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SEPA E98-0034 - BOEING PLANT 2 - SOUTH YARD BUILDINGS (DEMOLITION AND CONSTRUCTION)
BOEING PLANT TWO SOUTH YARD BUILD-UP DEMOLITION & CONSTRUCTION OF BUILDINGS IN SOUTH YARD 8123 E. MARGINAL WAY S. E98-0034 AFFIDAVIT i, Y)\/;,_ (VP 15\ 61/\ O Notice of Public Hearing E Notice of Public Meeting flBoard of Adjustment Agenda Packet LI Board of Appeals Agenda Packet Planning Commission Agenda Packet fl Short Subdivision Agenda Packet []Notice of Application for Shoreline Management Permit QShoreline Management Permit OF, DISTRIBUTION hereby declare that: Determination of Non- significance 0 Mitigated Determination of Nonsignificance U Determination of Significance and Scoping Notice Notice of Action Official Notice ther /f6hCe CAAAAilA Other was mailed to each of the following 1AUCt— flq,114/r111)/L- l(,)-b-5 LCW- I c -S -a y addresses on L Po e CAArv\-e z- eSignature Name of Project File Number ?g - p0.74 2�3/9� _. 0,(j/111,_ AFFIDAVIT 1, kviA. Odsin, O Notice of Public Hearing ❑ Notice of Public Meeting ❑ Board of Adjustment Agenda Packet []Board of Appeals Agenda Packet Planning Commission Agenda Packet ❑ Short Subdivision Agenda Packet ❑ Notice of Application for Shoreline Management Permit ❑Shoreline Management Permit OF DISTRIBUTION hereby declare that: flDetermination of Non- significance Mitigated Determination of Nonsignificance ❑ Determination of Significance and Scoping Notice Notice of Action Official Notice Other Other was mailed to each of the following addresses 1-cpso-uy 5)0 0 -(A -c go -vi" Name of Project 3i IJ ( S. File Number Cl45—O0;74 c/0% no on Xpakn Oignature q5M et;i4t. M A (c.61) ,moo T<Cg © f- 7)6c -is- (c5Az ce,cis/s-7-icy cffectc F•(S7 P4f-Ic5 (g 6bvc6-7 Z? • City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director MEMORANDUM To: Peter Riley, DCTED-Growth Management Section Janet Thompson, DOE-SEPA From: Vernon Umetsu, Associate Planner Date: February 2, 1999 RE: Application of Planned Action Provisions. The City of Tukwila recently adopted an ordinance that established a "Planned Action" process for the Manufacturing/Industrial Center. Attached are materials for Tukwila's first application of this process. Planned Action use exceeded our expectations in allowing completion of substantive review in three weeks of normal processing. Potential delays included application submittal during the week between Christmas and New Years and the project planner being on vacation. A standard threshold determination process would have required a minimum of six weeks. Your comments and suggestions to me are welcome (206-431-3684). ATTACHMENTS Notice of Decision Planned Action Consistency Checklist Project Plans 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 • City of Tukwila John W Rants, Mayor Department of Community Development Steve Lancaster, Director NOTICE OF DECISION January 25, 1999 To: Mr. Rick Ford, The Boeing Company (Applicant) King County Assessor, Accounting Division (HB2567 Sec. 1) Coordinating Agencies (information purposes only): • State Dept. of Ecology SEPA Division • State Dept. of Community Trade and Economic Development (Atten. Peter Riley) RE: E98-0034 (Planned Action Application for Boeing South Yard Expansion). Dear Mr. Ford: This letter serves as a notice of decision for your application to designate the Boeing South Yard Expansion as a "planned action", per TMC 21.04.156. PROJECT BACKGROUND a. Project file number: E98-0034 (Planned Action Application for Boeing South Yard Expansion). b. The name of the applicant who is also the current property owner(s): The Boeing Company, Rick Ford. c. Project Description: i. Demolition of 117,328 s.f. in 8 buildings and minor grounds area, and construct 3 new buildings as follows: ii. Building No. 2-83 (PRE98-058): 18,611 s.f. in a 2 story, 35 ft. high building for offices, labs, control rooms and other operations. iii. Building No. 2-88 (PRE98-059): 81,435 s.f. in a 2 story, 55 ft. high building for fabrication and office areas. iv. Central Utilities Building: 18,600 s.f. in a 1 story, 36 ft. high building for utility services to portions of Plant 2 (e.g., compressed air, water cooling, and steam distribution). No power generation. d. Project location: 8123 East Marginal Way South. e. King County Assessor Parcel Number: 000160-0020 f. Permits submitted concurrently with this application: Demolition permits for all project areas. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 • E98-0034: Boeing Southyard Expansion, SEPA Planned Action 1/25/99 Page 2 g. Comprehensive Plan designation: MIC/H (Manufacturing Industrial Center -- Heavy). h. Zoning designation: MIC/H (Manufacturing Industrial Center/Heavy, TMC 18.40). CONCLUSIONS Based on the above description, the proposed industrial and office uses are "permitted uses" in the MIC/H zone, and otherwise satisfy the use characteristics of a planned action per TMC 21.04.152. The scale of development is within the range of impact analysis envisioned in the subarea plan E.I.S. (E96-0034) and all significant adverse impacts have been avoided or will be mitigated. The project description also demonstrates consistency with the Tukwila Comprehensive Plan as the uses are permitted and no significant adverse environmental impacts are generated. DECISION Pursuant to TMC 21.04.156, the proposed project is determined to be consistent with the provisions for a Manufacturing Industrial Center planned action. SEPA review is determined to be complete with the qualification of this proposal as a planned action. Please note that SEPA review relies upon the proposed action satisfying all adopted development standards to avoid or mitigate many, negative environmental impacts. This SEPA review has determined that all development standards can probably be satisfied. However no detailed analysis has been done. A detailed review of project consistency with all development standards will be completed during review of construction drawings. For instance, a five foot wide front landscape strip must still be incorporated into the proposed development. This decision is final with no administrative appeal. Project materials including the application, any staff reports, and other studies related to the permit(s) are available for inspection at the Tukwila Dept. of Community Development; 6300 Southcenter Blvd.; Suite 100; Tukwila, WA; from Monday through Friday, between 8:30 AM to 5:00 PM. The project planner is Vernon Umetsu, who may be contacted at 206-431-3684, for further information. Property owners affected by this decision may request a change in valuation for property tax purposes notwithstanding any program of revaluation. Decision Issued by: Steve Lancaster, Director Attachments Planned Action Qualification and Consistency Checklist. File: P:\1724\notcpa.doc January 25, 1999 Vernon M. Umetsu Associate Planner City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 The Boeing Company P.O. Box 3707 Seattle, WA 98124-2207 • RE: Planned Action Checklist — Amended Information .JAN 2 5?c, Dear Vernon: Please consider this letter as a response to the additional information you requested via phone message to me today. Question 1. The application checklist is showing 50 cubic yards of material as the excavation amount. Is this amount correct? No, this is incorrect, it should read 1500 cubic yards. Question 2. What will be the maximum depth of excavation? 8 feet in some areas for utility trenches. The building will be using auger cast piling for the foundation. Question 3. If we run into contaminated soil during excavation we will stop and notify the City of Tukwila what are planned actions will then be. Thank you for your help in this matter and if you have any questions please call me at 206 655-9888. Sincerely, Rick Ford M/S 19-35 206 655-9888 eNCC ( cgCrC/cc,rS7" /Z v f c jj0 12.e'F COL lc-f(S 1 YF0/ d-tA--no nr, fr /A ?• 01/25/99 LIGATION 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. The initial application materials allow starting project review and vesting the applicant's rights. However, they in no way limit the City's ability to require additional information as needed to establish consistency with develoment standards. 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 cQ Condi[tons 1. One copy of the Complete Application Checklist, indicating items submitted with application. 2. 8 copies of the completed and signed SEPA Planned Action application. You may use the City's pre-printed form or you may re -type the questions on your computer. If you choose to re- type the form into your computer, be sure to do so accurately. Mistakes or omissions will increase the review time. 3. 8 sets of the full size plans needed to clearly describe the proposed action. 4. One set of plans reduced to 8.5" x 11". 5. Four copies of supporting studies. • • n.•rrrrc nnn r ,, rn, /00 RECEIVED CITY OF TUKWILA DEC 2 3 1998 PERMIT CENTER PLANNED ACTION INITIAL QUALIFICATIONS AND CHECKLIST South Yard Build-up 2-83, 2-88 and Central Utilities Building (CUB) Boeing - Plant 2 City of Tukwila Department of Community Development The Boeing Company P.O. Box 3707, M/S 19-35 Seattle, WA 98124-2207 December 23, 1998 Rick Ford 206 655-9888 RECEIVED CITY OF TUKWILA DEC 2 3 1998 PERMIT CENTER E'\%0o34- • CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 FAX (206) 431-3665 E-mail: tukplan@ci.tukwilawa.us 1 SEPA PLANNED ACTION NAME OF PROJECT/DEVELOPMENT: _50v r kJ o I L D- 2-63 / 2 -$$ AND /1 ENT,QJTIES 51111 -DIY -lb LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. LIST ALL TAX LOT NUMBERS. BJZ3 &IST /0,91Z6/N14L 4 So• LEG.oL L��SG,Q/pr/ON /6 ATTQi REED ASS EIC sole- PAR.GC2. �� = ©oe 1 O - 00020 CpOn Atccl Fo2a Quarter: Section: 33 Township: 14g Range: 4 (This information may be found on your tax statement.) Va 172-(A RECEIVED CITY OF TUKWILA DEC 2 3 1998 DEVELOPMENT COORDINATOR : PERMIT CENTER The individual who: • has decision making authority on behalf of the applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City, to whom all notices and reports will be sent. Name: Rick ,o/aD —i3oE:'N1 �o. Address: PO ao x 37p1 m/e. PI:3, S x-4rroE / wA 49124 Phone: fob - 1 s5-98YS FAX: 2...t2 6 Signature: ,/-7,6 r-7247 Date: i Z - Z Z - 9d FOR STAFF USE ONLY Sierra Type: P -PACT Planner: File Number: Eve _ 0:::13y Application Complete (Date: ) Project File Number: Application Incomplete (Date: ) MIC Planned Action EIS File Number: E96-0034 Other File Numbers bp in '(rcii NAME OF PROJECT/DEVELOPMENT: _50v r kJ o I L D- 2-63 / 2 -$$ AND /1 ENT,QJTIES 51111 -DIY -lb 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. BJZ3 &IST /0,91Z6/N14L 4 So• LEG.oL L��SG,Q/pr/ON /6 ATTQi REED ASS EIC sole- PAR.GC2. �� = ©oe 1 O - 00020 CpOn Atccl Fo2a Quarter: Section: 33 Township: 14g Range: 4 (This information may be found on your tax statement.) Va 172-(A RECEIVED CITY OF TUKWILA DEC 2 3 1998 DEVELOPMENT COORDINATOR : PERMIT CENTER 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: Rick ,o/aD —i3oE:'N1 �o. Address: PO ao x 37p1 m/e. PI:3, S x-4rroE / wA 49124 Phone: fob - 1 s5-98YS FAX: 2...t2 6 Signature: ,/-7,6 r-7247 Date: i Z - Z Z - 9d Planned actions are developments which satisfy all of the criteria in TMC 21.04.152 (Planned Actions Identified). A proposal must initially qualify as a planned action, then a second screen to ensure mitigation of all significant negative environmental impacts must also be satisified. The initial qualification criteria are summarized in the table below. The second environmental screen follows. Such uses are more complex and require case by case review and approval by the City Planning Commission and City Council respectively. No time savings in permit review would result from designating them a planned action and their greater potential for significant adverse impacts make such a designation inappropriate at this time. r`\'C,CT< rr r 0 PLANNED ACTION INITIAL QUALIFICATION (TMC 21.04 152) 1. The action is a "permitted use" located within the MIC/L (TMC 18.36.020) and MIC/H (TMC 18.38.020) zones and/or is an accessory use (TMC 18.36.030 and 18.38.030 respectively) -- "conditional" and "unclassified" uses are not planned actions. rE& 2. The action is: a. not an "essential public facility" as defined in RCW 36.70.200 and TMC 18.06.270 Yeti b. not a conditional or unclassified use, in the respective MIC/L or MIC/H zones' rE5 c. not a development any portion of which includes shoreline modifications waterward of the ordinary high water mark .%E j d. not a development associated with 16th Avenue Bridge construction activities iES Such uses are more complex and require case by case review and approval by the City Planning Commission and City Council respectively. No time savings in permit review would result from designating them a planned action and their greater potential for significant adverse impacts make such a designation inappropriate at this time. r`\'C,CT< rr r 0 PLANNED ACTION INITIAL QUALIFICATIONS (TMC 21.04.152) A. BACKGROUND 1. Date checklist prepared: November 18, 1998 2. Proposed timing or schedule (including phasing, if applicable): See South Site Master Schedule, Exhibit F 3. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. Future additions, or expansions of the project are not anticipated at this time. 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. None 5. List any government approvals or permits that will be needed for your proposal, if known. Federal: None known at this time State of Washington: Electrical and elevator operating permits King County: None known at this time City of Tukwila/Local: State Environmental Policy Act Review/Approval Construction Permits Utilities Approvals 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 Environmental Checklist c:user\aaricks\southyard build-up.doc Boeing South Yard Build-up 1 12/22/98 need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description.) This project will involve construction of three buildings in the south yard area, and to make room for the proposed buildings the project also involves the demolition of eight older buildings in the area. The new buildings will be designated the 2-83, 2-88 and the Central Utilities Building (CUB). The buildings to be demolished vary in construction materials and size. 2-68, (3,400 sq.ft.) steel framed with metal siding 2-80, (31,200 sq.ft.) wood framed with metal siding 2-83, (51,308 sq.ft.) concrete building 2-87, (28,513 sq.ft.) wood and steel framed with masonry and steel siding. 2-103, (395 sq.ft.) steel framed with metal siding 2-104 (946 sq.ft.) steel framed with concrete walls 2-109, (360 sq.ft.) metal framed with metal siding 2-110, (1,206 sq.ft.) masonry and steel building with a steel framed roof The total area of buildings to be removed is 117,328 square feet. The proposed 2-83 building will be a 2 -story, type 11 N, steel frame building. The first floor (9,142 sq. ft.) will house the operations Tabs. The second floor will contain offices, control rooms, labs and other operations functions. Total square feet is 18,611. The proposed 2-88 building will be a 2 -story, type 11 N, steel frame building. The first floor (53,173 sq. ft.) will house a wood shop, model fabrication, machine shop, model checkout and other office areas. The second floor (27,436 sq.ft.) will be support offices. Total square feet is 81,435 square feet. The proposed central utilities building or CUB will provide central utility services to portions of Plant 11 for compressed air, chilled water for comfort cooling and plant processes, and will be a distribution point for steam and condensate; however no boiler plant is included in this proposal. The CUB will be a single story, 16,800 sq. ft., structure with a small 2,000 sq. ft. mezzanine area. The CUB will include functional areas for up to six chillers; three air compressors; piping systems, air dryers; air accumulators; condensate system; pumping equipment; electrical substation; office space; workshop area; locker room ; and restroom facilities. 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. Environmental Checklist c:user\aaricks\southyard build-up.doc Boeing South Yard Build-up 2 12/22/98 The project is located in the City of Tukwila on: 3123 East Marginal Way South, Boeing Plant 2. For exact location within Plant 2 refer to: Exhibit A, Location in Region; Exhibit B, Vicinity Map; Exhibit C, Site Plan Legal Description attached as Exhibit D 8. Does the proposal lie within an area designated on the City's Comprehensive land Use Policy Map as environmentally sensitive? B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site (circle one): Flat, rolling, hi//y, steep slopes, mountainous, other . . Flat b. What is the steepest slope on the site (approximate percent slope)? 0% 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. Refer to geotechnical report, Exhibit E. d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. No e. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. The site will be graded and excavated as required for building foundations an utilities. Some fill (approximately 50 yd of engineered base) will be required to replace the excavated material. The source of fill has not yet been determined. f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Environmental Checklist causer\aaricks\southyard build-up.doc Boeing South Yard Build-up 12/22/98 Yes. Precipitation and surface runoff may cause erosion during grading and construction. At project completion erosion impacts are not anticipated, as the site will be fully built out including landscaping. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? The site is currently a 100% impervious, paved surface and, except for small landscape features, will continue to be impervious when the project is complete. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Some or all of the following standards methods of mitigation will be used, as appropriate: 1. Silt fencing where large exposed soil surfaces may have runoff concerns. 2. Filter fabric will be laid between the frame and grate of all catch basins and manholes that may be subject to silt laden runoff. The filter fabric physical condition will be inspected continuously to ensure it is properly functioning. 3. Straw bales will be installed around catch basin grates or in drainage paths when silt laden runoff conditions become too heavy for the filter fabric and silt fencing methods listed above. 4. Daily cleaning of asphalt and concrete surfaces will occur to minimize silt laden storm water runoff potential. 5 Excavated soil stockpiles will be stored in lined containment areas so that storm water runoff within the containment area can be monitored prior to discharge. Additionally, the soil stockpiles will be fully covered to minimize its contact with rainfall. 6. Disturbed areas that are exposed for over a week will be stabilized and covered with straw to minimize the contact with rainfall. 2. Air a. What types of emissions to the air would result from the proposal (Le., dust, automobile, odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. Environmental Checklist c:user\aaricks\southyard build-up.doc Boeing South Yard Build-up 4 12/22/98 • • During construction, vehicle and construction equipment emissions and dust will be released. b. Are there any off-site sources of emissions or odor that may affect your proposal? If so, generally describe. No c. Proposed measures to reduce or control emissions or other impacts to air, if any: Mitigation measures will be implemented as required to meet or exceed all applicable standards as required by the Puget Sound Air Pollution Control Agency and the Department of Ecology. Additional potential mitigation measures to reduce emissions include ensuring that machines and equipment used during construction are well maintained, and wetting the site as required to reduce fugitive dust emissions. 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 it flows into. The project site is approximately 800 feet west of the Duwamish Waterway. 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. No 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. None 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. No 5) Does the proposal lie within a 100 -year floodplain? If so, note location on the site plan. Environmental Checklist c:user\aaricks\southyard build•up.doc Boeing South Yard Build-up 5 12/22/98 No 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 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 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 system(s) 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. Storm water runoff will be collected in a Plant 2 storm -water control system. The system is currently in the design stage. Tukwila's Public -works department is involved in the process and is aware of the proposed schedule and how it relates to this project. No additional impervious surface or runoff will be created by the project. 2) Could waste materials enter ground or surface waters? If so, generally describe. No d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any: Utilize existing onsite storm water system to mitigate potential runoff water impacts. Appropriate mitigation measures will be initiated during construction to reduce and control surface water runoff impacts. Environmental Checklist c:user\aaricks\southyard build-up.doc Boeing South Yard Build-up 6 12/22/98 • • 4. Plants a. Check or circle types of vegetation found on the site: deciduous tree: alder, maple, aspen, other evergreen tree: fir, cedar, pine, other shrubs, grass, pasture, crop or grain, wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other water plants: water lily, eelgrass, milfoil other types of vegetation None b. What kind and amount of vegetation will be removed or altered? None c. List threatened or endangered species known to be on or near the site. None d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: Completed project will have limited decorative landscaping. 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: below: Birds and animals which have been observed on or near the site are listed birds: seagulls, crows mammals: none observed fish: in the Duwamish Waterway b. List any threatened or endangered species known to be on or near the site. None c. Is the site part of a migration route? If so, explain. Unknown d. Proposed measures to preserve or enhance wildlife, if any: Environmental Checklist c:user\aaricks\southyard build-up.doc Boeing South Yard Build-up 7 12/22/98 • • Utilize temporary erosion, long term storm water and hazardous materials control systems and best management practices to prevent contaminated discharges into the Duwamish Waterway. 6. Energy and Natural Resources a. What kinds of energy (electric, natural gas, oil, 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 and natural gas. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No 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 design will be in compliance with the energy codes and minimize the wasteful use of energy. 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. Usual oils, greases, fuel and solvents will be present during construction. 1) Describe special emergency services that might be required. No special emergency services will be required. The hazardous materials involved are commonly used and are reasonably expected to be within the capability of existing emergency service operations. any: No 2) Proposed measures to reduce or control environmental health hazards, if (F Cont rAticr, 7-eb So(C,S A - Re - ea Coc.)147e;k A), /L ex CAuA ?owl I C.G S -r0 P m-e' F Gs KO -7? F ( Foga t /2s-5 ys Le7Tcez.) b. Noise Environmental Checklist c:user\aaricks\southyard build-up.doc Boeing South Yard Build-up 8 12/22/98 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? None 2) 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. Temporary noise impacts during construction are anticipated. Construction projects of this type typically produce noise levels which range from 68 to 98 dba at 50 feet from the specific equipment. 3) Proposed measures to reduce or control noise impacts, if any: None. The site is not near residential uses. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? The site is fully developed as an aircraft manufacturing facility. b. Has the site been used for agriculture? If so, describe. No c. Describe any structures on the site. Plant 2 is a large airplane manufacturing facility, consisting of many buildings and ancillary uses. The project site is within Plant 2 d. Will any structures be demolished? If so, what? Yes. The buildings to be demolished vary in construction materials and size. 2-68, (3,400 sq.ft.) steel building with steel siding 2-80, (31,200 sq.ft.) concrete building 2-83, (51,308 sq.ft.) concrete building 2-87, (28,513 sq.ft.) wood framed with brick exterior. 2-103, (395 sq.ft.) and 2-104 (946 sq.ft.) steel framed with concrete walls 2-109, (360 sq.ft.) steel building with steel siding 2-110, (1,206 sq.ft.) masonry building with a steel framed roof Additionally the east portion of the 2-80 will be demolished, (8,1416 sq.ft.) to make room for the CUB. The total area of buildings to be removed is 125,744 square feet Environmental Checklist c:user\aaricks\southyard build-up.doc Boeing South Yard Build-up 9 12/22/98 • • e. What is the current zoning classification of the site? Heavy Manufacturing f. What is the current comprehensive plan designation of the site? Manufacturing Industrial Center (MIC) g. if applicable, what is the current shoreline master program designation of the site? N/A h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. No i. Approximately how many people would reside or work in the completed project? Approximately 75 in the 2-83, 499 in the 2-88 and 78 in the CUB for a total of 577 people, already located at Plant 2. j. Approximately how many people would the completed project displace? None k. Proposed measures to avoid or reduce displacement impacts, if any: None I. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: None 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, midd/e, or /ow -income housing. None b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. Environmental Checklist Boeing South Yard Build-up 10 c:user\aaricks\southyard build-up.doc 12/22/98 • • None c. Proposed measures to reduce or control housing impacts, if any: None 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? 2-83 building: 35 feet 2-88 building: 55 feet CUB: 36 feet b. What views in the immediate vicinity would be altered or obstructed? None c. Proposed measures to reduce or control aesthetic impacts, if any: None 11. Light and glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? Light and glare impacts are not anticipated. 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 anticipated. d. Proposed measures to reduce or control light and glare impacts, if any: None Environmental Checklist c:user\aaricks\southyard build•up.doc Boeing South Yard Build-up 11 12/22/98 • • 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? There is a large Boeing recreational facility in a nearby Plant 2 building. In addition, the proposed building will be located approximately one mile north of the main Boeing Oxbow recreational facility, which includes a shoreline trail. b. Would the proposed projectdisplace any existing recreational uses? If so, describe. No c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: None 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. No b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site. None have been identified on the project site. c. Proposed measures to reduce or control impacts, if any: Although previous excavations have disclosed no indications of archeological significance, if artifacts are uncovered, work in that area will be halted pending notification and response from appropriate agencies. 14.Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plans, if any. This portion of Plant 2 is served by East Marginal Way South and entrance Gate B-18. Environmental Checklist c:user\aaricks\southyard build-up.doc Boeing South Yard Build-up 12 12/22/98 b. Is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? Yes, there is a large Metro bus stop adjacent to Gate 618, which serves the southern half of Plant 2 and the project site. c. How many parking spaces would the completed project have? How many would the project eliminate? The proposed buildings, like the previously demolished buildings, are served by existing on-site parking and parking Tots east of East Marginal Way South, which are accessible via a pedestrian tunnel under E. Marginal Way South. Handicapped parking stalls will be designated for the new buildings. 464 plus 12 handicapped parking stalls will be created on the site to replace 8 stalls displaced by the proposal. 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). No e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. No f. How many vehicular trips per day would be generated by the completed project? If known indicate when peak volumes would occur. No additional trips will be generated. The people who occupy the proposed demolished buildings will be relocated back into the completed structures, when completed. g. Proposed measures to reduce or control transportation impacts, if any: None in addition to mitigations contained in the 1992 Duwamish Corridor Redevelopment EIS and related Mitigation Agreement (10/26/93). 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. None is anticipated. Environmental Checklist c:user\aaricks\southyard build-up.doc Boeing South Yard Build-up 13 12/22/98 b. Proposed measures to reduce or control direct impacts on public services, if any. None 16. Utilities a. Circle utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other. Electricity, natural gas, domestic water, refuse service, telephone, sanitary sewer and storm sewerage are currently available with sufficient capacity to accommodate the requirements of this proposal. 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. Needed utility distribution systems for the project are already in place. Utility Purveyor Water Tukwila Electricity Seattle City Light Natural Gas Washington Natural Gas Telephone US West Refuse Service Boeing Transportation Sewer Tukwila Environmental Checklist c:user\aaricks\southyard build-up.doc Boeing South Yard Build-up 14 12/22/98 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: / Richard J. Date Submitted: / Z. — Z3 Environmental Checklist c:user\aaricks\southyard build-up.doc Boeing South Yard Build-up 15 12/22/98 • • Exhibits Location in Region A Vicinity Map B Site Plan C Legal Description D Geotechnical Report E South Site Master Schedule F • Exhibit A LOCATION IN REGION PROJECT SITE • • Exhibit B VICINITY MAP GATE B-18 SfTE ACCESS 2-84 2-117 2-116 • • Exhibit C 2-65 } 1 1 1 1 I It° 1-1 ° 2-63 2-62 --- .1::J. ,::1:.1::1:.1:.1:0:,::1. 1. 1:.1.:1.:1. ,j::1::I:.1:.1.:1..1:.1. I::L :11.1 VM ° 1 1 1 1 1•C]• 1 I 1 I I C.7 L111114I ti �-J_�,LLI li J LU_EE1 1 1 1 I LILS % •14--.�} B1WT ROOOF MONITOR _v�__� e „ �O --/ i ��, ✓/ I%/ 2-83-1 2-83 \ 2-83 i BTWT \ BSY�T 1 i • 1 2-83 i 1• \• it ••s 2-109 • SITE PLAN • LEGEND OEu0UT10N - OCCUPIED &.DCS. OEMOUTION - B1WT WINO TUNNEL BUILDINGS & EQUIPMENT TO REMAIN REMOVAL AREAS BUILDING 1st FLOOR 2nd FLOOR 3rd FLOOR TOTAL 2-68 3,400 - - 3,400 2-80 31,200 - - 31,200 2-83 28,884 17,504 4,920 51,308 2-87 25,573 2,940 - 28,513 2-103 395 - - 395 2-104 946 - - 946 2-109 360 - - 360 2-110 1,206 - - 1,206 TOTAL REMOVAL91964 OCCUPIED BLDGS. , 20,444 4,920 117,328 BTWT 6,416 2,000 • - 8,416 TOTAL REMOVAL 98,380 22,444 4,920 125,744 • ROOF EXHAUST MONITOR REMOVAL Harris Group Inc. 98-1416 9E-1416/CML/C17R/MG SEPA SIJBWITAL R 4.. BRIN»ON 00.041/ SITE PLAN 09.25.98 gi_Aramz.v. BUILDINGS 2-68, 2-80, 2-83, 2-87, 2-103, 2-104, 2-109, 2-110 CML 1 PLANT 2 ./982186-00 DwG 1.10. 2-88-C87R • • Exhibit D • LEGAL DESCRIPTION APN: 000160-0020 A TRACT OF LAND BETWEEN THE DUWAMISH WATERWAY AS ESTABLISHED BY COMMERCIAL WATERWAY DISTRICT #1 OF KING COUNTY, WASHINGTON AND EAST MARGINAL WAY IN SECTION 33, TOWNSHIP 24 NORTH, RANGE 4 EAST, W.M., AND IN THE JOHN BUCKLEY DONATION CLAIM NO. 42; SAID TRACT ALSO BEING THE SOUTHERLY PORTION OF A LARGER TRACT COMMONLY CALLED THE BOEING COMPANY'S PLANT NUMBER TWO SITE, DESCRIBED AS FOLLOWS: BEGINNING AT THE SECTION CORNER COMMON TO SECTIONS 28. 29, 32, AND 33; THENCE SOUTH 88'08'07" EAST ALONG THE NORTH LINE OF SAID SECTION 33, A D�TANCE OF 982.00 FEET TO AN INTERSECTION WITH THE SOUTHWESTERLY MARGIN OF EAST MARGINAL WAY; THENCE SOUTH 4751'53" EAST ALONG SOUTHWESTERLY MARGIN 684.62 FEET TO THE TRUE POINT OF BEGINNING OF THE TRACT HEREIN DESCRIBED; THENCE SOUTH 42'25'24" WEST 1215.02 FEET MORE OR LESS TO A POINT ON THE NORTHEASTERLY MARGIN OF SAID DUWAMISH WATERWAY, SAID POINT BEING ON A CURVE FROM WHENCE THE CENTER BEARS SOUTH 42'16'23" WEST 1969.12 FEET; THENCE SOUTH- EASTERLY ALONG SAID CURVE, A DISTANCE OF 397.99 FEET TO THE POINT OF INTERSECTION WITH A LINE LYING 825.00 FEET SOUTH, AS MEASURED AT RIGHT ANGLES, OF THE NORTH LINE OF THE JOHN BUCKLEY DONATION LAND CLAM NO. 42. THENCE SOUTH 89'09'36" EAST ALONG SAID LINE, PARALLEL WITH THE NORTH LINE OF SAID DONATION LAND CLAIM NO. 42, A DISTANCE OF 1387.45 FEET TO THE WESTERLY MARGIN OF EAST MARGINAL WAY; THENCE NORTH 22'32'15" WEST 160.30 FEET, FOLLOWING SAID WESTERLY MARGIN TO THE POINT OF CURVATURE OF A CURVE HAVING A RADIUS 2828.00 FEET; THENCE NORTHWESTERLY ALONG SAID CURVE, A DISTANCE OF 1250.10 FEET TO THE POINT OF TANGENCY OF SAID CURVE; THENCE NORTH 47'51'53" WEST 76.82 FEET TO THE TRUE POINT OF BEGINNING: THIS TRACT CONTAINING AN AREA OF 2,897,955 SQUARE FEET, MORE OR LESS. • • Exhibit E Geo ; Engineers Boeing Support Services P.O. Box 3707, MS 19-35 Seattle, Washington 98124-2207 Attention: Michael J. Prittie October 20, 1998 Consulting Engineers and Geoscientists Offices in Washington, Oregon, and Alaska Report Geotechnical Engineering Services South Yard Plant 2 Buildings Seattle, Washington File No. 0120-230-02 INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed South Yard Buildings at Boeing Plant 2 in Seattle, Washington. The site is shown relative to surrounding physical features on the Vicinity Map, Figure 1 and the Site Plan, Figure 2. Our services have been conducted in general accordance with our proposal dated August 21, 1998 which was authorized by Michael Prittie on September 1, 1998. Our understanding of the project is based on information provided by Michael Prittie of Boeing Commercial Airplane Group and Tom Lee of Harris Group, Inc. We understand that 3 buildings are planned in the south yard area of Plant 2. These include a CUB (utility building) located near the southeast end of the existing 2-80 Building, a new building to replace the existing 2-83 and 2-87 Buildings, and an extension of the Wind Tunnel Building. Foundation load information is currently unavailable at this time. However, we understand that pile support is anticipated for all of the new construction. The column spacing in the new buildings will vary between about 30 to 55 feet. PURPOSE AND SCOPE The purpose of our geotechnical engineering services will be to evaluate subsurface conditions as a basis for providing recommendations for the geotechnical aspects of the design and construction of the three South Yard Buildings. Our scope of services addresses the design information needs in the Project Memorandum No. 98-1420/01 dated August 17, 1998 to the extent applicable for the subsurface conditions encountered. Our services include the following: GeoEngineers, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 Telephone (425) 861-6000 Fax (425) 861-6050 www.geoengineers.com ,�,•; �% Boeing Support Services(' October 20, 1998 Page 2 • 1. Evaluate subsurface conditions by reviewing logs of nearby borings and test pits available in our files and provided by The Boeing Company. 2. Coordinate our explorations with Boeing Environmental staff as needed for their assessment of possible soil contamination. 3. Complete three borings to depths ranging from 59.5 to 119.5 feet with a truck -mounted drill rig to determine subsurface soil and ground water conditions at the locations indicated on the site plan provided by Mike Prittie. 4. Install a piezometer in one of the borings to observe the ground water level after the level has stabilized in the borehole. 5. Complete laboratory tests on representative soil samples obtained from the borings. The tests include moisture and density determinations and grainsize analysis. 6. Provide recommendations for site preparation and earthwork including use of on-site soil for structural fill, requirements for imported structural fill, compaction criteria, utility trench excavation and backfill, slope inclinations and/or shoring requirements for excavations, and wet weather considerations. 7. Develop recommendations for pile support of the structures including pile penetration - capacity relationships, lateral capacity, settlement performance and installation criteria or other foundation types as appropriate. 8. Provide recommendations for on -grade slab support. 9. Evaluate seismic design considerations including site liquefaction potential. 10. Attend one meeting with Boeing and the design team. 11. Prepare a written report containing our conclusions and recommendations along with the supporting field data. SITE CONDITIONS SURFACE CONDITIONS The site is located within Boeing Plant No. 2 in Seattle, Washington, at an elevation of approximately 15 feet above mean sea level. The site is bounded by East Marginal Way South on the east, the Duwamish River on the west and other Boeing facilities on the north and south. The ground surface is generally level at the site. Existing buildings generally consist of 1- to 4 -story steel and concrete buildings. The 2-80 Building, which is adjacent to the northwest side of the site, is currently under construction. The existing buildings are generally surrounded by Portland Cement and asphalt concrete pavement. SUBSURFACE CONDITIONS The subsurface conditions at the site were evaluated by drilling three borings to depths ranging from 59.5 to 119.5 feet. The locations of the borings are shown on the Site Plan, Figure 2. A description of the filed exploration and laboratory testing procedures, logs of the borings and results of the laboratory tests are presented in Appendix A. G e o E n g i n e e r s File No. 0120-230-02-1130 Boeing Support Services. October 20, 1998 Page 3 • Pavement sections were encountered at the ground surface in each of the borings. The pavement consist of 2.5 to 6.5 inches asphalt concrete or Portland Cement concrete overlying about 2.5 inches of gravel base. Fill, consisting of loose to medium dense sand with varying amounts of gravel, was encountered below the pavement sections to a depth of about 10 feet. Alluvial deposits were encountered below the fill in each of the explorations. The alluvial deposits generally consist of loose to medium dense sand, sand with silt and silty sand to a depth of about 66 feet. Thin interbedded layers of silt were encountered within the sandy layers between depths of 45 to 60 feet. Borings B-1 and B-3 were completed in the loose to medium dense alluvial sand deposit. In boring B-2, soft to medium stiff silt ,was encountered below the sand between depths of 66 to 89 feet. The underlying soil consists of very soft to soft clay. The clay layer was encountered to a depth of 114 feet. Loose to medium dense silty sand was encountered below the clay and extended through the depth explored, 119.5 feet. Ground water was encountered during drilling at depths of 12 to 13 feet below the ground surface. The ground water level was measured in the piezometer in boring B-3 at a depth of 12.5 feet approximately one week after drilling was completed. In general, ground water conditions should be expected to fluctuate as a function of season, precipitation and other factors. CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on our explorations, experience on other nearby project sites, and analyses, it is our opinion that the proposed buildings may be constructed satisfactorily at the site provided that the considerations and recommendations presented in this report are incorporated into the project planning. We recommend that the buildings be supported using augercast piles. Shallow foundation support of retaining walls or other lightly loaded structures may be considered for the project. The loose to medium dense sand encountered below the site has a moderate to high potential for liquefaction during an earthquake. Supporting the buildings on augercast piles will minimize the risk of liquefaction induced settlements. Differential settlements will likely occur between pile supported structures and structures supported on shallow foundations. We recommend that this issue be addressed as part of the design process. The onsite soils generally consist of fine sand and silty sand which are somewhat moisture sensitive. We recommend that site preparation and earthwork activities be completed during the drier summer months, if feasible, to reduce grading costs. SEISMIC CONSIDERATIONS Regional Seismicity The Puget Sound region is seismically active and lies within Seismic Risk Zone 3 with a Seismic Zone Factor (Z) of 0.30 as classified by the 1997Uniform Building Code. Based on the results of our explorations, it is our opinion that the soil profile may be characterized using Soil G e o E n g i n e e r s File No. 0120-230-02-1130 Boeing Support Services. October 20, 1998 Page 4 Profile Type SE, as defined in the Uniform Building Code. This soil profile results in the following seismic coefficients, Ca=0.36 and Cv=0.84. Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The Juan de Fuca plate is subducting beneath the North American Plate. Each year, numerous earthquakes occur in Oregon and Washington. However, only a few of these are typically felt because the majority of recorded earthquakes are smaller than magnitude 3. In recent years, two large earthquakes occurred which resulted in some liquefaction in loose alluvial deposits and significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 with a Richter magnitude of 7.1. The second earthquake occurred in 1965, was centered between Seattle and Tacoma, and had a Richter magnitude of 6.5. Liquefaction Potential Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake forces, results in development of excess pore pressures in saturated soils and subsequent loss of strength in the deposit of soil so affected. In general, soils which are susceptible to liquefaction include loose to medium dense clean to silty sands which are below the water table. The evaluation of liquefaction potential is complex and is dependent on numerous site parameters, including soil grain size, soil density, site geometry, static stresses, and the design ground acceleration. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. The cyclic shear stress ratio required to cause liquefaction was estimated using an empirical procedure based on blow count data obtained during sampling in the borings. This method relates the cyclic shear stress ratio required to cause liquefaction to the blow count value and the fines content of the soil. We have evaluated the earthquake -induced cyclic shear stress ratio at this site using an empirical relationship developed by researchers for this purpose. Our analysis indicates that the loose to medium dense sand which underlies the site to depths of about 40 feet has a moderate to high risk of liquefying under a magnitude 7.5 design earthquake with a horizontal ground acceleration of 0.3g. The potential ground settlement caused by liquefaction will vary depending on the actual levels of ground shaking, the duration of shaking, and site-specific soil conditions. We estimate that ground surface settlements on the order of 4 to 8 inches may occur during an earthquake with a magnitude of 7.5 and a horizontal ground acceleration of 0.30g. We expect that differential settlements will be on the order of 2 to 4 inches. In order to minimize the risk of liquefaction induced settlements damaging the buildings, the buildings should be supported on deep foundations that carry the structural loads below a depth of 40 feet. The foundation support G e o E n g i n e e r s File No. 0120-230-02-1130 Boeing Support Services • October 20, 1998 Page 5 • recommendations for augercast piles take into account the potential loss of frictional support around the upper portion of the piles so that support for the building superstructure would be maintained Liquefaction -induced settlement could result in cracking or subsidence of slabs -on -grade requiring repairs but should not require widespread reconstruction. Slabs may be supported on augercast piles to reduce the risk. of liquefaction -induced settlement. SITE PREPARATION AND EARTHWORK Site Preparation We recommend that all concrete slabs and footings, and asphalt and Portland Cement concrete pavements be removed from proposed building areas. Existing abandoned buried pipe, if present, should either be removed or left in place and filled with a sand or lean grout slurry. Any existing voids or new depressions.created during site preparation should be cleaned of loose soil or debris and backfilled with structural fill. If desired, asphalt concrete and Portland Cement concrete pavement removed from within the new building areas can be stockpiled and reused as fill provided that they are broken down as recommended in a subsequent section of this report. The surficial soils are somewhat sensitive to moisture but should be adequate for support of construction equipment during most weather conditions. However, we recommend that earthwork take place during the normally dry period of the year (summer to early fall). We recommend that temporary trenches in the near -surface soils encountered in our explorations be sloped no steeper than 1H:1V (horizontal to vertical). This slope inclination should be made flatter by the contractor if significant seepage or sloughing occurs. The recommended slope inclination assumes that traffic, construction equipment or construction materials will be located no closer to the top of the slope than a distance equal to one-half the depth of cut. Since the contractor has control of the construction operations, he should be made responsible for the dewatering methods used, stability of cut slopes, and safety of the excavations. All shoring and temporary cut slopes should conform to applicable local, state and federal safety regulations. After demolition of remaining existing structures within the new building footprint and filling of depressions are complete, any pavement subgrade areas should be proofrolled with heavy, rubber -tired equipment if site preparation is done during prolonged dry. weather. If this work is done during wet weather, the exposed subgrade soils should be probed and all but lightweight equipment kept off the surface. Any soft, loose or otherwise unsuitable areas detected should be recompacted, if practical, or removed and replaced with structural fill. We recommend that proofrolling and probing of subgrade areas be observed by a representative of our firm to identify areas needing remedial work and to assess the adequacy of subgrade conditions. G e o E n g i n e e r s File No. 0120-230-02-1130 , Boeing Support Services. October 20, 1998 Page 6 Structural Fill All new fill placed to achieve design grades within the building areas or beneath pavement and slabs -on -grade should be placed as compacted structural fill. Structural fill should be free of debris, organic or man-made contaminants, and rock fragments larger than 6 inches. The suitability of soil for use as fill will depend on its gradation and moisture content. As the amount of fines (particles passing the No. 200 sieve) increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. Granular soils with less than about 5 percent fines will be suitable for fill in most weather conditions. Use of excavated soils as backfill will be largely dependent on the moisture content, weather conditions during construction, and the presence of surface or ground water. Silty sand and sandy silt soils will be difficult to impossible to compact when more than 1 or 2 percent wetter than optimum moisture content. Relatively clean (low percentage of fines) sand should be suitable for use as structural fill under most weather conditions. If on-site soils cannot be adequately compacted due to excessive moisture content, or if backfill must be placed in wet weather conditions, it might be necessary to use imported fill. We recommend that import fill consist of clean sand and gravel with less than 5 percent fines relative to the fraction passing the 3/4 -inch sieve. Asphalt concrete and Portland Cement concrete removed during demolition can be used as fill provided that they are crushed to particles 6 inches or less in largest dimension and mixed with on-site or imported soils. Particle sizes greater than 3 inches should be excluded from the top 1 foot of fill. All utility trench backfill should be compacted to at least 90 percent of the maximum dry density determined in accordance with ASTM D-1557. The top two feet of fill that will support pavements or other lightly loaded structures should be compacted to at least 95 percent of the maximum dry density. All fill placed in the building areas should be compacted to 95 percent of maximum dry density. All structural fill should be placed in uniform lifts not exceeding about 8 to 10 inches in loose thickness. Care should be taken not to overcompact the fill against the subsurface walls to avoid causing excess lateral soil pressures or deflections. We recommend that a representative of our firm monitor excavation and backfilling operations on a sufficiently frequent basis to evaluate whether the intent of our recommendations outlined in this section are met. Erosion Control The exposed ground surface will be subject to erosion during wet weather. Preventive erosion control measures that should be implemented on the site include minimizing the area of site disturbance and site grading to avoid concentrated runoff. Preventive sediment transport measures that should be implemented along the site boundaries include installation of silt fences, straw bales, or other devices that will trap sediment and prevent it from moving off site. G e o E n g i n e e r s File No. 0120-230-02-1130 , Boeing Support Services. October 20, 1998 Page 7 • PILE FOUNDATION SUPPORT Vertical Capacity The proposed buildings can be satisfactorily supported on augercast piles that extend below the potentially liquefiable soils. The piles will derive their capacity largely from friction within the soils encountered below a depth of about 40 feet. We recommend that the piles extend at least 10 feet below the potentially liquefiable soils. Structural loading information is not currently available; therefore, recommendations are presented for a range of loads and for two augercast pile diameters. A tabulation of the pile lengths and allowable axial pile capacities for 16- and 18 -inch diameter piles are presented in the following table. We recommend against installing longer piles because the soils in the area typically became softer and looser below the recommended pile lengths. Pile Diameter Pile Length (feet) Allowable Pile Capacity (kips) Downward Uplift 16 -inch augercast 50 80 20 55 95 31 18 -inch augercast 50 95 23 55 115 35 These allowable pile capacities apply to all long-term live and dead loads and may be increased by one-third for transient loading conditions, such as wind or seismic forces. The recommended penetrations also take into account the potential loss of in frictional capacity in the potentially liquefiable sands encountered to a depth of 40 feet below ground surface. The allowable pile capacities are based on the strength of the supporting soils for the penetrations indicated and include an appropriate factor of safety. The capacities apply to single piles. If piles within groups are spaced at least three -pile diameters apart on center, no reduction for pile group action need be made. The structural characteristics of the pile materials and structural limitations may impose more stringent limitations and should be evaluated by the structural engineer. If the piles are designed to resist uplift loads, we recommend that a single reinforcing bar be centered in the pile and installed the entire length of the augercast pile to develop uplift capacity. It should be noted that the recommended pile penetrations and allowable capacities presented above are based on assumed uniformity of subsurface soil conditions at the site. There may be unexpected variations in the depth to and characteristics of the supporting soils across the site. Accordingly, we recommend that pile installation be monitored by a member of our staff to observe installation procedures and evaluate the adequacy of individual pile installations. G e o E n g i n e e r s File No. 0120-230-02-1130 Boeing Support Services • October 20, 1998 Page 8 Settlement Pile settlements are expected to be essentially elastic in nature and occur as loads are applied. Total settlement of piles constructed as recommended is not expected to exceed about 3/4 inch, while differential settlements between comparably loaded piles are not expected to exceed about 50 percent of this value. Lateral Capacity Lateral loads due to wind or seismic forces can be resisted by lateral loading on the piles or lateral soil resistance of the pile cap. The manner in which these loads `are transferred to the piles will be a function of the design of the foundation system. The allowable lateral capacity for 16 - inch -diameter augercast piles may be taken as 8 kips. For 18 -inch -diameter augercast piles, the allowable lateral capacity may be taken as 10 kips. These capacities are based on a maximum pile head deflection of about 1/2 inch at the ground surface. The maximum bending moment in the pile will be 33 kip -feet and 45 kip -feet for 16- and 18 -inch -diameter piles, respectively. The maximum bending moment will occur approximately 7 feet below the top of the pile and will diminish with depth. We recommend that reinforcing be installed to a minimum depth of 20 feet and 23 fee for 16- and 18 -inch -diameter piles, respectively to resist bending moments associated with lateral loading. Passive soil resistance of the pile caps and buried grade beams can be computed using an equivalent fluid density of 300 pounds per cubic foot (pcf) for a level backfill surface, provided the backfill is compacted to at least 95 percent of maximum dry density (ASTM D-1557). This value incorporates a factor of safety of about 1.5. Sliding friction on the base of pile -supported foundation elements should be ignored. Pile Installation Augercast (cast -in-place) concrete piles should be installed to the recommended penetration using a continuous -flight, hollow -stem auger. As is common practice, the pile grout is pumped under pressure through the hollow stem as the auger is withdrawn. Reinforcing steel for bending and uplift is placed in the fresh grout column immediately after withdrawal of the auger. An advantage of the augercast pile installation method is that it causes relatively little vibration. We recommend that the augercast piles be installed by a contractor experienced in their placement and using suitable equipment. Grout pumps should be fitted with a volume -measuring device and pressure gauge so that the volume of grout placed in each pile and the pressure head can be easily determined. While grouting, the rate of auger withdrawal should be uniform and controlled such that the volume of grout pumped is equivalent to at least 115 percent of the theoretical hole volume. A minimum grout line pressure of 100 psi and a minimum grout head of 10 feet (depth of auger in ground when grout return is observed) should be maintained. We recommend that there be a waiting period of at least eight hours between installation of piles G e o E n g i n e e r s File No. 0120-230-02-1130 j 1 1 • Boeing Support Services. October 20, 1998 Page 9 spaced closer than 10 feet center -to -center in order to avoid disturbance of concrete undergoing curing in a previously cast pile. There may be unexpected variations in the depth to and characteristics of the supporting soils across the site. In addition, no direct information regarding the capacity of augercast piles (e.g., driving resistance data) is obtained while this type of pile is being installed. Accordingly, we strongly recommend that we be retained to monitor drilling operations, record indicated penetrations into supporting soils, monitor grout injection pressures, record the volume of grout placed in each pile relative to the calculated volume of the hole, and evaluate the adequacy of each pile installation. SHALLOW FOUNDATION SUPPORT We understand that shallow foundations may be used for lightly loaded structures (i.e. canopy foundations) and retaining walls. We recommend that conventional spread footings bear on a minimum of 1 foot of structural fill, placed and compacted as described in a previous section. Exterior footings should be founded at least 18 inches below the lowest adjacent finished grade; interior footings should have a minimum embedment of 12 inches. Individual spread footings should have a minimum width of 2 feet. Continuous strip footings should be at least 18 inches wide. Isolated and continuous footings dimensioned as recommended above and underlain by at least 1 foot of compacted structural fill can be designed for an allowable soil bearing pressure of 1,500 psf. This bearing pressure applies to the sum of all dead plus long-term live loads, excluding the weight of the footing and any overlying backfill. These values may be increased by one-third when earthquake or wind loads are considered. We anticipate that settlements of structures supported on footings designed and constructed as recommended will not exceed about 1 inch. Differential settlements should be less than about 1/2 inch. These settlements are expected to occur rapidly as the loads are applied. As discussed in the section entitled "Seismic Considerations," additional settlement resulting from liquefaction of underlying soil may occur during an earthquake. We recommend that, where practical, structures not be supported by combined piles and shallow footings to limit the potential differential settlement between the two support systems. Where structures are supported by a combination of shallow footings and piles, we recommend a hinge be provided to allow for differential settlements on the order of 1/2 to 1 inch.. Lateral resistance on the face of embedded foundation elements can be computed using an equivalent fluid density of 300 pounds per cubic foot (pcf) for a level backfill surface, provided the backfill is compacted to at least 95 percent of maximum dry density (ASTM D-1557). Frictional resistance should be evaluated using 0.4 for the coefficient of base friction. These values incorporate a factor of safety of about 1.5. G e o E n g i n e e r s File No. 0120-230-02-1130 • , Boeing Support Services. October 20, 1998 Page 10 FLOOR SLAB SUPPORT In our opinion, the floor slabs may be supported on -grade over a compacted structural fill pad. However, in order to reduce the potential for distress related to liquefaction -induced settlement, the floor slabs should be supported on piles. The relative merits, costs and risks of these support alternatives should be considered in the design of the buildings. For on -grade floor slabs, the exposed subgrade should be proofrolled, preferably during dry weather, to achieve a density of at least 92 percent of maximum in the upper 1 foot, if at least 1 foot of new fill will be added. If less than 1 foot of new fill is to be added, we recommend that the top foot of the existing fill be compacted to 95 percent of maximum dry density. This could require excavating a portion of the existing fill and recompacting it in two lifts. We recommend that a representative from our firm observe the subgrade to assess the adequacy of surface preparation. Structural fill should be placed and compacted as described previously. A modulus of subgrade reaction of 150 pci (pounds per cubic inch) is recommended for concrete slabs supported on at least 1 foot of compacted structural fill. We recommend that the on -grade or pile supported slabs be directly underlain by 6 inches of granular base course material consisting of crushed rock or well graded sand and gravel containing less that 3 percent fines based on the minus 3/4 inch fraction. A commercial vapor barrier should be placed below the slab in areas where moisture control is critical, such as where adhesives are used to anchor carpet or tile to the slab. A 2 -inch thickness of clean sand should be placed over the vapor barrier and immediately below the slab to protect the barrier. We estimate that settlement of floor slabs will be about 1 inch or Less for floor loads up to 250 psf. We expect that settlements will occur fairly rapidly upon application of loads. RETAINING WALLS We recommend that for building walls and other retaining walls which will provide grade transitions be designed for lateral pressures based on an equivalent fluid density of 35 pcf (pounds per cubic foot). This assumes that the walls will not be restrained against rotation when backfill is placed. If the walls are restrained against rotation, we recommend using an equivalent fluid density of 55 pcf. The above -recommended lateral soil pressures do not include the effects of surcharges such as floor loads, traffic loads or other surface loading. A lateral force coefficient of 0.4 should be used for accounting for surcharge effects. The lateral pressure experienced by the wall due to surcharge loading is calculated •by multiplying the lateral force coefficient and the surcharge load. In settlement sensitive areas behind walls (e.g., beneath on -grade slabs), the upper 2 feet of fill behind the walls should be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D-1557. At other locations and below a depth of 2 feet, wall backfill should be compacted to between 90 and 92 percent of ASTM D-1557. Measures should be taken to prevent overcompaction of the backfill behind the wall. G e o E n g i n e e r s File No. 0120-230-02-1130 Boeing Support Services. October 20, 1998 Page 11 The recommended equivalent fluid density assumes a free -draining condition behind the wall. This may be accomplished by placing an 18- to 24 -inch -wide zone of sand and gravel containing less than 5 percent fines behind walls where there is a potential for accumulation of water. We recommend that perimeter drains be installed at the base of subsurface walls to remove water for the granular backfill as described below in "Drainage Considerations." DRAINAGE CONSIDERATONS Ground water was encountered in the explorations at depths ranging from 12 to 13 feet below the ground surface. Excavations at the site are not expected to extend below this depth. "Perched" ground water may be encountered above this depth if work takes place during or immediately following extended wet weather. We anticipate that the "perched" water can be handled during construction by ditching and sump pumping, as necessary. All collected water should be routed to suitable discharge points. We recommend that retaining wall footings be constructed with drains. The drains should consist of perforated pipe a minimum of 4 inches in diameter enveloped within a minimum thickness of 4 inches of washed gravel drain rock. A nonwoven geotextile fabric will not be needed provided the granular drain rock is placed with structural fill. A nonwoven geotextile fabric such as Mirafi 140N, Polyfelt TS600 or Trevira 1112 should be placed between the drain rock and native soils to prevent movement of fines into the drainage material. We recommend that finish surfaces adjacent to the buildings be sloped so that surface drainage flows away from the buildings. All roof drains and retaining wall drains should be connected to tightlines that discharge into the storm sewer disposal system. Roof drains should be kept separate for retaining wall drains. LIMITATIONS We have prepared this report for use in design of a portion of this project. The data and report should be provided to prospective contractors for estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are any changes in the loads, grades, locations, configurations or type of facility to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our conclusions and recommendations and to provide written modification or verification of these recommendations. When the design is finalized, we recommend that we be given the opportunity to review those portions of the specifications and drawings which relate to geotechnical considerations to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the locations of the explorations and also with time. Some contingency for unanticipated conditions should be G e o E n g i n e e r s File No. 0120-230-02-1130 Boeing Support Services. October 20, 1998 Page 12 included in the project budget and schedule. We recommend that sufficient monitoring, testing and consultation be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood., 4+ We appreciate the opportunity to be of service to you on this project. If there are any questions concerning this report or if we can provide additional services, please call. Yours very truly, GeoEngineers, Inc. Shaun D. Stauffer, P.E. Project Engineer EXPIRES I Jack K. Tuttle, P.E. Principal SDS:JKT:ja P:\02\finals\012023002r.doc Four copies submitted GeoEngineers File No. 0120-230-02-1130 N co (NI 0 N 0 re) 0 0 ; 0 2400 4800 SCALE IN FEET - \V \V Reference: This map reproduced with permission granted by THOMAS BROTHERS MAPS. This map is copyrighted by THOMAS BROTHERS MAPS. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. Geo Engineers VICINITY MAP FIGURE 1 D:\ 0120\230\O12 0230A. DW G BUILDING 2-81 BUILDING 2-80 Note: The locations of all features shown are approximate. Reference: Drawing provided by Boeing, dated 08/14/98. BUILDING 2-84 BUILDING 2-83 BUILDING 2-126 BUILDING 2-87 +B-3 / / 0 EXPLANATION: B-1 + BORING 200 400 SCALE IN FEET Geo Engineers SITE PLAN FIGURE 2 APPENDIX A SUBSURFACE EXPLORATIONS AND LABORATORY TESTING SUBSURFACE EXPLORATIONS Subsurface soil and ground water conditions at the site were evaluated by drilling three borings to depths ranging from 59.5 to 119.5 feet. The borings were completed by Holt Drilling using a Mobil B-59, continuous flight, hollow stem auger drill rig. The locations of the explorations are shown on the Site Plan, Figure 2. The locations were determined in the field by taping distances from the existing site features. The explorations were monitored on a full-time basis by a geotechnical engineer from our firm who visually examined and classified the soils encountered, obtained representative soil samples, observed ground water conditions, and maintained a detailed log of the boring. Soil samples were obtained at 5 -foot intervals using a 2.5 -inch -inside -diameter split barrel sampler. The sampler was driven into the soil using a 300 -pound winch driven hammer free -falling a vertical distance of 30 inches. The number of hammer blows required to drive the sampler the final 12 inches, or other indicated distance, is recorded on the boring logs. The soils encountered were visually classified in general accordance with the classification system shown in Figure A-1. A key to the boring log symbols is presented in Figure A-2. Logs of the borings are presented in Figures A-3 through A-5. The logs are based on our interpretation of the field and laboratory data and indicate the various types of soil encountered. They also indicate the depths at which the materials or their characteristics change, although the change may actually be gradual. The densities noted on the boring logs are based on correlating hammer blow counts with published data, laboratory analyses and our experience and judgment. A 1 -inch -diameter piezometer was installed in boring B-3 after drilling was completed. The piezometer was installed to a depth of 20 feet below existing surface grade. Screened well casing was installed between 10 and 20 feet below ground surface. The piezometer is protected by a flush -mounted cast iron well monument. LABORATORY TESTING Soil samples obtained from the explorations were returned to our laboratory and visually examined to confirm or modify field classifications. Selected soil samples were tested to determine their natural moisture content, in-place dry density and gradation characteristics. The results of the moisture content and density determinations are presented on the boring logs. The gradation test results are summarized in Figures A-6 through A-8. G e o E n g i n e e r s A-1 File No. 0120-230-02-1130 GE' 85-85 Rev. 05/93 • • SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL-GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY-GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL-GRADED SAND, FINE TO COARSE SAND SP POORLY-GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less Than 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry - Absence of moisture, dusty, dry to the touch in general accordance with ASTM D2488-90. Moist - Damp, but no visible water 2. Soil classification using. laboratory tests is based on ASTM D2487-90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and/or test data. . v., Geo Engineers SOIL CLASSIFICATION SYSTEM FIGURE A-1 LABORATORY TESTS AL Atterberg Limits CP Compaction CS DS GS %F HA SK SM MD SP TX UC CA Consolidation Direct shear Grain size Percent fines Hydrometer Analysis Permeability Moisture Content Moisture and density Swelling pressure Triaxial compression Unconfined compression Chemical analysis BLOW COUNT/SAMPLE DATA: Blows required to drive a 2.4 -inch I.D. split -barrel sampler 12 inches or — other indicated distances using a 300 -pound hammer falling 30 inches Blows required to drive a 1.5 -inch I.D. (SPT) split -barrel sampler 12 inches or other indicated distances using a 140 -pound hammer falling 30 inches. "P" indicates sampler pushed with weight of hammer or against weight of drill rig. SOIL GRAPH: SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata 2 Water Level Bottom of Boring 22 I Location of relatively undisturbed sample 120 Location of disturbed sample 17 Location of sampling attempt with no recovery loll Location of sample obtained • in general accordance with Standard Penetration Test (ASTM D-1586) procedures 6 Location of SPT sampling attempt with no recovery Location of grab sample NOTES: 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration logs for a proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A-1. Geo12) Engineers KEY TO BORING LOG SYMBOLS FIGURE A-2 „vim 10/1 41V1) DEPTH IN FEET • TEST DATA • BORING B-1 • Moisture Dry Content Density Blow Group Lab Tests (%) (pct) Count Samples Symbol DESCRIPTION Surface Elevation (ft.): 5- 10- 10- 15- 15- 20- 20 - 25- 25- 30- 30- 35- 35 - 40— 40 -- MD MD 25 98 MD 29 77 5 6 5 15 13 11 24 25 AC 2.5 inches of asphalt concrete GP 2 inches gravel base SP Brown fine to medium sand with occasional fine gravel (loose, moist) (fill) SP -SM Black fine sand with silt (loose to medium dense, wet) —0 — 1 —2 —3 — 4 —5 —6 — 7 —8 — 9 SP -SM Black fine to medium sand with silt (medium dense, wet) _ J Note: See Figure A-2 for explanation of symbols —10 — 11 —12 DEPTH IN METERS Geo Engineers LOG OF BORING FIGURE A-3 .u..i 10/1vroo DEPTH IN FEET TEST DATA Moisture Content Lab Tests (%) 40 — 45- 5- 50— 50— 55- 60 — 65 — 70- 0- 75- 75- 80— 80— • Density Blow Group (pcf) Count Samples Symbol BORING B-1 (Continued) • DESCRIPTION MD MD24 102 9 ■ 13 12 ■ 9 ■ SM Black silty fine to medium sand (loose, wet) ML Gray silt with fine sand (medium stiff wet) Note: Note: See Figure A-2 for explanation of symbols SM Black silty fine sand (loose to medium dense, wet) Boring completed at 59.5 feet on 9/28/98 Ground water encountered at 12.0 feet during drilling — 13 —14 — 15 —16 —19 — 20 —21 — 22 — 23 24 -of gm Geo Engineers LOG OF BORING FIGURE A-3 .ovo 10/1A/ao' 0 izwcd0-02 DEPTH IN FEET TEST DATA • BORING B-2 • Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol DESCRIPTION Surface Elevation (ft.): 10-� 15- 20 — 25 — 30 — 35 — 40 — 20 86 MD,GS 30 91 MD,GS 23 102 5 5 1 3 9 14 24 ■ 15 PCC SP 6.5 inches Portland Cement concrete. Brown fine to medium sand (loose, moist) (5l1) SM Brown silty fine sand (very loose, wet) SP -SM Black fine sand with silt (loose to medium dense, wet) SP -SM Black fine to medium sand with silt (medium dense, wet) J Note: See Figure A-2 for explanation of symbols 0 — 1 — 2 —3 —4 —5 —6 — 7 — 8 —9 — 10 — 11 — 12 DEPTH IN METERS Geo Engineers LOG OF BORING FIGURE A-4 ..)uo 10114/U0 01 zu-[,0-02 DEPTH IN FEET 40 TEST DATA • Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol BORING B-2 (Continued) • DESCRIPTION 45 — 50- 55- 60 — 65- 70- 75 — 80-- MD,GS 27 96 30 83 33 81 10 11 10 5 4 5 ■ 3 ■ 7 ■ SM Black silty fine sand (loose to medium dense, wet) ML Gray silt with fine to medium sand (medium stiff to stiff; wet) SP Black fine to medium sand with occasional organics (loose to medium dense, wet) Note: See Figure A-2 for explanation of symbols —13 —14 —15 —16 —17 rn tY w - w w i ML Dark gray silt with fine sand (soft, wet) —18 a SM Black silty fine sand (loose, wet) - p ML Gray silt with fine sand (soft to medium stiff; wet) — 19 — 20 —21 — 22 — 23 — 24 Geo? Engineers LOG OF BORING FIGURE A-4 :bub 10/14/98 0110-130-02 • , • TEST DATA 80 • Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol BORING B-2 (Continued) • DESCRIPTION 85 — 90 -• 95 — w w w u- 1- 100 - t - 100 — 105- 110 — 115 — 120 — 43 72 4 3 2 ■ 6 2 ./ 10 1 CL Note: See Figure A-2 for explanation of symbols Gray clay with silt and occasional organics (very soft to soft, wet) — 25 — 26 27 - 28 — 29 — 32 - 33 — 34 SM Gray silty fine sand (loose to medium dense, wet) - Boring completed at 119.5 feet on 9/25/98 Ground water encountered at 12.5 feet during drilling — 35 36 GeoEn• gineers LOG OF BORING FIGURE A-4 .ovo 10/14iao N N 0 DEPTH IN FEET • 0 PCC 3.5 inches Portland Cement concrete GP 2.5 inches gravel base SP Brown fine to medium sand (loose to medium dense, moist) (fill) TEST DATA • BORING B-3 • DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation (ft.): Lab Tests (%) (pcf) Count Samples Symbol 5- - 10- 10- 15- 15- 20- 20- 25 25 — 30 — is- 5 - 40 - 40- 6 6 96 26 97 10 4 ■ 3 8 22 19 4 3 l Note: See Figure A-2 for explanation of symbols SP -SM Black fine sand with silt (loose, wet) SP -SM Black fine to medium sand with silt (medium dense, wet) SP Black fine to medium sand with occasional organics (loose, wet) J -o — 1 — 2 — 3 —4 —5 - 0) w t— - w 2 z_ —6 = F- a w 0 —7 — 8 —9 —10 —11 —12 Geo �O Engineers LOG OF BORING FIGURE A-5 .J VJ 10/14iro 01 cv-4.20-02 DEPTH IN FEET 40 TEST DATA • Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol BORING B-3 (Continued) • DESCRIPTION 45- 5- 50- 50- 55- 55- 60- 60- 70- 70- 75- 75- 80— 80— MD MD 20 95 5 ■ 11 1 9 ■ 8 ■ SM Note: See Figure A-2 for explanation of symbols Black silty fine sand (loose to medium dense, wet) - — 13 —14 —15 — 16 — 17 _ co m - w F- - w 2 —18Z Boring completed at 59.5 feet on 9/18/98 - a Ground water encountered at 13.0 feet during drilling ww 1 inch piezometer installed from 0.0 to 20.0 feet - — 19 — 20 — 21 — 22 — 23 — 24 Geo O Engineers LOG OF BORING FIGURE A-5 0120-230-02 SDS:PDR:jrs 10/08/98 (sieve.ppt) 9-1, 3211101d S11fS32J SISA1VNV 3A3IS PERCENT PASSING BY WEIGHT 100 90 80 70 60 50 40 30 20 10 0 3' I 3/4" 8" U.S. S IANUANU SIbVb 511E # 0 ado a 0 # alpo az0 1000 100 10 1 GRAIN SIZE IN MILLIMETERS 01 0.01 0.001 COBBLES BORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION SAND B-2 SILT OR CLAY COARSEVELFME COARSE MEDIUM FINE SYMBOL BORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION • B-2 13.5 Brown silty fine sand (SM) • • 0120-230-02 SDS:PDR:jrs 10/08/98 (sieve.ppt) CD 0 i,4 rz kilt CD CD cn L -V 321f101A S11fS3 i SISA1YNY 3/GIS PERCENT PASSING BY WEIGHT 100 90 80 70 60 50 40 30 20 10 0 1000 3' {.5' 3/4" 3/8" 44 #_0 #20 #40 #b0 #100 #200 100 10 1 GRAIN SIZE IN MILLIMETERS 01 0.01 0.001 COBBLES BORING NUMBER SAMPLE DEPTH (FEET) SAND • SILT OR CLAY COARSERAVEL FINE COARSE MEDIUM FINE SYMBOL BORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION • B-2 23.0 Black fine sand with silt (SP -SM) 0120-230-02 SDS:PDR:jrs 10/08/98 (sieve.ppt) 8-V 321n01A Sl1nS321 SISA'1VNV 3A3IS PERCENT PASSING BY WEIGHT 100 90 80 70 60 50 40 30 20 10 0 3" U.S. S IANUANU SIEVE SILK /4" 8" / #0 11 !1 0 #40 #1p0 #2p0 1000 100 10 1 GRAIN SIZE IN MILLIMETERS 01 0.01 0.001 COBBLES GRAVEL SAMPLE DEPTH (FEET) SOIL CLASSIFICATION SAND B-2 SILT OR CLAY COARSE FINE COARSE MEDIUM FINE SYMBOL BORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION • B-2 43.5 Black silty fine sand (SM) • • Exhibit F SOUTH YARD BUILD-UP SCHEDULE Task Name 1998 1999 2000 2001 Central Utilities Building (CUB) 11/23 Womillilimm. 5/19 SEPA Checklist 11/23 3/26 Building Permit 3/1 a 7/1 Construction 7/2 '""y,M'z 5/19 New 2-88 Building 11/23 Vmmimil 5/22 SEPA Checklist 11/23 3/26 Building Permit 3/16 7/5 Construction 7/6 €:.;` 5/22 New 2-83 Building 11/23 91iimmimmommos. 2/13 SEPA Checklist 11/23 3/26 Building Permit 1/13 5/3 Construction 5/5 2/13 rough.MPP • • AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS PERMISSION TO ENTER PROPERTY STATE OF WASHINGTON COUNTY OF KING The undersigned being duly sworn and upon oath states as follows: 1. 2. 3. ss I am the current owner of the property which is the subject of this application. All statements contained in the applications are true and correct to the best of my knowledge. The application is being submitted with my knowledge and consent. 4. Owner grants the City, its employees, agents, engineers, contractors or other representatives the right to enter upon Owner's real property located at 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 Toss 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. Non -responsiveness to a City information request for ninety (90) days following notification of incomplete application, shall be cause to cancel the application(s) without refund of fees. (state), on / Z -- 7i Zi' , 19 eV EXECUTED at .6E4rr1E (city), WA R,ENAOD J 00 ,21, (Print Name) 70 8or 3707, yl@ rreE w.4 98 /Z¢ (Address) 206 656- 98)3.8 (Pho/�r) (Signature) On this day personally appeared before me /!C/ -4O J /4,6Dto me known to be the individual described and who executed the within and foregoing instrument and acknowledged tha he signed the same as l her voluntary act and deed for the uses and purposes therein mentioned. SUBSCRIBED AND SWORN TO BEFORE ME ON THIS DAY OF .e_C_o19q f YAMAIA,01 NOTAL PUBLIC, in and or the State of Washington, residing at My Commission expires: BOEING COMMERCIAL AIRPLANE GROUP PLANT 2 SEPA SUBMITTAL DEMO. BLDGS 2-68, 2-80, 2-83 (PORTIONS) 2-87, 2-103, 2-104, 2-109 & 2-110 CONSTRUCT NEW BUILDINGS 2-83, 2-88 & CUB LOCATION IN REGION VICINITY MAP CCSCRPRO4 OF Wg02 OFICUT10N OF SII 65190805 No NIRT 1HO*NTIGNS (0I 148700X4 OF 090 817•00416 CCNTRACIOR: BAUMM 70161R11C006 SITE AGGRESS: 6123 EAST WRGwl NAT 5OV0 0A7ER 60656 0011E11CML AIRPLANE GROUP 0751 RECON PLUMS P.O. BOX P07, M/S 19-33 SC00111. 8ASHROT21 96129-2207 AT1TM1Dt MOO FORD (206) 655-9866 2-N 1 1-N COVER WRING LAVING SHEET SUBTITLE 2 44 REV 02-087-60 GO 70.ER SHUT / �1_4? 1I Ti( 1-63 L_H 0 1-43 es a 7 1 5 013 GATE 8-16 SITE ACCESS I REY ` , l2-1 r J"� '• o 0818 SEPA-I 8(446-2 SEPA-3 5614-4 SEPA-5 SEPA-1 0A68419 2-632-871-103.2-1092-109,2-110 SIR • PAY0* PIAN [MVO 2-66 6661416045 BULDSC 2-63 E11VA110M GIS WILING EIFYAIRTIS CUB WRONG ELEVATIONS 60' BUM PINI 1-p /14 2-N �:I�. 1 -IIT '' WALL NOM: 1-154 i PROECT SITE LEGAL DESCRIPTION APN: 000160-0020 A TRACT OF LANG 4(MD1 DE DVWNY574 'WORM AS [31413115780 8Y ONG COMP. 649INGICN FAO EAST 142.0.11141 RAT 64 RECSEC11014 26 29. 1 32 6! 55 10025261 144 NORM,88NG( 4 EAST. 9.2/- 0(54408960 M 80811. 800( PAGE 79. MCI =HUMS NI ARU OF AFPR04. 2897.950 50. FEET. CODE SUMMARY BUILDING C00E DATA: 1, 1997 UNIFORM BUILDING CODE (UBC) 2. 1997 MECHANICAL CODE 3. 1997 UNIFORM ELECTRICAL CODE 1997 UNIFORM P104281240 COO( 5. 1997 UNIFORM FIRE CODE 6. 1994 WASNINCTON STATE ENERGY CODE 7. 7995 WASHINGTON STATE BARRIER FREE REGULATIONS B. FEDERAL GUIDELINES OF ME AMERICANS WITH 0151BIL10E5 ACT 9. wASKINGTON STATE AMEN0MENT5 SEISMIC ZONE: 3 OCCUPANCY TYPE: 2.63 - GROUP F-1 2.86 - 441060 CONSISTING OF GROUP 8 h F-1 CVO - MIXED CON51S11NG OF CROUP 8 k F-1 CONSTRUCTOR TYPE: TYPE tl - N, FULLY SPRIMRLERED BUILDING AREA SEPARATION 60' OPEN SPACE ON ALL SIDES OF DRS d AREA LIMITATIONS. CROUP OF EXISTING h PROPOSED BLOCS. ALLOw5 UNUMITED AREA 011406T AREA SEPARAn0NS (UBC. SEC 505.2) SEE SITE RAN. PROPOSED BUILDING AREAS ARE AS FOLLOWS: 61411DING 2-83 FIRST FLOOR SECOND FLOOR: TOTAL BUILDING 6181D89G 2-86 CUB BUILDING BUILDING HEIGHT 9,623 SF 9.623 SF 19,246 SF FIRST FLOOR 54,066 5F SECOND FLOOR: 29,036 5F TOTAL BUILDING 63.102 5F FIRST FLOOR: 16.800 5F MEZZANINL 2,594 SF TOTAL BUILDING: 19,394 SF 55 FT ALLOWABLE (TABLE 5-B) 2-03: 35'-0- P804405ED 2-48: 55'-0- PROPOSED CUB: 35'-e- PROPOSED FIRE R(5ISTNE 8(0130(MEH1S: 1. BEARING 414665 - EXTERIOR: N TABLE 6A (1 -NR 1 20'-0-) 2. BEARNG WALLS - INTERIOR: N TABLE 6.5 3. NONBEARING WALLS - EXTERIOR: N TABLE 6A (1-140 < 20'-07 4. STRUICTURAL FRAME: N TABLE 6.1. 5. PARTITIONS - PERMANENT: N TABLE 6A 6. SHUT ENCLOSURES: I -4R (TA81 6A) 7. FLOORS k FLOOR - CEILING:N TABLE 6. B. ROOFS 6: R00F - CEILINGS: 14 (TABLE 6A 9. EXTERIOR DOORS AHD wNDOW5 710 NC (5E7.603.3.2 • TABLE 5-0) 10. 5TA1RwAY CONSTRUCTION: NC SEC.603.4) 11. CORRIDORS: 1 HOUR (SEC. 601.5.2.1) PROJECT SUMMARY CCSCRPRO4 OF Wg02 OFICUT10N OF SII 65190805 No NIRT 1HO*NTIGNS (0I 148700X4 OF 090 817•00416 CCNTRACIOR: BAUMM 70161R11C006 SITE AGGRESS: 6123 EAST WRGwl NAT 5OV0 0A7ER 60656 0011E11CML AIRPLANE GROUP 0751 RECON PLUMS P.O. BOX P07, M/S 19-33 SC00111. 8ASHROT21 96129-2207 AT1TM1Dt MOO FORD (206) 655-9866 DRAWING INDEX COVER WRING LAVING SHEET SUBTITLE REV 02-087-60 GO 70.ER SHUT - ARCHITECTURAL DWI -4 26712B01 MELT SU8161 REY 02-069-0678 02-086-5(PA-1 02-086-5(P1-2 02-068-56PA-3 22-068-5EPA-4 02-086-SEPA-5 02-088-SEPA-6 0818 SEPA-I 8(446-2 SEPA-3 5614-4 SEPA-5 SEPA-1 0A68419 2-632-871-103.2-1092-109,2-110 SIR • PAY0* PIAN [MVO 2-66 6661416045 BULDSC 2-63 E11VA110M GIS WILING EIFYAIRTIS CUB WRONG ELEVATIONS 60' BUM PINI - 800*41, neva 4.4 1 v99a6Rn 4w1/0-00 BONA 01UM g_ BOE/NG • ACCEPTABILITY - sarT®e ./011 OaWP- traxso COVER SHEET o 1WI6FJBp6G 96-1416 091598 DEMO 2-68,2-80,2-83,2-87,2-104,2-104,2-109,GO & 2-110, CONSTRUCT BLDGS. 2-83, 2-88 3)982,86-00 LEN(RAL ULSTER 90. a r 02 -088 -CA RECEIVED CITY OF TUKWILA DEC 2 3 1998 PERMIT CENTER 11111111111 1r;)7 II'I 7-65 1 12�• 7-63 2-62 . u n • J _� _ ••+1 ` LEGEND 1-7 :•1 O II � r /5��� a�ouln. - oaw[o alts L SII 1�.��2 s� s 0 "4111A1 �� �_ I1 11111 \» z \ ' aw171nR - em wo n2xla •f l• iii , _ 6_ 144 ela9rws 6 Eouru0lt \� 7 f0 RpLV \ \\. -_ __ �� eon == _= f 0 1 li �; 2 lie t14111,iimi ml i mII1I I1U III 11 Ir "il111111IIIIII'u 111111111111111111111 Il1r s.�i REMOVAL AREAS BUBDNG 1,1 FLOOR 2M FLOOR 3,4 FLOOR 10711E 2-68 3,900 - - 3,409 2-80 31.200 31.200 2-83 28.884 17,504 4.920 51.308 2-87 75.573 2,940 - 28.513 7-103 395 - - 395 2-104 946 - - 946 2-109 360 - - 360 2-110 1,206 - - 1.206 IOTK REMOVAL OCCUPIED ROCS. 91964 , 20,444 4,920 117.318 013E1 6.416 7.000 • - 8.416 TOTAL 6(90714E 98.360 22.444 • 4.900 125,714 SITE PLAN /GCvueun REM OVAL ILLII• , SITE PUN BUILDINGS 2-68, 2-80, 2-83, C87R 2-87, 2-103, 2-104, 2-109, 2-110 1Hl Mn1 2 4982184-00 2-m-C87R Harris Group Inc. RECEIVED CITY OF TUKWILA DEC 2 3 1998 PERMIT CENTER 1111114,MI1 I 1 I 1 I ' (111111}} 11"'llM 1 V.11.4I I I N fPXY 1.2 PDC,.`�. L II.I LAO V. fin COOPQ i�►�,' is `� • ��112/ZZ462 1111111 • dao 1111Hf+111111 -- ■ IHtHIHt Harris Group Inc. 1 v1 vrvn Jew/TM-CO SITE AND PARKING PIAN 09]5.96 BUILDING 2-81, 2-88, CUB a 4969166-00 MAXf t b.� •O 2-66-9[PA 1 RECEIVED CITY OF TUKWILA DEC 2 3 1998 PERMIT CENTER 0 0 0 0 0 0 0 ,/0145 ... EL sr -r 0 0 0 0 I/URuu ROOK EL ss --s• 1,; r/10561 ROCA _y. r may:. 1 I 1 1 • • \ i / r / / • • El • EAST ELEVATION SCALE 3/I5'-1'-0• • • • • • ����� - 1-�1� Ii�id II®®�®21 1'�!!a®�sa®�'�'m'taMETE 71•1=111111CMINIIIMIN1 I dI•d ddddd 1w 1 1IIIIMIdddNINII �dddddl1411l111131121M1=111 �11111 11111•111111dd1111111111111ddf•dWEINIIIIIMd 1111111==� /1ddd0l111151111•11a111110121®1M1 SOUTH ELEVATION Scut 1/11' -1* -0' 0 0 • • • • • MiffMANN {11141MFl1•Im_� I■IIIel•IMddl 4111141M101.1•11.1121iEllin MEMEaSTIMITEGENOMI __ri�r•10_. ��1 11.111111=1111611411__.INA II3 3 9 . I °� i���1�.� 1 31 1 1 1 NMI i1=e.vpnsaAIIMINIERMilm •a II 1' NORTH ELEVATION scut 1/3r -r-0. 0 1 1,- I-.---I.� I 1 1 L 1 1 1, 1- .1 1. 1 I I WEST ELEVATION SULL 1 /15•-r.-0. Ja Qi BOE'/NG • .cccn aurr SPNICOI BLDG. 2-88 ELEVATIONS w.I Harris Group Inc. 55-130 02.21.35 .xn.rtnwx hi.s1[n BUILDING 2-88 SEPA-2 4sez1ss-a5 war 2 — 2 -L6 -SU, } RECEIVED CITY OF TUKWILA DEC 2 3 1998 PERMIT CENTER RECEIVED CITY OF TUKWILA DEC 2 3 1q98 I/CIARI) IN. El_ 0.15-r i Y (f • (i) . • . (i) Y T . 1 rolsweemeeessmemersamosseeesessi ii_m__________01___7 =1 IMNSEINIIMITAIIIIIININIMIIIPSIMIIIIIIIII 1111111183INGIN=MIMINGillIMI------INIIIIIIN 11111111•1111=1111101111111111161811111111=-111111111111M 1/1.17.01 flOM liNIPLIMIIRMIN SIIIIIIMIMMIIMI--MIZES3 IMESMMIE..7:EIMI:IMMEIM=PLIMMITIMIIMINIIIIIII El. 13,11. 11111•1111M111•111=rna......N:MIEMICEME111111.11111111.1151 MINIM Wall IIIMMIIIIIIRE r.1, -,..711•111111M11•1111-1=1=1111111 I NEM 1ftD" aCat IIIMMINIMIll....1=. Milf111111111---M031111111110:4;21=111MIHMINIll1 —SEMIMIliii...'N>YalilMINNIMMI5211=11 IMIGISHIM111111111=M11111111121211MR111111111 NM a_ cr-a•minimums EAST ELEVATION 1-_ -_—..iniummosamP-Anscrusaimmi...11 WEST ELEVATION WI EM SCAL: or.1.-0* SGML or -v -o• 1 f i IIHarris Group Inc. 9/1-1410 w.., .c...... .........a. owat •••......1 ACCEPT...1M m smace....1. BLDG. 2-83 ELEVATIONS ....... . I 21. .„ 02.25.95 _ 93. 9.9.1l attam..-co Wt. ot J• .../r.... . *Op. ...i...• ! • — .. — — SEPA-3 a 01_1747EZAIG BUILDING 2-83 .01611/CTUPAL IMSTER PUNT 2 ." ' 2-119-SCPA 3 RECEIVED CITY OF TUKWILA DEC 2 3 1q98 r -r awl I UAi.c CUSS 11 0214 MOWED FAY[ 162IC0 mound CAS M a1Mt »C0M MOLE MO= '4l1 Ifrao Coe uncare .axe Vsm 5 6K INK • 1mBB[ 1 hi.[...f' 1/050 0 NORTH ELEVATION SCALE 1/5'-1*c R-� Cwt NSIMIMG CUSS — N CLUA ANOC2m FR22 22210. MSUAMG CAS — M QUA N0020) ITU( NSUAI01 COMC000 1011 EAST ELEVATION LEGEND GENERAL NOTES REFERENCE DRAWINGS CONSTRUCTION NOTES • 1141114. 0.2,24 0. BOE/SVG' ICG V U941M1 TVA— EXTERIOR BUILDING ELEVATIONS a 1 CENTRAL UTILITY BUILDING M09ICCBR'A MINI 2 SEPA-4 MMIY Gra, lec 95-1906 09.2595 +/992156-02 2 -e5 -Sill -6 RECEIVED CITY OF TUKWILA DEC 2 3 1998 :Ii L'"dTER r -r CLEAR, 'GUANO CLASS M CLLM MG01II11 MIA 07•CREM VMl V IMOSI fY 80 C S vroccc .rcct I/flm • Lot vase irOttroeC 1 b 0 SOUTH ELEVATION SC.IL 1/e•-I•d . .Hill' 1 11 0 ODA. M6111.076 MSS M OVA MCQ2ID IMM& tre WEST ELEVATION SUES: I/6• -i -0- • :o. 51.01.4 .w114-00 pn. Q_ BOE/SVG' KCEYI.9WIY O.SLMM COLS DOM MSMIED COCA -1Z 'eNl EXTERIOR BUILDING ELEVATIONS LEGEND GENERAL NOTES REFERENCE DRAWINGS CONSTRUCTION NOTES Barth &NI %IC 98-1406 nut CENTRAL UTILITY BUILDING MOMICNWL PLAM i SEPA-5 "' ilsetles-DD S CD - RECEIVED CITY OF TUKWILA DEC 2 3 1998 RECEIVED CITY OF TUKWILA D E C 2 3 1998 PERMIT CENTER MP iNir / S .. / /• Ill}l _ �/ 2-66 _ // '//A jI• ;%'/CJI 2-81 % %• '� , 41;10 PROPOSED 6011 YARD'/ FOR UNUMREO AREA i/ % I M � .. .- / • • ® 2-117 ' ' 2-80 ..�:%: / •' ;- - I 1. • 2-126 a Iill / ,_ 2-63 __ill ;{C :1,�/� II ii•• //ice • �a::-�a,� 8TAIT_ 6 //:#7, RAILROAD EASEMENT , t% — NI I 7 NEW C.U.B. �" NEW ELECT. SWITCHGEAR ENCLOSURE ON an PROPERTY //,,/,, ,,% L 3 I --CHAIN ■ — . RAUP LINK ,47i..� •/4• FENCE .lj�»/%��i�i�ii :. �_ /%Ai��,' %:: r;%i.% ,.--fe ,7,.1 dil\� �:/i 1 SOUTH YARD PLANT 2© __����-- =- ' METAL COVERED —�� SCALE:W<s N WALKWAY -- RE HARMS CROUP WC/CRS - 9/18/98 6 COMPRESSED ELECT. PERSONNEL . � UNDERPASS AIR SPHERES TRANSFORMER �' M_ Harris Group Inc. -44 ITV-- 6 1a� v. . ••••• r .m .r..w. w. ACCEPUBUf'! a n u •u -1n r-- 1 09.29.96BOE/NG• v. 9.11.1.4 «bo w 49 NI *Mr mosm 60 BUFFER PLAN , •------,o ma 6 BUILDING 2-81, 2-88, CUB tlSEPA ta...4.4961186-66 '�•� 60, wSIfA PLwI i n.i r 2-66-5[P. 6 RECEIVED CITY OF TUKWILA D E C 2 3 1998 PERMIT CENTER