB On -Ramp 6 0. 851: 214 0 297 1 0 0; 0; 0 0 1 0 1- 0 Intergate Access Drive` 7 128 10651 0 0 j 297 0 0 1 0 0 0 1 0 1 0 S. 130th Street 8 0 975 14 19 j 291 0 0 I 0 0 56 1 0 1 12 S. 132nd Street 9 8. 10701 0 0 1 319 1 25 89 ; 0; 25 0' 0 1 0 S. 144th Street 10 49 195 1 47 33 1 340 1 49 142 1 142 , 40 49 1 111 1 53 S. 152nd Street 11 122 ' 1052: 21 39 1 441 16 28 1 26 ' 2 73 1 14 1 30 S. 154th Street 12 126 888 1 60 64 1 533 ; 88 260 1 147: 174 112 1 97 1 64 SR -518 EB On -Ramp 13 0 1043' 563 336 1 755 , 0 0! 0 0 0- 1 0 1 0 t Protect Volumes Location - v NB SB EB WB WB L • T 1 L • T 1 R L I T R L 1 T • R L T I R E. Marginal Way 1 0 ; 0 ; 0 0 , o : 22 1 ! 2 . 0 0 130 1 0 S. 112th Street • 2 0 3 1 0 0 1 52 ; 0 0 0' 4 0 1 0 1 0 SR -599 WB Ramps 3 0 3 1 0 0' 58 1 0 0: 0 0 0 1 0 1 0 S. 116th Street 4 8 3; 4 0; 58 1 0 0 1 0 4 0 1 0; 0 SR -599 EB Off-Ramp 5 0. 13 � 0 o f 97 1 0 0 0' 41 0 0 1 0 SR -599 WB On -Ramp 6 64 7 1 5 0: 46 1 92 6! 0 9 0. ! 0 1 0 Intergate Access Drive' 7 0 : 64 0 0 : 9 1 46 12 : 0 18 0 ; 0 ; 0 S. 130th Street 8 0: 123 ! 0 7 1 20 1 0 0 1 0 0 0' 0: 69 S. 132nd Street 9 0 88 1 0 0 1 15 ' 5 35 1 0 0 0 1 0; 0 S. 144th Street 10 0 • 38 1 0 1 1 8: 1 4 1 0 0 0 1 0 0 S. 152nd Street 11 0 26 0 1 2. 0 5 1 0 0 0 1 0 1 0 S. 154th Street 12 0: 23 1 0 0! 2 1 0 1 1 0 0 0 -i 0 1 2 SR -518 EB On -Ramp 13 0: 23 ! 0' 2. 0 0 1 0' 0 0 1 0 1 0 rou Health Protect Volumes Location NB SB EB WB WB L • T 1 R L : T ! R L • T R L i T I R E. Marginal Way 1 0 0 : o 0 : 0 0 0: 0 0 0 1 0 1 0 S. 112th Street 2 0 0. 0 0: o 0 0 0 0 0! o: 0 SR -599 WB Ramps 3 0 0 0 0: 0 0 0 0 0 0; 0 1 0 S. 116th Street 4 0 0: 0 0 0 0 0 0 0 0: 0 0 SR -599 EB Off-Ramp 5 0 0 1 0 0 0 . 0 0 ! o 0 0 ■ o; o SR -599 WB On -Ramp 6 0 0 1 0 0 0 0 0! 0 0 0; 0 1 o Intergate Access Drive, 7 0. 0 1 0 0 0 0 0 0 0 0 0 0 S. 130th Street 8 0. 0 1 0 0 0 0 0. 0 0 0 1 0 10 S. 132nd Street 9 0 0 ; 0 0 0 o o i 0 0 0 1 0, o S. 144th Street 10 0 0 1 0 0 0 . 0 0. 0' 0 0 1 0 1 0 S. 152nd Street 11 0 o i o 0 0 0 0. 0 0 0: 0! 0 S. 154th Street 12 0 0■ 0 0 0 0 0 0 0 0 1 0 1 0 SR -518 EB On -Ramp 13 0 0 0 0 0 0 0 0 0 0 i o 1 0 istino Baseline Location NB SB EB WB L ' T i R L : T . R L:T R L 1 T; R E. Marginal Way 1 0 • 297 i 206 118 85 . 162 593 ' 706 • 0 280 1 399 1 479 S. 112th Street 2 237 1798' 167 21 : 475 156 18 . 5 31 63 ! 47 ' 6 SR -599 WB Ramps - 3 0 14221 0 0. 488 , 86 0 1 0 0 0 1 0 1 507 S. 116th Street 4 17 ' 855 1 8 100 ! 273: 151 705 i 140. 26 0 : 0 1 0 SR -599 EB Off -Ramp 5 0. 864 1 0 0 357 • 0 0 0 123 0 0 1 0 SR -599 WB On -Ramp 6 64 858 1 219 0 343 • 92 6 0 9 0 ' 0 ! o Intergate Access Drive' 7 128 . 11291 0 0 • 306 . 46 12 0 18 0 : 0 : 0 S. 130th Street 8 0 • 10981 4 26 311 0 0 0 0 56 , 0 ' 81 S. 132nd Street 9 8 11581 0 0 334 ' 30 124: 0 25 0 0 0 S. 144th Street 10 49 ' 233 47 34 346 50 146: 142 40 49 1 111; 53 S. 152nd Street 11 122 '10781 21 40 443 16 33 26 2 73 14 30 S. 154th Street 12 126 1 911 60 64 535. 88 261 147 174 112 97 1 66 SR -518 EB On -Ramp 13 0 1066. 563 336 757 0 0 0 0 0 0 0 l:uran fila nning\volumes.xis 09rotr2000 4:11 Pr.1 Traffic Volumes Existing Year 2000 PM Peak Tum Movement Volumes Location NB SB EB WB WB L I T I R L I T I R L I T I R L I T I R E. Marginal Way 1 0 ! 141 1 272 823 1 395 1 881 170 1 372 I 0 281 1 768 1 153 S. 112th Street 2 33 1 559 1 88 23 1 1681 I 29 155 1 61 : 227 171 I 3 ; 16 SR -599 WB Ramps 3 0; 627 1 0 0 12106! 140 0 1 0! 0 0 1 0 1 83 S. 116th Street 4 35 1 343 17 28 678 1 768 1 571 293 I 85 I 12 0 1 0 1 0 SR -599 EB Off-Ramp 5 0 1 419 i 0 0 1 733 1 0 0 1 0: 184 0 1 0 1 0 SR -599 WB On -Ramp 6 0 1 419 1 138 0 111381 0 0 1 0 1 0 0 1 0 1 0 Intergate Access Drive' 7 0 1 557 ! 0 0 111381 0 0 1 0' 0 0 1 0! 0 S. 130th Street 8 0 1 472 ! 6 34 110461 0 0 1 0! 0 168 1 0 1 34 S. 132nd Street 9 20 1 470 ; 0 0 111271 107 64 1 0 i 9 0; 0 1 0 S. 144th Street 10 137 1 441 1 42 68 1 940 1 114 99 1 194 1 80 68 i 225 1 31 S. 152nd Street 11 214 1 726 1 53 102 1 10121 40 37 1 88 i 26 • 761 381 29 S. 154th Street 12 273 1 616 1 87 85 110591 184 279 1 150 i 431 148 1 263 1 122 SR -518 EB On -Ramp 13 0 1 952 1 506 358 117531 0 0 1 0 •1 0 0 1 0. 1 0 mes Location NB SB EB WB WB L I T I R L I T R L I T I R L 1 T 1 R E. Marginal Way 1 0 1 0 1 0 0 1 0 1 4 9; 13 ! 0 0 5 ': 0 S. 112th Street 2 0 1 22 1 1 0 1 9; 0 0 1 0: 1 0 1 0! 0 SR -599 WB Ramps 3 0 1 1 23 ! 0 0 1 10 1 0 0 1 0 1 0 0 1 0 0 S. 116th Street 4 37 1 23 1 28 0 1 10 1 0 0 1 0: 7 0 1 0 1 0 SR -599 EB Off -Ramp 5 0 1 88 ! 0 0 1 17 ; 0 0 1 0 1 8 0! 0; 0 SR -599 WB On -Ramp 6 12 1 8 1 32 0 1 8 1 17 80 1 0, 119 0; 0 1 0 Intergate Access Drive' 7 24 1 12 1 0. 0 1 119 1 8 40 1 0: 59 0 0 1 0 S. 130th Street 8 o f 23 1 0 49 1 129 1 0 0 1 0! 0 0! 0; 13 S. 132nd Street 9 0 1 17 i o 0 1 99 I30 6 0 0 0 0 1 0 S. 144th Street 10 0 1 7 1 0 5 1 39 1 7 1 1 0 ; 0 0! 0 I 1 S. 152nd Street 11 0 5 1 0 4; 16 1 2 1 1 0 0 0 0 1 0 S. 154th Street 12 0 1 4 1 0 0 1 16 1 0 1 1 0: 0 0 1 0 1 0 SR -518 EB On -Ramp 13 0 1 4 1 0 0 i 16 1 0 0 1 0 0 0 I 0, 0 Location r NB - SB EB WB WB L I T R L I T I R L I T I R L I T I R E. Marginal Way 1 0 1 71 118 0 1 10 1 0 0 1 0 0 16 1 0 1 0 S. 112th Street 2 0 ! 0 3 0; 0 1 0 0! 0 0 23 0 1 0 SR -599 WB Ramps 3 0 ! 0 . 0 0: 0 1 0 0 0 0 0 0 1 0 S. 116th Street 4 0 1 0 0 0 1 0 1 0 0 ! 0 0 0 0! o SR -599 EB Off -Ramp 5 0 1 0 1 0 0 1 0 1 0 0 , o 0 0! 0 1 0 SR -599 WB On -Ramp 6 0 1 0 1 0 0 ! 0 1 0 0! o 0 0 0 1 0 Intergate Access Drive' 7 0 1 0 1 0 0 1 0 1 0 0 1 0: 0 0, 01 0 S. 130th Street 8 0 1 0 1 0 0 : 0 1 0 0 1 0 0 0: o! 0' S. 132nd Street 9 0 1 0 0 0. 0 1 0 0 0 0 0 0: o S. 144th Street 10 0 1 0 1 0 0 1 0 1 0 0 : o : 0 0' 0 1 0 S. 152nd Street 1 1 0 1 0 0 0 1 0 1 o o ; o 1 0 0 0 1 0 S. 154th Street 12 0 1 0; 0 0: 0 1 0 0; o 0 0 0 1 0 SR -518 EB On -Ramp 13 0 1 0 0 0 1 0 1 0 0 1 0 0 0 0 1 0 Location NB SB EB WB L 1 T • R L I T I R L. T R L T 1 R E. Marginal Way 1 0 1 212: 390 623 1 405 1 885 179 1 385 1 0 297 • 771 1 153 S. 112th Street 2 33 1 581: 92 23 • 16701 29 155 I 81 228 194. 3 i 16 SR -599 WB Ramps 3 0 1 650 1 0 0 121161 140 0 0 0 0 0: 83 S. 116th Street 4 72 1 366 • 35 676 1 776 1 571 293 1 65 19 0 0 : 0 SR -599 EB Off -Ramp 5 0 1 507 ' 0 0 1 750 I o o o• 192 0 0 1 0 SR -599 WB On -Ramp 6 12 ! 427 170 0 ; 11461 17 80 : 0 119 0 0 1 0 Intergate Access Drive' 7 24 1 569 i 0 0 112571 8 40 1 0 59 0. 0 i 0 S. 130th Street 8 0 1 495 ; 6 83 111751 0 0 : 0 0 168 , 0 ; 47 S. 132nd Street 9 20 1 487 • 0 0 : 12261 137 70 ! 0 9 0 0 ! 0 S. 144th Street 10 137 ; 448: 42 73 1 979 1 121 100 ! 194 80 68 225 1 32 S. 152nd Street 11 214 ■ 731 ' 53 106 : 10281 42 38 ! 86 28 78 36 1 29 S. 154th Street 12 273: 620 • 87 85 110751 184 280 1 150 • 431 146 263 ' 122 SR -518 EB On -Ramp 13_ o. 956 506 358: 17691 0 0 0 0 0 0 0 1: \I ra n_planrnng\vo1umeS. x 1s 09101/200C 4 11 WA Traffic Volumes Growth Rate Existing Year Future Condition 1 • 1.73% 2000 2003 PM Peak Turn Movement Volumes • Location NB SB SB EB WB L i T I R L I T I R L 1 T I R L' T I R E. Marginal Way 1 0 1 212 390 623 1 405 1 885 179 1 385 1 0 297 1 771 1 153 S. 112th Street 2 33 1 581 I 92 23 1 16701 29 155 i 61 1 228 194 1 3 r 16 SR -599 WB Ramps 3 0 1 650 10 0 121161 140 0 1 0 0 0 i 0 183 0 S. t16th Street - - 4 72 1 386 I 35 676 1 776 1 571 293 1 65 I 19 0 1 0 11 0 SR -599 EB Off -Ramp 5 0 1 507 1. 0 0 1 750 1 0 0 i 0 1 192 0 1 0 1 0 SR -599 WB On -Ramp . 6 12 427 170 0 111461 17 80 1 0 119 0 1 0 1 0 Intergate Access Drive, 7 24 569 10 0 112571 8 40 1 0 1 59 0 1 0 1 0 S. 130th Street 8 0 1 495 16 83 111751 0 0 1 0 1 0 168 1 0 j 47 S. 132nd Street 9 20 ! 487 1 0 0 112261 137 70 1 0 1 9 0 1 0 1 0 S. 144th Street 10 137 1 448 1 42 73 1 979 1 121 100 1 194 1 80 68 i 225 32 S. 152nd Street 11 214 1 731 1 53 106 110281 42 38 1 86 1 26 76 i - 36 ! 29 S. 154th Street 12 273 1 620 1 87 85 1 1075 ! 184 280 1 150 1 431 146 1 263 i 122 SR -518 EB On -Ramp 13 0 1 956 1 506 358 ! 17691 0 0 1 0 1 0 0 1 0 1 0 Location _ NB — SB EB WB L I T I R L I T I R L I T I R L I T I R E. Marginal Way 1 0 1 223 1 411 656 1 426 1 932 188 1 405 I 0 313 1 812 1 161 S. 112th Street 2 35 1 612 1 97 24 117581 31 163 1 64 1 240 204 1 3 ! 17 SR -599 WB Ramps 3 0 1 684 1 0 0 i 22281 147 0 1 0 1 0 0 1 0 1 87 S. 116th Street - 4 76 1 385 1 37 712 1 817 1 601 308 I 68 1 20 0 1 0 1 0 SR -599 EB Off-Ramp 5 0 1 534 1 0 0 1 790 1 0 0 1 0 1 202 0 1 0 1 0 SR -599 WB On -Ramp 6 13 1 450 1 179 0! 12071 18 84 1 01 125 0 1 0 1 0 Intergate Access Drive' 7 25 i 599 1 0 0 1 13231 8 42 1 0 62 0; 0 1 0 S. 130th Street - 8 0 1 521 1 6 87 ! 12371 0 0 1 0 '1 0 177 1 0 1 49 S. 132nd Street 9 21 1 513 1 0 0 1 1291 1 144 74 1 0 1 9 0 1 0! 0 S. 144th Street 10 144 1 472 1 44 77 1 1031 1 127 105 1 204 I 84 72 1 237 1 34 S. 152nd Street 11 225 1 770 I 56 112 110821 44 40 1 91 1 27 80 1 38 i 31 S. 154th Street 12 287 1 653 1 92 89 111321 194 295 i 158 1 454 154 1 277 1 128 SR -518 EB On -Ramp 13 01 10061 533 377 118621 0 0 1 0 1 0 0 1 0 1 0 j:Ura nylanningwolumes. zts 09/01/2000 4:11 P1.1 Traffic Volumes AM Peak Turn Movement Volumes 1999/2000 Exlstln0 Modified Peak -Hour Traffic Volumes Location NB SB EB WB NB T SB EB WB L I T i R L I T I R L T R L I T I R E. Marginal Way 1 0 I 0 I I 0 0 0 0 S. 112th Street 2 0 S. 112th Street 2 0 I 0 0 0 0 0 1 0 S. 130th Street 8 (Group Health 7) 0 S. 130th Street 8 (Group Health 7) 0 I 0 0 0 0 0 0 0 S. 116th Street 0 j 2000 Total Peak Hour Traffic Volumes with Project Location NB SB EB WB L T R L T R L T R 1 T R E. Marginal Way 1 0 0 0 0 0 0 0 0 0 0 0 0 S. 112th Street 2 0 0 0 0 0 0 0 0 0 0 0 0 S. 130th Street 8 (Group Health 7) 0 0 0 0 0 0 0 0 0 0 0 0 Group Health Protect Volumes Location NB S8 EB WB L T R L T R L T R L T R E. Marginal Way 1 0 0 0 0 0 0 0 0 0 0 0 0 S. 112th Street 2 0 0 0 0 0 0 0 0 0 0 0 0 SR -599 WB Ramps 3 0 0 0 0 0 0 0 0 0 0 0 0 S. 116th Street 0 0 0 0 0 0 0 0 0 0 0 0 0 SR -599 EB Off-Ramp 4 0 0 0 0 0 0 0 0 0 0 0 0 SR -599 EB On -Ramp 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 S. 130th Street 8 (Group Health 7) S. 132nd Street 9 0 0 0 0 0 0 0 0 0 0 0 0 S. 144th Street 10 0 0 0 0 0 0 0 0 0 0 0 0 S. 152nd Street 11 0 0 0 0 0 0 0 0 0 0 0 0 S. 154th Street 12 0 0 0 0 0 0 0 0 0 0 0 0 SR -518 EB On -Ramp 13 0 0 0 0 0 0 0 0 0 0 0 0 PM Peak Turn Movement Volumes 1999/2000 ExIstlnO Modified Peak -Hour Traffic Volumes Location NB SB EB WB L T R L T R L T R L T R E. Marginal Way 1 0 138 207 585 328 827 174 397 1 252 881 270 S. 1121h Street 2 43 497 32 20 1208 30 234 87 155 0 8 6 S. 130th Street 8 (Group Health 7) 0 419 6 28 805 0 0 0 0 142 0 31 2000 Total Peak Hour Traffic Volumes with Protect Location NB SB EB WB L T R L T R L T R L T R E. Marginal Way 1 0 207 325 585 338 827 174 397 1 288 881 270 S. 112th Street - 2 43 497 35 20 1208 30 234 67 155 23 8 8 S. 13001 Street 8 (Group Health 7) 0 419 9 29 805 0 0 0 0 16e 0 54 Group Health Protect Volumes Location NB SB EB WB 1 T R L T R L T R L T R E. Marginal Way 1 0 71 118 0 10 0 0 0 0 16 0 0 S. 112th Street 2 0 0 3 0 0 0 0 0 0 23 0 0 SR -599 WB Ramps 3 0 0 0 0 0 0 0 0 0 0 0 0 S. 116th Street 0 0 0 0 0 0 0 0 0 0 0 0 0 SR-599 EB Off -Ramp 4 0 0 0 0 0 0 0 0 0 0 0 0 SR -599 EB On -Ramp 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 S. 130th Street 8 (Group Health 7) S. 132nd Street 9 0 0 0 0 0 0 0 0 0 0 0 0 S. 144th Street 10 0 0 0 0 0 0 0 0 0 0 0 0 S. 152nd Street 11 0 0 0 0 0 0 0 0 0 0 0 0 S. 154th Street 12 0 0 0 0 0 0 0 0 0 0 0 0 SR-518 EB On -Ramp 13 0 0 0 0 0 0 0 0 0 0 0 0 s • • SEC 10, TWP 23, R 4 E, W.M. • 1 ! CV. I y b„„.0, 1.4 I . Fri ow/ ••••• 0 40 80 120 SCALE IN FEET 1 SS S•-- -- gq +00 400+-00 ------------- —101+00 102+00 ----------- ----- ------ - _ _ _ _ tn i1 , --- -9 ,a 9 --- .••• v•••• v•v• — v•••• • •SPHAL PARKING ARE A NON STOPBAR & GRILL e ASP,. AL PARKING AREA GR•vEl PARKING AREA RE AINING WALL • 34th AVENUE 10209 Bndieport Vey Si, Suite C-1, Lakewood, VA 98499 (253) 984-7138 Drown By Dote KISH 05/00 Designed By ./.1X 05/00 Dhecked By CR 05/00 Approved By scALE CITY OF TUKWILA 1.-40' Project Number 98802 E. MARGINAL OFFICE PARK DRIVEWAY MODIFICATION — - SEC 10, TWP 23, .R 4 E, W.M. 0 1111111111 11111111111Hilir 1 1 1 1 I 1 1 1 1 1 I I rl I I 19 [19 40 80 120 , r , ._____• SCALE IN FEET TUKWILA INTERNATIONAL BLVD. . i ,--, .__ .• 1" __ .0735 —— — ——— 1 11 I 111' H 11111111 - f.- -------------- .-- --------- 0 100+00 104+00 02OG 103+00 104 3 ---I--e----- f - 1 . I--:-. mi. 1.- JO .----- — ..— ------------ ,----? ------ I aln • - .-i 00 ..:............=.-. g k o el 1 , ''''• • .'- ASPAL I - - -.. • -- • :,_ ___ . PARKING ARIA -. NON STOP BAR • 1..r • .:1A■NiNG *ALL 'Sr ASPHALT PARKING AREA N\ 109+00 • CRAWL PARKING AREA . eieacasszax•sezesereatesat=acaasmasocas 11.1.1.41.‘11.11 Perteet Engineering, Inc. 10209 Bridgeport Vag SI, Suite C-1. Lakewood. VA 98490 (253) 984-7138 Drown By Dote KYR 05/00 Designed By JJK 05/00 thecked By at 05/00 Approved By SCALE • CITY OF TUKWILA E. MARGINAL OFFICE PARK DRIVEWAY MODIFICATION Revision a City of Tukwila Pre - Application Process MEETING ATTENDANCE RECORD City of Tukwila Department of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard, #100 Tukwila, Washington 98188 Pre - Application File Number PRE00 -030 Project: International Corporate Campus East (ICCE) Meeting Date: 8 -17 -00 Time: 2:30 p.m. Site Address: 12600 Tukwila International BI Date Checklist Mailed: 8 -30 -00 By: Brenda Holt CITY STAFF PRESENT DEPARTMENTS PHONE #'s NAMES/TITLES X X X X X X X Building 431 -3670 Duane Grin, Building Official Fire 575 -4404 Mike Alderson, Fire Marshal Planning 431 -3670 Nora Gierloff, Associate Planner Public Works 433 -0179 Mike Cusick, Associate Engineer Parks & Rec 433 -1843 Police 433 -1804 Environmental 431 -3662 Gary Schulz, Environmental Permit Center 431 -3670 Brenda Holt, Permit Coordinator Other City Staff Steve Lancaster, Director, DCD Other City Staff Bob Benedicto, Senior Plans Examiner APPLICANT/REPRESENTATIVES PRESENT CONTACT Name: Ralph Hagler PERSON Company /Title: Sabey Corporation Phone: 206-277-M46- 5x17 Street Address: 12201 Tukwila International BI City/State /Zip: Seattle, WA 98168 OTHERS Name: Jack Moluer Phone: 425 -259 -4099 PRESENT Company /Title: David Evans Associates, Senior Engineer Street Address: 1620 West Marine View Drive, #200 City/State /Zip: Everett, WA 98201 Name: Mark Flory Phone: 425 -259 -4099 Company /Title: David Evans Associates, Engineer Street Address: 1620 West Marine View Drive, #200 City/State /Zip: Everett, WA 98201 Name: Bob Fadden Phone: 206 -325 -2553 Company /Title: Lance Mueller Associates Street Address: 180 Lakeside Drive, #250 City/State /Zip: Seattle, WA 98122 Name: John Altmann Phone: 425- 333 -4535 Company /Title: Altmann Olive Associates, LLC, Ecologist Street Address: PO Box 578 City/State /Zip: Carnation, WA 98014 Name: Ross Heller Phone: 253- 984 -7138 Company /Title: Perteet Engineer, Sernior Project Manager Street Address: City/State /Zip: Name: Sherman Goong, PE Phone: 425 -252 -7700 Company /Title: Perteet Engineer, Traffic Engineer Street Address: 2707 Coley Avenue, #900 City/State /Zip: Everett, WA 98201 tece tizLii, co e, ptiA 402ALL.. Adidi61/72_ttlik-krzyt, - 444,f_Locavti eati415 Nt4044,___151/* gi/ope,T* ckax. LikL - me2L441/4/eLfipv wk_44tte-weeLA. p2__bt umta 4144A- 1462-W-441rilLt–eWhak*04--e-Cal–tatai itt.u.)17/11,4, GAtatit. nutsLildnai- I 11 lotRet_lant,n1 J, e■ - L Wit__CHAIIALIQL14414-740keld.Aelztr aak.41_b rat5taiku pai/44- " . in/14_11z uititstvld ed a4i 914 - of ftrort__ - _iLa . impa,edcci ? - • m4 tt,t_ks - Lo-E_w - R 41P Zu.4e4.4/Ak tAza.74_,. -buL 2em.44 WA-0 pti gbLiC4,- 0 fr - vl_tutALL akLuidia- _1111-018-1-0 41107) • f>aii_41,K ") tinku 1.01)- W24/I eg4.1,144-thti ) 1 Ate..14. 9 is 5 Iskatie - abeorm. Coitke-( - 112&__N*01/ - ittaiwt-tv,14- c-- 6vv kb auvaitti--- C cir Vetzugaz cw - - au__Gobvk_m___5;k_ eAttztatz4 CITY OF*UKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Phone: (206)431 -3670 Pre Application Checklist Rnicst ile N�or�414'6P tE00Y030�ga' •fi id q, ;', }$14'! i. t : s t +y`' u t1 eetupg Date -antl Time �r =t p" 8 17 OOr(ct� '2130 r, �. ..ta •,1.. ,9:.1 ua4: F,'4,t "�a.ttrt'��. rl f. x'•.a ._: r •yg .��f�n!'i'$.7`p?[ p•�{� o YiE':^r. r {. �t �YnT 4fi.�r 1st} 1p d x1. t N+:hlµ�T fit { lvti'1 . ri:,:`+i 40,14 C eFV.n, allure ` IN{ T:t.C�`OR�PORYATIOC}'AS4RWS ?Y '� � �E) f.+a. ) Py _6.r .... r1 : °•. rlR yt�..S r �^Yt t . °y ^.fit•,, e 1t •-Y• C/; Rl, ro'. V7' iS(kiYjlf}�9 %'.irY�fc".r'xif5'; 11���irbCm ?r "4_'�•�: ".p�i�.k�t.:.� i'te Address:, / r' rI,126001TUKWILA INTERNATIONAk BL'l; yd :.,,[! r,✓ et`t.9!*wri*'d4:ih'K {C`. + ?no.W "a tr l!thi•t >hri }::`+Ni Ycfli N? ?^i.S't'X!'d'a�stPa:• ^:u ji The following comments are based on a preliminary review. Additional information may be needed. Other requirements /regulations may need to be met. BUILDING DIVISION The following is meant to be general information related to the requirements of the Tukwila Building Division for the processing of building permits. Specific code issues will be addressed through the normal plan review process after the permit is applied for. v 1. Comply with the Uniform Building Code, 1997 Edition, as adopted and amended by the State (Table 10 -B, Section 1607, and Section 3003 of the 1997 UBC are not adopted). 2. Comply with the Uniform Mechanical Code, 1997 Edition, as adopted and amended by the State. 3. Comply with the Uniform Plumbing Code, 1997 Edition, as adopted and amended by the State. 4. Comply with the Washington State Energy Code, Chapter 51-11 WAC, 1997 Edition. Energy code specifications and data must be included on the building plans. 5. Comply with Washington State Regulations for Barrier Free Facilities or Design (State amendment replaces • UBC Chapter 11 in its entirety). 6. Comply with UBC appendix Chapter 12, Division II -Sound Transmission Control. 7. Comply with the Washington State Ventilation and Indoor Air Quality Code (Fourth Edition) Chapter 15 -13 WAC. 8. Plans submitted for approval must be stamped by a Washington State licensed architect or engineer and shall specifically contain the name of the person designated as the architect or engineer of record for the project. This person shall be responsible for reviewing and coordinating all submittal documents prepared by others, including deferred submittal items, for compatibility with the design of the building. (See UBC Section 106.3.4.) E9. Rockeries are not permitted over 4' in height. Retaining structures over 4' in height must be engineered retaining walls, and require a separate building permit. 10. All rack storage over 8' high requires a permit and must be designed for Seismic Zone 3. A Washington State structural engineers stamp will be required on plans and structural calculations submitted for rack storage over 8' high. 11. Construction documents shall include special inspection requirements as specified in UBC Section 106.3.5 and 1701. The architect or engineer's inspection program required by Section 106.3.5 shall be included with plan submittal documents when permit application is submitted. Notify the Building Official of testing lab hired by architect or owner prior to permit issuance date. The contractor may not hire the testing lab. 12. Structural observation shall be required as specified in UBC Section 1702. \dreibldglisl.doc 8/3/00 • BUILDING DIVISION • Page e 2 of 2 Pre - Application Checklist File No.: PRE00 -030 13. Construction documents shall contain soils classification information specified in Table 18 -1 -A of the Uniform Building Code on the copies stamped and signed by Washington State licensed architect or engineer in responsible charge of the structural design work. 14. Separate demolition permits are required for removal of any existing buildings or structures. 15. Addresses are assigned by the Tukwila Fire Prevention Bureau. 16. Obtain approvals and permits from outside agencies: 13, ELEVATORS are regulated by State Department of Labor and Industries. Permits and inspections for elevators are obtained through the elevator section of that agency (reference RCW Chapter 70.87). Phone: (206) 248 -6657. ELECTRICAL PERMITS AND INSPECTIONS are obtained through the Department of Labor and Industries. Phone: (206) 248 -6630. 17. 18. 19. PLUMBING PERMITS AND INSPECTIONS are obtained through King County Health Department. Inspections: (206) 296 -4732; Permits: (206) 296 -4727. PUBLIC POOLS /SPAS AND FOOD SERVICE FACILITIES - King County Health Department must approve and stamp plans prior to submittal to the Tukwila Building Division. Phone: (206) 296 -4787. la FIRE PROTECTION SYSTEM plans are reviewed through the Tukwila Fire Department. Phone: (206) 575 -4404. Checklist prepared by (staff): 1404te Date: 7 i / °U \dre\bldglisr.doc 8 /3/00 CITY OFOIJKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Phone: (206)431 -3670 Pre Application Checklist Pre - Application File No.: Meeting Date and Time: PRE00 -030 8 -17 -00 tW 2:30 Project Name. INT. CORPORATE CAMPUS EAST (ICCE) Site'Address 12633 .Tukwila International Blvd The following comments are based on a preliminary review. Additional information may be needed. Other requirements /regulations may need to be met. ENVIRONMENTAL 1) The site has slope areas that are 20 percent or greater in gradient. Undeveloped slopes that are 20 percent and greater are generally considered as sensitive areas and subject to the Sensitive Areas Ordinance (SAO). Areas of Potential Geologic Instability are addressed in the Ordinance which is Section 18.45.080 E. of the Tukwila Municipal Code (TMC). The applicant may need to identify sensitive area slopes present on the property. "Unnatural" slopes created from previous legal grading activities can be exempt from the requirements of the SAO. An administrative interpretation has been made regarding the presence of "Unnatural" or artificially created slopes. The exemption is related to the way the slope is regulated but does not extend to other sensitive area protection requirements. As an example, buffer reductions for watercourses and wetlands are still limited to any slope area that is less than 20 percent in gradient. The exemption reads as follows "Any temporary slope which has been created through legal grading activities may be regraded without application of this chapter under an approved permit!" In application of the exemption to the subject site, it appears the slopes were not created to be temporary. A geotechnical report is required for development proposed on sensitive area slopes and would be necessary to determine the modification of any "Unnatural" steep slope areas. Class 2 areas will have at minimum a site evaluation to review available information about the site and a surface reconnaissance. Based on the proposed site plan, the geotechnical study is necessary. 2) Natural slope areas, 20 percent or greater, that are cleared for development will be subject to the Tree Ordinance (Tree Regulations - TMC Chapter 18.54). A required landscape plan will consist of tree retention and tree planting per the standards of the Ordinance. Tree replacement is required for those greater than 4 inches in diameter at breast height (DBH) except for black cottonwood trees. Only trees present on sensitive area slopes will be subject to the Tree Regulations. An exception to this regulation includes preservation of overall canopy coverage for the site to be a minimum of 20 percent. If 20 percent tree canopy coverage is not present or preserved, supplemental planting to achieve it will be required (TMC 18.54.140 B.). 3) There is a regulated watercourse flowing through the site, Riverton Creek — Watercourse #10 -2. Assessed as several different segments, this drainage was included in the City's sensitive area inventory. Watercourse #10 -2 is a perennial stream and has been rated a Type 3 for the two distinct segments that are present on or border the subject site. These two segments are separated by a steep embankment that was created years ago during the development of the adjacent site to the east. The steep embankment is now a barrier to fish passage. The upper segment has a fairly natural channel and generally flows through an area of residential land use. This watercourse segment has salmonid fish species (freshwater trout) and would likely be rated a Type 2 with the presence of associated habitat. A standard buffer setback of 35 feet from OHWM is required for protection. The lower watercourse segment of the Creek includes anadromous fish — coho salmon, cutthroat trout and possibly other species. This segment would also be upgraded in its rating and will be determined by the DCD Director. As part of the Campus East development, a professional land survey of the watercourse will be necessary for development planning and appears to be complete. The current project proposal will require a wetland /watercourse study by a qualified wetland specialist or expert if any modification to Riverton Creek is proposed. The preliminary submittal by Altmann- Oliver Associates (Letter Report, 7/27/00) will need to be revised to confirm wetland and watercourse ratings, and mitigation measures. wr nvusidoc 8/29/00 The SAO standards allow for some watercourse alteration but require a mitigation plan. In general, piping of any watercourse should be avoided but can be allowed for access purposes. Maintaining the functions of an open channel is important and in this situation enhancement is encouraged. The standards for piping, rerouting, and required mitigation are found in the SAO (TMC 18.45.080 D.) Some impacts to on -site drainages may be mitigated within an enhancement plan for Riverton Creek. Site development and in- stream work will require a Hydraulic Project Approval Permit (HPA) from Washington Dept. of Fish and Wildlife. Because of Riverton Creek's sensitive fisheries, site work causing erosion may not be permitted during the wet winter season. 4) A non - isolated wetland (Wetland E) on the site is connected to the upper portion of Riverton Creek. The wetland has tree cover and the potential to be considered a Type 2 wetland with a standard 50 -foot buffer. The extent of forested cover within the wetland will be evaluated by the wetland consultant. Regardless of wetland rating, the standard buffer will not be reduced because the adjacent slope appears to have gradients of 20 percent or greater. Per the SAO, wetland impacts to non- isolated, and Type 1 and 2 wetlands are generally not administratively permitted (TMC 18.45.180 C.). The additional wetlands and drainage areas (A thru D) present on the site appear to be accurately identified by Altmann Oliver Associates. The two drainage swales located within the north parking lot are part of wetland drainage and will need to be mitigated if altered for the project. Checklist prepared by (staff): dreknvlisi.doc 8/29/00 Date: CITY OI*UKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Phone: (206)431 -3670 Pre Application Checklist 7 ' aid ° 81j,tr ?h• ppllcation FI I�IeetingIDate an .1 Cft.'ur. i._�r�„i,::ri.y �•:r'�f t > ..... �.? kr,, : g l: ,IA,, 1,..,`,x;4 1,; fti m .,. itiere ^f 13'i117., 00 W:2`30Jp.my; �„�,,r;,.,�7t• ps.°Ye n S, - ;��.,..,,r^t� �.J�F:�.ni f ?,e}: � ta•w�`r •a g�,.'• :p.Y3t .t {; % eh: r Aty9 . ^ed4�,' X g1� c`. {h�`t:�f fi #s}ycr.4t4q; Proteet amet +INT::.0 a, RP.ORATE CAMRUS<EAST,(lOCE 7, t ,7 s j'°t - i$ •;-gY ± -s ° '�i' ""`"d',°y I•tg; -ep 'Sitb° 8r"^t: }4 r �? avTf- $Lir�v Lizf�IJIS'iY °i3'!$a�E e,ij'9,,f:}✓ .Nn1fK:(� ite:Address: 12600 '"T:L9KWILA��INTERNACEIONA�` BLO,..,0` ... 'F.ii ,..- c: °r.� 17, >t!i•;i:,d.'i%atti r` c1<•.,' 3.:,,'•. uut% y .�rU.•a';;i "$'z?a?t'•'��- n:a-aD •Y•..• #.•„ The following comments are based on a preliminary review. Additional information may be needed. Other requirements /regulations may need to be met. FIRE DEPARTMENT - Construction Information 1. The City of Tukwila has adopted the 1997 Uniform Fire Code. This and other nationally recognized standards will be used during construction and operation of this project. (City Ordinance No. 1846) 2. Fire hydrants will be required. (City Ordinance No. 1692) Vis 3. Required fire hydrants shall be approved for location by the Fire Department, approved for purity by the Water Department, and fully in service prior to start of construction. By line of vehicular travel, a fire hydrant must be no further than 150 feet from a structure; and no portion of a structure to be over 300 feet from fire hydrant. (Uniform Fire Code 903 and City Ordinance No. 1692) 4. Automatic fire sprinklers audible and visual devices are required for this project. Sprinkler system and fire alarm shall comply with N.F.P.A. #13, #72, and ADA requirements. Sprinkler plans shall be submitted to Washington State Surveying and Rating Bureau, Factory Mutual or Industrial Risk Insurers for approval prior to being submitted to Tukwila Fire Marshal for approval. The fire alarm plans are to be submitted directly to the Tukwila Fire Marshal for approval. Submit three (3) sets of drawings. This includes one for our file, one • for company file, and one for the job site. (City Ordinance No. 1901) . Maximum grade is 15% for all projects. 6. A fire alarm system is required for this project. (City Ordinance No. 1901). Plans shall be submitted to the Tukwila Fire Marshal for approval, prior to commencing any alarm system work. Submit three (3) sets of complete drawings. This includes one for our file, one for company file, and one for the job site. 7. Special installations of fixed extinguisher systems, fire alarm systems, dust collectors, fuel storage, etc. require separate plans and permits. Plans to be submitted to the Fire Marshal prior to start of installation. (City Ordinance Nos. 1900 and 1846). 8. Portable fire extinguishers will be required in finished buildings per N.F.P.A. #10 (Minimum rating 2A, 10 BC). 9 Buildings utilizing storage of high piled combustible stock will require mechanical smoke removal per Article 81 of the 1997 Uniform Fire Code. 10. During construction, an all- weather access will be required to within 150 feet of the building. (City Ordinance No. 1846) 1SZL 11. No building will be occupied, by people or merchandise, prior to approval and inspection by Fire and Building Departments. 12. Adequate addressing is required. Fire Department will assign all new addresses. Number sizes will be determined by setback of building from roadway. Four -inch numbers are minimum. Numbers will be in color which contrasts to background. (Uniform Fire Code 901.4.4) 13. Designated fire lanes may be required for fire and emergency access. This requirement may be established at' the time of occupancy and /or after the facility is in operation. (City Ordinance No. 1846) ddreMlrelisl.doc 8 /3/00 FIRE DEPARTMENT Pre - Application Checklist File No.: PRE00 -030 Page 2 of 2 X 14. Special Fire Department permits are required for such things as: storage of compressed gas, cryogen's, dry cleaning plans, repair garages, places of assembly, storage of hazardous materials, flammable or combustible liquids or solids, LPG, welding and cutting operations, spray painting, etc. (Uniform Fire Code 105) 15. Fire Department vehicle access is required to within 150' of any portion of an exterior wall of the first story. Fire Department access roads in excess of 150' re uire a turn around. Fire Department access roads shall be not less than 20' wide with an unobstructe vertical clearance o 13'6 ". (City Ordinance No. 1846) 16. Adequate fire flow availability will need to be demonstrated for this project. 17. 110 p Oct -C41 -4 // 'Y 7 / /C! ait T� Q S /1- tt / :At y � �P S S to Checklist prepared by (staff): Ka GOrz%d `� Date: f S 74 /� (tj F LLs o F re -l/z, ,./ Virdli«nst.doc 8/3/00 g/A4 CITY OFIUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Phone: (206)431 -3670 Pre Application Checklist Proteetl EF 1'� Site Address 12600'TUKWIIJ IN "TOINIATIONFAL:BL" • tp ( 9 et ^r "sr• *, C;4,<;2r . .P. 5 ,., i„r}., :.+... b °i! ark= �S S�tq s°°1 1•�°br ,� r� •q f �°rY: }}�� i yF 1s s .1 -;.� z�. NT.ICO R PO RkT f�sl�, Ine `� +I E }CAMP SFEAST (ICCE) Frt The following comments are based on a preliminary review. Additional information may be needed. Other requirements /regulations may need to be met. FIRE DEPARTMENT - Inspections 7CL-1 Overhead sprinkler piping a. Hydrostatic test b. Trip test c. Alarm system monitoring test d. Fire Department approved plans e. Sprinkler head location and spacing f. Materials and test certificate Underground /Aboveground tank a. Location b. Distance between tanks c. Distance to property line d. Depth of cover e. Vent piping, swing joints, fill piping, discharge piping f. Anchoring g. Hydrostatic test h. Separate Fire Department approved plans Fire alarm a. Acceptance test b. Fire Department approved plans n4. Hood and duct inspections a. Installation b. Trip test 5. Spray Booth a. b. c. d. Location Fire protection Ventilation Permit I� 6. Flammable liquid room � a. Location b. Fire protection c. Permit 7. Rack storage a. Permit c. Rack sprinklers Checklist prepared by (staff): [ ,ticout5a,/ \drdfirellsl.doc 8/3/00 b. d. Fire doors and fire dampers a. b. Installation Drop testing 9. Fire Final a. Fire Department Access b. Building egress and occupancy load c. Hydrants d. Building address e. Fire protection systems: (1) Halon systems (2) .Standpipes (3) Host Stations (4) Fire Doors 10. Other a. b. c. d. e. f. (5) Fire Dampers (6) Fire Extinguishers Mechanical smoke removal Aisle width Date: '86/DO CITY OFO1JKWILA • Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Phone: (206)431 -3670 Pre Application Checklist .' x�< < ?9�� Y ? t�;{^ e q , i � •. ,� $e;� ! I rojec lame ,clNT.€ORPORkTI= CA'MP(JStEAST(ICCE) . 7,f131. AKxito. .tL+t t.t -1r q ,y i S y r. -7r ra Ae !i x � ds rtt'u'�i... fe e..i iy��y�+;t {l�`Is�•'S fSii �h R.�� �"•�,. i f'..'. i:%s! rI al•d5. (� ii?�t �. r. . iJ:a *. .42600'7 0 WIE INTERNATLONALy LL,: 'i•'! Ydi' r 1T°DL s, �a'1ve} tt�,r•; C3. �v.•.i'. 9.fil�¢`wi u: �`k d ±ir: z'E, k rrs.� ... �'t�+:•�.:; ., ::C The following comments are based on a preliminary review. Additional information may be needed. Other requirements /regulations may need to be met. PARKS AND RECREATION DEPARTMENT The Parks & Recreation Department has no comment on this project. Checklist prepared by (staff): "\ \draprlisl.doc 8/3/00 Date: 0/e/. CITY OFOUKWILA Department of Cohtmunity Development Building Division - Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Phone: (206)431 -3670 Pre Application Checklist 'Zcn Ma f 7 x.E ie ,,F .J., f,;'�, t..ay4U ry ,d2 �..�f.;�,. 4f t f �':F ^.�i¢�.: " Sa Stile .�. ' •.Htw iiiti3 t •�;��G;t�: ' s.p t� ,�.ris r i r 3� °r,. �:; Pyrolect Nametl.$1 T;iCORKO A<TE1CAMPUS?EAST (ICCE e ' �4xF: w - 6r' tr o.$1 .4 8t' �� YC, e:;Kr.>:.r, a r•3 q� { fi 1 xrc �{.,1 ti� w:t{, "�•; I;' . •l: :s S CIS <t . q r � r � -i� 7t%' ?'r�)i'; ".;,.:1:.��est•'r7. +;''S�.. �$'9ri•e <'y� ,rr4 ;tr}5 . 1. �(�Td 1 ; •tS g SiteAddressvA2600 T CINIISA:tINTERNAxTIONAL�BU rt t r it 4. of ..... �. The following comments are based on a preliminary review. Additional information may be needed. Other requirements /regulations may need to be met. PLANNING DIVISION - Land Use Information 0( 1. Comply with Tukwila Municipal Code (zoning, land use, sign regulations, etc.) 2. Obtain the following land use permits /approvals: (( Boundary Line Adjustment/Lot Consolidation ❑ Binding Site Improvement Plan (1 Comprehensive Plan Amendment Sc c �' cz— ❑ Conditional Use Permit 0/7e- E Design Review -a."; a °! ❑ Design Review- Interurban Environmental (SEPA) Planned Mixed Use Development ❑ Planned Residential Development tia Rezone IPe �,I�— �� r'`- c,L _ sp I: Shoreline Management Permit°C11)Z Tree Permit aWro enANen n elocA/ (-oyes— Short Subdivision Sign(s) Subdivision Unclassified Use Variance Other: Moi' 6 V,)1 Zoning designation: /14 J _//) -d-L) Site located in sensitive area? I1 Yes ❑ No 4. Minimum setback requirement,.s,�tt :: k. Front: 6,20 - Stele: /v Side: 0 Rear: 0 AA le-IL .Lt i 41-I 5. Maximum Building Height: #' l lo't$i Height exception area? ❑ Yes 6. Minimum parking stalls required: 3/IC.)L ' ' e-I-landicap stalls required: 11. [ ] 7. No more than 30% of required parking stalls may be compact. No landscape overhangs into compact stalls are permitted, although no wheel stops prior to hitting the curb will be required. 8. Minimum landscaping requir Front: 4 5 Side: CD Rear: cD 9. Landscape plans must be stamped by a. Washington State licensed landscape architect. All landscape areas require a landscape irrigation system (Utility Permit Required). 10. Roof -top mechanical units, satellite dishes and similar structures must be properly screened. Provide elevations and construction details as part of building permit application submittal. 11. Trash enclosures and storage areas must be screened to a minimum of 8' in height. Provide elevations and construction details as part of building permit application submittal. 12. Building permit plans which deviate from that already approved by the Board of Architectural Review may require re- application for design review approval. Checklist prepared by (staff): 4_,c <' £) \dre\planlist.doc 8 /3/00 Date: 8/15 jZt c7 CITY OF �KWIA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Phone: (206)431 -3670 • Pre Application Checklist re= Ap�Itc��t��,S��•�'le� eeftng,Daie. pp -Ti c �, I1 t SPREOOig 030111 449 4Pr #t'4 :i , : `fit• "ol,��µ�i{t1Pl•�rt {,1�.��+ � �9t j• �: d'�ki�rL,�` f� }n ttr 1j iY 2'.hT1 t1 i1{ SI P�l.„� .nT^ Ord r y-i5t,ittk}�rt M,1�I�ip i� t. • Yy,RIRIE t a e INiv .".CORPORA''frl':M't^G— AM111. 6 RASA lea 2 C idritT4 tcy,, .c...e. 4P.01S-rg cY.t..i,001 0,1 t 1.f. st!,,t• -: av ); PUBLIC WORKS DEPARTMENT • Pre - Application Checklist File No.: PRE00 -030 Page 2 of 2 11 12. Provide survey using the 1929 NGVD datum and recognized benchmarks. 13. The finished floor elevation for buildings in a flood plain must be at least 1' above the 100 -year flood elevation per FIRM maps. 14. Provide a traffic analysis /trip generation study when the project will generate 5 or more additional peak hour trips. C-12A- >T (2e %�f ! °!'Lo en, C EN- . vcate. 1 5 . 5. The maximum allowable slope for access roads and driveways is 15 %. Commercial driveway access shall be 25 -35 feet wide. Residential driveway access shall be 10 -20 feet wide. A residential driveway must be paved for 20' from the property line. 16. Provide the following easements and maintenance agreements: 17. Provide turnover documents for constructed infrastructure which the Owner will transfer to the City of Tukwila. Turnover packet enclosed. 18. Provide backflow prevention on domestic water, fire, and /or irrigation lines. 19. Frontal improvements required include: IM1012a ,q-t2e leetz?vi,ec---x:, OW T)& L')o3 r s / or H_ 20. Proportionate Fair Share Agreement required for: 21. Complete enclosed Business Declaration and return to King County. (Stamped SAE provided) 22. 23. Additional Comments: 11 C I I ) VIIC L 17 f1 rt o LL. tae. .5[A3 rh -1 e' L7 l S d L7 1 _ 1=0 ∎c " eC C. V C c.� t hr�Cr ` / TlN 2 I 4513ir ✓ IV Imo S rc 11 F,Zowl C.R. 1 o /L `; - S IT E C.f� L'A .' 7i /4,c- . 31 Enclosures: A -11,4. Cow. r, ei fi3 iecklist prepared by (staff): 1 " 1, VC. 0 s jet_ 4)wlisl.Joc '00 Feel r? b PA->e P Date: 9 /.1 / Z—c--� Ryan Partee Comments Altmann Oliver Associates LLC Letter Dated 7/27/00 To: Bob Fadden Memo 1. Pg. 4 Riverton Creek should be Type 1 throughout the project area. Cutthroat trout are resident above the "stairway" and the standard buffer should remain per Type 1 regulations. 2. Pg. 4. "Area 1" looks good, should include irrigation to assist plant survival. Location is extremely dry through summer months. Would like to see more detail illustrations for this area. Also, detail construction sequence. This area, along with anything else associated workwise within the stream will require Hydraulic Project Approval Permit (HPA). 3. Pg. 4. Concept for "Area 2" is 6000. Should include irrigation. Would like to see better illustrations for this. Road crossing should be re- worked to accommodate either a pipe arch or box culvert, both of which should be bottomless so that natural substrates may utilized by adult Coho for spawning. Arch should be 60" min. New stream channel should have meander and salmonid habitat attributes. HPA should describe this. (Includes in stream habitat structures /vegetation locations /work window) Areas 3 & 4 Not Covered in Memo 4. Area 3 — Significant firelane roadway slough must be properly replaces. Gabion support structure with ecology blocks is an inadequate design. Gabions have rusted away in many locations and are responsible for leaning retaining walls and roadway slough. (See pictures) Area 3 Continued Need to see design for internal road repair and stream habitat mitigation. A portion of Area 3. (SW corner) Has good trees and other vegetation mitigation activities should seek to not disturb these trees if possible. Consider replacing culvert at south end of Area 3 with a pipe arch — 60" min. Bottomless. Area 4. 5. Not sure as to why stream needs to be relocated to the west. Need detail /design illustrations. Pipe arch should be used at road crossing. This new crossing area.will have additional mitigation activities. As will firelane repair. One possible mitigation activity not proposed, is the removal of the "stairway" in the stream located south of the 5 building. This could be replaced with a fish passable ladder structure or by routing the stream in such a way on the available property to accommodate an open channel using step structures to provide fish passage. This may be an activity set fourth by WDFW during permitting. 120th PL road crossing could be done without relocating stream or losing parking stalls. 1 • 6. Not necessarily part of this project, however, there is an existing instream sediment detention pond above the stairway structure. Previously, Boeing had maintained this structure on an annual basis. Maintenance of this pond is extremely important as it significantly restricts sediments from reaching habitat below the stairway. The sediment retention pond was installed to prevent material (primarily sand and silt) from "filling in" the channel. In 1996, Riverton Creek would flow over its banks behind the 5 building and occasionally flood the firelane as well as the 5 building. If the sediment pond is not maintained, the flooding problems will return. In addition to this spawning habitat currently available to adult Coho will be rendered ineffective. A maintenance and monitoring plan should be developed. Others... Not in order Sheet 1 of 2 David Evans — Drainage Plan A. Storm detention vault for Building 7 and 8 — relocate to small parking area NE of Building 7. Tie into existing outfall north of this location. provides one Tess HPA mitigation activity for creating new outfall. B. Outfall for storm detention pond for Building 9 — should route to stream, not wetland. Clarify-with Barnhardts — property line on south end of site. His fence line (existing) does not match plan sheet. Level 2 or DOE standards for storm water recommended. E. Is there a stream maintenance plan? F. Site is extremely sensitive. Winter construction should not be conducted. July 27, 2000 AL1ANN OLIVER ASSOCFES, LLC. ENVIRONMENTAL PLANNING & LANDSCAPE ARCHITECTURE Bob Fadden Lance Mueller & Associates 130 Lakeside, Suite 250 Seattle, WA 98122 RECEIVED JUL 31 2000 LANCE MUELLER & ASSOC AOA -1673 RECEIVED CITY OF TUKWILA AUG 2 2000 PERMIT CENTER SUBJECT: Wetland /Stream Delineation on Intergate East Site in the City of Tukwila, WA. Dear Bob: On April 12, 2000 I conducted a wetland and stream reconnaissance on the subject property. During_the reconnaissance, two wetlands (Wetlands A and E), three. drainages (Drainages B, C, and D), and one stream (Riverton Creek) wereidentified of the site. All of these features were subsequently delineated on April 17, 2000 (see survey drawing prepared by David Evans and Associates, Inc.) and are described below. Wetlands on the site were delineated using the procedures outlined in both the Corps of Engineers Wetland Delineation Manual (1987) and Washington State Wetlands Identification and Delineation Manual (1997). Wetland A Wetland A is located adjacent to the existing parking lot in the northern portion of the site. Although only a small portion of the wetland is located on the project site, it appears to be part of a larger wetiand that extends off -site to the west within the right -of -way for SR 99. The wetland is associated with a small drainage that flows into a culvert along the wetland's east edge that drains under the existing parking lot. Vegetation within the on -site portion of the wetland consists primarily of reed canarygrass (Phalaris arundinacea), while the off -site portion of the wetland appears to contain a mixture of palustrine forested and scrub -shrub vegetation dominated by young red alder (Alnus rubra), Himalayan blackberry (Rubus discolor), field horsetail (Equisetum arvense), and reed canarygrass. Soils within the wetland at the time of the April 2000 field investigations were generally saturated to the surface. The buffers of Wetland A have been heavily disturbed through historic clearing and grading activities, and much of the buffer consists of the existing parking lot. Vegetation within the unpaved portion of the buffer consists largely of monotypic PRE�VQ&Q PO Box 578 • Camation,.WA 98014 • office 425.333.4535 • fax 425.333.4509 • altoliver@earthlink.net Bob Fadden July 27, 2000 Page 2 Himalayan blackberry, portions of which (i.e., east of chain -link fence) are periodically mowed. Wetland A would likely be considered a Type 2 wetland by the City of Tukwila since the off -site portion of the wetland appears to contain a forested wetland class that comprises greater than 20% of the total surface area of the wetland (TMC 18.45.020.C.2.c). Type 2 wetlands generally require a standard 50 -foot buffer that can, with approval-of the Planning Director, be reduced by up to 50% with implementation of a buffer enhancement plan. Drainages B and C Area B consists of a small drainage that enters the project site along the central portion of the west property boundary. The drainage appears to consist entirely of collected runoff within the SR 99 right -of -way. Runoff within Area B enters a culvert that apparently discharges approximately 150 feet downslope into Drainage C. Vegetation within Area B consists primarily of young red alder and red -osier dogwood (Corpus sericea). At the time of the April 2000 field investigations, the drainage contained a very low flow and soils were generally saturated to the surface. Drainage C consists of a small (average two- to three -foot wide) channel within a deeply incised ravine comprised of what appears to be fill material. Although no culvert was located at the upper end of the drainage (possibly crushed), it appears likely that Drainage C receives discharge from Area B. Runoff within Drainage C then enters a culvert beneath the existing parking lot to the east. Vegetation along the channel of Drainage C is dominated by young red alder, Indian plum (Oemleria cerasiformis), Himalayan blackberry, and stinging nettle (Urtica dioica). Drainages B and C would probably not be regulated by the City of Tukwila since they appear to be artificial stormwater runoff channels that do not meet the definition of a watercourse as defined in TMC 18.06.920. Drainage D Drainage D is located in the south - central portion of the site and consists of an approximately four -foot wide channel that is a tributary to Riverton Creek. The drainage appears to convey runoff from the SR 99 right -of -way but may also include groundwater discharges from areas located to the west of the highway. The upper portion of the drainage is located within a forested ravine dominated by big -leaf maple (Acer macrophyllum), red alder, Indian plum, hazelnut (Corylus cornuta), English ivy (Hedera helix), bleeding heart (Dicentra Formosa), large- leaved evens (Geum macrophyllum), sword fem (Polystichum munitum), and waterleaf (Hydrophyllum sp.). Runoff within the drainage then enters a small artificially created pool that diverts water toward a concrete spillway that enters Riverton Creek. Bob Fadden July 27, 2000 Page 3 Vegetation along this lower portion of the drainage is dominated by Himalayan blackberry and stinging nettle. If it is determined that this drainage conveys only runoff collected within the SR 99 right -of -way, then it would likely not be regulated by the City of Tukwila. However, if it is found to also convey groundwater discharge from areas to the west of SR 99, then it would likely be considered a Type 2 watercourse by the City. Type 2 watercourses generally require a 35 -foot standard buffer. Wetland E Wetland E is located in the southem portion of the site, adjacent to Riverton Creek. The eastem portion of the wetland is located within the riparian corridor of the creek, while the westem portion of the wetland appears to be hydrologically supported by runoff from the adjacent fill slope to the west. Vegetation within the wetland is dominated by Himalayan blackberry and stinging nettle, but does include scattered red alder, black cottonwood (Populus trichocarpa), willow (Salix sp.), Indian plum, red elderberry (Sambucus racemosa), and skunk cabbage (Lysichitum americanum). At the time of the April 2000 field investigations, portions of the wetland contained soils that were saturated near the surface, while the hydrology in other areas was assumed based on the presence of hydric soils and scattered: obligates such as skunk cabbage. Wetland E appears to meet the criteria for a Type 3 wetland in the City of Tukwila since it is Tess than one acre with a canopy cover of trees rooted in the wetland that is less than 20 %. Type three wetlands generally require a standard 25 -foot buffer. Riverton Creek Riverton Creek generally flows from south to north along the eastem portion of the site. The creek has been historically channelized and is the location of an ongoing salmonid restoration and supplementation program conducted by the City of Tukwila. The stream enters the site in its southeast comer and flows north for approximately 150 feet where it drains over a concrete spillway before tuming to the west and flowing along the fire lane of Building 21 -05. Buffer vegetation along the upper portion of the creek above the spillway has been heavily disturbed through historic clearing and grading, especially along the east bank. Vegetation along the east bank in this area is dominated by low weeds and grasses interspersed with invasive shrubs. Plant species observed included creeping buttercup (Ranunculus repens), dock (Rumex sp.), Japanese knotweed (Polygonum cuspidatum), and Himalayan blackberry. In addition, one western red cedar- (Thuja plicate) and .several red alder and black cottonwood trees are located in this area, along with several black twinberry (Lonicera involucrata) that appear to Bob Fadden July 27, 2000 Page 4 have been recently planted. Vegetation along the west bank of the creek in this upper area is dominated by red alder, vine maple (Acer circinatum), and Himalayan blackberry. Riverton Creek below the concrete spillway is largely constrained within a rockery lined channel. In addition, an approximately 300 -foot section of the south - central portion of the creek is located within a culvert. Vegetation along the creek edge is dominated by naturalizing small trees and shrubs as well as supplemental plantings. In those areas along the creek where there is little shade, primarily where soil conditions are poor and vegetation is difficult to establish, vegetation within the creek channel is dominated by reed canarygrass, watercress (Rorippa nasturtium- aquaticum), and climbing nightshade (Solanum dulcamara). These invasive species are apparently removed by the City on an annual basis to facilitate movement of salmonids within the channel. It is my understanding that Riverton Creek has been classified as a Type 1 stream below the concrete spillway and a Type 2 stream above the spillway. Type 1 streams generally require a standard 70 -foot buffer, while Type 2 streams generally require a standard 35 -foot buffer. Potential Stream Enhancement Options Mitigation options for potential site development impacts to sensitive areas were reviewed in the field with City staff on July 11, 2000. Four general areas of potential mitigation were reviewed and are depicted schematically on your conceptual sketches dated July 19, 2000. The first area (Area A) is located along the southwest comer of Building 21 -05. Enhancement in this area would consist of excavating a trench along the south side of the south rockery and filling the trench with new topsoil. Plantings in this area would be designed to maximize shade to the stream, thereby controlling invasive plants within the channel. The second enhancement area (Area B) would consist primarily of cutting back and removing the existing long culvert. Once the culvert is removed the stream corridor would be stabilized and the area planted with native trees and shrubs to maximize shading of the channel. It is my understanding that the gradient within this portion of the stream channel is sufficient to wash out fine sediments, thereby creating additional spawning habitat. Enhancement areas C and D are located along the northern portion of the stream channel and would consist primarily of re- structuring the stream channel to enhance salmonid rearing habitat. These areas would also be planted to maximize shade and limit invasives within the channel. Bob Fadden July 27, 2000 Page 5 It is my recommendation that the wetlands and drainages on the property be formally reviewed and classified by the City of Tukwila as soon as possible. In the meantime, if you have any questions or require any additional information, please call me at (425) 333 -4535. Sincerely, ALTMANN OLIVER ASSOCIATES,, LLC J T n Altmann ' Ecologist • .if f fatILILLIS`; weer. us 67ALLO J :artimirmaw, •zeamAxozo00000000(‘ VsrffeP3A..v,7.. VoWAMeNgn d I •-• iv@ pr/V4O0-.4:9,41 4.-:!,,v<rnwo?.w.v.OZ444,44,72YEt19,04,1 , ..........,=, .".....mm Tr... = ......rz ........-. =Ira illy iiiismiNwErami czoI •Li,.......0 ,• ..... :anal FUME MI 14iiim ; sum iiii • on Ill ifim Ili :;:s Niko IIMM,,INEgirgi 1 _ . ,.: 1 .i L . i .. Li 'EMMA!" �S F OFOSE D ST EA ' si }4EDOS 141\ M -L g!'ll ' 10•Ai IREFAIfiEID WALL EOT. ELEV. 10' - A`■ -am=t - WW -_. 30' -0•• I I 301 -0" 0' -0 30' 0" 6' -0" -0" • Of ( o0-101-L-- 3/71 77r1SJ riIVI-1? 1),"A i'ASO 9PIV1 .")ffijftlYi. 6-613 oicd 1-1-V9V19 • orto /4‘ Vri 1 10 do y' r-,4[1 101 , f, 61,019 1(111,1&. (Azipb • v ..(2-tlok.°yeti- 4'511° 6' CI V6 1A\p (Lb kAl 11) 1-116ii- \fr. / NIA,— 6(o•ri 00 • Yam,1010(a g 012-6 1+.4 V I 0-ft. Ca‘cyrb■o ea)cz kliA4 kM2-e4\i'l 9210 fdt-by • - -1-11\1% Pt/Ak TI1J 'ILO\kit,h)L4-6moveP tE5 kn 16 fop VIL- t SecfioN 3 �XI�TfIJ(9 J /VIMcoq 04101 1.1P16-- • 04- 01 /419 --- c1j 1,-06-49 9-rucFry oo-61-1. 1791 riouvi95 Qopq wngy.m9F1 9[1161V1-1 - Mir\I *rig iou611q CITY F UKWILA Perm, nter 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 H -11 Site Address (Attach m e7 oZ-1% Owtler ihio....atio` lti- :: Address: hone: (Required only if outside City of Tukwila water utility district) PART A: (To be completed by applicant) a a d Le • al Desc I • on showing h dra ASYMBEIN This certificate is for the purposes of: ❑ Residential Building Permit CommerciaVlndustrial Building Permit t lo cation and size Ar Address: / 90 Z) •-i Phone: ❑ Preliminary Plat ❑ Rezone Estimated number of service connections and meter size(s): Vehicular distance from nearest hydrant to the closest point of structure Area is served by (Water utility district): Owner /Agent Signature: ❑ Short Subdivision ❑ Other ft. Date: PART B: (To be completed by water utility district) The proposed project is located within -17.4. 10.C•.1 The improvements re wired to u '�� (City /County) q pgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: Use se arate sheet if more room is needed asj" d upon the improvements listed above, water can be provided and.will be available at the site with a flow of S l apm at 20 psi residual for a duration of 2 hours at a velocity of _J _fps as documented by the attached calculations. I hereby certify that the above information is true and correct. Cam, u.)oear 0 Is A hone a0fo -c94 - (155141• en • • 4 - Date PART C: (To be completed by governing jurisdiction) Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. ❑ System isn't capable of providing service to this project. Minimum water system improvements: (At least equal to B2 above Use se arate sheet if more room is needed A enc /Phone nrrn • It •• •. .. •-• Date ' TOWARD OTTER ENI/IRONNENT1 ---- � - - - Z -- ._._.__,..__. 4/ -�f 1 SEWER DIST' "IC7' 1481 Mari/ Road South P.O. Box 69550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 11-/65'_ CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY Certificate of Sewer Availability Part A: (To Be Completed by Applicant) OR ❑ Certificate of Sewer Non - Availability Purpose of Certificate: El Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ❑ Residential Single Family ❑ Residential Multi - Family I Commercial ❑ Other Applicants Name: S4 bei Co rp Property Address or Approximate Location: ^!es�r of" J`ii 2 O*' r rio l Phone: 11.25-- - S`1'-�fl 19 cw• Legal Description(Attach Map and Legal Description if necessary): cL �1 Part B: (To Be Completed by Sewer Agency) 1. CEI a. Sewer Service will be provided by side sewer connection only to an existing iii size sewer `1 T-0 / feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. 11 a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $1090 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: c. Other: ❑ Required 10 May be Required C 1 Ci eJ I hereby certify that the Bove sewer agency information is true. This certification shall be valid for one year fro rT11! a date of sig atJre. By �J j-1 Title 7/a / /DO Date KC Quarter ) ;a'': iport -Jun 2000 004000 0191 004000019101 WATER DISTRICT #124 NW 22 -23-4 14 2 ADAMS HOME TRS 4021 S 144TH ST 004000 0196 004000019606 WATER DISTRICT #125 NW 22 -23-4 15 2 ADAMS HOME TRS 4021 S 144TH ST 334840 0995 334840099504 WATKINS BOYD & SUSAN NE 10 -23-4 77 11 HILLMANS CD MEADOW 334840 0996 334840099603 WATKINS BOYD & SUSAN NE 10 -23-4 77 11 HILLMANS CD MEADOW 334840 1000 334840100005 WATKINS BOYD & SUSAN NE 10 -23-4 78 11 • HILLMANS CD MEADOW 334840 1001 334840100104 WATKINS BOYD & SUSAN NE 10 -23-4 78 11 HILLMANS CD MEADOW 766160 0242 766160024200 WATKINS DON NW 23 -23 -4 13 SEATTLE LAND COS 5 A 334740 1150 334740115004 WATKINS JAMES H JR SE 10 -23-4 30 -31 & 5 HILLMANS CD MEADOW 12072 44T1-1 AV S 335140 0185 335140018508 WATSON KENNETH NW 10 -23 -4 1 -2 22 HILLMANS CD MEADOW 3906 S 113TH ST 335140 0390 335140039009 WATSON KENNETH NW 10 -23 -4 47-48 22 HILLMANS CD MEADOW 335140 0170 335140017005 WATSON KENNETH A NW 10 -23 -4 26 -27 -2 21 HILLMANS CD MEADOW 3915 S 113TH ST 814140 0990 814140099007 WATT JOSEPH A +EVENSTAR W SE 23 -23 -4 UNIT 3 AA SUNWOOD PHASE I 15148 SUNWOOD BL 810860 0146 810860014606 WATTERSON DONALD G SE 22 -23 -4 36 SUNNYDALE GARDENS 15609 44TH AV S 336590 0405 336590040505 WATTS LARRY SW 14 -23-4 -30 4 HILLMANS SEATTLE GAR 5670 S 144TH ST 0385 886400038503 WEAVER DOUGLAS D SW 15 -23 -4 22 4 VAL -VUE ADD 3202 S 137TH ST 18386400 10860 0823 810860082306 WEAVER TAMI LISA SE 22 -23 -4 112 SUNNYDALE GARDENS 15644 47TH PL S 547680 0010 547680001005 WEBER T A SE 3 -23-4 2 MERRICKS ACRE TRACT 10415 47TH AV S 547680 0020 547680002003 WEBER T A SE 3 -23-4 3 MERRICKS ACRE TRACT 547680 0025 547680002508 WEBER T A SE 3 -23 -4 3 MERRICKS ACRE TRACT 4621 S 104TH PL 004000 0581 004000058109 WEBER WAYNE E NE 22 -23-4 3 - 18 4 ADAMS HOME TRS 4624 S 146TH ST 004200 0234 004200023408 WEBSTER DANIEL E NE 22 -23-4 18 2 ADAMS HOME TRS 2ND 4626 S 150TH ST 537980 0160 537980016001 WEDE STEVEN G +LINN A NE 27 -23-4 10 5 MC MICKEN HEIGHTS DI 4617 S 160TH ST 334740 0275 334740027506 WEED HAZEL NE 10 -23-4 49 -50 2 HILLMANS CD MEADOW 735960 0235 735960023506 WEIBEL DAVID A +TRACY L NW 15 -23-4 14 2 ROBBINS SPRING BROO 12855 35TH AV s 004100 0596 004100059601 WEIGEL STEVEN H NW 22 -23-4 17 -18 4 ADAMS HOME TRS 1ST A 15117 42ND AV S 017900 0365 017900036504 WEIKUM LAURENCE SE 10 -23 -4 28 -29 2 ALLENTOWN ADD 12249 44TH AV S 336590 1475 336590147508 WELCH BRADLEY J SE 14 -23 -4 21 =22 15 HILLMANS SEATTLE GAR 14228 59TH AV S 004300 0228 004300022805 WELCH EARL D +PATRICIA A SW 22 -23-4 2 -3 3 ADAMS HOME TRS 3RD 15234 40TH AV S 004100 0640 004100064007 WELLING MICHAEL G NW 22 -23-4 22 -23 4 ADAMS HOME TRS 1ST A 3748 S 152ND ST 004100 0641 004100064106 WELLING MICHAEL G NW 22 -23-4 22 -23 4 ADAMS HOME TRS 1ST A 170100 0170 170100017004 WELLS DONALD D SW 15 -23 -4 UNIT 1 COLONY SQUARE THE 13550 37TH AV S 870050 0070 870050007000 WELSH BARBARA E NW 26 -23 -4 7 TUKWILA TERRACE ADD 5113 S 163RD PL 262304 9075 262304907500 WELSTAD GLENN +WELSTAD DONNA SE 26 -23 -4 7727 . 13TH AV NW 004100 0520 004100052002 WENDCO NW LTD PRTNRSHP NW 22 -23-4 5 -6 4 ADAMS HOME TRS 1ST A 15010 TUKWILA INTERNATIO BL �Q04100 0530 004100053000 WENDCO NW LTD PRTNRSHP NW 22-23-4 5-6 4 ADAMS HOME TRS 1ST A 15024 TUKWILA INTERNATIO BL ,04000 0970 004000097008 WENDT SHIRLEY A NW 22 -23 -4 22 7 ADAMS HOME TRS 4024 S 148TH ST 000580 0041 000580004109 WENDYS INTERNATIONAL INC NW 25 -23 -4 POR MEADER # 46 16200 WEST VALLEY HW S 000280. 0036 000280003609 WERLE WAYNE C & LAURIE A SW 14 -23-4 0000 FOSTER JOSEPH # 39 000280 0019 000280001900 WERLE WAYNE C +LAURIE A SW 14 -23 -4 0000 FOSTER JOSEPH # 39 13921 56TH AV S 734060 0602 734060060203 WERRAN STANLEY -TRUST SW 10 -23 -4 39 & RIVERSIDE INTERURBAN 12606 TUKWILA INTERNATIO BL 734560 0910 734560091005 WERRAN STANLEY -TRUST SW 10 -23-4 6 12 RIVERTON ADD 734560 0915 734560091500 WERRAN STANLEY -TRUST SW 10 -23 -4 6 -7 12 RIVERTON ADD 12627 34TH AV S 734560 0916 734560091609 WERRAN STANLEY -TRUST SW 10 -23 -4 7 -8 -9 12 RIVERTON ADD 12626 PACIFIC HW S 734560 0916 734560091609 WERRAN STANLEY -TRUST SW 10 -23 -4 7 -8 -9 12 RIVERTON ADD 12626 TUKWILA INTERNATIO BL 734560 0917 734560091708 WERRAN STANLEY -TRUST SW 10 -23 -4 9 12 RIVERTON ADD 12630 PACIFIC HW S 734560 0920 734560092003 WERRAN STANLEY -TRUST SW 10 -23 -4 8 12 RIVERTON ADD 734060 0581 734060058108 WERRAN STANLEY - TRUSTEE SW 10 -23 -4 38 RIVERSIDE INTERURBAN 12540 TUKWILA INTERNATIO BL 734560 0885 734560088506 WERRAN STANLEY - TRUSTEE SW 10 -23 -4 1 -2 -3 12 RIVERTON ADD 017900 1130 017900113006 WERTMAN DONALD M +BEVERLY J SE 10 -23-4 4 -5 6 ALLENTOWN ADD 12210 47TH AV _ S 735960 0710 735960071000 WESLEY LORI M NW 15 -23-4 18 -19 7 ROBBINS SPRING BROO 13044 34TH AV S 537920 0197 537920019701 WEST HANS B NW 26 -23-4 21 2 MC MICKEN HEIGHTS DI 5212 S 164TH ST Page 109 of 114 KC Quarter; : - report -Jun 2000 092304 9031 092304903104 SABEY CORPORATION SE 9 -23 -4 12421 TUKWILA INTERNATIO BL 092304 9120 092304912006 SABEY CORPORATION SE 9 -23 -4 12421 TUKWILA INTERNATIO BL 092304 9309 092304930909 SABEY CORPORATION SE 9 -23-4 12421 TUKWILA INTERNATIO BL 092304 9367 092304936708 SABEY CORPORATION SE 9 -23-4 12301 PACIFIC HW S 102304 9069 102304906906 SABEY CORPORATION SW 10 -23 -4 3417 S 120TH PL 734560 0385 734560038501 SABEY CORPORATION SW 10 -23-4 9 -16 7 RIVERTON ADD 3530 S 126TH ST 734560 0430 734560043006 SABEY CORPORATION SW 10 -23-4 17 THR 7 RIVERTON ADD 12500 35TH ...., AV S 734560 0580 734560058004 SABEY CORPORATION SW 10 -23-4 17 THR 8 RIVERTON ADD 3716 S 126TH ST 868780 0095. 868780009502 SABOL MARK A +ELIZABETH A NW 23 -23 -4 19.. TRI -VISTA TERRACE AD 14702 58TH AV S 884970 0050 884970005002 SACCO JUDY & SAM NE 27 -23-4 5 VALBORG HEIGHTS 16223 49TH AV S 779640 0040 779640004007 SACCO ROBERT G +DIANA L NW 26 -23-4 4 SILVERVIEW 16415 53RD PL S 734060 0908 734060090804 SADAY SAMIN MARK NW 15 -23-4 59 RIVERSIDE INTERURBAN 13051 40TH AV S 734060 0909 734060090903 SADAY SAMIN MARK NW 15 -23-4 59 RIVERSIDE INTERURBAN 13049 40TH AV S 252304 9063 252304906305 SADE PAUL +ELEANOR SW 25 -23 -4 1160 SAXON DR 352304 9089 352304908903 SADE PAUL +ELEANOR NE 35 -23 -4 1200 ANDOVER PARK E 0735960 0020 735960002005 SAENGPRASEUTH CHAMNONG ETAL NW 15 -23 -4 POR 5- 1 ROBBINS SPRING BROO 3525 S 128TH ST 547680 0261 547680026101 SAETEURN KAO CHIEM ET AL SE 3 -23 -4 28 MERRICKS ACRE TRACT 10448 47TH AV S 883650 0070 883650007007 SAFEWORKS PROPERTIES L L C SE 26 -23-4 7 UPLANDS TUKWILA INDU 365 UPLAND DR 334740 1200 334740120004 SAGIYAN VALERIY ET AL SE 10 -23 -4 42 - 43 5 HILLMANS CD MEADOW 12071 46TH AV S 429350 0220 429350022001 SAITO DAVID G SW 22 -23-4 UNIT 2 D LEWIS & CLARK HEIGHT 15625 42ND AV S 735960 0515 735960051507 SALLE BERNARDO +JOSEPH N +THO NW 15 -23-4 1 -2 -3 6 ROBBINS SPRING BROO 13004 33RD AV S 735960 0610 735960061001 SALLE BERNARDO +LUCY NW 15 -23 -4 1 -2 -3 7 ROBBINS SPRING BROO 13003 TUKWILA INTERNATIO BL 735960 0625 735960062504 SALLE BERNARDO +LUCY NW 15 -23-4 4 -5 7 ROBBINS SPRING BROO 735960 0635 735960063502 SALLE BERNARDO +LUCY NW 15 -23 -4 6 7 ROBBINS SPRING BROO 152304 9150 152304915001 SALLE FAMILY L L C SW 15 -23-4 14003 37TH AV S 152304 9299 152304929903 SALLE FAMILY L L C SW 15 -23-4 3523 S 140TH ST 735860 0050 735860005009 SALLE FAMILY L L C NW 15 -23 -4 6 -7 2 ROBBINS ORCHARD ADD 3420 S 133RD ST 735860 0055 735860005504 SALLE FAMILY L L C NW 15 -23-4 7 -8 2 ROBBINS ORCHARD ADD 13225 35TH AV S 735860 0065 735860006502 SALLE FAMILY L L C NW 15 -23-4 8 -9 2 ROBBINS ORCHARD ADD 13219 35TH AV S 735860 0070 735860007005 SALLE FAMILY L L C NW 15 -23-4 9 -10 2 ROBBINS ORCHARD ADD 13215 35TH AV S 735860 0075 735860007500 SALLE FAMILY L L C NW 15 -23-4 10 -11 2 ROBBINS ORCHARD ADD 13207 35TH AV S 735960 0600 735960060003 SALLE FAMILY L L C NW 15 -23 -4 16 -17 6 ROBBINS SPRING BROO 13028 33RD AV S 735960 0580 735960058007 SALLE JOSEPH N NW 15 -23-4 13 -14 6 ROBBINS SPRING BROO 13042 ' 33RD AV S 734660 0235 734660023502 SALLE LIMITED LIABILITY CO NE 16 -23-4 12 4 RIVERTON ACRE TRS 3127 S 133RD ST 735960 0540 735960054006 SALLE LIMITED LIABILITY CO NW 15 -23-4 6 -7 6 ROBBINS SPRING BROO 13033 34TH AV S 35960 0545 735960054501 SALLE LIMITED LIABILITY CO NW 15 -23-4 7 -8 6 ROBBINS SPRING BROO 13041 34TH AV S 35960 0550 735960055003 SALLE LIMITED LIABILITY CO NW 15 -23-4 9 6 ROBBINS SPRING BROO 13047 34TH AV S 734400 0120 734400012005 SALLIA LISA L NW 14 -23-4 12 RIVERSIDE PARK ADD 5701 PAMELA DR 152304 9186 152304918609 SAMARA APARTMENTS INC SW 15 -23-4 14337 37TH AV S 152304 9191 152304919102 SAMARA INC SW 15 -23-4 14201 42ND AV S 152304 9279 152304927907 SAMARA INC SW 15 -23-4 42ND AV S 814140 0110 814140011002 SAMUELS BARRY J SE 23 -23-4 UNIT 2 A SUNWOOD PHASE I 15148 SUNWOOD BL 334740 1710 334740171007 SANBORN ANDREA NE 10 -23-4 42 7 HILLMANS CD MEADOW 553720 0119 553720011905 SANCHEZ JOSE CESAR SW 15 -23-4 POR 4 MILLERS HOME TRS 14230 MILITARY RD S 150800 0390 150800039003 SANDERS CHARLES E SW 22 -23-4 UNIT 3 BLD 5 CHALET SOUTH 4024 S 158TH ST 336590 0465 336590046502 SANDERS WILLIAM +DEBEAUCHAMP GUY NW 23 -23-4 10 5 HILLMANS SEATTLE GAR 5695 S 144TH ST 000300 0003 000300000304 SANDHU KULWANT S &SANTOKH K SW 14 -23-4 PORTI FOSTER STEPHEN # 38 000300 0006 000300000601 SANDHU KULWANT S +SANTOKH K SW 14 -23-4 PORTI FOSTER STEPHEN # 38 032304 9064 032304906400 SANDHU RAJBIR & PRADEEP SW 3 -23-4 10805 TUKWILA INTERNATIO BL 814140 0570 814140057005 SANDIFER CHARLES H +BARBARA SE 23 -23-4 UNIT 3 C SUNWOOD PHASE I 15148 SUNWOOD BL 336590 1605 336590160501 SANFT LOUIE . NE 23 -23-4 12 THR 16 HILLMANS SEATTLE GAR 14440 INTERURBAN AV S Page 88 of 114 LEGAL DESCRIPTION INTERGATE TECHNOLOGY CAMPUS EAST PHASE II BUILDINGS 7, 8, 9 & GARAGE Portions of Sections 9 and 10, Township 23 North, Range 4 East, W.M., more particularly described as follows: A portion of LOT 2, LOT 3 and all of LOT 4, City of Tukwila boundary Line Adjustment No. L200 -042, as recorded under King County Recording No. 200007289000001, records of King County, Washington. TOGETHER WITH Parcel "D ", City of Tukwila Boundary Line Adjustment No. 89- 6 -BLA, as recorded under King County Recording No. 8908161260, records of King County, Washington. Situated in the City of Tukwila, County of King, State of Washington. Tax Lot Parcel No. Lots 2, 3, 4 — Tax Parcel No. 102304 -9069 Parcel "D ": 734060 -0602, 734560 -0885, & 734060 -0581 NK #71 /ICCE -1. LGL .. x.41 :, ...... ill A ,I 7I1\�l 7i 5, ].,26th STREET T r :�' SITE PLAN INTERNATIONAL CORPORATE CAMPUS EAST TUKWILLA INTERNATIONAL BOULEVARD TUKWILLA, WASHINGTON Noma] �1�� „ -1133 109 no. D — L590E YUELLEN 8 A880 CIATE9 • I • WA 98122 • 200 325 2553 cn.akw • K o • • o r 130 LAKESIDE • SEATTLE. •-1-00 date no. revision dote F m aD SITE PLAN INTERNATIONAL CORPORATE CAMPUS EAST TUKWILLA INTERNATIONAL EOULEVARD TUKWILLA, WASHINGTON N_1* Job no. • N O LANCE MUELLER 6 ASSOCIATES A a • A 130 LAKESIDE • SEATTLE, WA 05122 • 206 325 2553 f.)...., ..i iZiVe 'E drown clucked 0 -0-00 date no. revision dote NORTH. O 50 100 200 -- . -• - -�••�• 1 wl 1� run/ .N71/4 to Mt bWl /4 Ut 5tC110N IU 123N., H4L., W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON 1 I I -- —J — LL _1. 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SURVEYOR'S CERTIFICATE THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CON- FORMANCE WITH THE SURVEY RECORDING ACT AT THE REQUEST OF 54901 CORPORATION ON SEPTEMBER 5. 2000 SIGNATURE DATE CERTIFICATE NO. 18904 PACIFIC HIGHWAY SOUTH SR 99 (RSA NO. A L�726. 19 b1619 30 R.1146 00' 455. 47736'57 E 1869 301.70 11 "'Il .25'04 455.20 169.82' 012:23'03 — 1 403'55'77'E 61.90' -r _. qi a 7�gg434 409. 1Ic 01213 U]W I I n III 229.46' 407'52 07 012-23 05 571 57 1.P'( $0 °�� 978gfi () 56Pw 1) - 01223 • l I i LINE TABLE LINE BEARING DISTANCE LI L2 91119'15'04 13.28' N8918'50'W L3 N8918'50'8 L4 N8918•S0'W 20.00' 29.86' 50.02' 1.5 L7 N01'46•02rE 10.00' 18 68604'33'w 5.00' L9 4186'04'33'W 10.00' L10 N3209'15'W 28.64' LEGEND • . SET I/2' 9EBM AND CAP. MARRED 'DEA 18904' O - ECUND PRCPE9TY CORNER AS NOTED OO • FOUND MONUMENT AS 6011D 10041 - FOUND SECTION NONUNE61 AS NOTED (44) MEASURED BEAR121C/015TANCE (C) - BEARINC/OISIANCE PER CALCULATIONS (P) - BEARINC/015TANCE PER RECORDED PLAT 01 >I 04 RECORDING CERTFICATE FLED FCR RECORD T105 _ OAT OF_ 20 AT M, IN BOON OF SURVEYS AT PAGE _ AT THE REOUEST OF DAWD EVANS AND ASSOCIATES. INC. MANAGER /AUDITOR SUPT. OF RECORDS/DEPUTY AUDITOR RECORDING N0. PROPOSED BOUNDARY U NE ADJUSTMENT FOR INTERNATIONAL GATEWAY EAST LLC CRY OF TUKWILA, MG COUNTY, WASHINGTON NE1 /4 OF THE SE1 /4 AND SE1 /4 OF THE SE1/4 OF SECTION 9 AND GOVT LOT 15 AND SWI /4 OF THE SWI /4 OF SECTION 10, T23N, R4E, WM DAVID EVANS AND ASSOCIATES, INC. 1620 WEST MARINE VIEW DR. SUITE 200 EVERETT, WA 98201 425.259.4099 SHEET 1 OF 1 SCALE 1 " =100' SURVEYED LOU. 0014 FIELD BOOK DA500009 8K. 1 DRAWN oat CHECKED RCN FE.E 0490 -0011 A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. BUILDING 21 -03 Al J/ y -ice 1 NORTH BUILDING 21 -05 Nel r errs ,;� I �- >.'f - r�-- -T- -.= 1' 1 ,11,111 '..1 illlllllll 111 „ 11�1_:1.j1:1.11111.1: \ \ \ \ \ \_ Ig�,BBBBB: \\.. l� 111\111111 0 0 A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. BUILDING 21-05 till' 11 \ \ \ `\ \ I.,s \ \ \ \\\ \ \\ \ " il ill \ \ \ \ \,. ‘,, :I \ \ \ \ \ \ .....;.9.0 .,, \ \ \ 1,1 if !; 1 \ 1 \ 11 V :;i1 T' : \ ....;: i 1 1 .... ,\ , 1:i di i 1 4 i : .-- !V. 11 ■ ' 1 r - ".--..1 . I ■• .■ 1 .-t • 3 34th AVENUE 8 ' 14 71i1 4;71:4: I . ' , / / i • i f r4c=>Ft-ri-4 A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. 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MOM. w.[o.rt .rnwm.. suu K MM.. w.. • IT 1• "rtxw�ieo, 9rtf a K w9ecRO auq ,01•1.1•0 • wwa v a¢ • 1•1•01 F111.0.0 MOM OINT. . c 11.1 i,°KL i ai..m Iw""'0'o, m70000)70017 0 w "v 0107 7091.0 1•011.91• 001•1•._..0(11 P O 11.001•3SKL.1• anrt1•. 11.09[5. "K1• IO1 101•0.■ 1090. C1•..K 0 K.R9 n 9.1•....30 ., • .van. . 1•..a. NO Lm 01•,0 M-MN,M .... COMO SOO ...09E MOM MAT .001.0 9....0..11 CT. 00 .910.0.9 .. w1•.. 9......K . Kassa.. .°I.K.. 1•11•90.17 "1• WM -..KO MOT., TO REPO MOOT " 1. VI..C.R 491...II O9.CIO OMRO 99.1 K. WP MI OM .1•5 . BUILDING 21 -03 1 POST UM RPM MC .06 IMMO ar IOC 1.11.601. a MT. ORM WO I.ol[cO1• wu¢....O...K,u 1•.1•11•1• PM. COMM Kb.o w .070.1•01 1•m on o 11va• a...O.ga • RECITE GROOM 1.3,11.111 K..n w.0.00..11•m K onvSTE?ta COMM Tit . OUR. EL.60% l K.a, IMO 1• MEN. CO n POETIC 96.014 Olt LOMMO,LIF u".f 1311 IC .1100. fat WOW NM arot =MX. 1• � 116 MEV, K. 0,.9 .K., MOT K .L..12113 ..K 9iPS K110.0 — i BUILDING 21-05 NORTH PO S 1 - 11 BUILDING 21 -02 1.0•1214 KrMrat OMR 10.t. a.1• a.m.. w. 1•cwa Te` 1•�1•....9CC *Mt ;1 17 . g ILL„ ,K . 1 fat tlifItSr• TIMM 1....11 WPM. Mal • 11 9g�- �`\j�111111C11111111C11 e� X1111111111111 ' 1° _11' . 1 1111111;,. A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. S*ENT TRAP SECTION A 10.700e AMMAN TYPICAL SEDIMENT TRAP RISER SPREADER WI. ISPN 00101.011 911.1.M■ MAIM 00. APTI.VE4-1.1g C[0101111 11=11.H=R-R=A=R-24 101t I' COM .0010,1 01■01. SEDTRAP SPILLWAY DETAL 40 Z. A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. BUILDING 21 -03 BUILDING 21-05 BUILDING 21-02 1 z 1 WARN Olmillrf WI .111 11.100 LIC1011.1 SR 99 \\ 'I111111111 11 °�1 °1111111: \ \ \\ 11111111111_I111 °I1�`'� -- aa�i_ �1 \ < < irs j �'� I,. \ 1111111' UTUTY LOCATJON SECTION 6 or 6 slam ocom 171611C10 EFG PATE; SEPT 7. 7060 1020610 000 79211/262; 00000011 01227002, (PC 7112 MOM !PPD. ge2 DAVID EVANS AND ASSOCIATES, inn= 1620 17292 WINE VIEW 02. 61772 200 EVERETT. PC 06201 425.250.4000 1.000 mat. 14. Pi II CONCEPTUAL UTLITY PLAN INTER GATE EAST SASSY CORPORATION TUKWILA. WASHINGTON