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HomeMy WebLinkAboutPermit D01-256 - METRO - SOUTH BASE MAIN VAULTSD01-256 METRO SOUTH BASE MAINT. VAULTS 100 E. Marginal Way S. EXPIRED PERMIT NO.: DoI 2SL. BUTLISTNG't'E1Th11TS INSPECTTONS I ❑ ❑ 00001 Progress Inspection Status I 00002 Pre - construction ❑ 00003 Investigation ❑ 00004 OK to Occupy ❑ 00005 Remove Stop Work Order ❑ 00006 Follow -up ❑ 00007 Pre -Move Inspection ❑ 00050 WSEC Residential ❑ 00060 WA Ventilation/lndoor AQC ❑ 00070 NLEA Inspcction/Iv(pdular Struct ❑ 00071 Mobile Home Tie Down fnsp 000T Marriage Lines 00090 Restcel 00095 Footing Drains 00100 Foundation Footings ❑ 00200 Foundation Walls ❑ 00250 Foundation Insulation ❑ 00300 Concrete Slab /Stab Insulation ❑ 00350 Crawl Space ❑ 00400 ( Shear Wall Nailing ❑ 00450 Plywood Wall Sheathing ❑ 00500 Roof Sheathing Nailing ❑ 00525 Plywood Deck Nailing ❑ 00550 Exterior Wall Sheathing O 00600 Masonry Chimney O 00610 Chimney Installation /All Types ❑ 00700 Framing ❑ 00750 Roof /Ceiling Insulation ❑ 00800 Floor Insulation ❑ 00801 Wall Insulation ❑ 00802 Exterior Roof Insulation ❑ 00803 Glazing inspection O 00815 Lighting and Controls ❑ 00900 Suspended Ceiling ❑ 01000 Interior Wallboard Fastening ❑ 01001 Exterior Wallboard Fastening ❑ 01 1 10 Pre -Move Inspection ❑ 01 1 15 Motor Inspection ❑ 01120 Pre -Demo ❑ 01140 Pre - retool ❑ 01400 Final -Fire 0(700 Final - Building ❑ 01900 Final- Reroof • ❑ 03100 Site Visit 4000 Special - Concrete 04001 Special -Bolts in Concrete ❑ 04001 Special- Mom/Resist Conc Frame ❑ 04003 Special -Reinf Steel Prestress ❑ 04004 Special - Welding ❑ 04005 Special- High- Strength Bolting ❑ 04006 Special - Structural Masonry ❑ 04007 Special -Reinf Gypsum Concrete ❑ 04008 Special - Insulating Conc Fill ❑ 04009 Special -Spray Fireproofing ❑ 04010 Special - Piling, Piers, Caissons ❑ 04011 Special- Shotcrete • 04012 Special- Grading, Excav/Fill ❑ 04013 Special- Retaining Wall • 04014 Special - Panels ❑ 04015 Special -Smoke Control System TENANT NAME:` IVUtI Itilq,N ee CONDITIONS ;0001 No changes to plans unless approved by Bldg Div 0010 Special inspection required, notify Bldg Div 0 001 1 Special inspector shall submit final signed report ❑ 0012 New ceiling grid & light fixture shall meet lateral bracing ❑ 0013 Partition walls attached to ceiling grid ❑ 0014 Readily accessible access to roof mounted equipment ❑ 0015 Engineered truss drawings & calcs shall be on site O 0016 Exposed insulation backing material ❑ 0017 Subgrade preparation including drainage, excavation ❑ 0013 Statement from rooting contractor verifying fire retardant class of roof 0019 All construction to be done in conformance w /approved O plans "No work shall be done in addition to those modifications..." ❑ 0002 Plumbing permits shall be obtained through King Co ❑ 0020 Structural observation shall be provided for this project ❑ 0021 All food preparation establishments must have King Co . 0022 Fire retardant treated wood shall have flame spread of ❑ 0023 Notify Building Division prior to placing any concrete ❑ 0024 All spray applied fireproofing shall be special inspected O 0025 All wood to remain in placed concrete shall be treated 0026 All structural masonry shall be special inspected 0027 Validity of Permit !0 0028 Rack storage requires separate permit ❑ 0003 Electrical permits obtained through L &I ❑ 0030 No occupancy of building until final insp by Bldg Div ❑ 0032 Remove all weeds, concrete, stone foundations, flat concrete ❑ 0036 Manufacturers installation instructions required on site ❑ "BTU maximum allowed per 1997 WA State Energy Code" ❑ 0035 Contact PW Div to obtain insp for water /sewer connect ❑ 0038 A C of 0 will be required for this permit ❑ 0039 Final approval for all TI w /in the limits of the SC Mall O 0004 All mechanical work shall be under separate permit ❑ 0040 All construction noise to be in compliance with 8.2 TMC 0041 Ventilation is required for all new rooms & spaces 0005 All permits, insp records & approved plans available 0006 All structural concrete shall be special inspected ❑ "Applicant shall obtain a separate plumbing permit from King Co" ❑ "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" ❑ 0007 All structural welding shall be done by WABO certified inspector ❑ 0008 Ali high - strength bolting shall be special inspected ❑ 0009 Bolts installed in concrete shall be special inspected ❑ 0031 Comply with requirements of TvtC 16.04 ❑ 0034 Removal aseptic tanks require approval and compliance with King Co Health Dept. ❑ "Obtain required inspections from appropriate water & sewer districts" ❑ "Fuel burning appliances ❑ "Appliances, which generate...." ❑ " Water heater shall be anchored...." ❑ "Reroot" Plan Reviewer: Permit Tech: Dik Date: 31 OZ 3' •02 Date; 1kzPACti'.' �s': :i.',Tk;9:%sitM�uneVA3ssciri�` "b''y} 3`+i; i 41.' xt� &�. }tsi Ai,'.;ti4 1 ; 4 4:Z. , u§ .t'm1R'';641 4%, Q re 2 . Z H: U O; t tn� W = W • g J. a- w n. = d I— ILL Z � Z O 2 p O N" . •W W. F a • LL 1 ; — O. 1.1.1 Z • v � O ' . Z Tenant: Name: Address: City of Thkwila DEVELOPMENT PERMIT Owner: Name: METRO ACCOUNTS PAYABLE Phone: Address: SO.BASE 5432- 50706D50304, 821 2ND AVE Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600421 Permit Number: DO1 -256 Address: 12100 EAST MARGINAL WY S TUKW Issue Date: 04/11/2002 Suite No: Permit Expires On: 10/08/2002 Contact Person: Name: GERRIE JACKSON Phone: 206 - 684 -1334 Address: 201 5 JACKSON ST, SEATTLE, WA Contractor: Name: MCCLURE & SONS INC. Phone: 425 - 745 -0124 Address: 16300 MILL CREEK BLVD G4, MILL CREEK, WA Contractor License No: MCCLUSI101MJ Expiration Date: 07/06/2002 DESCRIPTION OF WORK: CONSTRUCT CONCRETE VAULTS IN BUS MAINTENANCE BAYS TO HOUSE HYDRAULIC LIFTS AND RELATED MECHANICAL EQUIPMENT. Value of Construction: $614,413.00 Fees Collected: $6,241.50 Type of Fire Protection: SPRINKLERS Uniform Building Code Edition: 1997 Type of Construction: Occupancy per UBC: Public Works Activities: Curb Cut/Access /Sidewalk/CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N Water Meter: Channelization / Striping: ** Continued Next Page ** don: Devperm D01 -256 Printed: 04 -11 -2002 La•,''.Se, r +24H..;+)i;l•`:i�i ' >✓ vj , r,.., 4.f:. ye µ.. �¢.,�. �' ,1:.� e: 1:;.vtik'LwP r .„� m- .',�+n i.1 d.. n,.�,.�ad -1 ; +:." hl`� �k•, �.:;:tiya S: �e'�I1l:t�4kt,.. p— Z w; U O 0 ' W , CO w! w }O: u. "a • d I-w Z F. 1- O: Z ICJ uj 0: :O w tiw Z. w N , O Z Signature: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: st- occsr/_ I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this p mit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construy cti or the performance of work. I am authorized to sign and obtain this development permit. Print Name: �1� JPt Ict, kJ D01 -256 Date: Date: l This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Printed: 04 -11 -2002 City of Tukwila PERMIT CONDITIONS Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600421 Permit Number: D01 -256 Address: 12100 EAST MARGINAL WY S TUKW Status: ISSUED Suite No: Applied Date: 08/16/2001 Tenant: Issue Date: 04/11/2002 1: ** *BUILDING DEPARTMENT * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 4: All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 5: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 6: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 7: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 8: Fire retardant treated wood shall have a flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 9: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 10: Hauling over 50 cy shall require application for a Hauling Permit prior to any associated activity.APPLICANT SHALL CONTACT PW PERMIT TECHNICIAN AT (206)433 -0179 AND SUBMIT ALL THREE ITEMS LISTED BELOW TOGETHER WITH HAULING PERMIT APPLICATION. 11: A $2,000 bond made out to the City of TUKWILA for possible property damages caused by activities. 12: A map which shows the haul route, Thomas guide maps not allowed. 13: APPLICANT SHALL OBTAIN A SEPARATE PLUMBING PERMIT FROM KING COUNTY ENVIRONMENTAL HEALTH DEPARTMENT AT (206) 296 -4727 AND A SEPARATE ELECTRICAL PERMIT FROM WASHINGTON STATE DEPARTMENT OF LABOR & INDUSTRIES AT (206)248 -6630. 14: A copy of the Certificate of Insurance Coverage (miniumu of $1,000,000) naming the City of Tukwila as insured. I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. doc: Conditions D01 -256 Printed: 04 -11 -2002 'r'. 4 "ic'i.6tk '3�tn+�isia Vike∎'t+iWAIS c`� g431 ^. doc: Conditions City of 1 ukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Date: !4 o D01 -256 Printed: 04 -11 -2002 Project Name /Tenant: South Base Maintenance Vaults Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College/University Q Other , Ma ni onanro Fari 1 i t Value of Construction: $614,413.00 Tax Parcel Number: 7140611-0471 Phone: (206) 684 - 1334 Site Address (include suite number) City State /Zip: 191nn TP,r4 t- Mar ina1 Wpl S_ , Tnktai1 WA Property Owner: King .County Metro Street Address: City State /Zip: 201 South Jackson Street Seattle, WA 98104 Fax #: (206) 684 - 1900 Contractor: to be bid Phone: • Street Address: City State /Zip: Fax #: Architect: Phone: Street Address: City State /Zip: Fax #: Engineer: Phone: Street Address: City State /Zip: Fax #: Contact Person: Gprrie Jackson M/S KSC — TR - 0431 Phone: (206) 684 - 1334 Street Address: 201 South Jackson Street Seattle, City State/Zip: WA 98104 Fax #: (206) 684 - 1900 Description of work to be done (please be specific): Construct concrete vaults in bus maintenance bays to house hydraulic lifts and related mechanical equipment. . Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College/University Q Other , Ma ni onanro Fari 1 i t Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse 71 Hospital ❑ Church ❑ Manufacturing ❑ nn Motel /Hotel ❑ Office El School /College /University IX� Other Same Building Square Feet: • existing No. of Stories: 1 1/2 Area of construction (sq ft): 4 2 6 2 Will there be a change of use? ❑ yes n no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes El no Existing fire protection features: C) sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no Attach list of materials andstora : location on se•arate 8 1/2 X 11 .a•er indicatin :.trantities & Material Safet Data Sheets 11 /30 /00 clpcnnil rloc VENDIMUMMINVIVIINN CITY OF TUVWILA Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 (206) 431 -3670 Project Number: Permit Number : Commercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Q APPLICANT REQUEST FOR PUBLIC WORKS SITE /CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public. Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: ❑ Land Altering 0 Cut ❑ Sanitary Side Sewer #: ❑ Storm Drainage ❑ Water Meter /Exempt #: ❑ Water Meter /Permanent # ❑ Water Meter Temp it ❑ Miscellaneous ❑ Street Use Size(s): Size(s): cubic yds. 0 Fill cubic yds. ❑ Sewer Main Extension ❑ Water Main Extension 0 Deduct Size(s): Size(s): Est. quantity: ❑ Flood Control Zone • ❑ Hauling ❑ Landscape Irrigation O Private 0 • Public O Private 0 Public 0 Water Only gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: to Application taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING OWNER ��AUTHORIZED AGENT: Signature: Date: 14 /. a.ery / Print name: _...----" Gerrie Jackson Phone: (206) 684 - 1334 Fax i ( 684 - 1900 Address 201 S Jackson PZ /S KSC —TR -0 431 City/State/Zip '1 ''' • grit'• ` '" V. y p ' :i Se t: l'e r,4. 1`1 . 98104 APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ■ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working dratings (five(5) sets for structural work), which include : ❑ ❑ Site Plan (including existing (ire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity•, proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. •Limits of clearing/grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). Floor plan: show location of tenant space with proposed use of each room labeled Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. Vicinity Map showing location of site Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. Indicate proposed construction of tenant space or addition and walls being demolished 11/30/110 cipermil.doc Construction details Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds).' ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 999 Third Avenue, Suite 700, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued . OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect /engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. • * * * *;k* *frA *k: *A ***+ *•A** * 1:•k4 44r * *A * *Ak 'it :** * *.4 * * *A A. k * ** tk * 'It* * *•t *. T UKWLLAN WS ::' R'epr• ir,:t'e. d. .OSr J.6; /0J. i.6. „2 •TR SM'rtIT •.` * A *h* t;**:.*** h* t, a e . *.*.**. , *kAkk ** A. *A *A*Is.* * **.t** *,**A c*. *�.l * **A **A *A *k SM1IT Number: fi.0.10106U:.'.clOPulnt3 .2. 457..00: 0$ /1G /01. i6a23 • ayment Method° .CHEel; -• Not ation,.: K ING COUNIy' Init KAS nt': it .; N.o o . . D .p.1- ._:?58.: T up Per e :,.DE PER tf i? EVE LOPMEN•f : PEKhMIT lie-`, n « 7340'60 - ;.0421 `b i ;Adr re.s5 u ` 12100. EAS.`t .MARGINAL 14Y 8 . Total.. Fees: 6 241..5( • . his ;Payineni.' 2,4.57 „00.. ..Total ALI. .'Pmts, 2,457. O0 BalanceK 3..784`30 A * `,****;* A **.* 51•****.*•* A** i** 4 ` * * *fi * k * * * *k.l *1%*k **** * *A *k * * ***: *.t ** tic ,aunt: Catl� D sc:r i pt; iori Amount n0 /6.45 „8:�0 • PLAN :CHECK 7 UONRE5 2.,457.00 D; U O' NO . ID W W I ; J H W O;. co P.„' I _ Z I- O Z WW ; . 0 O; U ; O V-1 = W ' . 1- a W Z OF z Pf pr. 5 61e ith Base. r 5, .0 Typeil Inspe A cid - f .. /rim. N s �ti Date Called:/ 1/ / .--, Special Instruction :. WI , . . . nuhrtipi . . 00 07' s, • t-o Date Wanted: a.m. /./OZ--. Requester: 41 C 4t Phone ,2r INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Approved per appli cable codes. ,• • INSPECTION RECORD Retain a copy with permit Do (206)431-3670 Corrections required prior to approval. C MMENTS: (1 - 1 1 4:7 •-• 1 )• ( . $47.00 REINSPECTION F .paid at b3op Southcenter 'Receipt No.: Datei- E REQUIRED. Prior inspection, fee must be Ivd., Suite 100. C411 to schedule reinspection. Date: • iaz.64,1S■'14 • ..t,ta4M4.414A4'40 , ViarAgti 414 444,141,'•e,;•:, Pro :. �� � Type o�l�spect n• A I b / Clri) /?Q/ OV i Date CalEed: /1 SpecialInstructions:. f'l h e/a / 0, S ee Date n a.m. Reques e • C C L, Phone No 410Wrotionift*MelM ( INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 EYDI a51e Approved per applicable codes. Corrections required prior to approval. COMMENTS: lit 77 f, Sr \ \, '-r S Cc. c - Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at $300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • Project: A IGfrt2 c t// h &i se__ Type of Inspection: (?,.• ('rP 7 A. ess: .o ,E g24/77/0 tt Date II:.: 6 • / D,_, _ Special Instructions: lahr „ 7ftf �1 v r( 2a- !/l Date Wante. a.m. g nr p � part: Requester (tt Phon mo� -1( 3- , INSPECTION RECORD. • Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: V --v'e;ont-\ S i iP Inspector: "'""Y,Z10 Date ( _ C _ $47.0d REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: NO. (206)431 -3670 Project: ;y �.�;l( ► _ .G� — /�1�.1��'1 � . V�tcc CIS ���',N�'�/1��/�'1 �OT (� Date called: 7/ � ' A dress: Y Special instructions: Date wanted:.-`' Requester Phone:^` - INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Soutk nt�r, Blvd, #100, Tukwila, WA 98188 (206)431-3670 Approved per applicable codes. 0 , Corrections required prior, to approval. COMMENTS: . PC't�A, e-- k4r/. l lrt C� v;' Y 1 t Y r 1a..1 t 4h. Gl (5 \/e Inspector: Date: $47.00 REINSPECTION FEE REQUIRED.; Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: k�1.: �S+ �t' m�!! r' 1. xUi`, d�: ���411"' �• 2��i�' �f�� :�`'` �'I -�.. ..., a' .....': iii^... _...... _ • s �,?`i =" talus ;hfii� �: i r3�.�+�•7�25Y�.; }: �: �M1��', is�v4; Y7�' eRpYy' ajf •1!'.r.:.9,{,'t���±'ei;.;tr: r � 1 ec : - Fro ..._.b r��3SP Type of Inspection: / 0) C re /.2 /rco r / a , %// a . 4, jy , s Dati c t / Special instructions: ✓ .. !�!->�.�f 7 "'i I(Y, Z c1,-, // ° °' Dat&79 te�l:� p m. Req yeste : n INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. COMMENTS: Cpl PrNA . '' qA A.. .ako 0.1. $47.00 REINSPECTION E REQUIRED. Pr'• to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call Receipt No: Date: IT NO. (206)431 -3670 schedule reinspection. }�I 1WA` '+N' Project: , , Tro SO . (.444, Type of Inspection: • F not cm Address: 0 f., , 111 a/. 1(114 S • Date called: Special instructions: n/VIYU — Date wanted: e i - 0 - 0I 1 * Requester: 1 , Oa ( IC/ Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Insp Approved per applicable codes.' • COMMENTS: Rec o: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. L.-v\s_p 0 A .#1 Date: Do/ PERMIT NO. (206)431-3670 7 0 REINSPECTION FEE RE UIRED. Prior to iyt pection, fee must be paid 0 Southcenter Blvd., Suith 100. Call to schidule reinspection. / Date: • W. 1 0 /2. 0 2.„; 6111Kra ZaZ & ASSOCIATES, INC. October 15, 2003 GEOTECFINICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. Jack Schultz KING COUNTY METRO •11911 East Marginal Way South, Building B • Tukwila, WA 98168 RE: Final Letter Hydraulic Lift replacement Bays 8 & 9 C South Base 12100 East Marginal Way Seattle, Washington Dear Mr. Schultz, In accordance with your request and authorization, we have performed periodic special testing and inspection services for the above referenced project. The special inspections for this project were: Reinforcing Steel Placement • Concrete Placement Inspection • Soil Compaction Testing • Soil & Concrete Laboratory Testing . • Anchor Bolt Installation To the best of our knowledge, the above referenced items have been found to be in general accordance with the approved plans and specifications. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at (425) 485 -5519. Respectfully submitted, KRAZAN & ASSOCIATES, INC. TGB/bd cc: Timothy G. Beck e, P.E. Engineering Manager Pacific Northwest Division CITY OF TUKWILA C 6300 SOUTHCENTER BOULEVARD, TUKWILA, WA 98188 Offices Serving The Western United States KA No. 096 -03158 Permit :No: D01 -25 19501 — 144' Avenue NE N F -300 • Woodinville, Washington 98072 • (425) 485 -5519 • Fax (425) 485 -6837 09603158 final.doc ,,....., x m �LyiiYii*' Ai, �5: in7" v.:l?. J,:ii!';'�+.r,};''�fi•,v��4n {�; `�.. f �5:; "r:%yx17F,:iJii�:iii}�'yE April 7, 2003 Dear Permit Holder: City of Tukwila Department of Community Development Steve Lancaster, Director Gerrie Jackson 201 S Jackson Street, KCS -TR -0432 Seattle, WA 98104 RE: Permit Application No. D01 -256 12100 East Marginal Wy S In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: • Call the City Of Tukwila Permit Center at (206) 431 -3670 to arrange for the next or final inspection. Steven M. Mullet, Mayor This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to May 05, 2003, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Stefania S(Sencer Permit Technician Xc: Permit File No. D01 -256 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Vr ci. ∎4∎441./Sa+ nI.; iv:1;t=`Rdv: kA.V "e$ , t/4.itJ'ti,;"r;;iu:.•� il. Z :.1,4∎4; ..wG:4 wF} ; + ri: ,rt�l�s�iyh�4 +uuiTi;. = .ih+M?da Eti ?` w�. 0 A {S> "tktiti�a+;`r krazan & ASSOCIATES, INC. November 5, 2002 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. Jack Schultz KING COUNTY METRO 11911 East Marginal Way South, Building B Tukwila, WA 98168 RE: Final Letter Hydraulic Lift Replacement at South Base 12100 East Marginal Way Seattle, Washington Dear Mr. Schultz, In accordance with your request and authorization, we have performed periodic special testing and inspection services for the above referenced project. The special inspections for this project were: To the best of our knowledge, the above referenced items have been found to be in general accordance with the approved plans and specifications. Soil Compaction Testing • Reinforcing Concrete Inspection If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at (425) 485 -5519. Respectfully submitted, KRAZAN & ASSOCIATES, INC. /1 Timothy G. BeblCerle, P.E. Engineering Manager Pacific Northwest Division RECEIVED NOV 0 7 2002 COMMUNITY DEVELOPMENT TGB/bd Cc: City of Tukwila @ 6300 Southcenter Boulevard, Tukwila, WA 98188 Attention: Mr. Jim Donaway Offices Serving The Western United States KA No. 096 -021 Permit No D01 -2 19501 — 144 Avenue NE # F -300 • Woodinville, Washington 98072 • (425) 485 -5519 • Fax (425) 485 -6837 09602162 final letter.doc FINAL REPORT FOUNDATION EXPLORATION SOUTH OPERATING BASE AND UNIT REPAIR FACILITY Geotechnical Consultants LOC: 25(0 King County Transportation L Natural Resources Library 821 Second Avenue, M.S. 90 Seattle, WA 98104 -1598 utloamW FINAL REPORT FOUNDATION EXPLORATION / SOUTH OPERATING BASE AND UNIT REPAIR FACILITY MUNICIPALITY OF METROPOLITAN SEATTLE Prepared For De Leuw Cathar & Company Seattle, Washington W -74- 310 -03 W -74- 310 -05 September 17, 1976 CONVERSE DAVIS DIXON ASSOCIATES, Geotethnical ConJohantr Seatile • Paiadenr • Anaheim • San Peanci,n, • Lax Vega 100 West Harrison, Seattle, Washington 98119 (206) 285.5200 Lit.31 ARY OF METROPOLITAN SEATTLE 82 1 SLC OND AVENUE • SEA WA 98104 King County Transportation • Natural Resources Library 821 .Second Avenue, M.S. 9( Seattle. WA 98104 -1598 cb . Consulting Engineers and Geologists CONVERSE DAVIS DIXON ASSOCIATES, INC. 100 West Harrison, Seattle, Washington 98119 • (206) 285 -5200 September 17, 1976 W -74- 310 -03 ~ w W -74- 310 -05 re 2 00 u) a 'NW uJ = , De Leuw Cather & Company ; -I i- 720 Third Avenue mu. Seattle, Washington 98104 O Attention: Mr. Dorr M. Anderson g- ' u. Q, Vice President . CO d ; 1-_ Z F-, We herewith transmit 25 copies of our Final Report on F .p.. the Foundation Exploration for the Metro Transit South wE- Operating Base (Subdivision T3A74 -03) and Unit Repair Facil- 2 D ; ity (Subdivision T3A74 -05). Since the Unit Repair Facility v o . will be constructed on the South Operating Base as part of :O N' the same contract, the results of the foundation explora- w ~ tions have been combined in a single report. This report i v completes Task I, Soils Investigation and includes all u.1", field exploration and laboratory test data contained in z our Task F preliminary site report dated December 3, 1975. v (°° As they became available during the course of the explora- 1; b tion, the findings and recommendations were discussed with z members of your staff. This work was authorized by your letter of September 19, 1974 with notice to proceed given by your letter of August 12, 1975 for the South Operating Base and September 4, 1975 for the Unit Repair Facility. CONVERSE DAVIS DIXON ASSOCIATES, INC. Eugene R. McMaster Vice President ERM:ls SEATTLE PASADE IAA ANAHEIM SAN FRANCISCO LAS VEGAS m >svvau2d- !:9;�k7,xr!c:: 1 ;J;.r A; • Ta TABLE OF CONTENTS Page 1. INTRODUCTION 1 2. PROJECT DESCRIPTION 2 3. GEOLOGIC HISTORY 3 4. PROJECT SITE CONDITIONS 4.1 General 4.2 Surface Conditions 4.3 Subsurface Conditions 4.4 Ground Water 6 6 6 7 10 5. DISCUSSION AND RECOMMENDATIONS 13 5.1 General 13 5.2 Maintenance Building 13 5.2.1 Building Description 13 5.2.2 Subsurface Conditions 14 5.2.3 Foundations 14 5.2.4 Comparison of Foundation Alternatives 24 5.2.5 Floor Slab Support 25 5.2.6 Pressures on Buried Walls 27 5.3 Operations Building 29 5.3.1 .Building Description 29 5.3.2 Subsurface Conditions 29 5.3.3 Foundations and Slab Support 30 5.4 Unit Repair Building 30 5.4.1 Building Description 30 5.4.2 Subsurface Conditions 30 5.4.3 Foundations 31 5.4.4 Slab Support 33 .5.5 Washer- Fueling Building 33 5.5.1 Building Description 33 5.5.2 Subsurface Conditions 33 5.5.3 Foundations 34 5.5.4 Floor Support 36 5.5.5 Earth Pressure on Buried Walls 37 5.6 Buried Tanks 37 5.7 Retention Pond 38 5.8 Parking Areas 39 5.8.1 Bus Storage Area 39 5.8.2 Employee Parking Area 42 5.9 Acoustic Walls and Berms 45 5.10 Bus -Only Ramp 46 5.11 Seismic Considerations 46 5.12 On -site Utilities and Piping 47 5.13 Inspection 47 6. LIMITATIONS REFERENCES CONVERSE DAVIS DIXON ASSOCIATES, INC. 48 49 5J.e$4iY TABLE OF CONTENTS DRAWINGS 1. Site Plan 2. Inferred Basalt /Sandstone Contact 3. Failure Mode for Rigid, Fixed Piers 4. Failure Mode for Flexible, Fixed Piers 5. Washer- Fueling Building Backfill APPENDIX A - FIELD EXPLORATION Borings and Test Pits Geophysical Shear Wave Study Legend for Boring and Test Pit Logs Boring Logs Photographs of Rock Cores Test Pit 'Logs APPENDIX B - LABORATORY TESTING Description Grain Size Distribution Compaction Curves R -Value Rock Core Compression CONVERSE DAVIS DIXON ASSOCIATES, INC. 1. INTRODUCTION This report presents the results of the final foundation exploration for the proposed South Operating Base and the Unit Repair Facility to be constructed for the Municipality of Metropolitan Seattle in King County, Washington. A preliminary soils evaluation report (Task F) was submitted December 3, 1975. The purpose of that earlier phase was to determine the general subsurface conditions as an aid in developing a site layout plan for the various facilities. Since that time, additional exploration, testing, and engineering studies have been completed for the purpose of providing foundation recom- mendations for the final design of the proposed facilities. All previous exploration and laboratory test data is included herein. The site layout studied is that shown on the Site Plan, Drawing 1. Technical details for the proposed site development and building designs were taken from the "Phase T Preliminary Design Report - South Operating Base" by DeLeuw Cather & Company. The scope of work for this phase of the investigation included the additional drilling of twelve subsurface borings from 11 to 29 feet deep, excavating of fifteen test pits 5 to 12 feet deep, classifi- cation and laboratory testing of the soil samples obtained, engi- neering analyses based on the laboratory and field data, and the development of recommendations based on these and other considera- tions. CONVERSE DAVIS DIXON ASSOCIATES, INC. :. 's! ; pit ?t,4•1 .t'zarr% :.�:�:�.,.n't0.4F,�i n m l.`t ✓!3.i The site includes approximately 20 acres of undeveloped land located about one mile south of the Seattle city limits between and to the south of the intersection of East Marginal Way South and SR -599. Formerly the Riverton Quarry, the site was filled to its present grade following cessation of quarry operations in 1973. The existing ground surface is seasonally covered with grass and slopes grc:dually from about elevation 21* on the south to approximately elevation 12 on the north. The main structures will include a maintenance building with an attached operations building, a fuel -wash building, and a unit repair facility. In addition to the structures, approximately 11 acres of the site will be paved to provide bus parking for 200 coaches and employee parking for 189 automobiles. A retention pond will be con - structed at the northeast side of the site to contain storm water runoff. The proposed locations for these facilities in relation to the site are indicated on Drawing 1. *elevation 0 = mean sea level - 2- 2. PROJECT DESCRIPTION CONVERSE DAVIS DIXON ASSOCIATES, INC. Ai �'& 4 : �f420ii'nt-W#ir:A.Shaw'7e • _J ti -3- 3. GEOLOGIC HISTORY This site is located within the +southern portion of the Puget Sound Lowland physiographic province and within the Duwamish River Valley topographic division of King County. This division is bounded on the west by the West Seattle Drift Plain and on the east by the • Seattle Drift Plain. The oldest rocks in the area were deposited during the middle Eocene time approximately 40 to 45 million years ago. At that time, the greater portion of Western Washington was the site of a shallow marine embayment. This embayment was slowly filled with arkosic and volcanic . sediments from the east. By the late middle Eocene, the shoreline had shifted westward, forming a low -lying coastal plain of a slowly sub - siding basin. During this period, several thousand feet of sediments of the Puget group were deposited. These sediments were primarily continental and brackish -water sediments. In places, marshes and swamps were extensive and vegetation flourished, some of which ulti- mately formed coal and lignite. During the late Eocene, irregular masses of andesite and basalt intruded into these sediments in several locations. The above described Eocene Age sediments have all been folded to varying degrees. It is thought that the folding occurred during early or middle Miocene time, or approximately 26 to 20 million years ago. This folding resulted in the general uplifting of the Puget Sound Lowland. Some faulting appears to have accompanied the folding and tilting of these rocks. A major fault has been inferred to separate the upper Eocene Puget group from the under- lying middle Eocene rocks. The next period of deposition represented in the area occurred during the Pleistocene Epoch. During the Pleistocene Epoch, the Puget Sound Lowland is known to have been invaded by continental glaciation at least four times. The last period of glaciation is referred to as the Vashon Stade of the Frazier Glaciation. This glacier occupied the general Seattle area from a period of approx- imately 15,000 to 13,500 years ago and attained a thickness of CONVERSE DAVIS DIXON ASSOCIATES, INC. w re J U O 0 CO CI W wO c = w Z �. I-0 Z F- �o O • C12 O H w W 2 ti. O z U = z -4- approximately 4,000 feet in the Seattle area. Each period of glaciation resulted in the modification of the existing terrain and sediments by the meltwaters emanating from the glacier and by the scouring and the compaction action of the glacier proper. When the Vashon glacier retreated from the present Duwamish and Puyallup River Valleys, they were the sites of topographic lows. This re- sulted in the invasion of marine water and the embayment of these areas. They are referred to as the Duwamish Embayment and the Puyallup Embayment. Thus, the Des Moines - West Seattle drift plain, the upland area west of the present Duwamish Valley and north of the Puyallup Valley, was isolated in the form of an island from the mainland. Subsequent to the retreat of the glacier, the major natural force has been erosion and deposition of over 100 feet of alluvium, filling the Duwamish Embayment to the present level of the Green - Duwamish River Valley. The Cedar River fan con- tinued to build in the area of present -day Renton, blocking a por- tion of the Duwamish embayment and forming Lake Washington. Approx- imately 5,000 years ago, the huge Osceola Mud Flow broke loose from the northeast side of Mt. Rainier and flowed down the White River Valley to the Duwamish Embayment covering the drift plain and foot- hills to the east. This resulted in the White River being displaced from its pre -mud flow position to its present position approxi- mately 20 miles further north. During the past 5,000 years, the sediments transported by the White, Cedar, and Green Rivers have filled the Duwamish embayment to above 'sea level, and the Des Moines drift plain was merged with the mainland. The Duwamish River prior to 1905 received all of the drainage waters from the White, Green, Cedar and Black Rivers. In 1906, the White River was diverted southward into the Puyallup River. Prior to 1917, the Cedar River flowed into the Black River which was then the out- let for Lake Washington. This combined flow joined the Green River to form the Duwamish River. In 1917 with the completion of Lake Washington Ship Canal and the Hiram M. Chittenden Locks, the water level of Lake Washington was lowered to its present level and the CONVERSE DAVIS DIXON ASSOCIATES, INC. 17 -5- Black River Channel was abandoned with the new outlet for Lake Washington being through the Ship Canal to Shilshole Bay and Puget Sound. As part of the above, the Cedar River was diverted so as to flow into Lake Washington. Thus, since 1917, the only major river flowing into the Duwamish River has been the Green River. The Duwamish River Valley was periodically inundated by flood waters during times of excessive rainfall combined with excessive snow melts in the mountains. As a result, the Howard E. Hansen Dam was constructed and completed in 1961 -62. The proposed South Base site (Site S -4) was probably last inundated in 1959. With the dam in operation, the U. S. Corps of Engineers indicated river flooding would be expected with a hundred year storm. For an event of this intensity, a high water elevation in the river is predicted to be 12.2 at Mile 8 in the vicinity of the site. CONVERSE DAVIS DIXON ASSOCIATES, INC. r12, 00 I N ma W , WX . • u.; W O: g J. u. Vi a : t=-- W x. F- Z W W : :0 Ni D .H. • uJ; I- I- - O: w Z U N ~ F` O Z -6- 4. PROJECT SITE CONDITIONS 4.1 General The site of the proposed construction is in the Duwamish flood .plain and lies within King County, Washington. Sub - surface materials encountered in the borings and test pits • consisted of manmade fill overly'_ng recent alluvial sedi- ments and /or Eocene age bedrock. The site is the location of the former Riverton Quarry where reportedly basalt was removed in a quarry operation over a period of some 36 years - beginning approximately in 1936 and continuing through 1972. Prior to removal of the rock, the site was dominated by a north -south trending ridge with a maximum elevation of approximately 175 feet. Based on discussions with the former owners and operators, it is understood that the quarry operations resalted in the re- moval of the northern portion of the ridge and the lowering of the bedrock surface to levels ranging from the existing ground surface, to some 24 feet below the present ground level. Excavation was reportedly discontinued due to in- creasing quantities of groundwater with depth. It is our understanding that the excavation was filled during late 1972 or early 1973 to the present grade with various mater- ials, including soil from the ridge, miscellaneous over- burden soils, quarry screenings, crushed rock, and some boulders. Surface Conditions The present ground surface at the site of the proposed con- struction is generally flat with a gradual overall slope to the north. The ground surface varies from a maximum of approximately elevation 21.5 feet at the southern portion of the site to a minimum of approximately elevation 12.0 feet at the northern portion. The present ground surface represents the top of the material placed as backfill of the quarried excavation. A two foot crown has been formed CONVERSE DAVIS DIXON ASSOCIATES, INC. �-- w tr ' 6 JU U O' 4 CO 13 W J CD LL w O ga -J LLQ - CI Ili z � . I- O Z i- U O — O I- w w 1- • U ' —O w z U -. z • 4.3 -7- in the fill and trends approximately with a north -south axis in the middle of the site. Bedrock is exposed at the surface in the northeast portion of the site and approximately along the east property line. Surface water is collected in shallow ditches which border the east, north and west sides of the sites. Along the western portion of the site, surface water in the ditch is collected in catch basins and flows westward beneath East Marginal Way. Along the eastern margins of the site, the surface water in the ditch flows to a low point approximately three - quarters of the way north along the boundary. At this point, it enters a 30 -inch culvert, flows eastward beneath SR 599 and Interurban Ave. South, and empties into the Du- wamish River. Vegetation at the site at the time of the investigation con- sisted of a scattered growth of low grass. The surface of the fill is variable; ranging from silty soils to crushed rock. Difficulty was experienced in moving wheeled equip- ment around the site during winter months, and heavy rutting occurred in the silty soils. Subsurface Conditions The subsurface conditions for the South Operating Base and the Unit Repair Facility were explored by the drilling of 23 borings (B1 through B23) and 26 test pits (TP1 through TP26) at the locations indicated on the site plan. Test pits were dug with a rubber -tired backhoe to a depth of about 12 feet, or less where refusal was encountered in bedrock. The pits were intended to locate the top of rock (where high enough to be reached) and to sample the fill. The borings were advanced through the fill with a hollow -stem auger and in certain borings extended into bedrock by core drilling to CONVERSE DAVIS DIXON ASSOCIATES, INC. :1,ritial�i �Stifut�uti� ..,— ...,.c,+ventsVItli iwairrrxWORM' +�rsu tr try r�c�ra a -8- explore for soft zones which might adversely affect bearing capacity. A description of the field explorations including the boring and test pit logs is presented in Appendix A, and a description of the laboratory testing, together with the test results is presented in Appendix B. Fill was encountered in all explorations and was underlain by peat and soft silt in TP1, TP2, TP3, TP22, TP23 and B21 north of the maintenance building location and underlain by Eocene bedrock at all other points explored. The fill ranged in depth from a near surface few inches in TP12 to 24 feet in B7 and B9. Materials encountered in the fill consist of three fairly distinct types: (1) Silty sand, gravelly in places, and grading to sandy silt. (2) Quarry waste consisting of basalt fragments and screenings. (3) Sedimentary rock materials, both sound and weathered. The first type is by far the most 'widespread and is understood to . have come from the deposits on the high bank excavated back onto the adjoining property to the south. Some of the second type and less of the third .have in places been blended into the first. The second type, quarry waste, was found mixed with the first type material for the most part, but occasionally in pockets, usually in the lower part of the fill. Because of oversize rock fragments, samples from the borings are of poor quality and the blow counts in driving the sampler are likely to over - estimate the relative density of the fill. The third type of fill, the weathered and /or fractured sedimentary rocks as well as the quarry waste, is likely to have zones without fines leaving open voids sus- ceptible to ground water circulation. Surface deterioration of shale fragments may lead to the development of a struc- ture of surface - softened lumps in a matrix of slaked and softened silt -clay. CONVERSE DAVIS DIXON ASSOCIATES, INC. z ce U O : N om . W I J N w 0 u. ¢ g2 a F w: z � Z O w U O P- o I- W W H 0 . IL F- Iii z U N iz O I- z As noted, the fill is composed of several types of materials and, on the basis of the sampler blow counts and limited number of field density tests, appears to be non - uniformly compacted. • j Eocene bedrock was encountered beneath the fill in the explor- ations south of about the north wall line of the Mainten ?nce Building. This bedrock was of two types: (1) sedimentary rock consisting of sandstone, siltstone and shale on the north and (2) intrusive basalt to the south. On the basis of the subsurface materials and fill thickness observed in the borings and test pits, an inferred contact or demarcation line between the two bedrock types has been estimated and is shown on Drawing 2 (TP 11 at the southwest part of the site is an exception ). It should be noted that the subsurface conditions are known only at the exploration points and the line was positioned by simple interpolation between those points. The actual contact will vary from that shown. It should also be pointed out that the intrusive basalt was penetrated in B4 and was underlain by sandstone. It is reason- able to expect that this sequence may be encountered in the vicinity of the basalt /sandstone contact. It is believed the top of basalt represents the quarry floor. The top of the sedimentary bedrock where encountered also may represent an excavated surface which intersects the natural bedrock surface north of test pits TP4, 15, 18 and 13. It should be anticipated that the basalt quarry floor may be bounded by near vertical banks in places and that it may be pocked with pilot excavations into zones that were not subse- quently mined out to a more or less even contour because of inferior quality, ground water problems, or unknown reasons. Simple interpolation from bedrock elevations observed in the explorations cannot reflect sharp discontinuities, and the top of rock contours which might thus be derived should be used for no more than a very general interpretation. CONVERSE DAVIS DIXON ASSOCIATES, INC. - 1 0 - Coring into the bedrock did not reveal any soft zones in either of the rock types that would impair their adequacy for foundation support. North of the proposed Maintenance Building location, com- pressible peat and soft silt was encountered beneath fill. At B21 and TP22, these softer soils were underlain by sand. The extent of the bedrock in that direction is unknown, but it is possible that the north face of the sedimentary unit may be a scoured valley wall partially buried with alluvium as the valley was filled to its present elevation. Thus, the natural rock surface may plunge steeply to substantial depths beneath the alluvium encountered in the northerly part of the site. Specific descriptions of subsurface conditions at the indi- vidual structure locations are presented in the following de- -sign discussions (section 5). 4.4. Ground Water Ground water was observed during the field explorations in all of the borings and test pits with the exception of borings B3, B5 and B23 and test pits TP6 and TP14. The depth at which water was encountered in the borings is noted on the log of borings. To facilitate future observations of ground water, piezometers were installed in nine of the borings. These nine piezometers with tips of either a 24 -inch long slotted plastic pipe or a 6 -inch long porous stone and with a h-inch diameter riser pipe to the surface were installed with tips packed in gravel in borings Bl, B4, B6, B7, B9, Bil, B16, B19 and B22. The ground water levels measured subse- quent to the field drilling are presented in Table I. Groundwater conditions were also observed and noted during the excavation of the test pits. This included the level of inflow and an estimate of quantity. Observations made during these excavations indicate that most or all sand layers are CONVERSE DAVIS DIXON ASSOCIATES, INC. saturated and the estimated inflow from these layers ranged from less than one gpm (gallons per minute) to approximately 10 gpm. In most cases, there was seepage at the boundary of the fill and bedrock and from fractures within the bedrock; the greatest observed inflow was observed at or near this boundary. The maximum inflow of groundwater was observed in test pits TP10, TP16 and TP21 and was estimated either by pumping or bailing with the backhoe bucket as being on the order of 100 gpm. CONVERSE DAVIS DIXON ASSOCIATES, INC. Borin Approx. Ground Elevation Tip Elevation Bl 16.5 -8.5 • .B4. 16.7. 0.7 10/15/76 13.5 10/16/76 13.5 10/21/76 13.0 10/22/76 1/16/76 13.5 15.5 3/16/76 7/12/76 OBSERVED GROUNDWATER ELEVATIONS B6 17.0 18.3 21.0 16.5 17.6 16 11.7 12.0 4.0 714.2 . -7.5 1.5 15.4 17.8 12.7 12.6 12.3 13.6 13.7 12.7 13.3 12.7 13.0 B7 12.3 B9 B11 14.5 18.6 15.3 B16 B19 B22 11.4 1.7 18.4 . 7.9- ;;NOTICE. IF THEbOCUMENT IN THIS FRAME IS LE CLEAR THAN :THIS, NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 5.1 General On the basis of the information developed during this foun- dation exploration, it is concluded that the site of the South Operating Base can be utilized as planned. Shallow foundat =Dns at the Maintenance Building and the Unit Repair Facility would result in foundations supported partially on bedrock and partially on existing fill. In view of the non - uniformity of the fill observed in the field explora- tions, it is recommended that all foundations for those two structures be carried to rock. At the Washer - Fueling struc- ture foundation loads are more moderate, and the foundations may be carried to rock or, alternately, supported on recom- pacted fill beneath footing locations. Improvement or replace - ment of the upper one to two feet of existing fill underlying floor slabs and areas to be paved is also recommended to pro- vide a more uniform subgrade. 5.2 Maintenance Building 5.2.1 Building Description The Maintenance Building is to be the northernmost structure on the site, and the 280 by 160 -foot struc- ture is to be constructed of cast -in -place concrete with a precast concrete, double tee roof. We under- stand that total design column loads vary from 145 to 631 kips and anticipated wall loads vary from 1.25 to 11.5 kips per lineal foot. Two inspection pit's, 7 to 11 feet below the adjacent floor grade, will extend across the east side of the building. -13- 5.0 DISCUSSION AND RECOMMENDATIONS Specific recommendations particular to each major portion of the proposed development are presented in the following sec- tions of this report. CONVERSE DAVIS DIXON ASSOCIATES, INC. n *kwN.W +vr.F1p: +t+s m n+cwuartotOROar4 RIte+trn .. 1 -14- 5.2.2 Subsurface Conditions The site proposed for the Maintenance Building was explored at 12 points by B1, B6, TP5, TP6, TP12 through TP16, and TP18, TP19, TP20. At the points explored, the subsurface materials ranged from siltstone /sandstone within 2" of the surface at the northeast corner of the building (TP12) to 121/2 feet of fill over basalt just south of the building (B1). On the basis of the explorations, the depth of fill generally appears to increase to the south and west from the northeast corner of the proposed structure. It is not known if this increase is gradual or abrupt between exploration points. The groundwater condi- tions varied from less than 1 gpm where the fill was shallow to an estimated 90 gpm in the fractured bed- rock at the west side of the building (TP16). Foundations . General. On the basis of the subsurface conditions encountered, it is concluded that foundation sup - port characteristics at this building site are variable. In addition to the variation in depth of fill from 2 inches to 121 feet, the density and con- tent of the fill varies from loose to dense and from silt to rock fragments, respectively. A field den- sity test at a depth of 21 feet in TP5 indicated relative compaction of 81% while similar tests in TP8 and TP9, near the south side of the proposed structure, indicated compaction of 93 and 94%. These are below the 95% minimum compaction commonly specified for engineered structural fill. For the moderately heavy building loads expected, a shallow spread footing system with part of the structure supported on rock and part on fill could experience differential settlements on the order of 1 - 2 inches within relatively short distances. Because this mag- nitude of settlement does not appear compatible with CONVERSE DAVIS DIXON ASSOCIATES, INC. • sib; ArWS zr9eiA&Wi airWl gi a " ',ik#/ 1 zit �o z Wi mo w. D J c) UO 0 w =` JI'- U w O: g5. L. Q • • w z � 1- 0 w ~ ail U 0 u2.. C I I - , W 0 • • w z; O F-. -15- the type of structure planned, several suitable foundation systems founded on rock are discussed below. Spread Footings. It is our opinion based on the field explorations that either siltstone /sandstone or basalt bedrock underlie the entire Maintenance Building site. Therefore, isolated spread footings and wall footings would be a suitable foundation alternative if all footings were based in rock. To follow the variation in rock elevation, the wall footings would be stepped and this should be done at an average overall slope no steeper than 3 /4H:1V. Footings must be based on a clean, level rock surface. The foundation explorations disclosed that the siltstone /sandstone surface has been weathered in some areas to a soil -like material. It is our opin- ion footings based a minimum of one foot into this weathered material may be designed with a maximum allowable bearing value of 4 kips per square foot (ksf) . For higher design pressures on the siltstone /sandstone, it is recommended that the foundations be carried through the weathered zone to unweathered rock. We estimate that this will require extending the foun- dations about 3 feet into this rock type. When this is done, spread and wall footings may be designed with a maximum allowable bearing pressure of 20 ksf. While the weathered zone of basalt has been removed during the quarrying operation, the upper surface is moderately to highly fractured. Therefore, it is re- commended that foundations extend at least one foot into the basalt to penetrate the more highly fractured CONVERSE DAVIS DIXON ASSOCIATES, INC. p1yANN+ ?A.1g1 1+1 } Rti' eo+ 7xMV rinn. suv�< xran7nvx +m:'r rtx+kpuovK:n'!!G'000 V.. A91LWWKskroog:N' 4 -16- zone. The maximum design bearing pressure for foundations one foot into basalt may be taken as 20 ksf. Based on the backhoe test pits, it is our opinion that the 1 to 3 foot rock excavations recommended above can be accomplished with conventional exca- vating equipment. Recommended design bearing pressures may be increased by 50% for short term wind and seismic loads. Settle- ments of the described spread footing foundations are expected to be nominal, i.e. approximately less than h -inch. While a higher bearing pressure is possible in the less fractured basalt, the difficulty in pre- determining the actual condition at specific locations favors the more conservative use of a single value for foundations based in both types of unweathered rock. In view of the variation in depth of weathering and zone of fracturing disclosed by the explorations, it should be pointed out that variation in the actual penetration to sound rock at the individual foundation locations should be expected. As noted on the exploration logs, groundwater was observed to flow through coarse zones of the fill and on top and through fractures in the bedrock. Since the chance for rock foundation disturbance is minimal from flowing water, a sump pump system may be sufficient to control groundwater in the footing excavations. However, the effect of ground- water flow on excavation slopes as well as on fresh concrete should be considered. If the volume of water cannot be satisfactorily handled by sumping, a cutoff curtain could be installed or wells could CONVERSE DAVIS DIXON ASSOCIATES, INC. w 4iti u Yr4r h# .44 000∎11 . 4 ti 91 re w J U U 0 CO D CO =' JF.. O w u a U a - a . w. I-- O: Z I-- IlI w' • U • O 0: = W: I... U O .. U N' Z ri -17- be pumped adjacent to the excavation. Protection of workmen and the safety of temporary excavation slopes during construction should be the respon- sibility of the contractor. Short term lateral forces can be resisted by passive soil pressure against foundation walls and friction on the base of the footings. The coefficient of friction between the footings and rock may be taken as 0.55. It is estimated that this base friction can be mobilized with essentially no displacement of footings relative to the supporting rock. Passive lateral soil resistance against the sides of substructure elements backfilled with compacted fill may be calculated from fluid pressure theory using the following equivalent unit weights: above water table below water table These values include a factor of safety of 2.0 on conservatively estimated soil strengths. Although the siltstone /sandstone exhibits significant com- pressive strength, the shear strength is low along horizontal sand partings. A passive resistance of 370 pcf may be used for subsurface foundation ele- ments poured against this rock. The passive resis- tance in the basalt also should be limited to this value due to the fracturing observed near the basalt surface. Drilled Piers. It is our opinion that the use of drilled, cast -in- place, concrete piers or caissons to transfer the building loads through the fill to the bedrock is feasible where the depth to rock ex- ceeds the economical use of spread footings. Like CONVERSE DAVIS DIXON ASSOCIATES, INC. 270 pcf 145 pcf -18- CONVERSE DAVIS DIXON ASSOCIATES, INC. :y aie: y'ro the spread footings, piers should extend at least 3 feet into the siltstone /sandstone to penetrate the weathered zone and at least 1 foot into the basalt to penetrate the more severaly fractured zone; variation should be expected at individual piers. Q rt The piers may be designed for an allowable bearing ?; pressure of 20 ksf for both types of rock, provided v p the base of the hole is cleaned of all loose materials. w Although laboratory tests on fresh rock cores indi- ' w � w: cate high compressive strengths, the recommended w O _ bearing value includes consideration of the frac- 5 w ¢. tured nature of the rock and pier installation pro- a ' cedures. The sequence of pier construction assumed 1.-111 z � for these design recommendations is described below. 1-0 ` La It is assumed that fill would be drilled with a helical ow O or bucket auger to the rock surface. Some diffi- w ' culties could be experienced if boulders are encoun- v ° tered in the fill. If so, this may necessitate re- -0 moval by hand mining techniques, hydraulic - splitting, aim or controlled blasting. It may be possible to O z drill the required three feet into the siltstone/ sandstone using the same soil drilling equipment. As mentioned previously, the weathered zone of basalt was removed from this site during operations ,-. as a quarry. Therefore, it is our opinion that the basalt at foundation level is too hard for ex- cavation with soil augers. The rock surface should be cleaned of all loose material to a relatively level surface and inspected prior to concrete placement. Since this preparation usually requires manual labor, a minimum shaft dia- meter of at least 30 inches will be needed in the rock. Belled piers are not considered feasible 1 of -19- at this site because of the variable nature of the fill and the presence of groundwater at the top of the rock. Safety regulations require casing when a workman is in the pier excavation. Groundwater was observed in zones of the fill and in fractures in the bedrock. Measurements in piezo- meters at Bi and B6 indicate static water levels varying from 1.6 to 4.7 feet below the adjacent ground surface (section 4.4). Based on the results of the field explorations, caving of the cleaner, more open zones in the fill may be encountered during construction. Therefore, some unwatering procedure appears to be necessary for the proper construction of the piers. We anticipate that a steel casing would be driven into the bedrock surface to create a seal. Then the water would be pumped out and the preparation of the rock surface carried out. While driving a casing into the siltstone /sandstone appears possible, difficulty is expected when trying to seat or form a seal by advancing casing into the hard basalt. If the casing is seated, the seal could be destroyed if the fractured basalt is re- moved in large pieces which extend out to the casing. If these difficulties do arise, it may be possible to pour a tremie seal of lean concrete on the rock surface and up in the casing. The inner portion of this seal would be drilled as the rock socket is ex- cavated. To further protect against basalt coming out in large, uncontrolled pieces, it may be neces- sary to form the rock socket initially with several small diameter holes with a tricone or rock bit prior to final hand mining. CONVERSE DAVIS DIXON ASSOCIATES, INC. •z re ~ w: J U' U 0 w= . � J • w w ° LLQ U �. = Cy. I- ILL z � I- 0. Z w w; 0 • O N: • w W . t U N, • O z 1 -20 If the volume of water entering the pier excavation cannot be satisfactorily controlled by the casing and by pumping from inside the casing, it may be ' necessary to reduce the head of the groundwater out- side of the casing with nearby wells. - z . z Lateral forces may be resisted by the piers of t';is 6 ? ; foundation type as well as pier caps and subsurface v p walls. To evaluate the lateral resistance of the t w w piers, the modulus of subgrade reaction (K) is con- ' CO LL sidered to vary linearly with depth (x) in the form: w O K =n g5 LL. a where n is the constant of subgrade modulus and is c_n a expressed in units of force /length Based on the " i_ _ 2! 1.... work of Terzaghi (Ref. 1) , the constant of subgrade z O reaction for loose to medium dense cohensionless soil tu ? has been estimated to be 15 lb /in. In saturated v N O soils, the constant is reduced by 40% so that the con- off- stant of subgrade reaction recommended for design be- v ~ comes 9 lb /in 3 u . . O Z w (f) For very short piers, defined as those with length Z less than 4 diameters, theoretical expressions for lateral resistance have not been refined because of the unknown influence of edge effects at the base of the piers. For the most accurate determination of lateral resistance of these short piers, field lateral load tests should be performed. In the ab- sence of data from these tests, it is suggested that lateral resistances be estimated by the method of Broms (Ref. 2) which considers the width of the foun- dation element. A factor of safety of at least 2.5 should be used in the analysis. CONVERSE DAVIS DIXON ASSOCIATES, INC. -21- The stiffness factor, T, for a linearly increasing subgrade modulus is defined in this analysis as: where n = constant of subgrade modulus = 9 lb /in. for South Base site = modulus of elasticity of pier /pile material (psi I = moment of inertia of pile section (in. T = V EI v n h A pier or pile is defined as rigid if the length, L, is equal to or less than 2T and elastic or flexible if L is equal to or greater than 4T. Piers for the Maintenance Building may be on the order of 3 to 4 feet in diameter, and for the depths estimated (maximum 8 -12 feet), would be considered rigid in this analysis. Since the piers will be connected to the structure, a restrained or fixed -head condition has been assumed. Failure of restrained, rigid piers occurs when the soil fails and the pile moves as a unit through the soil. The deflection, soil resistance and bending moments for this case are shown on Drawing 3. The ultimate soil strength per foot of depth of pier is considered as 3 times the passive earth pressure: Q ult. = 3yLDKp where y = soil unit weight = 130 pcf L = length of pier, feet D = diameter of pier, feet Kp = coefficient of passive earth pressure = 3.0 CONVERSE DAVIS DIXON ASSOCIATES. INC. st.c,r i-4v0i14', R,S: :3 w,:�wit d L 1 Z` re JO U o. U) W =' , J1 U) u w O g J ; W : zF . 0 , z uj O N p I— W • W IL O , 'Li z O z -22- The ultimate lateral resistance to a pier, from the triangular distribution of soil reaction is: A ult. = 1.5yDL {p It is likely that the deflections experienced by z the foundation will be less than those which would 1 w cause failure in the soil. The relationship between — ?: lateral force, P, and deflection, Y, is: v p N 0: 2P _ Y- —2 LL` h w O; for rigid, restrained piers. As an example, for a y ga 5. tolerable deflection of 4 -inch, the lateral resis- u)D: tance against an 8 -foot long pier would be 4.1 kips, _ zF including a factor of safety of 2.5. 1-0 z w w The maximum negative moment at the base of the pier v � . O N cap is expressed: :0 I--; WI W U , M max = 0.67 PL ~ O . with the terms as indicated on Drawing 3. W v =; O Allowable bearing values for piers are significantly influenced by the quality of installation as well as the strength of the supporting rock. Because the actual effect of some of the site subsurface con- ditions on pier installation is somewhat speculative at this time, it is recommended that the owner permit potential foundation bidders to drill a test pier at the site to determine their method of installation. It is also recommended that this firm be notified by contractors so that we may observe the procedures for the owner and design engineers. CONVERSE DAVIS DIXON ASSOCIATES, INC. z -23- Driven Piles. A third foundation alternative would be to utilize driven piles to transmit structure loads to the deeper bedrock. In our opinion, low- displacement steel H piles are considered the most suitable pile type to resist the high stresses anticipated during driving. Because of the need to penetrate into rock, it is be- lieved tip reinforcement should be required for web and flange thicknesses less than k-inch. Based on the pile behavior, it may also be necessary to reinforce the tips of larger piles. Reinforcement can be accom- plished by welding plates and angles at the tip or by attaching a prefabricated tip, such as the Pruyn points. With end bearing steel piles driven to practical re- fusal in rock, the full limiting stress of 12,000 psi in the piles as a structural member may be utilized. With this criterion, a 10" x 10" section weighing 42 pounds per foot could support 74 tons per pile. Practical refusal is defined as 0.1 inch of penetra- tion per blow with a hammer delivering energy of at least 15,000 foot - pounds per blow. It is recommended that detailed criteria and specifications for pile driving be prepared by us after pile design and con- figurations have been determined if this alternate is selected. Settlement of properly driven piles is ex- pected to be less than 1 -inch, most of which would be elastic compression of the pile. The lateral resistance of driven piles at the Main- tenance Building site can be computed as described in . the discussion of drilled piers, using the material and section properties of steel H piles. As an example, a 10" x 10" - 42 lb. section would be con- sidered rigid if driven 8 feet. If restrained at CONVERSE DAVIS DIXON ASSOCIATES, INC. -24- the top, the lateral resistance of this pile would be 4.1 kips at k-inch deflection as computed for the drilled pier since the soil strength is the limiting factor for short, rigid foundation members. 5.2.4 Comparison of Foundation Alternatives The foundation alternatives recommended above would provide similarly acceptable performance when pro- perly installed. Therefore, design considerations, installation conditions and economics of the alter- natives appear to be the deciding factor in select- ing the foundation system rather than foundation be- havior. From an installation and economics standpoint, spread footings appear more feasible where the depth to rock is shallow, as the explorations indicate at the 'north edge and east side of the proposed Maintenance Build- ing. As the depth to rock increases below about four to five feet, the costs increase to the point where isolated, deep foundat -ion members become more attrac- tive. Further, the volume of excavation and backfill for deeper spread footings increases to the point which interferes with working and stockpile room. Increased difficulty would be experienced with handling and compacting the increased quantities during the winter months. This probably would require wasting excavated material and importing backfill material beyond that required during summer construction. It is our understanding that foundation construction could start in December, 1976. Therefore, it would be prudent to select a foundation system which would reduce excavation and backfill quantities for construc- tion during wet weather. Both piers and piles would minimize such earthwork. It is our opinion that the CONVERSE DAVIS DIXON ASSOCIATES, INC. ., >...t..�.s..,...r+SC .1.1.:1.1:n.+..I.:.. Diu•isJ::::w.,2, .k.i3.):.:-...:.: Yfi}J' . hSdC1:C 71A ; F; -25- presence of groundwater renders the installation of piers more difficult than driven piles at this site. However, we understand that a fewer number of piers would be required than piles. 5.2.5 Floor Slab Support Based on evaluation of the field explorations and the results of the laboratory testing, it is con- cluded that the existing fill is erratic and non - uniformly compacted. In view of this, two alternatives for interior floor slab support appear feasible for this site. First, the floor could be designed as a structural slab with support from deep foundation members (piers, piles) spaced as necessary. The second alternative would be to construct the floor as a slab -on- grade. Because of the non - uniformity of the existing fill, improvement of the subgrade is recommended for . this alternative. Pro - visions also should be made at slab -wall connections for settlement of a slab -on -grade which is expected to be on the order of a to h-inch due to gradual sub- sidence of the fill over the life of the structure. The surface of the existing fill is variable and contains softer zones. To prepare a more uniform subgrade for slab -on -grade support,.it is recommended that two feet of subgrade compacted to at least 95% of the laboratory maximum dry density (ASTM D1557, method D) be provided. Where the existing fill is CONVERSE DAVIS DIXON ASSOCIATES, INC. I. I -26- at subgrade elevation, the upper two feet should be scarified and recompacted in 8 to 10 -inch loose lifts to the recommended density. Where additional fill is required, compacted material meeting Metro Type B requirements would be suitable. Should less than two feet of additional fill be required, the upper existing fill should be compacted to provide the recommended subgrade thickness. Where the slab is underlain by rock, only base course need be pro- vided. To maintain a consistent subgrade preparation, back fill of footing and utility excavations under the floor slab should be compacted to at least 90% of the laboratory standard and the upper two feet of back - fill should be compacted to at least 95 %. The back - fill should be primarily granular, can consist of the excavated material in dry weather or imported granular material in wet weather. A 4 -inch thick layer of clean gravel and /or sand should be placed on the subgrade surface to interrupt capillary rise of moisture in the soil. This layer should be graded similar to that listed below and should be compacted with several passes of a vibrating plate or vibratory roller. U.S. Std. Sieve Size 111 X11 a #40 #200 CONVERSE DAVIS DIXON ASSOCIATES, INC. % Passing by Weight 100 55 - 75 10 - 30 10 max. w 00 co o . w ; w =: I- : SQ u. w 0 g D u.¢. I" a ,- w Z I- w U 0. = . 0 w w . - z' w z -27- A plastic vapor barrier should be placed on the gravel and should be protected by at least 2 inches of clean sand similar to the gradation listed below: U.S. Std. Sieve Size % Passing by Weight 3/8" . 100 I-- #4 55 -100 tr . #10 35 -95 c UO #20 20 -80 t CO 11J LIJ #40 10 -55 #100 0 -2 w O u co d It is our understanding that the contract for con- �Iu Z = struction of the South Operating Base is to be let f' 1 O in December, 1976 with actual construction commencing w w shortly thereafter. Subgrade improvement for the v p�. large floor areas involving earthmoving could be O accomplished more easily during the early stages of = w. H U construction before foundations are installed and obstacles are at a minimum. However, since the WM. U . existing fill - soils are moisture sensitive, diffi- culty would be experienced with earthwork during Z the wet season. Alternatively, the work might be deferred until later in the construction sequence. Pressures on Buried Walls Inspection pits in the east end of the Maintenance Building will extend approximately 7 to 11 feet below the adjacent floor level. The test pits and borings indicate siltstone /sandstone to the ground surface at the northeast corner of the building site and 12 feet of fill near the southeast corner (B1). It is anti- cipated that the excavated rock surface will be irre- gular and that overbreak will require some backfill to be placed between the wall and the rock surface. CONVERSE DAVIS DIXON ASSOCIATES, INC. 1 -28- Because this soil backfill will be against the wall, and because the exact transition from rock to fill cannot be predicted, the design wall pressures recom- mended below are based on soil properties. For rigid or braced walls (or tied at the top by a slab), sufficient deflection is not possible and the lateral soil pressure will be higher, approaching the at -rest value. For this condition, it is recom- mended that the wall be designed for 70 pcf above the ground water table and 105 pcf below. An addi- tional loading equal to 0.4 times any surcharge loading should be added. Based on the piezometer readings, the ground water table could rise to near the planned grade during winter months. Thus, it would be prudent to assume that the ground water level may rise to within one foot of floor grade and the higher equivalent fluid weight, which includes hydrostatic pressure, should be used for the deeper part of the walls. Alternately, sub - drains could be installed behind the walls and the ground water table taken as that level. CONVERSE DAVIS DIXON ASSOCIATES, INC. For walls which are flexible or can deflect horizontally at the top a distance equal to 0.005 their height, the lateral soil pressure will be reduced to the active valuC For this condition, it is recommended that the wall be designed for a lateral pressure equal to an equivalent fluid of 35 pounds per cubic foot (pcf) above the ground water table and 85 pcf below the water table. Where surcharge loading will be applied to the subsurface adjacent to the wall, an additional loading equal to 0.25 times the surcharge unit pressure should be included. 1 t�- -29- Where passive resistance is required to resist lateral forces, the values recommended in section 5.2.3 may be used. 5.3 Operations Building 5.3.1 Building Description The Operations Building will be a two story, T- shaped structure adjoining the west side of the Maintenance Building. We understand that this building is to be framed in structural steel with precast concrete panels for exterior walls. The ground floor and stair walls will be built of reinforced concrete and the inter- mediate floor and roof will be metal decking with a concrete topping. Total column loads are understood to range from 26 to 95 kips. 5.3.2 Subsurface Conditions Three test pits, TP16, TP17, and TP21 were dug to observe the soils beneath €he proposed site for the Operations Building. At the points explored, 11 to 7 feet of recent fill was encountered consisting of silty, fine to medium sand with some silt, gravel and rock fragments. The condition of the fill ranged from soft to dense and from moist to saturated. Siltstone and sandstone was encountered below the fill to the depths explored in TP16 and TP17, and basalt was observed beneath the fill in TP21. The largest quantities of groundwater for the entire site were noted in TP16 and TP17. Flow rates of approxi- mately 90 -100 gallons per minute were observed through coarse fill immediately above the bedrock and in fractures in the bedrock. Minor seepage was observed in the fill and in fractures of the siltstone /sandstone in TP17. CONVERSE DAVIS DIXON ASSOCIATES, INC. Z • CC 2 • 6m. J 00, NW W = N W; W 0- J. N om, z � . z � 0 ' W W` :2 a. • U � N' ; • O I-` W Iu, . • O. z�. U X' • O It Z • 5.4.1 5.3.3 Foundations and Slab Support Based on the foundation explorations, it is concluded that the subsurface conditions are similar to the Maintenance Building site; therefore, the recommendations discussed in sections 5.2.3 through 5.2.5 also may be use" for the Operations Building design. To provide com- patible performance, the foundation system of the two structures should be the same since they are adjacent or connected. 5.4 Unit Repair Building -30- Building Description The Unit Repair Building will be located near the east border of the site (Drawing 1). It is understood that the 220 foot wide by 470 foot long irregular shaped' structure will be constructed of reinforced concrete and the structure loads are to be similar to the Maintenance Building - wall loads up to 11.5 kips /foot and column loads ranging from 145 to 631 kips. Subsurface Conditions The proposed site for the Unit Repair facility was explored at 13 points by B3, B4, B5, B7, B8 and B13 through B -20. Atthe points explored, the depth of fill observed varied from 3 feet in B5 to 24 feet in B7. Generally, the depth of fill appeared to increase to the south and the west. The increase may be abrubt rather than gradual between exploration points. The field explorations and the test results disclosed that the fill varied from fine sand to silty, medium sand with gravel and rock fragments and the condition of the fill ranged from loose and saturated to very dense and moist. Piezometers installed in B4, B7, B16 and B19 generally indicated a range in groundwater level from elevation 12.6 to 17.8 over a period of six months. CONVERSE DAVIS DIXON ASSOCIATES, INC. n.w...e. - - .:: h.' a'f 7. �LUriti. L.: 1•'N+lti.�l "..:w+hivi•..w.5'..a •,Y:'if::4• z re J U. U0. CO = , W O 2 g J' LL‹. D. 0 x la z � 1- O: Z 1-. 'O - 1- W W " . � • • W z. •U N Of"" z -31- 5.4.3 Foundations The subsurface conditions at this site are similar to those at the Maintenance /Operations Building site in that fill was observed over both siltstone/ sandstone and basalt bedrock. Our analysis indicates that because of the non - uniformity of the fill, a spread footing foundation, designed with a maximum bearing pressure of 5 ksf, could experience differ- ential settlements on the order of 2 -4 inches over a distance of 50 feet. It is understood that settle- ment of this magnitude is unacceptable. Therefore, it is recommended that the foundations for the Unit Repair Facility be carried to rock. At the points explored, rock was encountered at depths ranging from three feet to 24 feet, with the depth to rock greater than 18 feet at most points. In view of these depths, as well as the observed high groundwater, the use of drilled, cast -in -place concrete piers or driven piling is recommended except for the northerly wall line and possibly the first and second northeasterly column lines where spread footings are believed feasible. The comments in section 5.2.4 relative to alter- native foundation types also apply to the Unit Repair Building. It is our opinion that the same capacities and lateral design for piers discussed in section 5.2.3 may be used for the Unit Repair foundation design. Although the depth of imbedment of some piers would be in excess of 20 feet, the lateral considerations would still be that of rigid foundation members if the pier diameters were at least 30 inches. CONVERSE DAVIS DIXON ASSOCIATES, INC. Y -32- Steel H piles driven to practical refusal can be stressed to 12,000 psi as discussed in section 5.2.3. In the recommended analysis of lateral capacity, the pile is considered flexible when the imbedment length is four times greater than the stiffness factor. This length is 20 feet for a 10 t' x 10", 42 lb. H pile. 1- z ~ w : tr J U, The deflections, soil reactions, and moment distri- 00 co ° butions for restrained, flexible piles are shown w w on Drawing 4. For this case, failure occurs when ' N two plastic hinges form along the length of the w O pile. Plastic hinges form in steel piles when the M a g ll u_Q stress at the section of maximum bending moment _a Z reaches the yield strength of the pile material. The I— plastic moment for an H- section can be expressed z O from ultimate strength analysis as: uj M yield = N f W U co O y max w w where: N = shape factor U = 1.1 for lateral load in direction of largest moment resistance of pile c.)= = 1.5 when applied load is in direction 0 E- of minimum moment resistance of pile fy yield strength of pile material W = section modulus of pile section The ultimate lateral resistance of the pile is then: P = 2 M yield ult. e + 0.54 P yDK and the load - deflection relationship is expressed as: 0.93 P n 0.6 (EI) 0.4 h CONVERSE DAVIS DIXON ASSOCIATES, INC. 5.5 Washer- Fueling Building -33- 5.4.4 Slab 'Support This discussion and recommendation for slab support at the Unit Repair site are as presented in section 5.2.4 Since the fill depth in this area was observed to range from 3 to 24 feet at the points explored, slab settlements due to subsidence of the fill are estimated to range from z to 2 inches over a period of years. Building Description The Washer - Fueling building is to be 197 feet by 51 feet with bus entry and exit through either end. We understand that the structural system is to consist of poured -in -place concrete shear walls, columns, and spandrel beams with precast walls and double tee roof. It is also understood that design loads of 67.5 kips are anticipated for exterior columns spaced on 19.5 foot centers; the column footings will also support grade beams for walls. Continuous footings will sup- port the ends of the building and a concrete block partition extending longitudinally and to the roof. Subsurface Conditions The subsurface conditions under the area proposed for the Washer - Fueling building, as observed in B12, B22, B23, TP24 and TP25 consist of 9.5 to 11 feet of recent fill over fractured basalt. At the exploration points, the fill, while primarily granular, varied in grain size from coarse (rock fragments) to fine (silt) and the density varied from loose to very dense. Groundwater was observed entering the test CONVERSE DAVIS DIXON ASSOCIATES, INC. n * ai ;Fi, °tr'�rri`.wir tip*, Z z m ar qq �! 00: v : w = ' J 0 I,.. Q. u> > = • �.. z � z I-- U.J us U co :0 co: • w ui F = - U . O' w Z. : 0� . 0 . ■ -34- pits through coarse zones of the fill and through fractures in the bedrock. The static water level measured in B22 was at elevation 13 on July 12, 1976 - approximately 51 feet below the adjacent ground sur- face. 5.5.3 Foundations The existing fill, while dense in some areas, was found to be quite variable across the site of the proposed Washer - Fueling building. Engineering analy- ses, based on the range of subsurface conditions observed, indicates that columns supported on spread footings based two feet below the existing ground surface and designed with a maximum bearing pressure of 3 ksf could experience estimated settlements of 0.2 to 1.3 inches, with the differential subsidence in excess of one inch. If settlements of these mag- nitudes'are unacceptable for a structure of this type, we recommend some type of foundation improvement as discussed below. Shallow Foundations. In order to utilize conventional spread and wall footings and avoid undesirable settle- ments, it is recommended that the existing upper fill be improved to provide more uniform support. This can be accomplished by removing the existing material and refilling the excavation with a controlled, compacted fill placed in lifts. Because of the well graded nature and variable particle size of the existing fill, it is our opinion that in -place densification procedures would not be as successful as the removal /refill op- eration described below. The depth of the excavation should extend at least four feet below the bottom of the footings and to a lateral extent of the footing width plus 8 feet as CONVERSE DAVIS DIXON ASSOCIATES, INC. • -35- shown on Drawing 5. The base of the excavation must provide a firm surface from which to start the con- trolled fill. If this cannot be achieved by proof - rolling the excavation surface, the fill should initially consist of clean, well- graded crushed rock compacted with a vibratory roller. Once the firm sur- face is attained, a backfill consisting of Metro Type B material (or equivalent) compacted in lifts to at least 95% of the laboratory maximum dry density according to ASTM D1557, method D is x.ecommended. The material removed during excavation can be reused in the con- trolled fill provided it is free of organics and other deleterious material. The moisture content of the fill material must be adjusted to permit the required compaction and the maximum particle size should be limited to 4 inches. Footings based in the recompacted fill may be designed for a maximum allowable bearing pressure of 5 kips per square foot. This value may be increased by 1/3 for short term wind and seismic loads. For footings sup- ported in accordance with these recommendations, settlements are estimated to be on the order of 3/4 inch when footings are at least 12 inches wide and are based at least two feet below adjacent ground and slab surfaces. Lateral force is resisted by friction on the base of substructure elements and by passive pressure against vertical faces. The coefficient of friction on the base of shallow foundations in compacted fill may be taken as 0.5. It is estimated that this base friction can be mobilized with essentially no dis- placement of footings relative to their supporting soil. For lateral loads of sustained duration, the friction coefficient should be limited to 0.35. CONVERSE DAVIS DIXON ASSOCIATES. INC. 1 -36- Passive pressures on the sides of shallow substructure elements may be calculated with fluid pressure theory using the following equivalent unit weights: Compacted fill or backfill above water table below water table 270 lb. /cu. ft. 145 lb. /cu. ft. • 1- w 00 CO cn w ; W = , w ga s w w d . = w F— _. Z � H- Z F— LU ui U � O rz 0 F— =t 0 A comparison of the deep foundation alternatives W Z for the Washer - Fueling Building is similar to the discussion in section 5.2.4. Difficulty would be experienced with the recompaction alternative where groundwater is encountered and during the winter months. These values include a factor of safety of 2.0 on conservatively estimated soil strengths. Deep Foundations. The alternative to conventional spread footings is a deep foundation system to trans- mit the structure loads to the underlying basalt bed- rock. Both drilled piers and driven piles appear to be alternatives for the Washer-Fueling building and a discussion of these foundation types has been presented in section 5.2.3 and 5.4.3. The maximum allowable bearing. pressure for basalt recommended previously also applies to the Washer - Fueling site. 5.5.4 Floor Support On the basis of the field explorations, it is our opinion that the existing fill is not suitable for support of the Washer - Fueling building floor slab because of its non - uniformity. The recommendations for floor support (structural slab, subgrade improve- ment) are discussed in section 5.25. Based on ob- servations of the fill at the proposed Washer - Fueling Building site, we estimate the settlements of the floor to range from 2 to 1 inch due to gradual subsidence of the fill. CONVERSE DAVIS DIXON ASSOCIATES, INC. !ONiticktraa: "s h'g.A9'Ag.?q',+r!!eN,s -37- 5.5.5 Earth Pressure on Buried Walls A wastewater basin will be constructed as a sump area adjacent to the interior of the Washer - Fueling building wall. The basin walls should be designed for the lateral earth pressure loading discussed in section 5.2.6. 5.6 Buried Tanks Six fiberglass tanks for fuel, oil, and antifreeze will be placed below the paved surface adjacent to either the east or west side of the Washer - Fueling building. Three of the tanks are to be 12,000 gallon capacity, two will contain 8,000 gallons, and one tank will hold 6,000 gallons. The maximum tank diameter is to be 8 feet. Test pits TP24 and TP25 indicate 10 feet of fill on the east side of the proposed Washer - Fueling building site and 91 feet of fill at the west side. The fill was found to be underlain by moderately to highly fractured basalt. From the explora- tions in this area, both sides of the proposed building appear to have similar subsurface conditions for installation of the tanks. Pea gravel bedding and backfi11 (Metro Type F) and 3 feet of cover are recommended by the tank manufacturer in areas sub- jected to traffic loads. The bedding is to be at least 12 inches thick over rock or a concrete slab. Based on the manufacturer's requirements stated above, an excavation depth of at least 12 feet will be required for the 8 -foot diameter tanks. Because of the fractured condi- tion of the basalt in this area, it is possible that the required 2 -foot rock excavation can be accomplished with con- ventional excavating equipment. CONVERSE. DAVIS DIXON ASSOCIATES, INC. peg:: "r.1 1 w Q � -J O ; N w = w O. J ; O H al Z O, LU ZI I- w _ I- w . I- C iL O z : U O . 5.7 -38- As noted on the test pit logs, groundwater was observed in zones of the fill and in the bedrock fractures. The water level measured in the piezometer of B22 was at elevation 13.0 or 5.4 feet below the existing ground surface on July 12, 1976. In view of these indications, a tie -down system is recommended to resist tank flotation from groundwater rising to within 2 feet of the finished grade. The basalt recovered from the 5 -foot core run in B12 was highly fractured and would provide limited pull -out resis- tance for rock bolts installed for anchorage of the tie - down straps. It is our opinion that a conventional con- crete saddle would provide a more positive anchorage and would eliminate the need for specialized rock bolting equipment. Retention Pond All storm water runoff will be collected and piped to a re- tention pond at the north end of the site, east of the em- ployee parking lot (Drawing 1). The triangular- shaped pond will have sides approximately 200, 200, and 260 feet long. The bottom is to be excavated 11 to 5 feet down to elevation 12 at the west and elevation 10 at the east. The surfaces of the . pond will be landscaped with sod. The soils observed in TP3, TP22, and TP23 consisted of 4 to 71 feet of fill over compressible peat and organic silt. The fill included silty, fine to medium sand with gravel or rock fragments. Sieve analyses of bag samples of this fill (Drawings B -4 and B -5) indicate a well graded material with a significant percentage (14% or greater) of silt. The co- efficient of permeability for materials of this type are es- timated to be on the order of 10 -5 to 10 -6 centimeters /second. The underlying silt is quite fine and is essentially imper- meable. CONVERSE DAVIS DIXON ASSOCIATES, INC. -39- Cut slopes for the retention pond should be sloped at 2 horizontal to 1 vertical (2H:1V). The. exposed slopes and bottom surface of the pond should be proof - rolled with a vibratory roller to densify areas disturbed during exca- vation. Because the upper materials are a random fill, some coarser zones of crushed rock or clean sand could be encountered in the excavation. To avoid leakage or erosion in these areas, the permeable material should be scarified and mixed with finer material at the excavation surface prior to compaction. 5.8 Parking Areas 5.8.1 Bus Storage Area The south- central area of the site will provide storage for 200 coaches. The average bus weight reportedly is 21,000 pounds empty with 15,000 pounds on the drive axle and 6,000 pounds on the front axle. The average daily traffic (ADT) at the bus access gate, located to the west of the Operations Building, is understood to be 900 coaches per day. The truck gate, at the southwest corner of the site, is to experience an ADT of 200 vehicles per day. Although most of the traffic would be buses, the truck gate would provide access for about 10 trucks per day which would carry engines to and from the Unit Repair facility and would have maximum axle weights on the order of 18,000 pounds. The subsurface conditions of thy: bus storage area were observed in exploratory holes TP7 through TP11, TP26, B2, B9 and B10. At the points explored, the surficial soils consisted of fill varying from silty, fine to medium sand with occasional gravel to fine to medium sand and sandy silt. The density of the upper fill varied from loose to dense. As shown on CONVERSE DAVIS DIXON ASSOCIATES, INC. -40- the grain -size distribution curves (Drawings B -2, B -3 and B -6) and compaction curves (Drawings B -7, B -8) the fill material is well graded and moisture sensitive. The results of R -value tests performed in accordance with Washington State Highway Department test method 611A are: Location of Sample R -value surface adjacent to TP7 70 surface adjacent TP9 74 surface adjacent to TP26 76 The samples did not swell and the above R- values were determined at 400 psi exudation pressure at densities equivalent to 94 and 95% compaction. Since the existing density of the fill was found to be variable, it is recommended that the subgrade be made more uniform by removal and recompaction to provide a depth of at least two feet of compacted material below a granular base course. Based on the above test results, the existing fill material compacted to at least 95% of the laboratory maximum dry density should provide a suitable subgrade. Since the existing fill contains a significant amount of fines (more than 10 %, by weight), earthwork re- using these materials should be carried out in dry weather. Should wet weather grading be necessary, the fill material to be compacted should consist of clean sand and gravel, such as Metro Type A or B. In that event, difficulty may be encountered with adequately protecting the exposed existing materials and pro - viding a suitable firm base to attain the recom- mended compaction. CONVERSE DAVIS DIXON ASSOCIATES, INC.. J0: 0 O t _ cow W = :. ti JI- w 0 ` u. = d Z I-0 Z I- U '0 I-- W W ; 1- U U. O 0 ►-5 . z • -41- Based on the assumptions of a properly prepared sub - grade as described above, and'a subgrade R -value of 50' to allow for some deterioration from moisture or freezing, the following pavement sections are recommended for the bus . storage area: 0.7 feet asphaltic concrete pavement (ACP) - class B C QQ 2 ! or J V; 010 0.35 feet ACP - class B cnuj . • z 0.25 feet crushed surfacing , J I co w 0.25 feet gravel base w O. g • ¢ A prime coat should be provided if the base is = d: allowed to stand for several days before paving ~ _ z �. and /or if the base will be subjected to traffic z f- : prior to paving. The wearing surface should be 2 j treated with a solvent resistant seal coat to = resist damage from gasoline, .oil, diesel oil, and w transmission fluid. m ▪ cp tL w z co O Piezometer measurements and observations during explorations indicate a relatively high ground- water table - especially in the central and southern portions of the site where greater depths of fill overlie basalt. On January 16, 1976, the water levels in the piezometers were observed to vary from 6 inches to 3 feet below the ground surface. To ensure that ground water does not adversely affect the stability of the pavement section, it is recommended that a system of under - drains be provided for the bus storage area. It is suggested that the drains consist of six inch diameter perforated pipes installed in trenches at least three feet below finished grade. Trenches should be spaced a maximum of 80 feet apart. The CONVERSE DAVIS DIXON ASSOCIATES, INC. • z -42- collected water could discharge into the nearest catch basin. Trenches should be backfilled with a clean sand and gravel such as the "gravel back - fill for drains" specified in section 9- 03.12(4) . z of the Washington State Highway Department standard 1 H. : I- Z ; specifications: W 2 U U O U.. S. Standard % Passing w o Sieve Size (by weight) : w w : .J = 21/2" 95 -100 , N u. u. le 30 -60 .. , w O No. 8 20 -50 No. 30 8 -30 """ gEi Q: No. 50 3 -12 N No. 200 0 -1.2 m w Z The top of the trench backfill should extend up 1-0 f- O Z!- :- into the paving gravel base. w W 2 o , O N ` Employee Parking Area 0E-: LLI The employee parking lot, at the northeast corner -, F = ., U , of the site, is to provide parking area for 189 '" L I O ' ui z automobiles. We understand that an ADT of 850 M vc... vehicles per day has been estimated, for the access z road to East Marginal Way South. The subsurface soils, as observed in TP1, TP2, and B21, consisted of 5 to 6.5 feet of recent fill over 5 to 10 feet of peat and soft organic silt. The organic material in B21 was underlain by very dense sand. At the points explored, the upper fill in- cluded silty, fine to medium sand with gravel and crushed rock and varied from medium dense to very dense. An R -value of 76 was determined for a sample of material taken from the surface adjacent to B21. CONVERSE DAVIS DIXON ASSOCIATES, INC. ............................. ....,....;:... u�z. cSi. L,: �.: w.., �... s...» U: � _......J;w�.f:;.:�,.t:L�,u:r�.. • -43- It is understood that the grade in the employee park- ing area is to be raised 1 to 3 feet with additional fill. This fill may consist of on -site, granular material if the placement is in dry weather or Metro Type B imported material. The fill should be placed in lifts and compacted to at least 95% of the labor- atory maximum dry density. The additional weight of the new fill will cause settlement of the soft peat and silt underlying the existing fill. It is estimated that initial settle- ments can be expected to vary from approximately 135 to 3 inches, depending on the depth of fill. On the basis of experience with similar soils, the majority of the initial settlement is expected to take place within 60 days of completion of fill placement. Due primarily to the organic nature of the compres- sible soils, additional secondary compression can be expected to occur at a decreasing rate for the life of the pavement. The total magnitude of the secondary settlement is estimated to be approximately 11 ". Long -term differential settlements are estimated to be approximately 3/4 to 1 inch over a distance of 50 feet. These settlement estimates are com- plicated by the continuing subsidence due to the weight of the existing fill. Since the existing fill has been in place for several years, it is con- cluded that primary consolidation is completed and gradually decreasing secondary subsidence is now occurring. CONVERSE DAVIS DIXON ASSOCIATES, INC. mennevemnrovowcasoleroviwomaximrtiVASOWOIORWSrmeogirnwax 11, 0 0 ` u) 0 ' w=. u. w 0 LL ¢ 1 ▪ il I- 0 Z 2 uj U � O N ' O f- w IL f" O w Z . H am 0 Z or -44- To cause maximum settlement to occur prior to paving and utility installation, we recommend that the fill in this area be placed as early as possible in the construction sequence. Undesirable settlements of this area could be decreased by causing the settle- ments prior to paving with additional or "surcharge" fill. For example, a surcharge of 3 feet of addi- tional fill in place for 60 days could reduce settle- ment to approximately 1 -3 inches over a period of years. As a practical procedure, it would be satis- factory to use the employee parking area as a stor- age area during construction for excess soil to cause settlement prior to paving. The settlement expected in the employee parking lot will appear as gentle warping rather than sharp differences in elevation. The utilities in this area are designed for gravity flow and should be designed to allow for this subsidence. Since the magnitude of settlement will vary with the depth of fill placed, detailed adjustments to the slope of the pipe cannot be recommended. Instead, it is suggested that the pipes be designed with a greater slope than is normally sufficient for proper perfor- mance. Based on the assumptions of a properly prepared sub - grade and a subgrade R -value of 50 to allow for mois- ture and freezing, the following pavement sections are recommended for the employee parking area: 0.33 feet ACP - class B 0.25 feet ACP - class B 0.33 feet granular base The discussion of prime and seal coats presented in section 5.8.1 also applies to the design of the employee parking area. CONVERSE DAVIS DIXON ASSOCIATES, INC. :.; 14156 V.41 , i,�.`.ivic ° r s .'.,' i '•,iiwiS4 vYY•.�K w re / 4 O 0 . CO o CO = CO LL w O` g Q D. a H w i- O_ Z W 2 • o O w • w r . I- u. O Iu Z • W z -45- 5.9 Acoustic Walls and Berms It is our understanding that an acoustic barrier is to be constructed along the east border of the site. The barrier is to consist of an earth berm topped by a concrete wall. The actual location and the northerly extent of the barrier is unknown to us. Should it extend north of the proposed Maintenance Building, compressible subsurface conditions as observed in the proposed Retention Pond area could be encountered. Since no explorations were carried out for the acoustic barrier, the subsurface conditions are unknown. For this reason, it recommended that the earth berm be constructed early in the contract to permit any settlement to occur prior to erecting the wall. The fill for the berm can consist of unclassified on -site or imported soils provided it is free of organic and other deleterious materials. The berm should be constructed in lifts compacted at least 90% of the laboratory maximum dry density. Slopes for primarily granular fill material can be as steep as 11H:1V. The slopes should also be rolled with the compaction equipment and.planted to decrease erosion damage. Continuous wall footings should be designed for . a bearing value of 2 ksf. For short term wind and seismic loads, this value may be increased by 50%. Footings should be at least 12 inches wide and should be based at least 18 inches below adjacent grade level. The passive re- sistance for lateral loads may be taken as an equivalent fluid of 195 pcf. The coefficient of friction along the bottom of the footing may be taken as 0.40. CONVERSE DAVIS DIXON ASSOCIATES, INC. -46- 5.10 Bus - Only Ramp A roadway ramp is to be constructed from the east side of the up to the southbound lanes of.SR 599. The maximum height of fill for this ramp is to be approximately 10 feet. The flow from the drainage ditch will be carried under the fill in a concrete culvert. Rock was exposed at the surface along the east side of the site. Therefore, settlement of an embankment in this area is expected to be minimal. The fill should be constructed in horizontal lifts. To join the new ramp into the existing highway embankment, the new fill should be "benched" into the existing material as the ramp is constructed by cutting into the existing slope so that each lift for the new fill extends into the existing fill. The vertical face of each bench should be at least .3 feet high. Fill for the bus -only ramp should be compacted to at least 90% of the maximum laboratory dry density and the upper two feet should be compacted to at least 95%. On -site material can be used in the embankment if weather permits proper com- paction. Imported material should be well graded sand and gravel such as Metro Type B. Embankment slopes should be no steeper than 11H:1V for pri- marily granular material. The slopes should be compacted and planted to reduce erosion. The pavement section for the bus -only ramp should be that recommended for the bus storage area. 5.11 Seismic Considerations A detailed seismic analysis for this site was beyond the scope of our work. However, an indication of the site period for buildings supported on fill can be estimated from shear wave velocities determined in the field. CONVERSE DAVIS DIXON ASSOCIATES, INC. « r, .s,•. ,. <: i <2 +i; klh, tf�aw 1; +, ;izu rau ., iu w. pry • z -47- Based on field shear wave velocities in the fill of 700 to 1000 feet per second, and assuming a maximum depth of fill of 24 feet, the site period for low strains (10 -4 ) is esti- mated : be approximately 0.1 seconds and for high strains (10 -2 to 10 -1 ) is approximately 0.15 seconds. 5.12 On -Site Utilities and Piping ~' The field explorations disclosed that rock was encountered D at shallow depths in the northerly part of the Unit Repair v 0 0 Facility and the northerly part of the Maintenance Opera- w O ` LIJ IL tions Building. Depending on the design depth, excavations - 'f - for the on -site utilities and piping both inside and outside w O those structure may encounter rock. In general, the shallow- ga 5 �a er rock encountered was siltstone /sandstone, for the most N m I part weathered near the surface. I '_ Z i.- I- O ZI- Based on the backhoe test pit explorations, it is believed w w that excavation for the shallower utilities can be carried o N . out using conventional excavating equipment. However, it 0 E - ; w is possible that harder rock may be encountered which may 0 . require drilling and possibly blasting. -O 0- -I - z 5.33 Inspection The foundation recommendations given in this report are based on the assumptions that all foundations will be placed on properly compacted fill or firm, unweathered bedrock. All foundation excavations must be inspected prior to concrete placement to verify that the base of the footing or pier is in the recommended stratum and that excavations are free of loose or disturbed materials. Pile driving should be contin- uously inspected to verify that the pile tips are at the rec- ommended elevations and that the proper driving resistance has been achieved. All subgrade and backfill compaction should be performed under observation and field tested by a representative of this firm. CONVERSE DAVIS DIXON ASSOCIATES, INC. i�s, �•. ri t�: R�e�wa.:.+ s... sxww,.. Ww�� ,rnr+�:w�nNSYC:W7i�f.�si�ti6zn3 Its`3.'��UtlSewaeow rrvw+.^�hcv.RNUZAY47Pci i&AS2.+u04 gki,zv4i4,4u,„ tti.?:,.+, r,' �a,,` �: � : %.�»'•.r�.E'tFiRv- ,:f±3etnS.4 -48- The findings and recommendations of this report were prepared in accordance with generally accepted professional engineering prin- ciples and practice. We make no other warranty, either express or implied. The findings and recommendations are based on the results of the field and laboratory investigations, combined with an inter- polation of sc,il and rock conditions between boring locations. If conditions are encountered during construction that appear to be different from those shown by the borings and test pits, this office should be notified so that we may review and verify or modify our recommendations. Respectfully submitted, CONVERSE DAVIS DIXON ASSOCIATES, INC.' Eugehe R. McMaster Vice President Leo:44.5 Pf Dean E. Ryden Project Engineer 6. LIMITATIONS CONVERSE. DAVIS DIXON ASSOCIATES, INC. wMv : _ I- UT ; JU • v o. rn • cn w I; H! CO •wo g J, lL Q: I- w z F .. W w' M a O N: • ,0 H. w u t u_ Iii Z co . Z -49- REFERENCES Terzaghi, Karl, "Evaluation of Coefficients of Subgrade Reaction," Geotechnique, Vol. 5, No. 4, 1955. Broms, Bengt B., "Lateral Resistance of Piles in Cohesion - less Soils," Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 90, No. SM3, May 1964, pp. 123 -156. Broms, Bengt B., "Design of. Laterally Loaded Piles," Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 91, No. SM3, May 1965, pp. 79 -99. CONVERSE DAVIS DIXON ASSOCIATES, INC. NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN. THIS NOTICE IT IS DUE TO THE, QUALITY OF THE DOCUMENT. • • • F ''max ; hi Pt- L 1 1 - - I • . Deflection Expressions h ad • 32SLDK . Soil Reaction Bending /v',omer from Broms, Reference 2 for deflection and bending moment given in section 5.2.3 of text • FAILURE MODE FOR RIGID, FIXED PIERS PREPARED BY ; DER SOUTH O P E RATING BASE Seattle, Washington for De Leuw .Caiher & Company u''AWIN` NUMBER 3 CHECKED BY: DER AP 1]Y: ERM J DATE: _July 1976 1 SCALE: ...--- ....... 1'RUJt:CT NUM R: V J \� V't! /�i�311/ 0 �3/`�:1 CONVERSE, DAVIS AN1) ASSOCIATES, INC. Conuthin., Engineer ' ,m/ (;e0/ogisi, r 0 .1 . 4u4A •rn AL.t %, r7'.i.M ,`:*f: i7i;.:xSt�45:,%.:ut��i� "tib ?tid • • .,:.;zti • • P �''�yiola M yiekJ • . D : Q •�/ H • / / / f =0.32 ?j DK P • 3'fDK Deflection Soil from Broms, Reference Expressions for deflection and bending moments Reaction 2 given Bending Moments in section 5.4.3 of text FAILURE MODE FOR FLEXIBLE, FIXED PILES PREPARED BY DER f L 1� SOUTH OPERATING BASE Seattle, Washington • for De Leuw Cattier & Company UR�,,,INC, NIIMHE R 4 CHECKED BY: DER APPROVI!U BY: ERM DATE: July 1i776 JC:ALE: F'ItC, tECI W74-310-02/o5 NIIMIFR: / -1 CONVERSE, DAVIS AND ASSOCIATES TEti, INC. Cou.r,,/i)n; trochee.: .aril Gcnlof :iji.i Ko H'. rd 0: 00 : NW tu W LV - u_ a - 0, Z I-0 Z 1- 0 C O 0, O 1-; Wi H T - • r - Z LU U_= Z . exterior finished grade • /�' . floor slab-- 2" sand vapor barrier % 1 2' min remove and recompact to �'.` 4' min. ,.. _ _ .. .. _ ... • - — — — — 1 / / / -------I- — — -- footing width + 8' WASHER- FUELING BUILDING BACKFILL PREPARED BY . �Er. SOUTH U T H O 1 E I\A ( I N G BASE Seattle, Washington for De Lenw Cather « Company AWING N UMBER •• CHECKED BY: DER BY: ERM 'Jill': July 1976 AND ASSOCIATES, 3CALk. INC. NUMHkF(T- n W74 1 0 -03 /05 _ r APPROVED CONVERSE, DAVIS ( ;, !sugiut'er a,u/ G;ef,, i.N.r : Pty` tt[ r' 7�iur�i,:` Sk�1 :X;r`ixci;:�£fni'i�;a.'.�!r!'t' i,`, �` 1:sA`����;�`�ik';�4ti�+�;��'i;.s 3i�Clic.;i1�"iiki #ar."f,`a� ✓: tic; APPENDIX A - FIELD EXPLORATION CONVERSE DAVIS DIXON ASSOCIATES, INC. APPENDIX A Field Exploration Borings and Test Pits The subsurface conditionsat the site were explored by means of 23 borings (B1 through B23) and 26 test pits (TP1 through TP26) •at the locations indicated on the Site Plan, Drawing 1. The borings were drilled with a truck- mounted continuous flight hollow -stem auger to depths ranging from 10.1 feet to 32.8 feet below the existing ground surface. Continuous supervision of the drilling and sampling, and logging of the soils and rock encountered was carried out by our project geologist. The subsurface materials encountered are shown graphically on the boring logs, Drawings A -2 through A -24. Representative soil samples from the borings were secured for visual examination and laboratory testing. Undisturbed samples were obtained using a 3.25 -inch or 3.00 -inch O.D. sampler. Disturbed samples' were obtained with the "Standard Penetration Test" which utilizes a 2 -inch O.D. split -spoon sampler. All samplers were driven by means of a 140 -pound hammer dropping a distance of 30 inches. Normally each sample was obtained by an 18 -inch penetration of the sampler and the number of hammer blows for each 6 -inch incre- ment was recorded. The blow counts shown on the boring logs are for such 6 -inch increments except as noted where lesser penetration was achieved. The blow counts required to drive the 3.25 O.D. and 3.00 O.D. samplers have been converted by estimating to standard penetration resistance using non- standard procedures. In borings B1 through Bll, the bedrock was drilled and core samples obtained utilizing a 5' long NX core barrel. Drill fluid consisted of a constant flow of fresh water that was not recirculated. The coring run location, together with the percentage of core recovered is shown at the respective depth on the boring log. Photographs of the rock cores are presented on Plates A -25 through A -29. CONVERSE DAVIS DIXON ASSOCIATES, INC. ifs Eti `, u k l iSaSta "TSb9 s : ss.. + Wo ..t S Meea M ; #5eeffi r:;i iM h ;'u'x`t;prlir e'till;L7f+= (Y Appendix A Page Two Twenty -six test pits were excavated with a tractor- mounted backhoe capable of penetrating to depths of about 14 feet. Continuous logs of the subsurface conditions were made at the time of the ex- cavation. In addition, ground water conditions and stability of the excavated walls were noted. Representative bulk soil samples were obtained at regular intervals during excavation. The soils encountered are shown graphically on the test pit logs, Drawings A -36 through A -55. Five field density tests were taken in certain of the test pits and the results are presented in Appendix B. In as many borings and test pits as possible, measurements of the stabilized ground water level were recorded. The levels, with the dates recorded, are noted on the boring logs. All borings and test pits were backfilled at the conclusion of the field exploration. Nine piezometers, consisting of a 24 -inch long slotted "Hydrotip" and a 1/2-inch diameter plastic riser pipe to the ground surface were installed with the tips packed in gravel in borings Bl, B4, B6, B7, B9, Bil, B16, B19 and B22 for periodic water level obser- vations following drilling. The subsequent groundwater measure - ments recorded in the piezometers together with the date of the reading, are tabulated in the text in Section 4.4, Ground Water. Those samples, including rock cores, not completely used for testing have been stored in our laboratory and are available for examination should it be desired. Due to the elapsed time since they were secured, changesdn moisture content and appearance of the samples have occurred. CONVERSE DAVIS DIXON ASSOCIATES, INC. M � ru _�C3FuC., . Appendix A Page Three Geophysical Shear Wave Study General A shear wave study was conducted as part of the project's sub- surface exploration program. A total of 330 lineal feet of tra- verse was completed along three separate lines at locations shbwn on the Site Plan, Drawing 1. Compression and shear wave velocities were determined along lines 1 and 2 and compressive wave velocity along line 3. Line 1 was 110 lineal feet in length and is located near the northeast corner of the proposed maintenance building in an area underlain by sandstone - siltstone bedrock. Line 2 was 110 lineal feet in length and is located near the southwest corner of the proposed maintenance building' in an area underlain by basalt bedrock. Line 3 was 110 lineal feet in length and 'is located near the center of the proposed unit repair building. Personnel and Equipment The field crew consisted of a geophysicist and a field assistant. The geophysicist operated the recording instruments and supervised the layout of the lines. The assistant handled the cables, place- ment of geophones. The seismic receiving and recording equipment consisted of electro- magnetic, induction -type shear and compression geophones spaced at 10 -foot intervals along a multi- conductor geophone cable coupled to a 12- channel Dresser S.I.E. RS4 seismograph. The instrument has a built -in recording oscillogr.aph which produces permanent photographic records. CONVERSE DAVIS DIXON ASSOCIATES, INC. a `i r'.'d ?r','• ^.4;'tj` Appendix A Page Four Field Procedures The horizontal traction technique was utilized to produce shear waves. This technique consists of striking a large horizontal plank which is held firmly in place by the weight of the rear wheels of a truck. Shear motion is created by the striking of the end of the plank with a 6 pound sledge hammer. This imparts a friction or shearing stress tangential to the ground surface beneath the plank, producing horizontal shear waves. Tests were performed striking the plank at each end, imposing opposite energy, since.one of the characteristics of a shear wave generated by the preceding manner is that it will reverse polarity when the direction of energy input is reversed. This technique provides a convenient means of identifying first shear arrivals. Compressional wave velocities were determined by substituting geo- phones sensitive to vertical motion and by striking the top of the plank in a horizontal direction. Discussion Compressional and shear wave velocities were evaluated by plotting the arrival times of the compression and shear energy at each geophone from the source of the seismic energy. Along Line 1,. two velocity layers were detected. The upper near surface layer has a compression wave velocity of 3650 feet per second and a shear wave velocity of 1500 feet per second. These velocities are interpreted to represent highly weathered, soil -like, portion of the siltstone and sandstone. The underlying velocity layer has a compressional wave velocity of 6250 feet per second and CONVERSE DAVIS DIXON ASSOCIATES, INC. To detect these shear waves, geophones sensitive to horizontal motion were placed at 10 foot intervals along a line perpendicular to the plank and to the shearing stress. taro,., 11,00; r .a•�.ritsca:t'aor riv.Giir/z• 1t4}kc%ur ':a>9:^',.iwt::W:i s:lS. Appendix A Page Five a shear wave velocity of 2500 feet per second. These velocities are interpreted to represent the moderately weathered siltstone and sandstone. Along Line 2, two velocity layers were detected. The upper layer has a compressional wave velocity of 2850 feet per second and a shear wave velocity of 1070 feet per second and is interpreted as representing the manmade fill that overlies the bedrock. The under- lying basalt bedrock has a compressional wave velocity ranging between 6700 feet per second and 7500 feet per second and a shear wave velocity of 3350 feet per second. Along Line 3, only compressional wave velocities were determined. The manmade fill has a compressional wave velocity of 1500 feet per second and the underlying basalt bedrock has a compressional wave velocity of 7150 feet per second. CONVERSE DAVIS DIXON ASSOCIATES, INC. 0 Cr N 7 SILT SAND SANDSTONE BASALT SHALE ;AM■•M■MIMM•I■l•=•.■■•■•••■•■■••••M• SOIL SYMBOL LEGEND FILL ORGANIC SILT AND PEAT SOUTH OPERATING BASE Seattle, Washington for De Leuw Cal h cr & Company SILTSTONE AND SANDY SILTSTONE *•................••••••••••••■•••■•■••••• M. • • • • • ON M• • • • • • ■ 1.• ■M•0.■■••••• , .••r•••••. A- ) 1 'S ; ••■••••■•••■••••••■••••■••al.•■••••••••••••••••••■■••■■••••••••••••••• IZ AWti NUMFif,' CONVERSE DAVIS DIXON /1SSOCIATES Geotechni;a1 Coninlianti "21-74- 3 1 0- 0: *144 • :.z w •—J '00: Cl! 10 'Liii 1—: =i; ai ' LU' LU 2 DI 4:1 :U- • Z 4 DATE DRILLED: Oct, 15, 1975 10 5.0 0.0 -5.0 - 10.0 0 15 20 -25 1 -C 2 -C 3 -A Run 1 66% RCY Run 2 96% RCY N A. 2 split -spoon sampler B. 3 "0.D. thin -wall sampler C. 3 -I/4" O.D. x 2 -I /2" liner D. 3-1/2 O.D. split barrel sampler X. sample not recovered LOG OF BORING NO. B 1 ?NIS SUN.UANy APPLIES ONLY AT 1N( LOCATION Or THIS IIO1ING AND AT nut Of PNILLING SuNSUNrACE CONDITIONS NAY OIII(N AT OTHER LOCATIONS AND IMO CN•NG( AT DNS LOCATION WITH THE PASSAGE Or 111AL THE DATA PACSENT(D ANL A SIU LI- ICAl10N 00 ACIUAL COh01TIONS ENCOUNTEN(0 Brownish gray, silty, fine- medium SAND with occasional gravel (Fill) -- moist, loose to medium dense Dark gray, fine, sandy SILT with occasional siltstone fragments & brownish gray, silty, fi ne -medi um sand (Fill) -- moist, medium dense Gray, fine - coarse, sandy SILT with occasional gravel - -wet -- occasional rock fragments drilling rough and irregular rocky Dark gray and gray, moderately weathered, thinly laminated SILTSTONE and SANDSTONE -- moderately hard. No fracturing numerous partings along near - horizontal bedding planes started coring at 15.0' Gray, moderately weathered SANDSTONE with some dark gray, !--- 7--t si lt: onQ . moderately hard to hard. No fracturing- - occasional partings along near horizontal bedding planes Bottom of hole at elev. -8.5 Boring completed Oct. 15, 1975 Piezometer installed on Oct. 22, 1975. Hole flushed, piezometer tip at elevation -8.5, installation acJcflJed with ravel. See text, S tor ground water ctsurements \t t . oe: indicates individual coring runs with the percent core recovery (length cored versus length recovered). • * Standard Penetration Resistance except for 2 split -spoon samples estimated using non - standard procedures. 4- 114 SOUTH OPERATING BASE Seattle, Washington for De Leuw Cuther & Company CONVI°.It D AV IS DI A (le l /ll 9 10 7 14/511 refusal 50 /2 0 1/ water level 0 impervious seal l c piezometer tip STANDARD PENETRATION 6 BLOWS PER FOOT** 50 100 > 100 >100 25 50 WATER CONTENT -% dry weight• plastic limit liquid limit ---�, 1 .-natural water content DRAWING NUMBER A -2 1.110J No W- 74- 310 -03 ?fi i : 1 4' >As `.av2a-: DATE DRILLED: Oct. 16, 1975 ? „ �•� ,tom k v Q 17. 10.0 5.0 0.0 -5.0 -10 0 A. 2 "O.D. split- spoon sampler B. 3 "O.D. thin -wall sampler C. 3 -1/4" O.D. x 2 7I /2 liner D. 3-1/2 O.D. split barrel sampler X. sample not recovered LOG OF BORING NO, B 2 TINS SUMMARY APPLIES ONLY AT THE LOCATION Or TNIS BORING ANC, AT TIME Of DRILLING SUSSUNf4CI. CONDITIONS MAY DIf FTR AT OTHER I0C•TIDNS AND WI CHANGE Al TINS LOCATION WITH THE PASSAGE Of TIME THE DATA PRESENTED ARE A SIMPLIFICATION O' ACTUAL C00001T10NS ENCOUNTERED. **Standard Penetration Resistance except for 20.D. split -spoon samples estimated using non-standard procedures. SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company CONVI.I(SI DAVIS DI NON ASSU(:1.1'1'l•:S water level O impervious seal piezometer tip STANDARD PENETRATION 0 BLOWS PER FOOT * * 25 50 WATER CONTENT -*A dry weigt t plastic limit liquid lirnit F— .) r natural water content A -3 DRAWING u u UM E PNOJ ( 1 1 •lill W -7W-74-310-03 �� /I .li ��nN�u.(ill:� 440 M1•:tl ..- /V • Mottled brown and gray, silty, fine - medium SAND with occasional — ' , gravel & occasional pockets of 19 _ 1 -C fine sand (Fill) 115 14 ` t -- moist, medium dense 10 --5 B , ' A occasional cobbles - I ►B. _ r 5 _ 2 -A .. O .I 10 _ grades slightly coarser 15 —10 . •- water encountered at 12' 10 - 3 -A I, 16 • _ 54 �-" --15 ',. �A • r • Gray, medium - coarse SAND and fine- medium SAND with rock fragments (Fill) - -moist medium dense to dense drilling hard and firm at 17' - . 6 • -_ • : 4 -A . •, • ' 12 - ' ,' - I 1 11 L20 F . — • - Run 1 76% RCY t I. ^ > ; e v 4 Da gray, slightly weathered to fresh BASALT-very fractured, hard Run 2 95% c x A r ; ; auger refusal at 21', started coring at 21.5', approximately -25 - RCY > > k H r 4 6", intensely fractured layer Bottom of hole at elev. -9.0' _ - 30 Boring completed Oct. 16, 1975 Ground water level not • determined. DATE DRILLED: Oct. 16, 1975 ? „ �•� ,tom k v Q 17. 10.0 5.0 0.0 -5.0 -10 0 A. 2 "O.D. split- spoon sampler B. 3 "O.D. thin -wall sampler C. 3 -1/4" O.D. x 2 7I /2 liner D. 3-1/2 O.D. split barrel sampler X. sample not recovered LOG OF BORING NO, B 2 TINS SUMMARY APPLIES ONLY AT THE LOCATION Or TNIS BORING ANC, AT TIME Of DRILLING SUSSUNf4CI. CONDITIONS MAY DIf FTR AT OTHER I0C•TIDNS AND WI CHANGE Al TINS LOCATION WITH THE PASSAGE Of TIME THE DATA PRESENTED ARE A SIMPLIFICATION O' ACTUAL C00001T10NS ENCOUNTERED. **Standard Penetration Resistance except for 20.D. split -spoon samples estimated using non-standard procedures. SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company CONVI.I(SI DAVIS DI NON ASSU(:1.1'1'l•:S water level O impervious seal piezometer tip STANDARD PENETRATION 0 BLOWS PER FOOT * * 25 50 WATER CONTENT -*A dry weigt t plastic limit liquid lirnit F— .) r natural water content A -3 DRAWING u u UM E PNOJ ( 1 1 •lill W -7W-74-310-03 �� /I .li ��nN�u.(ill:� 440 M1•:tl len DATE DRILLED: Oct. 16, 1975 O� * b <t- 1 . v co • co -10.0 =30 25 1 -C 2 -C 3 -C A. 2 split -spoon sampler B. 3 thin- wall sampler C. 3 -1/4 O.D. x 2-1/2" liner D. 3-1/2 O.D. split barrel sampler X. sample not recovered LOG OF BORING NO. B 3 THIS SUM.LARY APPLIES ONLY AT 1NC LOCATION Of THIS /JAM AND Al TIME Of DRILLING SUDSuRTAr.E CONDITIONS NAY Dirr(. AT OTNCR LOCATIONS AND NAT CHANGE AT THIS LOCATION WITH THE PASSAGE Of TIME. TNC DA /A PRESENTED ARE A SIMPLIrICA1:04 or ACTUAL CONDITIONS ENCOUNTERED. Gray, silty, fine- medium SANE with occasional gravel (Fill) • -- moist, medium dense occasional thin layers of fine sand grades finer with increasing silt - -moist to wet, very loose to soft grades denser to a brown, silty, fine- medium sand with occasional gravel and weathered rock fragments -- moist, dense firmer, smooth drilling at 17' I• I. auger refusal at 19' CONVLRSI: DAVIS DIXON ASSOC(A't'L.S started coring at 19.5' 9 2% 1 J Dark gray, slightly weathered to h 4 fresh BASALT with some secondary Run 2 r. - calcite cementation of fracturcs 100 %' A ' . - -very to slightly fractured RCY I f .. ' . " hard Bottom of hole at elev. -6.6' Boring completed Oct. 16, 1975 No groundwater observed during. drilling. **Standard Penetration Resistance except for 2 O.D. split -spoon samples estimated using non- standard procedures. SOUTH OPERATIN:, BASE Seattle, Washington for De Leuw Caiher & Company 118 126 123 4 7 20 2 2 17 37 37 0 water level 0 impervious seal piezometer tip (,(•''I(, / 10 /;1.11 ( STANDARD PENETRATION BLOWS PER FOOT** 50 100 25 50 "/ATER CONTENT -*A dry weight ,Jiastic limit liquid limit natural water content UItAWING NUMBER A -4 rI It o J NO W -74- 310 -03 - 1 -C ;� l ; °,,, ° Gray and dark greenish gray, silty, fine - medium SAND with occasional b gravel and rock fragments ;• - moist, medium dense I I 0 4 ' ° very hard drilling below 5 E 4 4 augered to 6.5 and used rock c t ;; bit to clean caving ho g A , , r Dark gray, slighlty weathered A r " fresh BASALT 10 .� ) r. - -very fractured, hard 4 1 A started coring at 9' Run 1 100% RCY A'„"p 1 . , . A 1 V A Run 2 __= Dark gray and gray, slightly 15 100% _--_- weathered, thinly laminated to RCY laminated SILTSTONE and _= SANDSTONE - -no fracturing - -hard, partings along near- horizontal bedding planes / 0 Bottom of hole at elev. 0.7' Boring completed Oct. 17, 1975 Piezometer installed on Oct. 17, 1975. Hole flushed,piezometet = tip at elevation 0.7, installation backfi I led with gravel —25 See text, Section 4.4 for ground- - water measurements. DATE DRILLED: Oct. 17, 1975 16.7 10. 5.0 0.0 -5,0 -10. LOG OF BORING THIS SUMMANT APPLIES ONLY AT 1Nt LOCATION Or TINS WRING AND AT TIME Or DI LLING SUDSUNTACT CORDITE AT OTNEA LOCATIONS ANO MAY CHANGE AT THIS LOCATION win, THE PASSAGE Or TINE. THE DATA NNE SENTEO A Or ACTUAL CONDITIONS ENCOUNTEIIEO. A. 2 ° O.D. split - spoon sampler , B. 3 ° O.D. thin-wall sampler * *Standard Penetration Resistance except C. 3 -I /4 O.D. x 2-1/2 liner for 2 split -spoon samples estimated D. 3-1/2" O,D. split barrel sampler using non-standard procedures. X. sample not recovered SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company CONVERSE' DAVIS DIXON ASSO(.IA'I'I S E. water level impervious seal piezorneter tip STANDARD PENETRATION BLOWS PER FOOT** 25 50 WATER CONTENT -*A dry weight plastic limit liquid limit ." water content Di AV:ING NUAItUC.R A -5 1 o f �1 II'NUJ W -74 -� 1 0- / l I �II //1 JI (�n 11 ,.I.,.fR, � Na 1 /J t(r V.f.trithutsio. - 10 - 15 _ 20 25 1 -A 1 ' ti.• Brown to gray, silty, fine- SAND with occasional gravel and cobbles (Fill) --moist, loose / / I r ' 4 . Dark gray and gray weathered, thinly laminated to laminated SILTSTONE and SANDSTONE - -no fracturing -- moderately hard partings along near-horzontal ___ -_ �= = - -_= i _= Run 1 100% RCY bedding planes, grades to � = -= moderately weathered = __=_`J started coring at 8.5' Gray, fresh, fine SANDSTONE with some thinly laminate __,___,_ layers of dark gray SILTSTONE Run 2 100% RCY _ =_ =- -- slightly fractured, hard to � hard very -__- Dark gray and gray, weathered, thinly laminated to laminated SILTSTONE and SANDSTONE - -no fracturing, moderately hard partings along near- horizontal bedding planes Bottom of hole at elev. -2.1 Boring completed Oct. 17, 1975 No groundwater observed during drilling. DATE DRILLED: Oct. 17, 1975 16. 10.0 5.0 0.0 -5,0 -10.0 @, v GR co co LOG OF BORING N THIS SUMMARY AI•OL ITS ONLY AT 111C LOCATI1 CT WS OCRING AND AT TIME Cr (11111 SUBSUNfACT C "hDITioN1 MAT ThrFcP AT 01HCS LOCA(Ins, ADD MAT CHANGE At 11115 LI THE PASSAGE Of Slur. THI: DATA HN(SrNTCD APT A SIMPLIFICATION Or ACTUAL CONDITIONS INCOUST(BED A. 2 "O.D. split - spoon samplor B. 3 1$ O.D. thin - wall sampler **Standard Penetration Resistance except C. 3 -1/4 O.D. x 2-1/2" liner for 2 O.D. split -spoon samples estimated D. 3 -1/2" O.D. split barrel sampler using non-standurd procedures. X. sample not recovered SOUL. OPERATING BASE Seattle, Washington for De Leuw Cather & Company (.0 NVI.It SI' D AVIS DIXON ASS()(.IA I I•.S .t water level impervious seal piezometer tip ( I1 '� 1 rf ( • 11111:111 plastic limit �_. STANDARD PENETRATION I BLOWS PER FOOT * * WATER CONTENT -% dry weight liquid limit natural water content DRAWING NUMBER A -6 W -•74- 310 -0 3 1 0 �e561; l;r - - - - _ - ' 1 -C ,,ie 1 2 -C �i_ r I . ^ , �, �,, 1 • ' f`.' � — �'•- • `. ~< 1:,:j. 1 y. 1 ; 4 A e' A 3 Brownish gray, silty, fine- coarse 1 SAND with gravel (Fill) - -wet, loose to medium dense cobbly at 1.5' cobbly at 5.5' r • 124 7 8 17 50/2' >10 .. - - — - --10 - _ r , started coring at 8.5' T Dark gray, slightly weathered to fresh BASALT --moderately fractured, hard changes to slightly fractured A Run 88% RCY _ 15 Bottom of hole at elev. 4.0' Boring completed Oct, 20, 1975 = Piezometer installed on Oct, 20, 1975, hole flushed, piezometer - tip at elevation 4.0' , installed - L20 with gravel backfill - See text, Section 4.4 for ground- _ water measurements. —25 -30 DATE DRILLED: Oct. 20, 1975 � ,tom � v ` co • co 17. 10, 5.0 0.0 - 5.0 - 10.0 LOG OF BORING NO, B 6 THIS SUMYAIT MrLI[S ONLY AT THE LO:AT ION Or THIS WINO AND Al TIME 01 CHILLING SUOSUIIIM;L CONDITIONS MAY 011414 AT 00,415 LOCATIONS A40 MA+ CHANCE AT 01.5 LOCATION KITH THE PA,SAlt 01 TIME. TNT DATA PH(SLIITCO ARC A SIMPLITICATIOH OT ACTUAL CONDITIONS LNCOUNTO4(O, A. 2 B. 3"O.D. thin -wall sampler * • Standard Penetration Resistance except C. 3 -1/4" 0.D. x 2-1/2" liner for 2 split -spoon samples estimated D. 3-1/2" O.D. split barrel sampler using non-standard proclidures. X. sample not recovered SOUTH OPERATING BASE Seattle, Washington for De Leuw Calker & Company CON'I.RS IA \'IS I) IX(1N ASSO !A4MAiRM.Nm +r;•.i riuw+ wwu ...w a .f�alY water level STANDARD PENETRATION . 1 A BLOWS PER FOOT * * 25 50 WATER CONTENT - % dry weight o impervious spat plastic limit liquid limit piezometer tip �- nutura! woler content DRAWING NUMBER A -7 N� J W - 74 - 310 - 03 d� At T J . I p w J LL Q N I— W zj I— 0 . z I— LL! La Uo O o w w H H — O W Z • N 0 z C;' 1 ,RJ t5 DATE DRILLED: Oct. 20, 1975 o� * 18.3. 15. 10 5.0 0.0 -5.0 - 10. - 15.0 10 15 20 25 30 35 1 -C 2 -C 3 -C 4 -A Run 1 100% RCY Run 2 100% RCY r , F r 1 4 A . i p :rv > A y A J r % r> r C I, A v r A. 2 split -spoon sampler B. 3 "O.D. thin -wall sompler C. 3 -I/4 0.D. x 2- I /2 D. 3 -I/2 0.D. split barrel sampler X. sample not recovered LOG OF BORING NO. 8 7 11115 SUMMART AHPLI(S ONL1 AT INC LOCATION OT THIS 6CRIN1 ANO AT TIME or (MILLING SL'RSURIACF.. CONDITIONS NAT OTTER AT OTHER LOCATIONS *NO MAT CNAN,.0 AT 111,5 LOCATION *1111 INC PASSAGE OF TIME. T HE DATA PRI S(NTEO ARC A SIMPLIFICATION Or ACTUAL CONDITIONS ENCOUNTERED. Brown and gray, silty, fine- medium SAND with occasional gravel • (Fill) - - moist, dense grades less silty layer of brown, medium to coarse sand and gravel - wet changes to brown in color boulders between 16.5' & 17.5' Brown, fine- coarse SAND with occasional gravel" (Fill) - - saturated, dense started coring at 25.3' Dark gray, moderately weathered BASALT with some secondary calcite cementation of fractures - - intensely to very fractured - -hard grades to fresh and very fractured changes to moderately fractured Bottom of hole at elev. -14.2 Boring completed Oct. 20, 1975 Pi ezometer installed on Oct. 20, 1975. Hole flushed, piezometer tip att -14.2, installation back '1.4 fowith unl cdwat S ermeasurt - mente **Standard Penetration Resistance except for 2 0.D. split -spoon samples estimated using non - standard procedures. 4J SOUTH OPERATING BASE Seattle, Washington for De Leuw Cathcr & Company ter CONV F.RS!' DAVIS DIXON ASSO(.IA"I'F.S 130 117 132 6 23 41 14 28 34 10 16 31 6 18 21 ,y - water level O impervious seal piezometer tip ( 1 1 / o h /I Irrl .r/ 1:, I fl t.rlir I STANDARD PENETRATION Ea BLOWS PER FOOT** 50 100 25 50 WATER CONTENT -% dry weight plastic limit liquid limit r-natural water content OR AWING NUMB[ R A -8 "OJ. W -74- 310 -03 No 10 15 1 -C 2-A 3 -C 4 -C I Y i �,, �C' • f . 1. 1 `; t ..11.1 n �A� iiiil !, o ; < I4 = `'' ,.l ` I fji:. is # � r i �1 ; 4. ,, F , �. � �1 I I Brownish gray and gray, silty, medium SAND with occasional gravel and fine- coarse sand a trace of silt and occasional 25 6 19 37 Al g ravel (Fill) --moist, medium dense 10/ii'1/75 cobbly at 5 1 harder drilling at 7' occasional small lenses (1 1 coarse sand 1 drills easier below 9' k 123 Brown, fine- medium SAND with ; occasional coarse sand and small gravel (Fill) - -wet, dense d r i l l i n g hard at 20.0' 20 25 30 35 A 1,. v• ` ir ; A.: ;- ' r t ^ J. n : r y ; started coring at 21.5 Dark gray, slightly weathered 1. BASALT w i i h SOffle aecoridary ; calcite cementation of fractures I -- slightly to moderately fractured : - -hard lost drilling fluid between 23' & X 26' / Run 1 84% RCY Bottom of hole at elev. -8.5' Boring completed Oct. 21, 1975 Measured at end of drilling, May not be stabilized. DATE DRILLED: Oct. 21, 1975 44 or co co 18.0 15. 10.0 5.0 0. -5.0 - 10. - 15.0 A. 2 split -spoon sampler B. 3 thin -wall sampler * *Standard Penetration Resistance except C. 3-1/4" x 2-I /2 liner For 2 split-spoon samples estimated D. 3-1/2 0.0. split barrel sampler using non - standard procedures. X. sample not recovered LOG OF BORING NC THIS SUU IAIT IPALIE! ONLT ST THE LOCATION Or THIS AND AT TIME Of DRILLING SLIOSIINTACE CONDITIONS NAY VIPER NT OTHT5 LUC•TIO.IS AND NAT CHANGE AT THIS LOCATION THE PASSAGE Or TINE, THE DATA rpLSENTrD ME A SIMPLIfICATION Of ACTUAL CONDITIONS INCOUNTENTO. SOUTH OPERATING is ASE Seattle, Washington for De Leuw Cather & Company ( :U:NVl. DA \'IS DI A SSO C IATI ?S water level ( "C" W -74- 310 -0' fI ( :I I,: rlrt, NO .a r +�w: +N..a. +' M" tHP?' rtf t , '.'� ?p!s:hTT`!Ykc?!*{,:Jr•.1'� STANDARD PENETRATION A BLOWS PER FOOT * * impervious seal plastic limit liquid limit piezomeler tip , ■ natural water content 0 0 25 50 WATER CONTENT -° /, dry weight DN AWING NUMEiL A -9 DATE DRILLED: Oct. 21, 1975 • �z' • 4, 21.0 O' CO A..2 "O.D. split - spoon sampler B. 3 thin -wall sampler C. 3 -1/4" 0.0. x 2 -1/2" liner D. 3-1/2" 0.0. split barrel sampler X. sample not recovered LOG OF BORING NO. B 9 THIS SUMMARY APPLIES ONLY AT 114r LOCATION Or IRIS DRTIINO AND AT TIME 01 DRILLING SUOSURrACr CONDITIONS MAT DI'TLR AT OTIIr. LOCATIONS AND MAT CRINGE Al THIS LOCATION *TIN THE PASSACE OF TIME 0110 DATA PRESENTED ARE A SIMPLIFICATION Or ACTUAL CONDITIONS ENCOUNTERED Brownish gray, silty, fine- medium SAND with occasional gravel & thin layers of medium to coarse sand (Fill) -- moist, dense grades finer with little or no clean sand grades to medium dense grades dense to very dense grades to wet changes to dark brownish gray with occasional rock fragments started coring at 24.6' Black, slightly weathered to fresh BASALT some secondary calcite cementation of fractures - -very fractured, hard Bottom of hole at elev. -7.5' Boring completed Oct. 21, 1975 Piezometer installed on Oct. 21 1975. Hole flushed, piezometer tip at elevation -7.5, installation backfilled with gravel. See text, Section 4.4 for groundwater measurements. " Standard Penetration Resistance except for 2 split -spoon samples estimated using non - standard procedures. CON \'I.RSI: I)A\'IS 1)1XON ASSO(.1 AT ES SOUTH OPERATING BASE Seattle, Washington for De Leuw Cattier & Company roQ- co k • Q , J' c • 0‘c..) v0O 8 18 19 6 8 12 4 18 32 12 20 26 8 24 50/2,. water level O impervious seal piezorneter tip 0 50 STANDARD PENETRATION . BLDWS PER FOOT** plastic limit r - -�� Znatural water content liquid limit ' 100 25 50 WATER CONTENT -% dry weight DRAWING NU MOEN A- I 0 1 EIRGJ W-74-310-03 err I�r I �I lllr .11 (.�INI.II. ;r;. I NO DATE DRILLED: Oct. 22, 1975 20.2 15. 10.0 5.0 0.0 -5.0 LOG OF BORING NO TINS SUMMART APPLIES ONLY II TIE IOCATI°N Or T11' AND Al TIME DI MNNLINU SUOSu.rArr CONDITIMS MAT INCrEP AT OTItI LOCATIONS AND MAT CmAAr.( AT fall lOCATION KITH THE PASSAO( or TIME. THE DATA PNE5LNT(0 ARC A SI Or ACTUAL CONDITIONS ENCOUNILN(O. STANDARD PENETRATION At BLOWS PER FOOT** A. 2 "O.D. split -spoon sampler B. 3 thin - wall sampler C. 3-1/4" 0.0. x 2-1/2" liner D. 3-1/2" O.D. split barrel sampler X. sample not recovered • CONVI :BSI 1) N O N A AStiO(:IA•I'FS (,,'lrl,lllu..;l r: Inl;,. : ;I; :. **Standard Penetration Resistance except for 2 Q.D. split -spoon samples estimated using non-standard procedures. ��.water level O impervious seal (: piezometer tip SOUTH OPERATING BASE Seattle, Washington for De Leuw Cathcr & Company 0 A -I I • 25 50 WATER CONTENT - % dry weight plastic limit liquid limit -g — naturol water content UFiAWING NUM tiIN ar . 11$110%** rA1Mir mhst it.. a... 1 -C � • 2 -C " � y "� ►' a P (,i . . •• • . P ll '' : , T ,A '�. ' . , L. GY l ., Brownish gray, silty, fine -n SAND with occasional gravel cind occasional layers of fine -m 12 22 28 v V 0 0 sand with trace of silt (Fill) -- moist, dense grades finer with little or no clean sand mottled dark gray and brown drilling hard below 10' boulder from 10' to 11.5' started coring at 11.0', cored through boulder & soil at 125 1 0 15 20 25 Run 1 1 1\.. Run RCY Dark gray to black, slights) weathered BASALT - -very fractured, hard Bottom of hole at elev. 5.2' Boring completed Oct. 22, 1975 *Measured at end of drilling. May not be stabilized. DATE DRILLED: Oct. 22, 1975 20.2 15. 10.0 5.0 0.0 -5.0 LOG OF BORING NO TINS SUMMART APPLIES ONLY II TIE IOCATI°N Or T11' AND Al TIME DI MNNLINU SUOSu.rArr CONDITIMS MAT INCrEP AT OTItI LOCATIONS AND MAT CmAAr.( AT fall lOCATION KITH THE PASSAO( or TIME. THE DATA PNE5LNT(0 ARC A SI Or ACTUAL CONDITIONS ENCOUNILN(O. STANDARD PENETRATION At BLOWS PER FOOT** A. 2 "O.D. split -spoon sampler B. 3 thin - wall sampler C. 3-1/4" 0.0. x 2-1/2" liner D. 3-1/2" O.D. split barrel sampler X. sample not recovered • CONVI :BSI 1) N O N A AStiO(:IA•I'FS (,,'lrl,lllu..;l r: Inl;,. : ;I; :. **Standard Penetration Resistance except for 2 Q.D. split -spoon samples estimated using non-standard procedures. ��.water level O impervious seal (: piezometer tip SOUTH OPERATING BASE Seattle, Washington for De Leuw Cathcr & Company 0 A -I I • 25 50 WATER CONTENT - % dry weight plastic limit liquid limit -g — naturol water content UFiAWING NUM tiIN ar . 11$110%** rA1Mir mhst it.. a... — 5 1 -C 2 -A • , , A ' . � • • a n'� a a • -;— ', t b • a y a o u • Brown, silty, fine-medium with occasional gravel and pockets of clean, fine sand (Fil - -m ' t medium dense _ I I Dark gray, silty SAND with rock fragments (Fill) -- moist, medium dense to very dense drilling hard below 1( 10 _ . _ 15 20 5 V' A. > : . �'' r f, a ' " started coring at 1 1.0 Dark gray, slightly to moderately weathered BASALT --intensely very fractured with up joint filling and weathering moderately hard to h1 Run 1 100% RCY < r 4 Bottom of hole at elev. Boring completed Oct. 22, 1975 . Piezometer installed on Oct. 22, 1975 Hole flushed, piezometer tip at elevation 1.5, installation backfilled with gravel. See text, Section 4.4, for groundwater measurements. 0 DATE DRILLED: Oct. 22, 1975 6 - ��. 4 O v a`r' Q ... • co � _ 16.5 10. 5.0 0,0 -10. .ter.._ . LOG OF BORING TNIS SUMMARY APPLIES ONLY AT INC LOCATION AND AT 11NE.01 DNIMLING. •UD IUREACC CONDITIONS AT OTHEN LOCATIONS AND MAT CNAN•.t. AT THIS INC PASSAGE M TIME. F lit DATA P.ISLNTED APE A SIMPLIFICATION Or ACTUAL CONDITIONS ENCJUNTENCD 4- STANDARD PENETRATION BLOWS PER FOOT** ■ 1 A. 2 "O.D. split -spoon sampler B. 3 "O.D. thin -wall sampler * *Standard Penetration Resistance except C. 3 -1/4" 0.0. x 2 -1/2" liner for 2 0.0. split-spoon samples estimated D. 3 -1/2" 0.D. split barrel sampler using non-standard procedures. X. sample not recovered water level v impervious seal piczorneter tip SOUTH OPERATING BASE Seattle, Washington for De Lem Cather & Company WATER CONTENT -% dry weight plastic limit liquid limit �,� aturat water content -- r ORAK'I.lr. NUMBER A -12 CONVFRSI DAVIS I)INON AS.SO(:IA"1'I'S PROD W-74-310-03 NU , 07. ;:? iC t L;¢'ti} }itfr�Y',d.,1'.HA� z Wi re W J U O 0 CO CO W W 0 W Q s I • . I— la Z �. I— 0 z I W uj I- ▪ 0 ..z w U g 1=- _ 0 z 5 1 -A 2-A 3-A 4 -A 5 -A ; d I Gray, silty, fine to medium SAND (Fill) -- wet,loose f • 13 6 2 8 9 6 7 3 546" 50/4" • v 0 0 100 ... , Brown, fine SAND with occasional gravel to 4" (Fill) 3 I5/�7 .4 I ' 't • • , Brown, silty, fine to medium SAND with occasional gravel (Fill) -- moist, medium dense grades to loose to medium dense with occasional basalt rock fragments and silt 10 15 0 �: . !� ° A ° I , � Brown, silty, fine to medium SAND with numerous moderately weathered to weathered basalt fragments (Fill) -- moist, medium dense L '. E Brown, silty, fine to medium SAND with occasional gravel (Fill) -- saturated, loose , basalt fragments B ack basalt -- highly fractured Bottom of hole at elev. 6.6' Boring completed March 15, 1976 *Measured at end of drilling-. May not be stabilized. • I 1 DATE DRILLED: March 15, 1976 LOG OF BORING NO. B 12 2 i Q 4.,. ,,,Q e 17.9 15.0 10.0 5.0 0.0 -5.0 -10.0 A. 2 "0. B. 3 "O.D. thin- wall sampler C. 3 -1/4" O.D. x 2 -1/2" lin .r D. 3-1/2" O.D. split barrel sampler X. sample not recovered T IIIS SUMMARY APPLIES ONLY AT 1Hr LOCATION Or MI ROPING AND AT TIME Or DRILLING SUOSURTACL CONDITIONS MAT OWTIER AT OTHCR LOCATIONS AIID MAT mufti IT 11115 (OiATION *1111 Tilt PASSAGE Or TIM( THE DATA ' ARC A SIMPLIOICATION or ACTUAL CONDITIONS ENCOUNTERED. ** Standard Penetration Resistance except for 211 O.D. split -spoon samples estimated using non-standard procedures. _ water level U 6 impervious seal piezometer tip _._.. SOUTH OPERATING BASE Seattle, Washington for De Leuw Caiher & Company STANDARD PENETRATION A BLOWS PER FOOT*" 1 g l 25 50 WATER CONTENT - % dry weight plastic limit liquid limit '--) -- i natural water content I DRAWING NUMBER A -13 (;UNV I'.RSI' DAVIS DIXON r�SSU(:I AT S c,rTltllt11rr1 oh' ,r! t:T1,rIr1lr rRU� No 1N -7A- 310 -03 1 Ce 41 2 J U U CO CI Jam U) w w g u. Q to = d . 1— w Z ILI mu rr 0 O co, 0E- w HU LI z w U), U =: O~ DATE DRILLED: March 15, 1976 2 4 o � � 4, v r / 16.6 10.0 5.0 0.0 -5.0 -10.0 LOG OF BORING NO. B 13 THIS SUMMARY AP "LI(S ONLY AT 1MC LOCATION Or TH13 DOMINO AND AT TINE Of DRILLING SUPSURrAC( CONOITIDNS VAT DITTOS AT OTHER LOCATIONS ADO MAT CHANGE AT TNIS LOCATION Mt TN THE PASSAGE 00 TIM(. flit DATA 0500(5000 ARC A 3IMPLIrICATIDN Or ACTUAL CONDITION! CNCOUNTCRCD 0 A. 2 "0.D. split -spoon sampler B. 3 thin- wall sampler * *Standard Penetration Resistance except C. 3 -1 /4" 0.0. x 2-1/2" liner for 2 0.0. split -spoon samples estimated 0. 3 -1/2" 0.D. split barrel sampler using non-standard procedures. X. sample not recovered Seattle, Washington for De Leuw Cather & Company CONVERSIF DAVIS DIXON .1SSOCIA'1'YS water level impervious seal piezometer tip (II /(. /111/1.1 ( :IIl�.... • iUi I STANDARD PENETRATION IL BLOWS PER FOOT * * P I— 50 SOUTH OPERATING BASE naturol water content `" W- 74- 310 -03 N U 100 LJ Ol WATER CONTENT -% dry weight plastic limit liquid limit OR AWING NUMBER A-14 »•a;� 4 1 -A +. •0 - 4 i Gray, silty, fine to medium SAND with occasional gravel & trace of organic matter (Fill) * CI 10 12 • • .--,,,% -- moist, medium dense 3/15/76 15 5 2 -A ; , 3 -A *R,. ` cobble at 4' 62 27 9 34 2 0 Brown & gray, fine to medium SAND with some small gravel • D , (Fill) 39 . - -wet, dense to very dense 26 4 -A ,, occasional pocket or lenses of 38 Q . �. silty, fine to medium sand 32 10 8" water in boring at 6' sample • „ ra -- saturated Brown & gray, silty, fine SAND 5 -A F & silty, fine to medium SAND with occasional gravel (Fill) 57 p > 100 . 15 . ; -- moist, dense (based on drilling, blow counts probably not representative) , occasional lenses or pockets of 4 6 -A medium sand -- saturated 8 ;• ®• • • • ... • _ : � auger brings free water to 12/5" 20 7_A surface during drilling l l i ng 20/1 " a occasional highly weathered rock fragments 100 >100 • Black BASALT -- highly fracture - -hard 5 Bottom of hole at elev. -4.8' Refusal with auger at 20' 1" Boring completed March 15,1976 *Water level during drilling. May not be reliable. . 30 DATE DRILLED: March 15, 1976 2 4 o � � 4, v r / 16.6 10.0 5.0 0.0 -5.0 -10.0 LOG OF BORING NO. B 13 THIS SUMMARY AP "LI(S ONLY AT 1MC LOCATION Or TH13 DOMINO AND AT TINE Of DRILLING SUPSURrAC( CONOITIDNS VAT DITTOS AT OTHER LOCATIONS ADO MAT CHANGE AT TNIS LOCATION Mt TN THE PASSAGE 00 TIM(. flit DATA 0500(5000 ARC A 3IMPLIrICATIDN Or ACTUAL CONDITION! CNCOUNTCRCD 0 A. 2 "0.D. split -spoon sampler B. 3 thin- wall sampler * *Standard Penetration Resistance except C. 3 -1 /4" 0.0. x 2-1/2" liner for 2 0.0. split -spoon samples estimated 0. 3 -1/2" 0.D. split barrel sampler using non-standard procedures. X. sample not recovered Seattle, Washington for De Leuw Cather & Company CONVERSIF DAVIS DIXON .1SSOCIA'1'YS water level impervious seal piezometer tip (II /(. /111/1.1 ( :IIl�.... • iUi I STANDARD PENETRATION IL BLOWS PER FOOT * * P I— 50 SOUTH OPERATING BASE naturol water content `" W- 74- 310 -03 N U 100 LJ Ol WATER CONTENT -% dry weight plastic limit liquid limit OR AWING NUMBER A-14 i )ATE DRILLED: March 15, 1976 I O 4 � P � 17.3 10.0 5.0 0.0 -5.0 -10. -15. LOG OF BORING NO. B 14 THIS SUM.IARY APPLIES ONLY AT 111E LOCATION OF THIS PORING AND AT Slut OF DRILLING SUBSURFACE CONDO IONS NAT DIFFER AT OTNLN LOCATIONS AND MAI CHANGE AT THIS LOCATION WITH THE PASSAGE Or TIME. THE DATA PRESENTED ARE A SIMPLIFICATION 01 ACTUAL CONDITIONS ENCOUNTERED. A. 2 split- spoon sampler , B. 3"0.D. thin - wall sampler * *Standard Penetration Resistance except C. 3 -1/6" O.D. x 2 -1/2" liner for 2 0.D. split -spoon samples estimated D. 3-1/2 0.D. split barrel sampler using non - standard procedures. X. sample not recoverea CONN'I'.ItSI IDAV'IS DIXON ASSU(:1ATI l• SOUTH - OPERATING BASE Seattle, Washington for De Leuw Cattier & Company F 1 1 .Ott I ll IErl .1/ _water level impervious seal piezometer tip STANDARD PENETRATION ® BLOWS PER FOOT** 50 100 A -15 I I(U.I 1 t,o W-74-310-03 I 25 50 l WATER CONTENT - dry weight plastic limit liquid limit /- natural water canter' a Ft N\SIt/G ruuAllrl Ft • 1 -A Gray, silty, fine to medium SAND r with occasional gravel (Fill) -- moist, medium dense to dense trace of wood - 13 16 9 4 ' 2 -A changes to medium dense, 9 multicolored with slight increase 6 13 3 -A I \ in moisture; water at 6.5' / 12 . Gray, fine to medium SAND with — 12 4 4 -A some silt (Fill) - -moist to wet occasional pocket or tense of 6 9 �( 10 gray, silty, fine to medium sand -- saturated grades coarser to interbedded, brown, fine to coarse sand with 13 5 -A I ' minor gravel & fine sand -- saturated, dense to very dense 25 15 cobbles between 16.5' & 17.5' 7 6 -A k Brown & gray, silty, fine to medium ' 17 L SAND with occasional gravel 24 20 , :-'<Fi l l) -- moist, dense / 10 0 > 100 ' ' 7 -A ^ , BASALT -- highly fractured = Bottom of hole at elev. -4.5' Refusal with auger at 20' 6" _— --25 Boring completed March 15, 1976 — Groundwater level not determined. =30 i )ATE DRILLED: March 15, 1976 I O 4 � P � 17.3 10.0 5.0 0.0 -5.0 -10. -15. LOG OF BORING NO. B 14 THIS SUM.IARY APPLIES ONLY AT 111E LOCATION OF THIS PORING AND AT Slut OF DRILLING SUBSURFACE CONDO IONS NAT DIFFER AT OTNLN LOCATIONS AND MAI CHANGE AT THIS LOCATION WITH THE PASSAGE Or TIME. THE DATA PRESENTED ARE A SIMPLIFICATION 01 ACTUAL CONDITIONS ENCOUNTERED. A. 2 split- spoon sampler , B. 3"0.D. thin - wall sampler * *Standard Penetration Resistance except C. 3 -1/6" O.D. x 2 -1/2" liner for 2 0.D. split -spoon samples estimated D. 3-1/2 0.D. split barrel sampler using non - standard procedures. X. sample not recoverea CONN'I'.ItSI IDAV'IS DIXON ASSU(:1ATI l• SOUTH - OPERATING BASE Seattle, Washington for De Leuw Cattier & Company F 1 1 .Ott I ll IErl .1/ _water level impervious seal piezometer tip STANDARD PENETRATION ® BLOWS PER FOOT** 50 100 A -15 I I(U.I 1 t,o W-74-310-03 I 25 50 l WATER CONTENT - dry weight plastic limit liquid limit /- natural water canter' a Ft N\SIt/G ruuAllrl Ft • ^_ - -- _ - - . - — —10 - —15 _ � _ - - - _-20 _ - _ _ 25 _ —30 LI 1 -A -A 3 -A „t`F 4 -A ' 5 6 -A 7 - A i • , "i:�l� I !4'..N •nt. 11.:4'.. e i , } i 2 .1444 0 ° 0 ° ° o e o e ° o o D 0 O 0 0 ° Gray & brown, silty, medium SAND with occasfine ionato l -r mo st urn dense to dense n - 14 15: 18 6 14 13 15 29 44 7 14 27 17 29 19 24/1" 0 r y ; : ....d • 0 • • .. vv y Te 100 , Gray, fine to medium SAND with occasional pockets or • lenses of silty, fine to medium sand (Fill) - -moist to wet, 3/15/76 medium dense to dense i Brown & gray, silty, fine to medium SAND with occasional gravel -- moist, very dense water in hole . °u 0 Brown, fine to medium SAND ' ° ° °° with occasional small gravel °° o - - wet, dense o o (2' of heave prior to sampling) 00 ° grades coarser with coarse o °° sand & small gravel 0 0 o "� ; ; r Black BASALT -- highly fractured Bottom of mole at elev. -3.8' Refusal with auger at 20'6" Boring completed March 10, 1976 *Water level measured during drilling. May not be reliable. — s DATE DRILLED: March 15, 1976 k ti 4 0, ' co 0 to 17.4 10.0 5. 0.0 -5.0 -10. -15.0 A. 2 D. split - spoon sampler B. 3"0.D. thin- wall sampler C. 3 -1/4" 0.D. x 2 -1/2" liner D. 3 -1/2. O.D. Split barrel sampler X. sample not recovered LOG OF BORING NO. B 15 THIS 311NMART AvPLIES OK! IT THE LOCATION Of THIS SCRIMS AND AT TIME CI ("It LING S',RSIIRIACL CONDITIONS NAT DIf,E11 At 011410 10/.011041 AND NAT CNA4!.E Al TNT LOCATION WITS THE PASSAGE 01 TIME. THE DATA P4CTt41E1. Altt A SINPLITICATION Of ACTUAL CONDITIONS ENCOUNTENI **Standard Penetration Resistance except for 2" O.D. split-spoon samples estimated using non-standard procedures. (�()NVI:.I <til \' IS DI X0 ASSO(.I I ti SOUTH OPERATING BASE Seattle, Washington for De Leuw Calher & Company water level impervious seal piezometer tip (,t :t , %i I, ( 1.11 (I:; ■ STANDARD PENETRATION A BLOWS PER FOOT** 25 50 WATER CONTENT - % dry weight liquid limit plastic limit 4— natural water content 0 OHAWIN( NUMB .It A-16 "" W-74-310-03 !io 1.ti9ir'.W.? `fi:dTfi� §'P� {'i.'.T�.4'.ilr"; 5Y.'.',:FrY.:ttl`NG +J6'Y4C 6wanw. ATE DRILLED: March 15, 1976 ��� A. 4 Qv co 44 / 1 0 4 I O k ( v O tt O ,A, 17.6 10.0 5.0 0.0 -5.0. -10.0 LOG OF BORING NO. B 16 THIS SUHUANT AI•nLICS ONLY AT 111E LOCATION Or THIS DOMINO AND AT FINE Or f SUOSUNTACE CONDITIONS NAT MrfE. Al 0THt4 LOCAII; NS AND NAT CNAN rC Al THIS LOCATION WITH THE PASSADT Of rINC fNC DATA I•NCSENtED APE A SINOLIhICA11DN Or ACTUAL CONDITIONS EN000NTCIICO. A. 2"0.D. split- spoon sampler B. 3 "O.D. thin -wall sampler * *Standard Penetration Resistance except C. 3 -1/4" 0.0. x 2 -1/2" liner for 2 O.D. split -spoon samples estimated D. 3-1/2" O.D. split barrel sampler using non - standard procedures. X. sample not recovered SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company (.(1N D D IXON AStiO(.1 Lwatcr level impervious seal piezometer tip se, A plastic limit A!N5t F' h" R! oltyf)W�'JCY,Sk�'a'F.+l?+'x{• STANDARD PENETRATION Ea BLOWS PER FOOT** I NO iE;v,:q:�! "s: ;:r.'C �&: �•`_':',." r'a;?�:�Slwr'y «leYieaib'J�sid�� WATER CO -% dry wei liquid limit natural water content OR Awl U NUMULR A -17 W -74- 310 -03 " C Brown & gray, silty, fine to medium Y'.I 1 SAND with occasional gravel • - 16 1 -A A Fill) -- moist, medium dense 28 .. f Brown, fine to medium SAND (Fill) 38 36 2 -A L; ; • -- saturated, very dense 29 ' ' 0 5 Brown & gray, silty, lty, fine to medium 38 _; 3-A �e SAND (Fill) -- moist, dense (drove / rock \ (drok in front of sampler) 8 26 12 - 4 -A "i t •' \ occasional cobbles 13 Drown, very fine to fine SAND '' '� 18 —10 a� :I with some silt (Fill) G ' very dense (water in • 1 -- _- �• s aturated, bori n • ) 7 Brown & gray, silty, fine to medium 5 -A d_ 8 .. . - •• • SAND (Fill) -- moist, medium dense 15 —15 ' c less dense between 1 1.5 & 13.5' _ •' .I grades slightly cleaner to - ••• ': brown & gray, fine to medium • sand with some silt 15 _ -A 6 ' - moist, dense 16 0 = j; 25 .... 20 7 -A y / 1094 r = 4-9 A ., v. Black BASALT - highly fractured L > 1 O - Bottom of hole at elev. -3.8' —25 Refusal with auger at 21' Boring completed March 16, 1976 = Porous stone piezometer - tip set at elev. -3,8 with - 1/2" P.V.C. riser pipe to surface, - Tip backfilled with 2' of pea —30 gravel. = Hole backfilled with cuttings to 3 below ground surface. Bentonite . plug placed from 2' to • 3' Last 2' of hole backfilled with cuttings. See text, Section 4.4 for ground- _ water measurements. ATE DRILLED: March 15, 1976 ��� A. 4 Qv co 44 / 1 0 4 I O k ( v O tt O ,A, 17.6 10.0 5.0 0.0 -5.0. -10.0 LOG OF BORING NO. B 16 THIS SUHUANT AI•nLICS ONLY AT 111E LOCATION Or THIS DOMINO AND AT FINE Or f SUOSUNTACE CONDITIONS NAT MrfE. Al 0THt4 LOCAII; NS AND NAT CNAN rC Al THIS LOCATION WITH THE PASSADT Of rINC fNC DATA I•NCSENtED APE A SINOLIhICA11DN Or ACTUAL CONDITIONS EN000NTCIICO. A. 2"0.D. split- spoon sampler B. 3 "O.D. thin -wall sampler * *Standard Penetration Resistance except C. 3 -1/4" 0.0. x 2 -1/2" liner for 2 O.D. split -spoon samples estimated D. 3-1/2" O.D. split barrel sampler using non - standard procedures. X. sample not recovered SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company (.(1N D D IXON AStiO(.1 Lwatcr level impervious seal piezometer tip se, A plastic limit A!N5t F' h" R! oltyf)W�'JCY,Sk�'a'F.+l?+'x{• STANDARD PENETRATION Ea BLOWS PER FOOT** I NO iE;v,:q:�! "s: ;:r.'C �&: �•`_':',." r'a;?�:�Slwr'y «leYieaib'J�sid�� WATER CO -% dry wei liquid limit natural water content OR Awl U NUMULR A -17 W -74- 310 -03 ( nui DATE DRILLED: March 16, 1976 * A. 2 split - spoon sampler B. 3 "O.D. thin - wall sampler C. 3 -I /4 O.D. x 2 -I /2 liner D. 3-1/2 O.D. split borrel sampler X. sample not recovered LOG OF BORING NO. B 17 THIS SUMMARY APPLIES ONLY AT 1HT L(CATIUN OY THIS eONINO AMU AT TIME Or WILLING SI IIISUArACL CONDITIIPO MAY WEER AT 01HE1: LOCATIONS APO. MAT CHANGE AT THIS LOCATI(N WITM 1ME PASSAGE (11 TIME THE OATA IMESLNTED ANE A SIMPLIFICATION Or ACTUAL CONDITIONS ENCOUNTENEO. Brown & gray, interbedded, fine to medium SAND & silty, fine to medium SAND with occasional gravel (Fill) -- moist, dense sand layers saturated (water in boring) 1' to 1.5' loose to medium dense zone changes to medium dense to dense Brown & gray, silty, fine to medium SAND with occasional gravel (Fill) -- moist, medium dense occasional pocket or layers of fine to medium sand with small gravel -- saturated Brown & gray, interbedded, fine to coarse SAND with small gravel & some silt and silty, fine to medium sand with occasional gravel (Fill) - -sand layers saturated, dense BASALT -- highly fractured Bottom of hole at elev. -4.0' Boring allowed to stand with auger at 22' water level rose 2' in 15 minutes; water apparently cut off by augers Boring completed March 16, 1976 80 minutes after completion, water level at 3' 5 ". **Standard Penetration Resistance except for 2 O.D. split-spoon samples al 'mated using non - standard procedures. (:ONV I.I(til: DAVIS DIN('" AS;0(.I; \'I I:S 3/1 /76 SOUTH OPERATING BASE Seattle, Washington for De Leuw Caiher & Company 21 21 9 25 17 5 14 8 15 15 10 14 12 9 17 7 17 23 0 _water level 0 impervious seal piczomeler tip f 3 i .f ''1(, / .T/ I. U11 :n i /: 1 STANDARD PENETRATION A BLOWS PER FOOT * * 25 50 WATER CONTENT - % dry weigt t plastic limit liquid limit G natural water content DRAWING NUMH1R A -I8 1.110J NO W -7 i- 310 -03 j _ --. : • 1 -A 2 -A + j N1 `,� Pi,: ?: j; Gray, silty, fine to medium SAND (FUI) upper 1' saturated &very soft -- moist; medium dense 14. 8 9 16 18 20 9 .. 0 • Dark brown, silty, fine to medium SAND with numerous basalt robable crushin fragments (P g plant waste) -- moist, medium _ 3 -A '� \ :dense / H 9 4 -A et * 1 Brown & gray, silty, fine to 7 • _ - _ 10 ° ° c 0 medium SAND with occasional / gravel (Fill) -- moist, medium ` dense ' 15 . 0 - 00 o a Gray - brown, fine to medium SANE` — 0 0 0 with occasional gravel & some silt 8 _ 5 - A 1 • , 0 ° o and silty fine to medium sand 9 _ l o a 0 - -wet to moist, medium dense 8 —15 ° - ° 0 • alternating hard & softer zones • 0 ,eo 15' to 18.5' 9 6 -A ___ =_= Dark gray to gray, highly weathered, thinly laminated to 27 - -_-- —20 laminated SiLTSTONE and SANDSTONE (drilling smooth . - between 18.5 & 20.5' & slightly 10 _ -- 7 -A -- easier below 20.5') 27 0 - increasing percentage of sandstone with layers up to 1.5 ". 33 21 — _ - -- 25 8 -A _ -_ some vertical oxidation zones 66 > " 10�? ' ' drills firmer 20/.5 (upper part of sample appears - - soil-like & remolded -may be -- cuttin s from dri I I ing) —30 ^ Bottom of boring at elev. -9.9' - Refusal with auger at 24.5' Boring caved to 19'2" after drilling, water level at 5'2" after removal of auger. —35 Boring completed March 16, 1976 1:. ._ _1 t7 25 DATE DRILLED: March 16, 1976 2 ,- , . 4 ' �� `�� f 15.7 1 IN=1.110•• • 0.0 -10. -15.0 LOG OF BORING NO. B 18 11US SIIN•ART APPLIES ONLY AT 1Nr tOCAT ION Cr THIS (MlllriU AND At IIML Or DNILLIN. :UO:NPSKL COND.T.ON1 OAT (IT LN Al OTNEP LOCATIONS AND VA1 CNANOC At THIS LOCAtION NITII tNC PASSAU! Or TINE (NC IIATA PNISrNtED APE A SIN1'LIrICATION (A ALIIIAL CONDITIONS ENCUIINTENEU * A. 2 " O. [ B. 3"0.D. thin -wolf sampler A * Standard Penetration Resistance except C. 3 -I /4" O.D. r. 2 -1 /2' liner for 2 split -spoon surnples estimated D. 3 -1/2 U.U. split barrel sampler using non-standard procedures. X. sample not recovered SOUTH OPERATING BASE Seattle, .Washington for De Leuw Cather & Company C()N`'1'.1011 DAvIs I)IX(tN ASSOC .IA T FS impervious seal piezometer tip (rr • It . I'tJ' ,l ( ,. ti 11,.1 it111 STANDARD PENETRATION © BLOWS PER FOOT * * E iIiOJ 100 WATER CONTENT - % dry weight plastic limit liquid limit k: - —�r`J - i z-ncitural water content r DRAWING 0 ,0 NUMCLR A -I9 I W -74- 310 -03 0 DATE DRILLED: March 16, 1976 16.4 10.0 5. 0.0 -5.0 - 10.0 —5 - 20.0 -= 10 15 20 - -30 —35 : 4, • d c: co J :il Dark brown to gray, silty, fine to 4 ,J. medium SAND with occasional :1 1 -A � } E • J . gravel (Fill) � r s , - moist, medium dense ... t occasional gravel or small r .1 . . 1 �� • �; \ color & grades with decreasinu \ silt content & slighity higher I 'leM. .ia \moisture _ I',rown, f c with o ccasional ine small oarse gravel & SAND some ; silt (Fill) - -wet, medium dense • Dark gray to gray, si Ity, fine to 1 medium SAND with occasional gravel (Fill) -- moist, dense I• f ' i� • (irregular penetration of sampler,• d th�:t assumed gravelly; blow count •� robably not representative) / 2 -A 7 --A 8 -A • A. 2"0.D. split -spoon sampler B. 3"0.D. thin -wall sampler C. 3 -1/4" U.D. x 2 -1/2 liner D. 3-1/2" 0.0, split barrel sampler X. sample not recovered LOG OF BORING NO. B 19 THIS SUMMnY ANOL IFS ONLY AT 1NT LOCATION Of THIS *MOP) AND AT TIME Cl OHII LINO SIJOSUNIAC1 CO NOITIIIYS MA) 01f/EN AT ONTO IOCAIINNT, ANT, NAY CHAYLE AT TNIS LOCATION WITH 1NL PASSAGE Of TIME. THE DATA n11LLCNTED ANL • SINNLIfICA110N Or ALTI151 CONDITIONS EN040NIEIIEL. cobbles; changes to brown in Brown, medium SAND with some coarse sand & minor small gravel (Fill) -- saturated, medium dense (8" of water in boring at 17.5' sam. le) / j Dark gray & gray, highly weathered thinly laminated to laminated SII TST IE & SANDSTONE .,11_I JI r�l_ � drills firmer (upper part of sample sand, heave indicated; weathered rock starts at 19') Porous stone piezometer tip set at 24.5'. Tip backfilled with 2' of pea gravel.1 /2 "P. V.C. riser pipe to surface. Hole backfilled to within 3' of surface with cuttings. Benton ite plug placed from 2'to3; Last 2' filled with cuttings. Bottom of hole at elev. -8.9' Refusal with auger at 24.7' Boring completed March 16, 1976 See text, Section 4.4 for ground- water measurements. * *Standard Penetration Resistance except for 2 0.0 split - spoon samples estimated using non-standard procedures SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Comapny ( l) DI NON ,1 I.S 18 16 11 16 3 14 11 16 21 24 4 31 41 3 12 17 18 14 35 100 /5I 67 33/2' water level 0 impervious seal ('� piezometer tip (Ir r / STANDARD PENETRATION A BLOWS PER FOOT** 0 Ida 50 100 .. >100 25 50 WATER CONTENT -% dry weight plastic limit liquid limit atural wotel content OkAWINIi N WAR ['R A -20 I I ; U J W- 74- 310 -03 ''.0:•v%lr,.Y >Yf'.�4.'r:'ks:a. SAILS[ C�4: vY' 1 ,t <;'lSY1&.3f,''.1+1.4tTL..,..: — r Gray, very fine to fine SAND JV I l 1 -A f�: ,, d f ' T ; with some silt to a silty, very fine to fine SAND (R H) 3/17/76 5 4 Ct — _ A ► • - -moist to wet, loose K74` 3 - 2 -A • • •: 4 gravelly zone & occasional --5 f zone of fine to medium sand with little or no silt 2 20 • ' ' ' v . 3 -A ; r i, changes to gray & brown in color 5 0 ; s 4 , - - saturated / 4 5 4 -A �; � Gray, fine SAND (Fill) 4 : 1 10 - ►�. ;► ; -- saturated, loose occasions! small rock fragments 6 - 5-X ` A (�� & gravel 10 TI 91 0 : ,. - ` Drills very cobbly, probably loose rock fragments X10, - Black BASALT - -hard --15 Bottom of hole at elev. 5.3' Refusal with auger at 11'9" -- Boring completed March 17, 1976 - *Measured at end of drilling. May —20 not be stabilized. /- --25 DATE DRILLED: March 17, 1976 Q 17.1 10.0 5.0 0.0 -5.0 -10.0 LOG OF BORING NO, B 20 TINS SUMMARY APPLIES ONLY AT 114 LOCATION Or THIS •ORI11G AND AT TINT. Of DRILLING SUSSJnTACL CI.NJITNNS MAY n■rr(4 AT OTHCR LOCATIONS ANY I1AI CHAN.TI AT TIIIS LOCATION wITll 1HE PASSAGE Or TINT THE DATA rAl•,LhICO ARE A SIMPLIFICATION OF ACTUAL CONDITIONS CN COUNTCNCU. STANDARD PENETRATION ,f 6 BLOWS PER FOOT * * A. 2 split - spoon sampler 0. 3 thin -wall sampler C. 3 -I /4 O.D. x 2 -1 /2 liner D. 3 -I/2 O.D. split barrel sampler X. sample not recovered A * Standard Penetration Resistance except for 2 split -spoon samples estimated using non - standard procedures. SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company (;(>NV D I)I .• \SS \T1 S ■ ■ nnawn.,..araew,. _ _ z .. ,__.,.. .._... •a,w�..n,,•i.n ITYMM' IR:FS'1?. i _ Water level 0 impervious seal plezorneter tip (It "It 1 /Il)il ll fi 'IiUJ W -74- 310 -03 N o f DRAWING NUMBER II ALI L a 25 50 WATER CONTENT - % dry weight plastic limit liquid limit natural water content 5 1 -C A . 2 -C r 3 -C I;• :-.,`, ^` ^yam "' j1 �. . , rr , i i• -' .t •" � -- 6 inches crushed rock 126 48 22 33 50/3' 50 /3 6 7 2 2 6 21 41 58 - 55 52 13 35 45 f., x 665 54°M: 0 • ...... Dark gray, silty SAND & GRAVEL Fi I I) -- moist, very dense / Dark green mixture of silty, fine to medium SAND & ROCK fragments (Fill)--moist, dense numerous cobbles between 3.5'� & 5' interbedded brown, fibrous PEAT.� _ 10 - -15 - _— - —20 - _ - —25 _ _ - _ —30 = - and silty PEAT with occasional 3 /1 thin inter bed of gray, organic SILT -- moist, soft / '/776 54 97 96 89 Brown -gray, very fine, sandy SILT with organic matter & occasional thin (approx. 1" ) fine to medium sand lenses -- saturated, soft \ firmer d r i l l i n g between 15'& 16'/ 4 -C 5 -C 6 -C o ° 0 ° ° ° °° ° °° ° 0° o o o ° ' ° ° ° ° 0 ° 0 ° ° ° 0 ° a ° ° ° ° o a °° 0 0 o ° ° 0 0 0 0 o ° ° o ° ° p ° (8' of heave prior to sampling- sand washed from casing prior to driving) Dark gray to black, medium SAND with occasional wood & very thin (< 1/2 "), silty sand layer - saturated, very dense (3' heave at 22.5'. Auger washed to 23.5' prior to sampling) grades slightly finer with less organic matter (6' of heave at 27.5- -Auger washed prior to sampling) occasional organic matter Bottom of hole at -15.3' Boring completed March 17, 1976 *Water level measured during drilling. May not be reliable. DATE DRILLED: March 17, 1976 2 . i A:O �� w pv w ° Q w co C7 • A. 2"0.D. split - spoon sampler B. 3 ° O.D. thin - wall sampler C. 3 -I /I" O.D. x 2 -1/2" liner D. 3 -1/2 O.D. split barrel sampler X. sample not recovered LOG OF BORING NO, B 21 THIS SUNNART APPLIES ON1T AT THE LOCATION Or THIS EORINO ANO AT TINE Or (MIILIND SURSURrACr CIINI.I TILHS NAT O.rr(R AT OTHEP LOCAIIIIN'i AND UM CHANGE AT THIS LOCATION WITH TNT PASSAU.. Or TINE THE LATA r ARE A SIUPLIPICATION Or ACTUAL CONDITIONS ENCOUN TT Pro. **Standard Penetration Resistance except for 2 O.D. split -spoon samples estimated using non-standard procedures. SOUTH OPERATING BASE Sc- atilt, Washington for Dc Leuw Cather & Company CONVrl.l <SI DAVIS DIXON ASSO( IA•I'I :S • • Ky' vi water Iavel O impervious stial E piezometer tip STANDARD PENETRATION A BLOWS PER FOOT * * 25 50 WATER CONTENT -% dry weight plastic until liquid limit - natural water con lent — ~� ���• DRAWING 1 NUI.11CR I A -22 'PR" t W-74-'310-03 + art' !r I iulll .lj ,,.: .. iU; NO ♦ ♦A . -....1 10 15 —20 25 0 1 -C 2-C r' 3 -C 4 -A • (P V, /A 1 °�'^ 4'0'1 '+ ,1 f 'PL �,..; }'�� Kte�: F •H hi i i �1 r jt ' Y »' A I. ' P �, Brown, silty, fine to medium SAND with occasional gravel (Fill) - --moist, medium dense upper 6" saturated,soft / 131 100 _ 22 47 30 0 16 I l l 100 100 :. . >100 >100 A. E.)ark brown, silty, fine to medium S• 1ND with occasional gravel & rock fragments (Fill) - moist, very dense bark gray SILT with numerous Si I tstone /sandstone fragments & . occasionai gravel (Fill) - moist, stiff (no recovery - probably driving on cobble) I cobbly during drilling below 6' l sample consists of rock fragments in a possible silt -sand matrix . probable fractured bedrock refusal with au•er at 11' 8" .. ",,°,, Black BASALT - highly fractured I Porous stone piezometer tip set at 10.5'. Tip packed in gravel. 1 /2 "P.V.C. riser pipe to surface. Hole backfilled with cuttings. Bottom of hole at 6.6' Boring completed March 17, 1976 See text, Section 4.4 for ground- water measurements. DATE DRILLED: March 17, 1976 2 ��O ,..,- • 4r 18.4 4 � 0, 15.0 10.0 5.0 0.0 -5.0 -10.0 LOG OF BORING NO. B 22 THIS SIIMAIANY 41•Plll5 ONLY Al 1110 LOCATION Cr THIS S HIND AND AI 11Mr. Or N TEEING W115,IP 14 CONDITIONS UA• INOT IP AT OTHEP LOC1IvoN5 AN; MA, Cr1YNG4 AT IwS LOCATION MIT. TNC PASSACC Or TIMT. llit DATA 1•NI SLNTCO APT A 51MPLITICAl1ON or ACTUAL CONDITIONS [NCOi1NTENIO Q- c<c OJZ O STANDARD PENETRATION `- t 0 CI p oi ► BLOWS PER FOOT** Cr., v O y O ,d 4 :3 4 Z * A. 2 split- spoon sampler B. 3 ° 0.0. thin - wall sampler C. 3 -1/4 0.0. r. 2 -1/2 liner O. 3 -1/2 0.0. split barrel sampler X. sample not recovered **Standard Penetration Resistance except for 2 0.0. split -spoon sumples estimated using non - standard procedures. (•. 1) 11I :\ meassmaMMIIMMIMO SOUTFI OPERATING BASE Seattle, Wash;ncgton for De Leuw Cattier & Company '_water level impervious seal 1 piezorneter tip 3 WATER CONTENT -*/0 dry weight plastic limit liquid limit ► - --- 4 .- natural water content r 'III I' 1: rl .rl t II; I;I•. ;I:. P"UJ NO o f DRAv.' .; NUMBLR A• -23 W-- 74- 310 --03 ,aCECCAPnermaprtnpn , DATE DRILLED: March 17, 1976 5.0 0.0 10 15 * A. 2"O.D. split - spoon sampler 0. 3 thin - wall sampler C. 3 -I /4" 0.0. x 2 -1/2" liner D. 3-1/2" 0.D. split barrel sampler X. sample not i ecovered CONVI.RI 1 -C 2 -C 3 -C 4 -C LOG OF BORING NO. G 23 THIS SUAINARN LH ONIT AT 1N( LOCAIIUY OT THIS OCNINO ANO Al TINL Or /WHILING SOOSUOrACC C(I•Rd U ••.5 Nf.r CNI TC9 Al OTIIL. LOTA •NO NAT CAANL.T AT T.... LC:ATION MI TN THE OASSADL Or TIM( THE LAM 1.OI SUMO AKL A SIMPLIFICATION Or ACTUAL CONDITION! (NLOUNILNLD. " ) Brown & dark gray, silly, fine to J medium SAND with gravel & rock H I fragments (Fill) 4. -- moist, very dense `, upper 6 inches saturated & soft changes to black i'l 0111` occasional siltstone cobbles . b ; drills slighfly easier between 1 • i 7, &8' C `t1 2 71. !1; h Black BASALT refusal with auger A at 10' Bottom of hole at 7.1' Boring completed March 17, 1976 Backfilled with cuttings No groundwater observed during drilling. A *Standard Penetration Resistunce except for 2 OD. split -spoon sumples e: timnted using non- slandurd procedures. SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company DAVIS DIXON ASSO( 125 114 0 17 29 23 56 53 25/2' 21 40 40/4" j water level impervious seal piezometer tip (Tr •�;l. /s, .1/ ( STANDARD PENETRATION BLOWS PER FOOT** 25 50 WATER CONTENT -% dry weigt t plastic limit liquid limit z- natural water content nnnwING NUMB[ R 1IR(IJ is o 50 100 A W-74-310-03 L . r L r7.1.= 41,34111.,..,7-Tr-v, - -t- - ...- '...4--4,,,-..::---=--:- t7-1...-'---::'7'.''"'•.%!7:-.•:4trxr r -•- 1 :- ---, • 17. : , ;/.'1 1 ;k?'1.- " 7,17 .,.; •,::,,,,''.i.,:',..::',...7'1.--.1':1,i''. ;',".-1:',',':',-1'.'-'r•.',-;-;";,'24.i.-- 1;.::;)•',..2.-Z,17:‘,..!,:tr.Y.•-, .' .-...-::::.: i ,,....., .......:■! • ...7 ,.. ::::•: . .i i " . 7,2..:--:,::, ,4-,..t.......r.;.-.•-•,,,,,:.ift4"..- ' '' "..* '''''' f' 2c • '' ''.:-,..•..,- - -It' ;•.F. 1 • , .. .2 7q•''..'" .:.: :', ., . f3oew No 1 15.0 t 1 : f' - .• f `,"''',. '''.: 7 7 .! 'i:. ',.' :z":' - 'i'.:n 4 ,;%' , :i..7 t Ait';' .- r : ' --``- . . - . . . . .....-: . , . . NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ; t : L i l 'J 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. f NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. _t . -_ -,,. - NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. f NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY_ OF THE DOCUMENT. 2 - 3 4 — 12- 13- 14 PREPARED Ell• PAP/ 1 ' CHECKED DY: DER // APPROVED EIY: ERM -0 0 a . — 0— I0 CONN/ I;I:SE, DAVIS AND ASSOCIAT1:, DESC RIPTION Brown, fine to medium SAND with gravel and small crushed rock (Fill) -- medium dense -- slightly moist Crusher; ROCK - 1/4" to 1/2" diameter - li l or no matrix (Fill) -- dry Brown, organic S I L T am' brown PEAT - -- soft some wood debris at 5 feet Gray SILT with some organic matter and some ihin.(approx. 1 ") layers of fine sand -- soft Surface elevation approxirnately 14.0 feet. Small amount of water entered lest pit at .`i' and in lower 2' , Test pit walls remained vertical with some minor failure in the clean crus!Eed rock. Completed 9/23/75. LOG OF i f S1' PIT NO. 1 SOUTH OPERATING bA5E Seattle, Washington for Do I..euw Cattier tk Company F'fHOJk CT ' ,.i f [, A T I.. ∎• 1 Tom ,... E••••■•-•'...■•••Irvrr E : ....� .�. C) %ul//lliu c' ti))ri eer.r and Geoliot'i,11.1 a ' DRAWING : NUMDCTr4 § -1 .. w s:.+ ww; n! vFNP# 2�` d�: t�� kRv�idaa21: Y, �, Jrw.' v' a�k4' �; �; Ygitih ,,�'a:5i�:i�llY.�7�'kdlatiY4d �i's`.{�'F4:z >a:' ��•'•'!#, .a�N',�C;•� %. • h�i`s 1 • . i DESCRIPTION J 6 7 8- 9 - N M cr 10 co N. co en Brown, fine io medium SAND with gravel and small crushed rock (Fill) • -- medium dense -- slightly moist Crushed ROCK - 1 /4" to 1/2" diameter - littk or no matrix (Fill) -- dry I1iij&;R :K 1))1p' i� i� )`i�;ll�i)�' )1)� )`' Brown, organic SILT anc brown PEAT - -- soft some wood debris at 5; :feet. I I I- I2— 13— - — Gray SILT with some organic matter and some thin (approx. 1") layers of fine send --• soft . • - . r.... -- 14 S elevation approximately 14.0 Feet. Small amount of water entered test p it at i' and in lower 2'. Test pit walls remained vertical with some minor failure in the clean crushed rock. Completed 9/23/75. LOC OF TI ST PIT NO. 1 PREPARED BY : PAP/ art !� SOUTH for � OPERATING ::A.�E Seattle, ,Washington Do f..oww Cather & Company �CAi.I:: .- - .. �F'HOJ'_(:T W - ! • 3 - (3 UMII 1' � 7 A • r 0 . + DR AWING NUA1[iEff S /;,-:j0 ..._. CHECKEC DY: DER A.Pf'ROVf'O DY: ERM DAVIS L A , 0"i• 1' AND ASSOC.:1:ATES, { CON VIiRSI', INC:. - - - -- cm/in/tin liurim',r ;o / GL"/t�� A U LP Pflt:PAHED BY CHCCKED BY: APPROVED BY: ••■•••••■••••■•■•■••••■•••■•=1111.44.11, 41111••••••••• PAP/ DER ER/VI DA Ti.: Oct 1 C7.7 L a: TL; PIT NO. 2 1 //••••••■•■•■•■•■••1111.01,1100•111111111. Surface elevation approximately 14.4 Feet. Approximately to gpm water entered test pit Test pit walls remaineci vertical. Completed 9/23/75. IMI••••••■••••■•■■■■••■•■••/■•■■■■■•••■••■••••••• Mb SOUTH OPERIING LASE eat ie.:, Washington for De Leuw Cother &Con-:piny .•••■•••••■■■••■■ at 5' to 6 1/2' level, ■••••11.1111■■••■■•••• t.C.ALE: j10 - 03 tiumt,1:4?: LIN MV IN PILIMI1 Ii A-3 CONVEI:SF.., DAVIS AND AssociATEs, I NC. Get)/(igifij OMB V•••••• •••■ •■•■•••••■■■•■ ••■••■■■•■••••••=401.•••••••••■■•■■••■■■•■■•••ftwo jogwAS DESCRIPTION i r r t t — N ro Cr to to 11 .. • .',1 1 .. 4. • .41,1 t Lt 0 „ I I # J i, i f .I'll . Brownish gray and gray, silty, fine .SAND and ■ crushed rock (Fill) • -- very dense . Greenish gray, silty SAND with numerous . . boulders (Fill) -- moist . .------...1 ,-.-. ...........:-...:-- •-•.....„.......,.-: .-----,...;,-,-.. • Brown to •:ark brown, organic SILT and PE:/ v'ith ,..„ •-•••••----...:- some minor gray silt with•organic matter .-.-. -- soft -- moist . ....,..„... ---- --- - - ... •-• ...,..., -:•-_- . • --,.........„----.., „,.....„,_,,,..%_-......--,-,.. . ,----.:.•••;-....---..--• ,-...:;-.....:,-_-.... . .7.- • ....„-.... . •-•..„....„,-, ---- - •••• - - - •••-- ' -- • • • •• . • ..- - . •, . .. . . .4. = - • .....,:i- changes to light brown silt with some organic .-:......,...._.....--.-..-:-.7 -,.......,.. •,..-...--,,---::::;-- ± -...... aa matter ..,..._......._.- U LP Pflt:PAHED BY CHCCKED BY: APPROVED BY: ••■•••••■••••■•■•■••••■•••■•=1111.44.11, 41111••••••••• PAP/ DER ER/VI DA Ti.: Oct 1 C7.7 L a: TL; PIT NO. 2 1 //••••••■•■•■•■•■••1111.01,1100•111111111. Surface elevation approximately 14.4 Feet. Approximately to gpm water entered test pit Test pit walls remaineci vertical. Completed 9/23/75. IMI••••••■••••■•■■■■••■•■••/■•■■■■■•••■••■••••••• Mb SOUTH OPERIING LASE eat ie.:, Washington for De Leuw Cother &Con-:piny .•••■•••••■■■••■■ at 5' to 6 1/2' level, ■••••11.1111■■••■■•••• t.C.ALE: j10 - 03 tiumt,1:4?: LIN MV IN PILIMI1 Ii A-3 CONVEI:SF.., DAVIS AND AssociATEs, I NC. Get)/(igifij OMB V•••••• •••■ •■•■•••••■■■•■ ••■••■■■•■••••••=401.•••••••••■■•■■••■■■•■■•••ftwo r. W —J t 'vo In a • N w W = J � W p' g u. Q: .z Z 1-; ' U ;O N. = V • U U): O z • c (I o ' -- 0 DESCRIPTION I — 2 — ,I; 4 5 6- 4 7-•' 8— 9 _ . 10— II— 127 --- 13 0 • .1 4' w• ' 1 ? ` l" 7 ; ■1 • elf � TT� ,� CI' kt � :1;, "l It Z�� rF 1 , . Brownish gray and gray, silty, fine SAND with -- crushed rock (Fill) -- very dense slightly moist i Greenish gray, silty SAND with numerous rocks ranging from gravel to cobble (rock is highly weathered) (FI1l) -- dense -- most . . Brown to dark brown, organic SILT an PEAT -- sofa -- moist grades lighter brown in color with less organic • matter some thin layers of gray, fine sand. Surface elevation approximately 14.0 feet. Seepage at 7.5 feet. Completed 9/23/75. LOG OF TEST III NO. 3 . PREPARED ©Y:C PAP SOUTH OPERATING 1iASE Seattle, Washington for Dr I.e uw Cath 8, Ccmc:'anv t - 3 G� NUMB Ft A--32 CHECKED BY: DER APPROVED UY..........EIE�`.I`� DAVIS UAT f:. [SCALE:: _. �..� r i'FI'C1 `, — 7/1 — 3 Oct,. 1�1�.1 14UIdf1I :R: 1 X10 .—... C:O.NV.F1.1S1:, ..� AND ASSOCIATES, INC;. c.u,,1„1/:,, :, Lu h,,'tri ,,,;d! Ceo/,,,;,f/s r. W —J t 'vo In a • N w W = J � W p' g u. Q: .z Z 1-; ' U ;O N. = V • U U): O z 0 I. PREPARED BY : CHECKED BY: APPROVED BY: PAP/ DER ERM . Surface elevation approximately 15,7 feet. Some water entered bottom of pit through apparent fractures. Completed 9/23/75. LOG OF TEST PIT NO. 4 CONVERSE, DAVIS AND ASSOCIATES, INC. SOUTH OPERATING BASE Seattle, Wc;shington for De Leuw Cother & Company .I, DRAWING ! NUMBER ( f A -33 W 7 - 310 -03 En and (s( rl,( s' ridLxi6 'X .4M,,r) 1, 0M''l:Vaar: :l'.4Y i'i':'3N:.^hS,Ok.W�m •�.:',:+. «Yrr�;.. 1- w J U' 0 0 N 0' N w ; w =, — a H w Z Z o' I" Ill U0 .0 E- S 0, F— F- Z r 0 F" Symbo i DESCRIPTION 1. •• 6, Brown, silty SAND with crushed rock (Fill) (smells of fuel oil) ' •• -- loose -- slightly moist r•_ M �_ = Interbedded, dark gray SHALE or SILTSTONE == and gray, very fine to fine SANDS1ONE •- �_- some crossbedding = strike approximately N65 °E dip approximately 6 °South ---5g - _- -- hard grades less weathered to very hard 0 I. PREPARED BY : CHECKED BY: APPROVED BY: PAP/ DER ERM . Surface elevation approximately 15,7 feet. Some water entered bottom of pit through apparent fractures. Completed 9/23/75. LOG OF TEST PIT NO. 4 CONVERSE, DAVIS AND ASSOCIATES, INC. SOUTH OPERATING BASE Seattle, Wc;shington for De Leuw Cother & Company .I, DRAWING ! NUMBER ( f A -33 W 7 - 310 -03 En and (s( rl,( s' ridLxi6 'X .4M,,r) 1, 0M''l:Vaar: :l'.4Y i'i':'3N:.^hS,Ok.W�m •�.:',:+. «Yrr�;.. 1- w J U' 0 0 N 0' N w ; w =, — a H w Z Z o' I" Ill U0 .0 E- S 0, F— F- Z r 0 F" rf • j M• ' • PREPARED BY : CHECKED BY: APPROVED BY: PAP DER ER/0 Surface elevation approximately 16.0 feet. Approximately 1 gpm water entered test pit at top of basalt. Test pit walls remained vertical. Completed 9/14/75. DATE: Oct. 1975 CONVERSE, DAVIS AND ASSOCIATES, INC. LOG O:- TEST PIT NO. 5 SOUTH OPERATING BASE Seattle, Washington for De Leuw Cattier & Company SCALE: PROJECT NUMRF.I?: W -741- 310 -03 URAWINC, NUMBE=R A-34 Cnn.I;i11i»!I 9,ineerr and C;eI/o i.rt.E • f� W JU- U O p : W = co w g . w ?: d � z ) . : � o U.1 w : .0 I- w : 0 . ujz U = ` 0 ~ j og wX DESCRIPTION it 1 ' ti •• . • iiii, } r 7 Brown, silty SAND and crushed ROCK to 2" diem. g (Fill) -- loose -- slightly most - N M s tf) CD N- • 0 =1;3 �, F'' 4. � Gray, very fine, sandy SILT with occasional . pieces of dark gray siltstone (Fill) . -- medium dense -- moist w Piece of dark gray si ltstone and gray, very fine sandstone 4 Black BASALT - very hard rf • j M• ' • PREPARED BY : CHECKED BY: APPROVED BY: PAP DER ER/0 Surface elevation approximately 16.0 feet. Approximately 1 gpm water entered test pit at top of basalt. Test pit walls remained vertical. Completed 9/14/75. DATE: Oct. 1975 CONVERSE, DAVIS AND ASSOCIATES, INC. LOG O:- TEST PIT NO. 5 SOUTH OPERATING BASE Seattle, Washington for De Leuw Cattier & Company SCALE: PROJECT NUMRF.I?: W -741- 310 -03 URAWINC, NUMBE=R A-34 Cnn.I;i11i»!I 9,ineerr and C;eI/o i.rt.E • f� W JU- U O p : W = co w g . w ?: d � z ) . : � o U.1 w : .0 I- w : 0 . ujz U = ` 0 ~ PREPARED BY pAp/r. 71. CHECKED DY: DER IMPISPREIMIXIMMEISMIIMelocomens... 0 Brownish gray, silty SAND and crushed ROCK -- loose to medium dense -- slightly moist (Fill) Gray, sandy SILT with occasional pieces of siltstone (fill or weathered rock) • -- moist interbedded, dark gray SILTSTONE (approx. 1/4" layers) and gray, very fine sandstone (less than thick 8 layers) strike N 60° E dip 5° South -- hard becoming very hard cit 9" - refusal at 3' 9" Surface elevation approximately 15.4 feet. No ground water encountered. Completed 9,124/75. APPROVED DY: ERAA DATE: Oct. 1975 SCALE: CONVERSE, DAVIS AND ASSOCIATES, INC. DESCRIPTION LOG 0:- TEST PIT NO.. 6 SOUTH OPERATING BASE Seattle, Washington for De Leuw Cathor & Company . +. • IMAWIN't, I NLIMII N Lg 0••■•■••••■■■■••••• Pii0JECT W 74 — 310 — 03 hipincers and Gila:; .•••••■•■■■••■•■•••••■••■••■■■••••■■• 1 ..w • • • . DESCRIPTION • • �•,�� . }�•� t.; I -1, Brown, silty, fine to medium SAND and crushed rock (2' diameter) with occasional small roots -- medium dense -- slightly moist (Fill) •I. • w• w , ry' ii r 'L l+.y 1 w. p.'w° 4 6 ' Brown to dark brown, silty, fine to medium SAND with rock fragments to approximately 6" diam. -- loose -- moist (Fill). occasional organic matter Gray, interbedded SILTSTONE and SANDSTONE -- moderately weathered, hard • changes to hard and refusal at 12 feet _= -' Surface elevation approximately 15.7 feet. Approximate) 2 to 3 gpm water entered at 8' level. Completed 924/75. . LOG OF TEST PIT NO. 7 PRtPARE!)BY: PAP : � SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company ` N ' UM�M I ER A -3 CHECKED FP?: DER APPROVEU BY: ERM • MATE: Oct. 1975 SCAI.H: ,, _ — — 1 � JUh1 W -- 74 - 310 - 03 CONVERSE, , DAVIS AND A SSOCINEES, I NC. ( n Engineer, ,m,/ GL!n /f'i'iJrj :7'. ' XtiY.'rq?•�Ai11`11 �r'd�.*. 'Tit"' €'aA,&u�'e o¢+, ti'd:;,,1";'h'+n.^fiY PREPARED BY CHECKED OY: APPROVED OY: PAP /j"n- DER ERM DA TV: Oct. 1975 CO.NVERSE, DAVIS AND ASSOCIATES, INC.:. Surface elevation approximately 16.2 feet. Moderate amount of water entered pit (approximately 5 gpm at rock boundary). Completed 9/24/75. LOG OF TEST PIT NO. 8 SOUTH OPERATING BASE Soattle, Washingion for De I.euw Cather & Company LA LE: .. ._ - ' i4UJ1- CT W .. 74 - 310 - 03 Nub R; DRAW 1 NUMB rf A -3i ' (,(ll,cl /� /lllN /:Jl('%lle4'J'r JJlrr (,c'N /oi!i. 'a r sh= Irk, DESCRIPTION ' . Gray and brown, silty, fine to medium SAND with .11 occasional gravel -- loose -- slightly moist (Fill) Brown, fine to medium SAND with some silt ; ' (Fill) -- medium dense -- moist • Gray, silty, fine to medium SAND with occasional gravel (Fill) -- medium dense, moist grades to dense below 4 feet I. { 7 V e Black BASALT - moderately fractured, hard V J 4 A V N < 7 7 A A 7 r ti A PREPARED BY CHECKED OY: APPROVED OY: PAP /j"n- DER ERM DA TV: Oct. 1975 CO.NVERSE, DAVIS AND ASSOCIATES, INC.:. Surface elevation approximately 16.2 feet. Moderate amount of water entered pit (approximately 5 gpm at rock boundary). Completed 9/24/75. LOG OF TEST PIT NO. 8 SOUTH OPERATING BASE Soattle, Washingion for De I.euw Cather & Company LA LE: .. ._ - ' i4UJ1- CT W .. 74 - 310 - 03 Nub R; DRAW 1 NUMB rf A -3i ' (,(ll,cl /� /lllN /:Jl('%lle4'J'r JJlrr (,c'N /oi!i. 'a r sh= Irk, . • DESCRIPTION yJ � . , , —1,J -01 .T ; 1i a y �l I. j . .!sil 1: Brown and gray, silty, fine to medium SAND with occasional gravel and very fine, sandy SILT -- medium dense -- slightly most (Fill) i Brown, fine to medium SAND with minor silt -- medium dense -- most (Fill) Gray, silty, fine to medium SAND with occasional gravel -- medium dense -- slightly moist (Fill) occasional thin lenses of moist, fine to medium sand • • Brown to brownish gray, silty, fine to medium SAND with gravel and cobbles (Fill) ° • Surface elevation approximately 17.0 feet. Some water entered test pit from 12' and below. Test pit walls remained vertical. Completed 9/24/75. LOG • OF TEST PIT NO. 9 PREPARED BY : PAP/r (J S OUTH OPERATING BASE Seattle, Washington for De Leuw Cather h Company NUMBER A -33 CHECKED BY: DER - APPROVED BY: ERM DATE; Oct. 1975 SCALE: - - - �. ; PROJECT N MER: VY W ,, 74 - 7 310 - 03 • and Geologists CONVERSE, DAVIS AND ASSOCIATES, INC. Coot, /Ping Engineers can ae CHECKED BY: APPROVED BY: DER ERM AMMO PREPARED BY : PAP h7'1 O DATE: OCf. 1975 DESCRIPTIO N Brown and gray, fine to medium SAND with occasional roots (Fill) -- medium dense -- slightly most Gray, silty, fine to medium SAND with occasional gravel (Fill) -- moist . Brown, fine to medium SAND with occasional gravel (Fi I I) -- medium dense -- moist Q:•";: Brown and gray, silty, fine to medium SAND with 5 Cpl1il:r• occasional gravel (Fill) E,V2-1=-4-..,...... -- medium dense -- rlloi st 6 1 v 14 46: 7 ' <>r v r K P 7 refusal at 8 feet 8 Black BASALT - moderately fractured Surface elevation approximately 16.4 feet. Water entered test pit from 5 1/2 feet at approximately 100 gpm. Completed 9/24/75. LOG OF TEST PIT NO. 10 SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company SCALE: - - - - PROJECT UMBL R: W - 74 - 310 - 03 A -39 DRAWING NUMBER CONVERSE, DAVIS AND ASSOCIATES, 1NC. Cony /bin!! Engineers and Geologis. Z�•I • • • - • • . . , ft I • DESCRIPTION 1 - 2 _' 4 5 6 F 4r' 7 e "Ill I. ;. .¢� $ . • . I t . ' '• cJ Brown and gray, silty, fine SAND and silty, fine to medium SAND with occasional gravel s -- loose -- slightly moist (Fill) Brown, fine to medium SAND -- medium dense -- moist (Fill) Dark gray to black, silty AND and ROCK mixture (plant waste (Fill) -- dense -- moist • 81 9 —} ai �� .i .i•ti • , Dark gray to black, mixture of SILT, SAND and larger ROCK fragments ( plant waste ) (Fill) -- medium dense -- wet + / ✓ Black SHALE -- hard feet refusal at 10 — 10 �= Surface Approximately Completed elevation approximately 17.5 feet. 5 o pm entered test pit from 7 feet and below, 9/.4/75. • LOG OF TEST PIT NO, 11 NG DR NUMBER A -Q0 PP.EPARED BY PAP' SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company CHECKED BY: DER APPROVED BY: ERM DATE: Oct. 1975 SCALE: — _, — — �/ NUMBERT I VY — 74 — 310 — 03 I CONVERSE, DAVIS AND ASSOCIATES, INC. Consulting I:nphzeer•s ::,r:! Geologists ai � w 0 0' • CO 0 w I. w O • Z f- Z0 . g a • U 0: 'O N, = w: ' O ill Z U N • ,z 4-dad �0 ' I K) ct in S ymbol DESCRIPTION _ - - =-= %l . _ 'EC : � ppro:;imu:ely 2 inches dark arc;JCR'� _ ''SHED (- ROCK Dark brown & brown SID & SANDSTONE -- highly weathered, highly fractured, medium soft - Gray, interbedded SILTSTONE & SANDSTONE -- moderately weathered, medium hard -- slightly weathered, hard below 3.5' i • PREPARED BY . JfBB CHECKED DY: DE2 Surface elevation at 15.3 feet. Refusal with.backhoe at 5.5 feet. Can only be . advanced by chipping with teeth on bucket. Very minor seepage in upper 1.5 feet. Completed 3/19/76 • LOG OF TEST PIT NO: 12 SOUTH OPERATING BASE for De Louw Ca ther & Co many A-41 APPROVED BY: DATE: April 1976 CONVERSE, DAVIS AND ASSOCIATES, INC. DRAWING SCALE: - --- I rVf I NUMBER 1 4 Seattle, Washington NUMBER: �'4- 310 -U3 C(n.r,ilriu;r Engineers and G'olo (iists Z ' i • J0 u) CI w =' J am. CO W' w0 g J � u. w z � 0 ' Z F— 2 D '0 CO; IL ~' — 0 W z U 0 z • Symbol DESCRIPTION nlftii i t,t+ 7. C L.`17.• 9 inches dark grav mixture of silty SAND & ROCK fragments (H I I) -- loose to soft, moist tg wet Gray & brown SILTSTONE & SANDSTONE -- thinly laminated to laminated, moderately 2 -:------ = = _ to highly weathered, moderately to highly fractured 3 -_ = Gray SILTSTONE & SANDSTONE -- thinly laminated to laminated, moderately weathered, hard 5 = _ • • Surface elevation 15.7 feet. Minor seepage from upper one foot. Less than 1/4 gallon per minute. Completed 3/19/76 • • LOG OF TEST PIT NO. 13 —� —_ PREPARED BY _ Jf38 SOUTH 0 P E RA T I NI G BASE Seattle, Washington for De Leuw Cather & Company DRAWING NUMBER A - 42 CHECKED BY: DER APPROVED BY: DTE: q - - .. - A A 1 .76JScALE: I NUMB iR; Yi -3 1 0 -03 CONVERSE, DAVIS AND ASSOCIATES, INC. Con whim lali'lncers and Geologists w ' J U UO N • J � N LL w j . -± (1) w Z �. Z o LL/ al U co O — w w I U • O ill Z: = • O I" I. I PREPARED BY . JBB CHECKED BY: APPROVED BY: DER_ Riv DESCRIPTION 3 to 6 inches dark brown & brown CRUSHED ROCK ,02- (Fill) - moist I Brown SILTSTONE & SANDSTONE --hiohly weathered, highly fractured, 5.221 Gray SILTSTONE & SANDSTONE with minor brown oxidized zones --moderately to highly weathered, moderately hard Gray SILTSTONE & SANDSTONE --thinly laminated to laminated, moderately weathered, hard Surface elevation 16.0 feet. No groundvrIter encountered. Completed V19/76.. DATE: April 1976 CONVERSE, DAVIS AND ASSOCIATES, LOG OF TEST PIT NO, 14 SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company PROJI--CT SCALE: W "• 74-3 1 0-03 NUMB F. Ft Cans/111;11g Engineers and Genlogisis ; INC. AMILAIMMIIIMMEOM DR AWING NUMI3E R on A‘i A-43 • • • • foot level. Symbol DESCRIPTION I 1 1 - N M Zr) CO ti C ,, ... e' iJ "' it Mixture of dark gray SAND, SILT, & ROCK fragments (Fill) - - moist to saturated ___ _ Brown & gray -- thinly laminated to highly SANDSTONE & SILTSTONE • -to laminated, moderately weathered, moderately hard • some differential weathering ___ Grades to hard, r. = _ Surface elevation at 16,3 feet. Approximately 3 gallons per minute entering test pit from 2.5 Completed 3/1 9/76 - LOG OF TEST PIT NO. 15 PREPARED BY : JBB SOUTH OPERATING BASE Seattle, Washington for Do Leuw Cather & Company _ on AwiNct riumuE=R A-44 CHECF ED PAY: DLR. APPROVED By ER.M. DATE: A pril 1976. ,I .'U tt IL ,J I� c I' c ft: , W - 3 1 0 -03 :CALF: - -.I 1 CON VERSE, DAVIS AND \ssOCIA'l'ns, INC:. Ctut.uilriug l.'igiueers and C7c0!ori.u.r PREPARED BY : Jf3B CHECKED BY: DE'l. APPROVED BY: E: R M Surface elevation at 16.5 feet. • Water entering test pit from 5.5'to 7' through fractures in bedrock. Test pit required pumping prior to logging. Test pit was pumped for approximately 2 -1/2 hours with Homelite model 20S 1.5 -1A; p umped & lowered waier by approximately 9 inches. Pump rated at 5500 gal/hr. (91.7 gpm) by manufacturer. Completed 3/19/76 LOG OF TEST PIT NO. 16 SOUTH OPERATING BASE Seattle, Washington for De I.euw Cother & Company )ATI': April 1976) CAI L': - - -- NtJMfrf_Rry W - 74 -3 1 U -03 J i J i : r• • t T ukn NUMBER • CONVERSE:, DAVIS AND ASSOCIATES, INC. Consulting Iim;inee,s am; Geologist, nNanpfw: s+ ��dcd. htr•. tTr?; �yrt+iH•�6ttr3v+k�F+uaa�akxmn., Symbol DESCRIPTION 1 4 0 C, -4 W N - C :`fib . i y '. C t= . f , F . � q t , i � � " � ire .i , :41 •I. 4 ' 1 l . 1 "' Gray, silty, fine to medium SAND with occasional ` gravel & rock fragments (Fill) -- moist, medium dense Mixture of SILTSTONE & SANDSTONE ROCK fragments & silty, fine to medium SAND (Fill) -- moist, dense .� Brown & gray ROCK fro ments & GRAVEL with little or no fines (Fi l o -- medium dense, saturated _� = _ Gray & brown SILTSTONE &.SANDSTONE -- thinly laminated to laminated, moderately weathered, moderately to highly fractured PREPARED BY : Jf3B CHECKED BY: DE'l. APPROVED BY: E: R M Surface elevation at 16.5 feet. • Water entering test pit from 5.5'to 7' through fractures in bedrock. Test pit required pumping prior to logging. Test pit was pumped for approximately 2 -1/2 hours with Homelite model 20S 1.5 -1A; p umped & lowered waier by approximately 9 inches. Pump rated at 5500 gal/hr. (91.7 gpm) by manufacturer. Completed 3/19/76 LOG OF TEST PIT NO. 16 SOUTH OPERATING BASE Seattle, Washington for De I.euw Cother & Company )ATI': April 1976) CAI L': - - -- NtJMfrf_Rry W - 74 -3 1 U -03 J i J i : r• • t T ukn NUMBER • CONVERSE:, DAVIS AND ASSOCIATES, INC. Consulting Iim;inee,s am; Geologist, nNanpfw: s+ ��dcd. htr•. tTr?; �yrt+iH•�6ttr3v+k�F+uaa�akxmn., • . level DESCRIPTION P,1 N - C i______ _I t Mixture of dark brown & gray, silty SAND & CRUSHED ROCK (Fill) -- moist, medium dense Brown SILTSTONE & SANDSTONE -- thinly laminated to laminated moderately fractured, moderately to highly weathered • Gray with some brown SILTSTONE & SANDSTONE -- moderately weathered, moderately fractured, • hard Surface elevation at 15.8 feet. Very minor seepage from 1 to 2 feet. Water observed entering test pit through fractures near 7 foot at approximately 2 gallons per minute. Completed 3/1 9'/76 • LOG OF T[:ST PIT NO 17 J Cl1UMfiv.;G N UMl+c:R A -46 HY PREPARED J` UATk: f Apr! AND - .... SOUTH OPERATING BASE Seattle, Washington for De L.cuw Cather & Company c►HEcium Hy: DER. nNrRO�tn nr: ERA.. 5C/.1.E: ..,, -- PROJECT f i 1976 W --3 1 0 -03 _ NUMBER: CONVERSE, DAVIS i\' S(:)(JA E , INC., CJtrulthtl; lsurineer.r and CeerbJpist r J a • - DESCRIPTION 8 inches CRUSHED ROCK (Fill) Gray, silly, fine to medium SAND with numerous siltstone & sandstone fragments up to 3 feet in diameter (Fill) 2 - -- moist, medium dense 3 � _ Gray, CRUSHED ROCK with some silty sand matrix 4 (Fill) -- moist,dense 5 - =- 6 Gray SILTSTONE & SANDSTONE =- -__- -- thinly laminated to laminated, moderately =� wFntnNrerl. - hnrd .f. c PREPARED BY : JBB CHECKED BY: APPROVED BY: I )A71i: Cam- SCALE: — ER.AA �1pri 1 1 _b - - - DER CON \'ERSI:, 'DAVIS AND ASSOC.AA I'ES, INC. Surface elevation approximately 16.2 feet. Very minor seepage from 6 depth. Completed 3/19/76 LOG OF TEST PIT NO. 18 SOUTH OPERATING BASE Seattle, Washington for De Lcuw Lather & Company .. ` Pr:o.lf -.cT W- 74- ;3 -'03 1 N1M13f: k: fV to .�., LIR AWItJt; UMW A -4I Coin /! /(!)lc! 1'.11ti1111't'PS ; (rf ;9 /Jig Lf(.f "`fi+l'a�.t'4�SiPelA1L' • • • 144daG + Symbol DESCRIPTION 'YY Gray, silty, fine to medium SAND with occasional. . gravel & numerous siltstone & sandstone a' 4 fragments % (Fill) . moist, ,;' -- medium dense 2� '�¢ 1 i lo` ] 4 _ ,,c,. ,4 J1 Changes to gray & brown in color —moist to wet, less dense 6 - J j, .!. v.` E'! Black BASALT -- hiahiv fractured. hard • L 7 s mod. _______.__.,._ . — Refusal at 7 feet. • . . :Surface elevation at 16.7 feet. Seepage (2 -3 gpm) entering test pit from thin fractures in bedrock or from level just above bedrock. Completed 3/19/76. • • • LOG OF TEST PIT NO. 19 l SOUTH OPERATING BASE LIRAWING PREPARED BY 118 J NUMBER Seattle, Washington fo De Leuw Cuther 8, Ccmpany A -43 c►iccr.ca BY: DER AI'I'ROVCEI BY: E ��1 'MATE: April l , LALL: . ......- 1 wIu nri, 4. • W -7 1 0 -03 .. . C:ONVl.:l.Z.li, DAVE...; AND ASSOCIATES, , INC. (:,, „ «, /, /,,,: 1:,, 4:,n1 (;e'„ /' .) f;i.r/i • .. .... •,. PRF.PAFECI F)Y : JIB CHLCI Cn D Y: DET .DESCRIPTION 0 `�,T,l'`j Gray, silty, fine to medium SAND with occasional L•} Pk gravel (Fill) -- wet, loose I Y� ''•' Brown to gray, silty, fine to medium SAND with ; i . numerous basal i, sandstone & si l tstone fragments 2 ` �� t .1di -- moist, loose (Fill) "4•Ijilf � 4 ' . t 3- 5 I. sP Saturated at 4.5 feet. hhJ i Black BASALT -- highly fractured hard • Surface elevation at 16.4 feet. Test pit caved moderately. Prim Dry failure through slabbing of wails. Groundwater entering test pit from 4 -6 foot level at approximately 5 -10 gpm. Completed 3/19/76. LOG OF- TEST PIT NO. 20 SOUTH OPERATING BASE Seattle, `Vahingic'n for De Leuw Cathrr R compan ■ t t 1-192<.WI140 NUMS :R cf ArPROVEn nv: ER.M. DATE: A 1 957 - 1 `:CALF. :. _- _ ' 1:0..,.C1 \' - 74 - 3 1 0-03 _...� N ul'Ff f'F7: r ,M • CONVERSE, DAVIS AND ASSOCIATES, lac. Cfm.fultirn: :. 1 .. A-49 itttAl z : c 2 . J U, U O CO 0 UJ J �. w O: u- d I— i;. 1--0: Z �- w uj • U . • N O -: o f- iu • — O; 1 .. z. • N'. • .O •z • - 2 3 - 4 5 6 L DESCRIPTION Gray, silty,fine to medium SAND with occasional ._. gravel (Fill) --moist to wet, soft Brown, silty, fine to medium SAND with some silt (Fill) -- moist, medium dense; bottom 6 inches saturated Dark brown & gray silty, fine to medium SAND with gravel & numerous rock fragments (rock size to r 24 ") (Fill ) -- moist, medium dense =, ., n I BASALT A/ T 1• 1 1 1 I =,, Black BASALT -- highly io modewtely fracturea 7 • Surface elevation at 15.9 feet. Minor seepage at top of pit. Approximately 80 -120 gpm seeping into pit below the 5 foot level. Completed 3/22/76 . � LOG OF TEST PIT NO. 21 PREPARED BY . JBB SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company RAWIN A-50 CHECKED BY: DES. APPROVED F1Y: E.R.M. DATE: A p ril 1976 SCALE: - - - - NUMB V\ 74 -3 1 NUMBER: H: 0 -03 — CONVERSE, DAVIS AND Assoc' INC. Cmiculti»> 1 m fleer.t and (7eolot;i.ft, z : c 2 . J U, U O CO 0 UJ J �. w O: u- d I— i;. 1--0: Z �- w uj • U . • N O -: o f- iu • — O; 1 .. z. • N'. • .O •z PREPARED BY . JBB CHECI:EO BY: APPROVED BY: DEE E R FV\. Surface elevation approximately 15.3 feet. Seepage entering test pit between 4.5 & 5.5 feet at a rate of approximately 1 gallon per minute Completed 3/22/76 LOG OF TEST PIT NO.- 22 CONzVIERSE, DAVIS r \N1) .ASSOCIATES, INC. A -51 C,/mi /thi,: c' 1 U qin DRAWING NUMBER FL SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company _ DATE: n ril 1`76 scA►.e: —_ 1'1:OJECT NUMHErt; y.. � 74. -3 1 0_n e awl �;rnlcri.n.r DESCRIPTION , 'jJ a ,..o. fG t r, owr Dark brown, silty, fine to medium SAND & CRUSHED ROCK (Fill) - -moist to wet. medium dense,_-..-- - ' Brown, silty,fine to medium SAND & CRUSHED ROCK (Fill) -- moist, dense Green, silty, fine to mediu SAND with crushed rock & rock fragments to 6 inch size (Fill) -- moist, medium dense, numerous wood fragments at upper boundary Da rown, sandy SILT (topsoi ) I - -moist to saturated loose Gray to brownish gray, fine, sandy SILT with occasional organic matter _ -- moist, soft Increasing organic matter & numerous branches & roots .° 0 , 0 0 0 o Gray, fine to medium SAND 0 - -moist to saturated, medium dense PREPARED BY . JBB CHECI:EO BY: APPROVED BY: DEE E R FV\. Surface elevation approximately 15.3 feet. Seepage entering test pit between 4.5 & 5.5 feet at a rate of approximately 1 gallon per minute Completed 3/22/76 LOG OF TEST PIT NO.- 22 CONzVIERSE, DAVIS r \N1) .ASSOCIATES, INC. A -51 C,/mi /thi,: c' 1 U qin DRAWING NUMBER FL SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company _ DATE: n ril 1`76 scA►.e: —_ 1'1:OJECT NUMHErt; y.. � 74. -3 1 0_n e awl �;rnlcri.n.r • • .rte. _ • 0 E ,. N ___► DESCRIPTION ' -fi 5_ 6 7- {7 — 9- 10 -- II- . •. 1 4' ;.•,',�' '.‘'I: ":•'-° r . �'�, "� i',r :"- ' Brown & gray, silty,fine to medium SAND with • occasional gravel (Fill) occasional roots upper 6" - -moist to wet, medium soft to medium den f Dark brown, silty, fine to medium SAND & CRUSHEn- ROC (Fill) -- moist, dense `(r 1 2 inch asphalt surfnce Dark gray, CRUSHED ROCK with silty sand matrix (Fill) -- moist, dense Brown, silt Y, gravel & fine to medium SAND with occasional crushed rock (Fill) -- moist, very dense fine to medium SAND with numerous rod F -- .'st dense Gray, silty, franment Brown, very fine, sandy SILT with occasional organic matter -- moist, soft • Occasional lenses or pockets of organic slit approximately 6 inches in thickness • - 12 • Surface elevation approximately 13.4 feet. Minor seepage entering test pit from between 7 -9 feet at approximately one gallon per minute. Completed 3/22/76 LOG OF TEST PIT NO. 23 Ok AWI NGi NUMBER A -52 PREPARED BY JB SOUTH OPERATING BASE Seattle, Washington for De Leuw Cattier & Company CHECKED DV: DER APPROVE - 0 BY: ER.rti1 DATE: April 1976 ,,CALk -, - N VL - 74 - 3 Q- 03 CONVERSE, DAVIS AND ASSOCIATES, INC. Conrullimf Engineers ,Ind Geolnt!;trs • . Ww..xr4q »r *.etVrtkI at.1 .mn�w t{sr . «a6'tVi"'tdY,! NA O{ rR'f! 'r $`k 4f :A. 3 n PREPARED EY : JBB 2 3 6 7 - I • 8 9 ,! Dark brown to gray, silty, fine to medium SAND IQ i 't. with occasional rock f;ciements (Filll -moist dense! ' "4 Black BASALT with minor shale - -moderately to highly fractured, hard 0 CHECKED t'iY: DER APPROVED EY: C R> C.O: WERSE, DAVIS AND Gray, silty, fine to medium SAND with occasional ravel (Fill) - -wet, sofa Brown, silty, fine to medium SAND with occasional ` ____ w _Wravel (Fill -- -moist medium dense Brown,fine to medium SAND with occasional grave (Fill) - - wet to saturated, medium dense Dark brown to gray, silty, fine to medium SAND with occasional crushed rock (plant waste) (Fill) - - moist, dense Dark brown to gray, silty, fine to medium SAND & ROCK FRAGMENTS to 1. foot diameter (Fill) -- moist, medium dense Brown, silty, fine to medium SANG with occasional gravel & rock fragments ( F i l l ) -- moist, dense Surface elevation approximately 18.1 feet. Seepage entered test pit from P9" to 3'6". Approximately 3 gallons per minute. When bedrock was encountered, ground water entered test pit through rock fractures at approximately 5 to 10 gallons per minute, Completed 3/22/76 LOG OF TEST PIT NO . 24 SOUTH OPERATING BASE Seattle, Washington for De Leuw Cathcr & Company -a� OATC: Cr'' S. ALL: Ps7 0JFCT 3 April l.� - - - — Pm, — 74-- 3 10 -.03 DESCRIPTION (MAY. 11\1(4 NUMtsi:!: A -53 ASS(e)Cl11'I iiS, INC. Couur;tllin { , 1,l'incers and Cenlnvislt :9 : Z F Z ' W rY 6 O 0 I co W , JH W O g -J u- ? = W . H = Z t— 0 Z 2 • p� U 0- o H . W • w LL 6 , WZ O c • PREPARED BY CHECIIFD BY: DER 6 9 — 10 APPROVED (3Y: ERM • s JBB ti Black BASALT --moderate ‘, to hichly fractured hard Surface elevation approximately 17.8 feet. Seepage entered test pit from 7' & below at a rate of approximately 3 to 4 gallons per minute. Completed 3/22/76 LOG OF TEST NT NO. 25 " April 1 976 C SCA L E: - _ - V•f70Jt " t WHARF R: CONVERSE, DAVIS AANI) ASSOCIATES. 1NC. DESCRIPTION Brown, silty, fine to tnedium SAND with some fine to medium sand (Fill) - -moist to wet, loose to medium dense Dark brown to gray, silty, fine to medium SAND with occasional gravel numerous basalt, sandstone & siltstone fragments (Fill) -- moist, dense to very dense Brown, silty, fine to medium SAND (Fill) - -moist to wet, medium dense Numerous rock fragments & cobbles at 8 feet. Changes to brown in _color SOUTI'I OPERATING BASE Seattle, \'\'csh i nrjton for De Leuw Cather & Comprrnv DRAW1N , NUMBLN A -54 W -74- 310 -03 ^ 1 Con.ud1.'// J :,,, ineeLr and C,'c'; /t ...,.,,... :trr.VAxn11; t: z ft 6 U 1. 'co a •n W 2 0 ? : ry _ . .z I- C Z ~ :2 D. U� j0 N ' W ut • ,u. 0 z, N. U H- z Surface elevation approximately 19.4 feet. Minor seepage entered test pit from between 5 & 7 feet at the rate, of approximate 2 gallons per minute. Completed 3/22/76 PREPARED BY : JBB CHCCKE:D UY: DF.R LOG OF TEST PIT NO. 26 SOUTH OPERATING BASE Seattle, Washington for De Leuw Cattier & Company t f M. UA1E; p {SCALC: _. - -.. IPROJECT W- 4 -3 1 O APPROVED BY; Aril 1976 O3 ! Nll!fO ft. „t. UE:A NUTAi i' R A -55 CC)r\TVI:RSE, DAVIS AND ASSOCIATES, INC. Cnurnllh,, Eliviit'erC aucl (;1'niti ti.rf Symbol I DESCRIPTION 1 a — O W co -4 O) Cat 41 C• N — C E_ L - ) ( t 1 t 1 1 ;ri 9•C f) i`'• . `' .1« �� e�M ",i : ;,. -r ; ,i . ^ 4 .' T'w'o i Brown, silty, fine to medium SAND with occasional gravel (Fill) -- saturated, soft Dark brown, silty, fine to medium SAND with h occasional crushed rock (Fill - -moist dense Brown, fine to medium SAND with some silty sand & occasional (ravel Fill) - -wet, medium dense Brown & gray, silty, fine to medium SAND with occasional gravel & trace of organic matter (Fill) -- moist, dense Brown, fine to medium SAND with some silt to silty fine to medium sand (Fill) � --wet to saturated, medium dense . Brown & gray, silty, fine to medium SAND with occasional gravel (Fill) -- moist, medium dense to dense 4- i- • 0 z E D h C cp o r 0 r_ 0 0 {- .{ - N v Q) �> E p �. t3 E . o N L 06 D v' U E 3 o i 0 65 Surface elevation approximately 19.4 feet. Minor seepage entered test pit from between 5 & 7 feet at the rate, of approximate 2 gallons per minute. Completed 3/22/76 PREPARED BY : JBB CHCCKE:D UY: DF.R LOG OF TEST PIT NO. 26 SOUTH OPERATING BASE Seattle, Washington for De Leuw Cattier & Company t f M. UA1E; p {SCALC: _. - -.. IPROJECT W- 4 -3 1 O APPROVED BY; Aril 1976 O3 ! Nll!fO ft. „t. UE:A NUTAi i' R A -55 CC)r\TVI:RSE, DAVIS AND ASSOCIATES, INC. Cnurnllh,, Eliviit'erC aucl (;1'niti ti.rf APPENDIX B - LABORATORY TESTING CONVERSE DAVIS DIXON ASSOCIATES, INC. APPENDIX B Laboratory Testing Representative soil samples were subjected to various laboratory tests to provide data for engineering analyses. The in -place density and moisture content of undisturbed samples and the moisture content of disturbed samples from the borings were determined for identification and correlative purposes and are shown on the boring logs. Sieve analyses were performed on selected samples to aid in evaluating dewatering methods and the suitability of the materials for reuse as backfill. The results of these tests are shown in the form of gradation curves on Drawings B -1 through B-6. Compaction characteristics were determined for near - surface fill materials. The tests were performed according to ASTM D1557, method A and are shown as curves of dry density versus moisture con - tent on Drawings B -7 and B -8. Four samples of existing near - surface fill were tested in a sta- bilometer to determine the resistance "R" value for pavement design. The test procedure was that described as standard no. 611A by the Washington State Highway Department and the resulting test data is Five field density tests were taken in certain of the test pits during the first phase exploration to determine the percentage compaction of the existing fill. The field tests were conducted in accordance with ASTM D1556 and the results were compared with the corresponding' laboratory dry density to obtain the degree of compaction. The results of these tests are summarized on B -10. Four unconfined compression tests were performed on intact portions of the rock cores. Two tests were run for both the basalt and siltstone /sandstone. The first sample in each case was loaded to failure. Strain gages were attached to the second core in each case to measure radial strain for stress- strain relationships. The CONVERSE DAVIS DIXON ASSOCIATES, INC. Nn1 tabulated on Drawing B -10. • kyiti *rad f �.�.i.a.✓ Ya e4 alV�nt%+S� �S.t F /.i�+�iW4d�x.. m .. J • 0 W =, w O u. H w z �. z o la U� .O CO O I- w w ▪ Z' 0 ▪ =' . z :Appendix B `Page Two initial tangent was used to compute Young's modulus from the axial . stress- strain curve and Poisson's ratio from the axial stress - radial strain curve. The test results, summarized on B - 11, were used to compute the strength and compressibility of intact rock. CONVERSE DAVIS DIXON ASSOCIATES, INC. li 1 1 Pi 1 1 i 1 i i [ _i_ I ii I 1 1 1 ir 0 1 I 1 t 1 , -I 1 _ _ I____d Ii ' 1 1 H .1 LI 1 1 I I 1 I I • I - I -I 1 1 . 1 - I 1 t 1 I I . i i 1r H- -1-- I . ) li • I I - If > . lir ! I! 1 !_l 1 1 , I' li II 11 it I t t L I 1 1 L i f I i _1 L 1 1 9C (.9 U "•••• 6 cm U NJ C7) 10 7 6 LU (.9 5 z a: 4 1— ILI 3 z 2 }— z Ui U cr o_ COARSE FINE 000 In 'CT r Surface aclacent to B21 F-value = 76 GRAVEL 0 z(q 0 cr SAND COARSE MEDIUM r" FINE F V . 5OC- ,FVS 0 0 0 0 CV vt in 8 8 p. CV Ctj tn 0 0 PARTICLE DIAMETER IN MILLIMETERS FINES SILT AND CLAY U. S. STANDARD SIEVE SIZE 0 0 8 0 GR41N DISTRIBUTION CHART NOTICE: IF THEDOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 0 0 30 U NJ U) 40 7_ U 50 60 1 00 I- 80 U cr 90 11.1 a. IORAW!NO NO. S LIT ;-! C.) E T 1 C.; A SE as!:lingi.or. B-1 For De Leuw Cather •C.:orripany pr - enr; e ....1e010. • .... - /." 10 I- 9 0 8 L m (7 w 0 I- 7 6 5 4 UJ 3 EL 2 I- Z » CC w 0 FINE SAND _COARSE I MEDIUM I FINE COARSE 0 0 M C•J 0 GRAVEL 0 Surface adjacent to TP 7 R -value = 70 • LLaC'^.. -m 14,6 +== _ -^22.4d t....}',01 .Vli'a• ":. .:'aaY^'b.� =si :� 'c'xe:..+;,r�.... ism✓ u...�+i.'a.safw.cr..�i'v+..�+a. 0 SOUTH OPERATING BASE Hle Vgas'nir.:jfon For De Leuv. Caii:er comcan CONVERSE, DAVIS AND ASSOCIATES Co•csulting Engineers and Geologists t 0 N 0 cr 0 8 8 0 N N _ U) _ 0 0 O PARTICLE DIAMETER IN MILLIMETERS L. 1 FINES SILT AND CLAY U. S. STANDARD SIEVE SIZE 0 0 NOTICE: IF THEDOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 8 0 GRAIN -SIZE DISTRIBUTION C}=ART 0 10 20 ► 00 0 0 O PROD NO. '. J7 . — S L } co 30 :i.! N 40 w 50 I-- 60 ti7 70 Q 0 U 80 F W 90 d DRAWING NO 5 -9 1111=111 110 I III III }- 1 I 1 I i i t-- 41 I '� i � I I 1---- I I � I �! � li 10 I- 9 0 8 L m (7 w 0 I- 7 6 5 4 UJ 3 EL 2 I- Z » CC w 0 FINE SAND _COARSE I MEDIUM I FINE COARSE 0 0 M C•J 0 GRAVEL 0 Surface adjacent to TP 7 R -value = 70 • LLaC'^.. -m 14,6 +== _ -^22.4d t....}',01 .Vli'a• ":. .:'aaY^'b.� =si :� 'c'xe:..+;,r�.... ism✓ u...�+i.'a.safw.cr..�i'v+..�+a. 0 SOUTH OPERATING BASE Hle Vgas'nir.:jfon For De Leuv. Caii:er comcan CONVERSE, DAVIS AND ASSOCIATES Co•csulting Engineers and Geologists t 0 N 0 cr 0 8 8 0 N N _ U) _ 0 0 O PARTICLE DIAMETER IN MILLIMETERS L. 1 FINES SILT AND CLAY U. S. STANDARD SIEVE SIZE 0 0 NOTICE: IF THEDOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 8 0 GRAIN -SIZE DISTRIBUTION C}=ART 0 10 20 ► 00 0 0 O PROD NO. '. J7 . — S L } co 30 :i.! N 40 w 50 I-- 60 ti7 70 Q 0 U 80 F W 90 d DRAWING NO 5 -9 — L1.1 )- m Ui (7) Ui 3 50 100 90 80 7C 60 3 20 COARSE I FINE 000 GRAVEL 0 0 SAND COARSE I MEDIUM 0 0 . • • 0 0 to FINE 8 8 0 PARTICLE DIAMETER IN MILLIMETERS FINES SILT AND CLAY U S. STANDARD SIEVE SIZE - 0 tO 8 0 Surface adjacent to TP 9 - vo1u.. 74 GRAIN D:STFZ!BUTION CHART C.) F.R1Ti NG L;ASE R Was1-.;rci-on For DE-. !1 Company . 7A1, '50C-T RTES • 5-o/og;-- NOTICE: IF THEDOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 PROJ 0 V -3 I u-C3 L I- I 0 - 20 >- m 30 W N (7) 40 z ILl 0 50 1— 60 Lii cn Cr 70 8 0 100 DRAWING' NO. 71 i 1 , i. 1 1 ; I „ 1- . 1 ! I 1 . 1 1 ri 1 1 I -,---1 \ • I I I. 1 , I li I, 4 1 1 t I- 11 L 1 I 1 i 1 1 i i 1 . 1 1 -11 I 1 1 • 1 • 1 I 1 1 I, i . 1 • I I • i II ill - _i 1- 1 ii i -i I 1- -I- 1 1 i ' I --- I 1 I 1.-- , 1 OM I i Jr ,, — L1.1 )- m Ui (7) Ui 3 50 100 90 80 7C 60 3 20 COARSE I FINE 000 GRAVEL 0 0 SAND COARSE I MEDIUM 0 0 . • • 0 0 to FINE 8 8 0 PARTICLE DIAMETER IN MILLIMETERS FINES SILT AND CLAY U S. STANDARD SIEVE SIZE - 0 tO 8 0 Surface adjacent to TP 9 - vo1u.. 74 GRAIN D:STFZ!BUTION CHART C.) F.R1Ti NG L;ASE R Was1-.;rci-on For DE-. !1 Company . 7A1, '50C-T RTES • 5-o/og;-- NOTICE: IF THEDOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 PROJ 0 V -3 I u-C3 L I- I 0 - 20 >- m 30 W N (7) 40 z ILl 0 50 1— 60 Lii cn Cr 70 8 0 100 DRAWING' NO. 71 w C,) 100 90 3,r 7 60 w z 4C 4--- 'a/ 3 z I— u U 1 a. a� 0 0 0 Y) IT rf) N 22 GRAVEL COARSE I FINE 0 0 0 0 (11 SAND COARSE MEDIUM � FINE • 0 8 0 r i- N N 0 0 PARTICLE DIAMETER IN MILLIMETERS FINES SILT AND CLAY U. S. STANDARD SIEVE SIZE 0 GR.A'N -SIZE DISTRIBUTION C4-'ART S C U T ; ' O 1 I= T I Li, t C Seri: =e, ` as -toh For I. ' _ 1.'W t::a ;.er �ottl> alp CONVERSE, DAVIS AND ASSOCIATES Co.:Arians Engineers and Geclogists NOTICE: IF THEDOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 F'P.OJ NO. 0 100 0 0 0 30 w N U) 40 z w 50 60 I— w 70 Q 0 U 80 z cr 90 L•) DRAWING. NO. B -4 Vi 4-311; o:Ji ; BY WEIGHT t I I Sample 3 elev. 9.8 to 9.3 fi i ki i I-- -� - 1 1'\N.\ I I - i� I i t 1 - I I I I F li II I I I _ _I _ iI - �f - - -Yt _ _ ! 1 11 I L - J L L i �I 1 I - _ -- _ f i -- i _ _ - i I I iI ii I! ._ i 7 I 1 I it I 1 ! le 1 elev. 14.3 to 13.3 , it 1 I �i ,� I L. _ --1-1 f I - I .I i l Sample 2 elev. 11.8 n x ,o 10.8 LIL 'I 1 �; !! ;, i I I ! I I I I I i I I w C,) 100 90 3,r 7 60 w z 4C 4--- 'a/ 3 z I— u U 1 a. a� 0 0 0 Y) IT rf) N 22 GRAVEL COARSE I FINE 0 0 0 0 (11 SAND COARSE MEDIUM � FINE • 0 8 0 r i- N N 0 0 PARTICLE DIAMETER IN MILLIMETERS FINES SILT AND CLAY U. S. STANDARD SIEVE SIZE 0 GR.A'N -SIZE DISTRIBUTION C4-'ART S C U T ; ' O 1 I= T I Li, t C Seri: =e, ` as -toh For I. ' _ 1.'W t::a ;.er �ottl> alp CONVERSE, DAVIS AND ASSOCIATES Co.:Arians Engineers and Geclogists NOTICE: IF THEDOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 F'P.OJ NO. 0 100 0 0 0 30 w N U) 40 z w 50 60 I— w 70 Q 0 U 80 z cr 90 L•) DRAWING. NO. B -4 Vi 4-311; o:Ji ; BY WEIGHT = 90 0 ,. 60 ce 100 70 60 5 �0 4 3 GAVEL COARSE I FINE 0 0 0 Y) r N Tee Pit 23 -4N 0 0 SAND COARSE MEDIUM �- FINE 0 N 0 tD 8 0 N N to - 0 0 0 0 PARTICLE DIAMETER IN MILLIMETERS ••as!•:nrton for ':'e Leuv :. er ::o;r,porls. `7SO '' 'TES. FINES SILT AND CLAY U S. STANDARD SIEVE SIZE 0 0 tl4 GRAIN -SIZE DISTRIBUTION CHART (- -• ••ititirc r.,.- :,,.eers ., ..! .r0 i n NOTICE: IF THEDOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0. I0 20 30 40 50 60 70 80 z W 0 a: 90 2 100 0 0 0 PROD ; .,. S�2 in I�- I U rn DRAWING NO. B-5 ! [1 11I I I l I ► ' 1__l`_. __. � . _a I I 111111 1 � � I N 1 ■ ■ ■� _ _ Sample 2 elev. 8.9 to 7.9 I - I I I }. I 1 _1 i 1 I ( I 1 1 1 I 1 I _ 1 t : I I II i N` 11 � k � - - - -- - _ _ 1 I 1. 1 1 1 } ! � � ! 1 1[ � . f I 1 L i i I 1 1 -- f } 1 1 i i _, t -- 1 I I fl I 1 1 h ;, ;#_- I I . II 1 -. , -_ ?I I Sample 1 elev. �0.° �0 9 fi I .I L H L , 1� I I I l � i_ I -+ = 90 0 ,. 60 ce 100 70 60 5 �0 4 3 GAVEL COARSE I FINE 0 0 0 Y) r N Tee Pit 23 -4N 0 0 SAND COARSE MEDIUM �- FINE 0 N 0 tD 8 0 N N to - 0 0 0 0 PARTICLE DIAMETER IN MILLIMETERS ••as!•:nrton for ':'e Leuv :. er ::o;r,porls. `7SO '' 'TES. FINES SILT AND CLAY U S. STANDARD SIEVE SIZE 0 0 tl4 GRAIN -SIZE DISTRIBUTION CHART (- -• ••ititirc r.,.- :,,.eers ., ..! .r0 i n NOTICE: IF THEDOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0. I0 20 30 40 50 60 70 80 z W 0 a: 90 2 100 0 0 0 PROD ; .,. S�2 in I�- I U rn DRAWING NO. B-5 I ' L. I 1 I f . H 1._ , 1 . 1 1 • 1 ,. i 1 ill I . 1 i I 11 1 i I 1 111 i 1 I III f_ 1 ii I L •1 Ill 1■1■1 I ; I 1 C I __A I 1 H . , Il t i i 1 71 I 1 !.1 1 II 1 i 1 1 _ I I 11 i i 1 II III T- I I f - i 1 1 1 i . 1 I .I i l' 1 il i 1 I —] I 1 7 I I I I r , II 1 11 ti 1 NJ C13 z w IOC 80 7 60 2 =4 2 000 to (NJ GRAVEL COARSE FINE 0 0 Surface adjacent to TP 26 R-value = 76: - cr COARSE I MEDIUM 0 0 ‘t. - CM-SVERSE. DAVIS AND ASSOCIATES Li L SAND FINE 8 8 P. 0.1 cJ — 0 0 0 0 PARTICLE DIAME7ER IN MILLI METERS S 0 T OF.RA.T E; E Seattle, V...'as for De Cathcr •ornaany FINES 0 1 SILT AND CLAY U. S. STANDARD SIEVE SIZE 0 GRAIN-SIZE DISTRIBUTION CHART NOTICE: IF THE IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 0 0 10 20 30 W NJ (15 40 w 50 60 70 80 90 I 00 Ert.c1,7eer5 and CCOICciStS i .-74-- 8-6 I— DRAW ING NO. -- ...n■..MIIIIMMN ` MIK I _ —_, - -� - - 1 - - - - -- - . _ - -L - ..- - -- - - .— - I 1 - i r 1 j � i — t --t - J \ l r .., j � 2� 1 , . i e..... • . „.. ,___, i , . , ...,... ,___ , i , N -'r-- . 1111 ' , - um I H �, , 0 130 0 128 I 0 a- 126 124 122 120 118 116 COMPACTION TEST RESULTS 5 6 7 8 9 10 11 12 13 14 Moisture Content - Percent of Dry Weight ASTM D1557 method A Max. Optimum Dry Density Moisture content Curve No. Location Elev. (pcf) ( %) 1 TP5 13.5 119.0 2 TP8 12.2 129.9 3 TP9 17.0 125.6 aNIMMw..■I+NIMMOMMOME wr.wNI.rr.OMIVIMY.11...a..r. . a.IMP....swwv..MIODAWaw..MO■ SOUTH OPERATING BASE Seal Ile, Want•linn on for De Leuw Cathcr Company 12.8 8.0 10.3 15 I)fAWlN . NUMU F it CONVERSE, DAVIS AND ASsOC1ATE:;. INC. Conuilli„g Engineers and Geote)f;;.of F NS : W74- 310 -03 vatiOi u'.' 6, 8-7 • 1 w 0 0] 132 130 128 126 124 122 120 118 116 5 6 COMPACTION TEST • RESULTS 7 8 9 10 11 12 13 14 ASTM D1557 method A Moisture Content - Percent of Dry Weight • 15 Max . Optimum Dry Density Moisture content Curve No. Location .Elev. (pcf) (6) 4 TP10 13.4 128.6 8.7 5 TP11 13.5 126.3 11.0 6 TP26 19.4 131.8 9.1 SOUTH OPERATING EASE Seattle, Vv'ashington for Do Louw Ca i her Company .. ,. , RRb NUMLII.R B -S CONVERSE;, DAVIS ANI) ASSOCIATES, INC. c,1m Phim Elliti,,,,.,.■ an,/ Ge(d,);i.d., W74- 310 -O3 VT 1 I + L 1 /T:\ _ 1 t , 4-. ; s •.s .1 N. 1 , _ F_ : : : t=i ---r ; t: L ..1 e .d }� �_ L___+__. A 1 t I' :-- -i - -1---!----1 , 3 _ } t 1 J 1 MUM . I — -a —}- -4 + ,-, . • --� r -� ' T -H- 1 —1- I i I 1 L— t i --I ±- I , —1. ► 1 t r, • 1 w 0 0] 132 130 128 126 124 122 120 118 116 5 6 COMPACTION TEST • RESULTS 7 8 9 10 11 12 13 14 ASTM D1557 method A Moisture Content - Percent of Dry Weight • 15 Max . Optimum Dry Density Moisture content Curve No. Location .Elev. (pcf) (6) 4 TP10 13.4 128.6 8.7 5 TP11 13.5 126.3 11.0 6 TP26 19.4 131.8 9.1 SOUTH OPERATING EASE Seattle, Vv'ashington for Do Louw Ca i her Company .. ,. , RRb NUMLII.R B -S CONVERSE;, DAVIS ANI) ASSOCIATES, INC. c,1m Phim Elliti,,,,.,.■ an,/ Ge(d,);i.d., W74- 310 -O3 Sample Location Sample Description SUMMARY Dry Density (pcf) OF RESISTANCE WSHD Test Method Moisture Content .(o) (R- value) 611A Exudation Pressure (psi) TESTS iStabilometer R -value R -value at exudation pressure of 400 psi Surface ad- jacent to TP7 Brown, silty sand and gravel 127.0 11.7 152 21 70 126.6 10.9 280 66 127.5 10.2 556 73 127.4 10.6 428 71 Surface ad- Gray- brown, jacent to fine to med- TP9 ium sand with gravel 117.9 11.8 296 73 74 - 1118.1 118.5 11.4 596 75 11.6 336 74 118.3 11.5 428 , 74 Surface ad- jacent to TP26 Gray - brown, fine to med- ium sand with gravel 124.5 9.8 420 76. 76 125.1 10.1 220 72 123.4 9.9 360 74 122.9 9.7 512 78 Surface ad- jacent to 321 ,Brown, slight- ly silty sand and gravel 124.2 10.5 348 . 75 76 126.2 10.1 560 81 127.9 11.1 224 67 125.7 10.3 448 78 1 SOUTH OPERATING BASE Seattle, Washington for De Leuw Cather & Company FIGURE B -9 CONVERSE DAVIS DIXON ASSOCIATES Geotechnica! Con.r;,tants J NW'` 7 4 - 310 - 03 NOTICE: IF THEDOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. .Dry Moisture Test Pit Depth Maximum* Density • Content. • No.• (feet) Elev. Dry Density (pcf) (%) Compaction TP5 2.5 13.5 119.0 103.5 19.9 81 TP8 4.0 12.2 129.9 124.5 12.0 93 TP9 4.0 13.0 128.6 132.7 10.7 94 TP10 3.0 13.4 128.6. 121.8 11.8 92 TP11 4.0. 13.5 126.3 112.1 14.5 89 determined Joy ASTM D -1557, Method A IN -PLACE DENSITY TEST RESULTS SOUTH OPERATING BAST'. Seatt:.] e, Washington for. Do Leuw Cat:her. & Company I I'ROJ. •re ieihn,ttil �.n!!�I /ii /fw! /1 NO �7i 1 (� •(� = 'li::�:�..,,.i..` TIC' I,•:.+ G✓:. C': S.. i' ii,,... e' k:: 1�. �if5:. �r...;. ir,:. ... <i.iNr�:l.',i.{ a..c �i$i�'�r�:':i',l�'i1:'rJ :. a 0 1 0 Rock Type SUMMARY ROCK CORE COMPRESSION TEST RESULTS Location Young's Ultimate (boring, Density Modulus Poisson's Strength elev.) (pcf) (psi) Ratio (ksi) • siltstone /sandstone 335 @elev. 162.0 14.77 4.4 •siltstone /sandstone basalt basalt B5 @elev. 160.7 1.79x10 3.4 4.0 SOUTH OPERATING BASE Seattle, Washington for Do Leuw Cattier & Company CONVERSE DAVIS DIXON ASSOCIATES I36 @elev. 161.8 15.15 R6 @elev. 160.6 5.15x10 0.185 3.0 0.104 10.60 15.15 U f L.._ F I G I3 -1 GeOfelhiliCal 6 .1 )it NO, h t_ 7 Jl -- ", 7 0 SIR MUUMUU acts 810 Third Avenue, Suite 624 Seattle, WA. 98104 Tel: (206) 682 -2138 Fax: (206) 682 - 2139 E -ma0: gbleag aot.com January 17, 2002 Mr. Don Campbell King County - Metro Transit Division Department of Transportation 201 South Jackson Street Seattle, WA 98104 -3856 Fax: 206 -684 -1803 Dear Don: Subject: Responses to Reid Middleton's IltVIWegna 9144002 King County Transit Lift Replacement — South Base. As per your request we are providing responses to the comments and questions raised by Reid Middleton who is reviewing the South Base plans on behalf of City of Tukwila. The following responses are itemized in the same order as that of the reviewer. 1. Our responses are hereby itemized in the same order as requested. As there are no revisions to the plans we are not submitting any plans. However, attached herewith we are submitting one copy of supplemental calculations. As per our discussions copies of the referenced three geotechnical reports are to be submitted directly by Don Campbell of King County. 3. The vaults are designed for a dual jack system, and a 2-page supplemental calculation is attached herewith. RI F 3 1 7 CITY OF TUKWILk APPROVED MAR 1 3 2002 AS WILD 4. Surcharge pressures due to seismic loading are considered and as usual they do not govern design in such cases. A 2 -page calculation of Mononobe -Okabe analysis showing that seismic loads not governing design are attached herewith 5. Section A on S l 03 does show #5 bars at 6 inches on the exterior face. There are #5 at 12" long bars and there are #5 at 12" short ones which together add up to #5 at 6'. Should you have any questions on any of the responses please give me a call at 206-682-2138. Sincerely, GHL Consultants � � A tna )Flail 1, P.E., S.E. Principal Cc: Rob Danforth, FSI, (letter only) it V FEBO ?2002 1 a rYfi {iii k9i�:t {iFu"kl w }iJi ?.,« ; }0gas41,..1051, GHL CONSULTANTS Civil & Structural Engineering TITLE ,CTAMI. -�C L CEP G SUBJECT P )7 Vrk 1.k. bee51 G V_ � 1 C L D, MADE BY G•-3t. DATE 1)4)02 CHECKED BY DATE / .L S) N P0g. J�ir3,Ic - A t4"L.V 1S 47F R. ETA )11 l � • �G = F — ?4 (KAW — co a ff -- Pr{? swM� G � �1 L� C44 itOrTCD Y c )2c r :4:I 144.E da; sime. KiarY -5 r*F 5 cam• 21 j 20 _1_2) ) 649 +b) 0 C45 KA, Ten. 4 " 34° ` o AE. -r 1•1 IAA 0,291 ...sK, g I.7 ) I P Sheet No. / of '. Job No. z ) 4,901,7" A wsooT Atta .� 1$ q• 4- Ai GHL CONSULTANTS Civil & Structural Engineering TITLE )4 c I 14' -AM L i G L) FT G YI Erg SUBJECT P)r W -U- b'k5 )GN 1C 1 -0 -0 316‘. MADE BY C)L w)-r) 34° DATE r ))b) v Z- CHECKED BY DATE F e:As - EA. ? ( --)4 yy) - )4,0 C o 77 o o - Me ovig, +o► Ke �D e e " k- ever) C rep be ilff); , s-3 CaAs Oh I y c v s ( 2 . 1j 2 6a>•7 KAl) Sheet No. z- of 2- Job No. lay E :7g t'. 2% • !�7 . .924 7". 141V /gyp V & P'0.Q4 e ev.F Th. 5 sM )c. 4.47,44)10-G, # 4 r a F r' Ar97 - r7)c370 - 444 Jp 7 .fig /9 e' v46} ?&" 77)2- o&-l5j) L4,4 05)i c , IuJlAx4+ix' SL':MM1YY�if4.100∎7er.W it W+MtYNn�.YJa . •GHL CONSULTANTS Sheet Ho. / of Z Civil & Structural Engineering Job No. TITLE G 7 -- A � L.1 L L) F - 1 . t ^ ? I-R c SUBJECT . ' 77a/4 .1-0441; `" p / ?. MADE BY c L DATE 9)/3)0) CHECKED BY DATE t 3 1GN P1T $4,413 bli.001- T,�ge I-a,94S 2. _hat $ 3p3" ))1.11 A/I s;" e7 z.-71..7 'ter r ------ -" , 1110"1 ?1 )2.340.95p7 Igt..) ,f;;1-7--p 4-7i 1 " , 2 lox-% &Aeceo • Y G 7,4 4) W 4 1 - 14 • 6 i -L T'1r iJ,q • +Stt«t;..l...a. i P�hj.e i � . 14 .4 ' xu+ u+. �a L r�a ��' 6�vt��!,rr+.� atic{«,.� � . - GI-IL CONSULTANTS . Civil & Structural Engineering TITLE GIi T -7 2"3lL► GJ ' , � 'j � SUBJECT OjPrrv(l 4.4 § MADE BY G L- DATE ° 1i)ahI CHECKED BY check ° 814, • r 2>u,t) a4 ) - Inv o 17 ).$340 6 -75 �— fir � r 40. 0 2.. + z 4 -3 - Pr 4 sl .f.; to� ,OS DATE - ).7 2.0 oz. 7- ) Z-1' 1 , c ,.00 "#; g C,, p %6•Z$, Sheet No. Z of Z Job No. /1f 44 ro,41 S 2 A,J , v+ ST E pQil2 7A.e.,44 , .6m J U; .00i t 001 vow! w z; • F-• N w 0 • . = • w ZF-, • . =w • - O. Ll.l ' • 0 ~:. z • • Reid iddleton February 12, 2002 File No. 26 -01 -005- 015 -03 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal South Base Maintenance Vaults (D01 -256) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. We made the following "red- lined" revisions to the drawings per the direction of the Engineer of Record: Enclosed is one complete set of the structural drawings (bound with the originally submitted electrical, mechanical, and demolition drawings). We are also forwarding the structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, S -103, Detail A, Added note "ALT" to the 2' -6" by 4' -6" #5 @ 12" vertical reinforcing bar (rebar) to indicate that it alternates placement with the other #5 @ 12" vertical rebar along the exterior face of the pit. Reid Middleton, Inc. Kyli K. Y4matsuka, P.E. Proj ct Manager bj r\ 26se\ planrevw \tukwila \01 \t015final.doc \fmc Enclosures cc: Don Campbell, King County Metro Girma Haile -Leul, P.E., S.E., GHL Consultants 1/to Florendo Cabudol, Jr. Review Engineer Washington Oregon Alaska Engineers Planners Surveyors : Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 • U: ww w O g a; = d 1— O Z Cr. 2 DI O N ' t•—` w` W Z" z . iti: t: u. .a'i,�.:�i.�e4.i:saia::,,iid:1; `;t:.�: �;•:'':�w!' +�,id�t, +r ":i� Reid iddleton September 4, 2001 File No. 26 -01- 005 - 015 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 De Mr. Griffin: RECEIVED SEP 0 5 2001 DEVE CO MMUNITY Subject: Building Permit Plan Review - First Submittal King County South Base Maintenance Vaults (D01 -256) We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. A copy of this letter was forwarded to the project contact for your convenience. 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. . 2. Three geotechnical reports are referenced in the General Notes, Sheet SO1. A copy of the reports, or applicable portions of the reports, should be submitted for review and verification of the soil lateral and bearing pressures used for design. 3. Detail A/S104 indicates a dual jack system. Clarify if the vaults are designed to incorporate the dual jack system as two point loads. 4. It is unclear if surcharge pressures due to seismic loading were considered in the design. Please clarify. Washington Oregon Alaska Engineers Planners Surveyors It appears the pit walls require #5 vertical bars at 6 inches on- center along the exterior face for the temporary condition. Refer to calculation page 3. Section A on Sheet S103 specifies #5 vertical bars at 12 inches on- center, each face. Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 hQQ. z D' U O to o cn w • O' ga -ii co d �- =r ? (f". l z I- LLI 1O N ;p �c W: — O' ui Z U Ni O Z. • Mr. Duane Griffin City of Tukwila September 4, 2001 File No. 26-01-005-015-01 Page 2 Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. • Kylie amat ka, P.E. Projec Mana r „le rendo Cabudol, Jr. Engineer bjr\26se\planrevw\tukwila\OIVOI5r1.doc\fmc cc: Gerrie Jackson, King County Metro • Girma Haile-Leul, Symonds Consulting Engineers, Inc. Reid iddleton • • ' *- •' ' ." ' August 21, 2001 Mr. Dave Swanson, P.E. Reid Middleton 728.- 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review South Base Maintenance Vaults —(D01-256) Dear Mr. Swanson: • Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206) 433 -7165. • Stefania Spencer .Permit Technician: • Xc: Permit File No. DO1 -233 • City of Tukwila Department of Community Development Steve Lancaster, Director Steven M. Mullet, Mayor 6300 Soulhcenter 13oulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206.431 -3665 1 Structural Calculations for King County Transit Hydraulic Lift Replacement —South Base Tukwila, WA Prepared for: FSi Consulting Engineers 605 First Avenue, Suite 400 Seattle, WA 98104 -2224 Prepared by: SYMONDS CONSULTING ENGINEERS, INC. 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 approvals Plan Chec', ls are understand that the and approval a of 1 un ; de to errors ��.nrl I � i ,,; S ir n�. l a � :�V AUG 1 r' L Pfl AUG 1J J PE^ ",;1T CENTER S � C�C�C�OMC� AUG 2 2 2001 REID MIDDLETON Job #99042.05 Girma Haile -Leul, P.E., S.E. 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Seattle, WA 98101 -1541 • P: 206/441 -1855 • F: 206/448 -7167 Fi,cea Q • . r )G0-7 • 'fqo G s)c p( or ,'(c) vIipc r �-} 37e be544 oly1 F ."), )-- 4 e7 p • s► Yr196.— Top a 9 C • 70 oS 70 ,0s?. _ ! 2c o s�, eY1 /Ofyv 7 ,%2 1,73 ks� SYMONDS CONSULTING e N O I N S C R S 1601 Second Ave. • Suite 1000 • Seattle, OVA P: 206/441 -1855 • F: 206/448 -7167 K c Y 7:12,40 ) 7 -ht V/9,f2, M/ 1 c G✓f Ts ‚„•‚. �/, ,tom ��� � /y Subject � ' YT: ZPV fi t�cZP L , . p)T Ch1 h1d t s - ir , r C.T- Mam• Project Client Fs • ,J l !`�G X 01)„ , 1 7 7 e o, "Ye Moall-em 5 f p l z a S4-:,mi e c,L} ") 14-e Face z Q •. S M4 = o• o x 1,1 3 n Q C .c) , 0 z, 14t^. = ' 47 " C 510 /d 6 $, 41 ply CIZ ,, 98101 -1541 P i,;e 6 pl jute 92)JQ) Dare ; =;ve Mopi-en — i yvo ^N' s)q , • Face - Ver7' sk)- /: 0 3sx W>< z o 5 1 13'` 9 4 4.44 - I = 2 As 4, � 0 - /5 4 . ;.,„ -=fl • OOZS >< J 271. / 5 0` )1" • z M fl i (7 Z-4 W 8 = o�oz.4 A 1173 r)0 4,1 use srrJ�? • # ) z " rt`A'y1 1 z . 5.1-a M . o ,o�Z 1 - - 23 �» Z tg = 5 9 '` ' F) • kw� 160 m 4.3 70 I 44 5( )Z - SYMONDS CONSULTING £NOIHCCRB -)-4 1 4/L. I C 2.1; 0, / 6, cv N 71 Oaf t• Scitgt• N 0 1,1 coet c - /\,)8.o M tril-e-n • — 14 ri 1601 Second Ave. • Suite 1000 • Seattle. WA 98101.1541 P: 206/441-1855 • F: 206/448-7167 1/ )1 , 2, - -74 / ( coy) yv • OPZ Pe <1 ) 2 z- . 4 -?))'' 60, 4 A t / 4-1:1-a SYMON CONSULTING DS croolmccas 1601 Second Ave. • Suite 1000 • Seattle, WA 98101-1541 P: 206/441.1855 • F: 206/448-7167 CT Yb)2. Page Date 2.3)ci Subw tdeNteD E-12.6,52.0 - S • (7he. hed Date chefir F Y co„ ,t-r-/ G r■J i\( s.A-A a. F3 -b pi 4 c Lt9? if2 • c r - the /117 vryl 0 r- eV co CT 4 Ca Oc. 2N'A 7 4 a v)I 1 ,4 Imp,-4 7 P 71•41 75 1/1A 0.4re0 iY7 A= (37 +(' ›e 24 z r 47 9- '1 f .... • 7 5h 0,q z " 7 .4)) c 0 z4 e7 e" , 5G)5 os'e. 4 % • SYMON C O N G U L T I N O B N 0 I N e e N 0 - r - T - p v L1 c- P I (:lien, - J . 4//y-6, l G� rt By >u!irir vt f p ,2 O tl f l QD ' ACC • i3oTT Cam' • 0+ T DS 1 1 4t20 1601 Second Ave. • Suite 1000 • Se:utie, WA 98101 -1541 P: 206/441-1855 • F: 206/448 -7167 GZ = P ' o 1.1 ' � — 2 4 --- -) = zo D oZ 12 a, /5 - L ag >1 Z. 2 i // /Z -5 W -. Z> i, - - v O -aZ _D fr5 Ca' • 0,85 0,Px /Z / • i ▪ A' ('') - n O, , 7 x 60 X 0,bz (2— 1. Z ,!I 0) • iPz lw 241 0 (p -7- SYMO CON0ULTINO DS C N O I N C C R G "•; t KC T • Ter-- S) T -- ` i ' , Z J L) G L; JTJ y Ni' Pap. /0 Client % °s l 4 :4 '7'f c.c 64,/ 11 By Date Subject j l� yD 9 - 0 s WA ifs 6 . 7 7 . 0? = 5 1 Z•� � Jrr3 ' \ t/) f 2 C 1601 Second Ave.. Suite 1000 . Seattle, WA 98101.1541 P: 206/441 -1855 . F: 206/448.7167 (,/Y2./FT 'A' P TS _1 oP .1c • • g,c»< 2 7 7 x . 1 1 , 67 x 2. 0 _ 163 0. x q.o ( 0 -I- 7,0 ) Z= 25 �� 4 7 x )So //5". / _ f• poi: ► ,F s Z° 17 ) A ) ✓ • �-. 0 1 /5 = MOISTURE. PROOFING, SEE NOTE ON DWG 501 (TYP) 6- PVC WATERSTOP MP) — 4-15 new to S105 mow 1 0' I SCUE: 1 1/2' -1 -0' JACK BASE, SEE DETAIL S107 6' PVC WATERSTOP WALL CONSTRUCTION JOINT DETAIL 14' -0' 3' -6 3/4' /506'T&B 3 -6 3/4' $ 1/2' SLOPING GROUT SURFACE —i 10 -0' "H" PLATFORM PIT SECTION .3/4' CHAMFER AT EXPOSED SURFACE SCALE 3/4' -1' -0' 6' -3 1/4' /5O6' 0 a t�- ' —O RUNG, SEE DETAIL J 5107 2' SAND OVER 6 MIL POLYETHYLENE VAPOR BARRIER OVER COMPACTED BACKFILL /5012' 2 -6 10' ma y-- J5012' 2 -0' Li W c + 0 ut mr of W to 0 M SEALANT —\ _ EI 1E11 EI1 EI1 IIEIIEIEII EI I EI I EI I EI I 11 E11 E11 EE11 EIIEIIEII I 1 4 • • • 6' DETAIL SCALE: 1 I /2' -1' -0' i•71 ' rv:n111- , s1 , 4 . '.7; G . . < ., : : ( . .a.t:�. f .�,jx ,,.,ilE ,, ri:'tr File: inm Drawing# SYMONDS CONSULTING Project r C Ghent Subject dp1`e41 Pri LAI /t , •. •••• • ENGINEERS r r 1 1. So •;. 19 c" -ao •1 6 J L L 1601 Second Ave.. Suite 1000 Seattle, WA 98101-1541 P: 206/441-1855 F: 206/448-7167 Job No. q , 1 ;1 C" Page 2 of DI H svppoqr porAas , 3d " By ATs Checked t3 J 1- 5 Date Date / - - 111 SYMONDS C O N S U L T I N G Project R (,r L F S Cltcnt Subject T y , I P, L J n. I l < ` (tire c [< KS Car 14hj E N G I N E E R S btxc. 2 �1..y (3, s�� t }-(16 k) = '30,7- 4/7,2D. ..9S 1 lo. 3 5 -2 q (/ I6 1601 Second Ave. • Suite 1000 • Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448 -7167 Job No. 7q0 . 05 Ars 17aa.5" ��.� /6 .U� o.a3 (s) - ' 0 8 = A., P 16 ..,2 (Lino ,04- : 7 . a F • Checked Date L 4J -HO= a 7 4= O. Y, oocps 1 2� - �1 -n'' . = 1 CP' = _.. / 1 0" ... ' .._ 30 0 1 - , T ......... = _1..b• '` ..__.... J'- 3 G. 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Client �, 2 j ' / tiP 1/�1 T Y Sub TEE L 1, Ci .0':A7 1601 Second Ave. • Suite 1000 • Seattle, WA 98101 -1541 P: 206/441 -1 855 • F: 206/448 -7167 — l(o r -s a lae) • 935 fob No By Checked 17 e2.609C Page Date L % •- zio1 Dote SYMON C O N S U L T I N O E N O I N E E H B 1601 Second Ave. • Suite 1000 • Seattle, WA 98101 -1541 P: 206/441-1855 • F: 206/448 -7167 Job No t3v Date eAc 'A-, y✓V x = $ ` i . 7' tt SYMONDS CONSULTING Project I< 6r i sp Client Subject P r 1- - P L f Coy It P • ... • . . . . . _111110***Pallawassmaimmir ENGINEERS GUIDE WEDGE 2 PLACES 20.0. REF FLOOR TO TOP OF I MOUNTING PLATE . 1601 Second Ave. • Suite 1000 • Seattle, WA 98101-1541 P: 206/441-1855 • F: 206/448-7167 a- • Co•-••..c•-e-4-c // " /-ts -26 k • .... „ . .- • /75 s pc, ?000e IP . . 11 " O. 5 " -C2 = F . 62; 7 S' " • • 1 (6 I w R0 7 1 ^J0 i- - T. 1 _ ..... • 14. - • Lt. - ?boo ro.7.73 'J 9.73 a • J0" 9 ci By A j- j Date SEMI-PERMINANT CONCRETE BLOCK Checked Date 7.25 REF FL r To TOP OF I • . — /—/ 60 REF a 05 — Page p C f of 9 5Y. " a Socop ' 3 Ypt- / 1 .P - SYMON DS CONSULTING I* 510303 User. KW-0031393. Ver 5.1.3. 22•Ju■.l999. WIN2 (e) 19113.99 ENEPCALC Description Span Depth Width Beam Weight Added Internally Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 5 4 8.50 in #2 5 4 2.50 in Dead Load #1 k Summary Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Deflections... DL + [Bm Wt] DL + LL + [Bm W11 DL + LL + ST + [Bm Wt] Reactions... DL + (Bm Wtjj DL + LL + (Bm Wtj DL + LL + ST + [Bm Wt] P -1 Precast Dish Span = 2.33ft, Width= 33.00in Depth = 11.0Oin Maximum Moment : Mu 9.61 k•ft Allowable Moment : Mr 44.58 k -ft Maximum Shear : Vu Allowable Shear : Vn'phi 30.18 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 0.389 Max. Spacing Not Req'd Not Req'd Max Vu 6.593 6.593 r O�nOeNnO.mearelle,eeemere Title : KCT Hydraulic Lifts Dsgnr: GHL Description : Job # 99042. Date: 1 :17PM, 24 JAN 01 23 Scope: Concrete Rectangular & Beam Del 2.33 ft 11.000 in 33.000 in Mn•Phi 44.58 k -ft 0,00 k -ft 0.00 k -ft Vn•Phi 30.18 k 30.18 k Live Load 8.000 k #2 6.59 k . Upward 0.0000 in at 0.0000 in at 0.0000 in at @ Left 0.441 k 9.773 k 0.441 k 0.778 Not Req'd 6.593 Mu, Eq. 9 -1 9.61 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9 -1 6.59 k 6.46 k Page 1 042 ••5 structural h- otatform.ecw•H Calculations are designed to ACI 318 -95 and 1997 UBC Requirements f'c 4,000 psi Fy 60,000 psi Concrete Wt. 150.0 pcf Seismic Zone 3 End Fixity Pinned - Pinned Live Load not acting with Short Term Rebar @ Left End of Beam... Count Size 'd' from Top #1 in in Short Term k 2.3330 ft 2.3330 ft 2.3330 ft Maximum Deflection Max Reaction © Left Max Reaction @ Right 1.166 Not Req'd 6.461 @ Right 0.441 k ' 9.773 k 0.441 k 1.555 Not Req'd 6.461 Mu, Eq. 9 -2 0.36 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9 -2 0.25 k 0.24 k Rebar @ Right End of Beam... Count Size 'd' from Top #1 in #2 in Start 0.000 ft 1.944 Not Req'd 6.461 - 0.0004 in 9.77 k 9.77 k . Downward . 0.0000 in at 1.1665ft - 0.0004 in at 1.1665ft 0.0000 in at 1.1665 ft End 2.333 ft Beam Design OK 2.333 ft Not Req'd in 6.461 k Mu, Eq. 9-3 0.23 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9 -3 0.16 k 0.16 k [Deflection SYMONDS CONSULTING Rev: 510303 Use KW 0.501393. Vet 5.1.3. 22•Jun•1999. Win32 (c) 1 ENERCALC Description P -1 Precast Dish ENGINECfRS [Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta ' Xneutral Compression in Concrete Sum (Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X- Balanced 5.031 in Xmax = Xbal ' 0.75 3.773 in a -max = beta ' Xbal 4.276 in Compression in Concrete 359.827 k Sum (Steel Comp Forces] 25.953 k Total Compressive Force 385.780 k AS Max = Tot Force / Fy 6.430 in2 Actual Tension As 2.000 OK Additional Deflection Calcs Center 1.255 in 1,067 in 119.689 k 0.000 k - 120.000 k , Elf. Flange Width 33.00 in AC1 Factors (per ACI, applied internally to entered loads) ACI 9 -1 & 9 -2 DL ACI 9 -1 & 9-2 LL ACI 9 -1 & 9 -2 ST ....seismic = ST ' . 1.400 1.700 1.700 1.100 ACI 9 -2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor Title : KCT Hydraulic Lifts Dsgnr: GHL Description : Scope: Concrete Rectangular & Tee Beam DeS „042 .. Left End 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK Neutral Axis 1.880 in Mcr (gross 3,660.25 in4 Ms:Max DL + LL (cracked 428.72 in4 R1 = (Ms:OL +LL) /Mcr Elastic Modulus 3,605.0 ksi Ms:Max DL +LL +ST Fr = 7.5 • f'c ^.5 474.342 psi R2 = (Ms:DL +LL +ST) /Mcr Z:Cracking 44.981 ksi I:eff... Ms(DL +LL) I:eff... Ms(DL +LL +ST) Job H 99042.05 Date: 1:17PM, 24 JAN 01 Right End 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.0000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK 26.31 k -ft 5.70 k -ft 4.615 0.26 k -ft 102.255 3,660.250 in4 3,660.250 in4 0.750 UBC 1921.2.7 "1.4" Factor 1.400 0.900 UBC 1921.2.7 "0.9" Factor 0.900 1.300 Page 2 5 structural h . larform.ecw:H J U' UO ` CO W W H` W O , u_< N D = - Wi Z I. 0. Z D Q: C SI . jQ H; ;11.1 IL. O: Z; U u' :0 1" Z • 8.00kat I i , 6.0ok/ft ►► 1/►►i►i►►►►►► ►JI►► /►►TTYYYT►►►►11 /► • • 2.33 ft Mu:Max = 9.61 k•tt Dmax = 0.0004 in • • • • • Rmax = 9.773 k Vu Max = 6.460 k Z-7 9.613 8.651 . .. 7.690 6.729 5.767 4.808 :..:.. _._.._... 3.845 2.883 1.922 0.961 0 0.x'. Sending Moment (k -h) 16.481 13.185 9.889 6.592 3.296 0.0 •3.270' -6.540' -9 810 •13080 0.00 Shear Load (k) 0 69 0 93 1.16 1.39 1,63 1.86 2.09 .33 Location Along Member (It) 023 046 069 093 116 139 Location Along Member (11) 1.63 1 86 2.09 z• g 2 33 0,0 •1.910 •3.820 •5.730 •7.640 •9.550 •1.146 •1.337', • 1.528' 0.00 0.23 Local y Deflection (in) 0.257' 0.231 0.205 0.180• 0.154, • 0.128{ 0.102( 0.077; 0.051 0.025 0.46 0 69 16 139 Location Along Member (It) 0.0..'� 0.23 0.46 0 69 0.93 . 1.16 1.39 Bending Moment (k-h) 0.441 0.352 0.264 0.176 0.088 0.0 -0.087; .0.1 •0.262 •0.350 Location Along Member (It) Location Along Member (It) 1 63 t 86 2.09 z• 9 2.33 0.00 0 23 0 46 0.69 0 93 116 1 39 163 1 86 2 09 2.33 Shear Load (k) SYMONDS CONSULT I N G Project ( <cr tr s Client Subject 1 /_ /, 1 ' • C r^e - Q E N G I N E E R S ?f Ce; _ t3 "- /. 5 " ' — U. 5" �sG..._. ! g. flown. _. %" 1601 Second Ave.. Suite 1000 • Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448 -7167 job No. 904 9. 05_, v.62C - /0- 61r75 Lt. OL .. DL By A Cheched .5 - =4,'. — iO1/4 16c.: Page Date Date 7 y „ • 2./S of / — ay - 0! • / 6 S .3p 1r- SYMON C O N S U L T I N G Rev: 510303 User: M.0601303. ver 5.1.3.32•lun.1999. Wn32 (C) 1983.99 ENERCALC Description General Information Span Depth Width Beam Weight Not Added Rebar @ Center of Beam... Count Size 'd' from Top tt1 2 6 10.69in 132 2 6 2.50 in Uniform Loads 111 Concentrated Loads #1 ff 2 N3 Summary Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Beam B -2 Dead Load Live Load Short Term 0.098 k k k 1 Maximum Shear : Vu Allowable Shear : Vn'phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Dead Load k 0.682 k 0.682 k Span = 5.33tt, Width= 8.501n Depth = 13.00in Maximum Moment : Mu -34.76 k -ft Allowable Moment : Mn'phi 38.06 k -ft Scope : 2 �b Mn'Phi 38.93 k -ft 38.06 k -ft 38.06 k -ft Vn'Phi 48.84 k 48.84 k Concrete Rectangular & Tee Beam Deli 5.33 ft 13.000 in 8.500 in Rebar @ Left End of Beam... Count Size 'd' from Top #1 • 2 6 2.50 in 112 2 6 10.69 in 31.78 k 48.84 k 0.400 in2 0.000 0.889 2.672 2.672 31.768 31.768 s Live Load 16.000 k 10.000 k 10.000 k 1.778 5.344 13.716 1 Mu, Eq. 9 -1 22.86 k -ft -34.75 k -ft -34.76 k -ft Vu, Eq. 9 -1 31.77 k 31.78 k Deflections... Upward DL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft DL + LL + ST + (Bm Wt) 0.0000 in at 0.0000 ft Reactions... @ Left DL + (Bm Will 0.839 k DL + LL + (Bm Wt) 18.835 k DL +LL +ST + (Bm Wt) 0.839 k Title : KCT Hydraulic Lifts Dsgnr: GHL Description : Calculations are designed to ACI 318 -95 and 1997 UBC Requirements 4,000 psi Fy 60,000 psi Concrete Wt. 150.0 pcf Seismic Zone 3 End Fixity Fixed -Fixed Live Load not acting with Short Term 2.666 5.344 13.716 @ Right 0.839 k 18.844 k 0.839 k Short Term k k k Max Reaction @ Left Max Reaction © Right Mu, Eq. 9 -2 0.40 k -ft -1.13 k -tt -1.13 k -ft Vu, Eq. 9 -2 1.17 k 1.18 k Jobk990 Date: 11:31 AM, 26 JAN 01 Page 1 042 bg5 structural h .IOtform.ecw:H Rebar @ Right End of Beam... Count Size 'd' from Top ft1 2 6 2.50 in ff2 2 6 10.69 in 3.555 5.344 13.727 Start 1.063 ft 4.444 2.672 31.782 Location 2.667 ft 1.167 ft 4.167 ft Maximum Deflection - 0.0158 in Beam Design OK 18.83 k 18.84 k End 4.271 ft 5.333 ft 2.672 in 31.782 k [Bending & Shear Force Summary Mu, Eq. 9 -3 0.25 k -ft -0.73 k -ft -0.73 k -ft Vu, Eq. 9 -3 0.76 k 0.76 k Deflection J . Downward . - 0.0002 in at 2.6665ft - 0.0158 in at 2.666511 - 0.0002 in at 2.6665ft SYMONDS CONSULT 1 N G Rev: 510303 user: KW-0801393. Vet 5.1.1 22•Jun.1999, W1n32 (e) 1953.99 ENERCAIC Description Beam B -2 Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta • Xneutral Compression in Concrete Sum (Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X- Balanced Xmax = Xbal ' 0.75 a -max = beta • Xbai Compression in Concrete Sum (Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Additional Deflection Calcs Neutral Axis (gross !cracked Elastic Modulus Fr = 7.5 • f'c ^.5 Z:Cracking Eff. Flange Width ACI 9 -1 & 9 -2 DL ACI 9 -1 & 9 -2 LL ACI 9 -1 & 9 -2 ST :...seismic = ST • : Concrete Rectangular & Tee Beam Deli 1.400 1.700 1.700 1.100 3.310 in 1,556.21 in4 492.69 in4 3,605.0 ksi 474.342 psi 135.806 ksi 8.50 in Center 2.350 in 1.998 in 57.728 k 0.000 k - 57.687 k 6.325 in 4.744 in 5.376 in 116.535 k 33.222 k 149.757 k 2.496 in2 1.760 OK ACI 9 -2 Group Factor ACI 9 -3 Dead Load Factor ACI 9 -3 Short Term Factor Title : KCT Hydraulic Lifts Dsgnr: GHL Description : Scope : Left End 2.245 in 1.908 in 55.148 k 0.000 k - 55.085 k 6.214 in 4.661 in 5.282 in 114.490 k 35.590 k 150.080 k 2.501 in2 1.760 OK Mcr Ms:Max DL + LL R1 = (Ms:DL +LL) /Mcr Ms:Max DL +LL +ST R2 = (Ms:DL +LL +ST) /Mcr I:eff... Ms(DL +LL) Ms(DL +LL +ST) Job # 99042.0 Date: 11:31 AM, 26 JAN 01 Page 2 structural h- .Iotform.ecw:H Right End 2.245 in 1.908 in 55.148 k 0.000 k - 55.085 k 6.2143 in 4.661 in 5.282 in 114.490 k 35.590 k 150.080 k 2.501 in2 1.760 OK 9.46 k -ft 20.59 k -ft 0.460 0.81 k -ft 11.744 595.997 in4 1,556.208 in4 UBC 1921.2.7 "1.4" Factor 0./7 ACI Factors (per ACI, applied internally to entered loads) 1.400 0.750 0.900 UBC 1921.2.7 "0.9" Factor 0.900 1.300 Rmax = 18.834 k Vu•Max = 31.767 k • 16. • 0.09 k/ft I i i , ' I 1 i f 0.09 Wft • 11rrTVTiriii /rllilir►iiirlrri Mu:Max = 22.85 k -It Dmax = 0.0158 in 5.33 ft • • 107k Mu:Max 0 right = 34.75 k -ft Rmax = 18.843 k Vu Max =31.782k • • •. 22.858 1 11.429 5.714' 0. -5.791 - 11.583 17.374 . - 23.166 - 28.958 0.00 Bending Moment (101) 0.53 1106 1.59 31.767 25.414 19.060 12.707 6.353 0.0 -6.356 - 12.712 - 19.069 - 25.425 000 0.53 1.06 Shear Load (k) 2.13 1.59 2.13 z 1� 2 66 3.19 3.73. 4 26 4.79 5.33 Location Along Member (It) 2 66 3 19 Location Along Member (11) 3 73 4 26 4.79 5 33 SYMONDS C O N S U L T I N G Project 14 cr [ i - Fs Client Subject Do wt) - 01'15 L, 1 r f?r i3Et_ow: E N G I N E E R S t_ SUPPORT P =E fRS GI z 0. s" 1601 Second Ave. • Suite 1000 • Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448 -7167 Job No. 5 c O O 5_ • 1 VvNl,l < -1 - .);$ t, Pi..f •tor.. PI V, • �L l ick • 3tia, Page By A33 Date Checked Date ' • `2 NI.) 4, .4, I, .1, 4 A. 4d _j, ! i�� 9, ri at / - :c/ -0/ w ; o O W 0 ' co a . Z � Z W LLIi n 0, O co O — Lll • Z u. — 0 111 Z . O Z SY f� Rev: 510303 User KW-0E01393. ver 5.1 3. 22•Jur* 1999. Wn32 (c) 1983.99ENERCALC Description Beam B -1 General information Span Depth Width Beam Weight Added Internally Reinforcing ENGINEERS S Concrete Rectangular & Tee Beam De 5.33 ft 24.000 in 13.750 in Rebar @ Center of Beam... Count Size 'd' from Top #1 2 5 21.50in #2 2 5 2.50 in Concentrated Loads # Dead Load k Bending & Shear Force Summary Bending... ® Center ® Left End ® Right End Shear... ® Left End • Right End Mn'Phi 61.93 k -ft 0.00 k -ft 0.00 k -ft Vn'Phi 31.81 k 31.81 k Rebar @ Left End of Beam... Count Size 'd' from Top #1 in in #2 Summary Span = 5.33ft, Width= 13.75in Depth = 24.00in Maximum Moment : Mu 37.97 k -ft Allowable Moment : Mn'phi 61.93 k -ft Maximum Shear : Vu 14.03 k Max Reaction © Left Allowable Shear : Vn'phi 31.81 k Max Reaction ® Right Shear Stirrups... Stirrup Area ® Section 0.400 in2 Region 0.000 0.889 1.778 2.666 3.555 Max. Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Max Vu 14.029 14.029 14.029 14.023 14.023 Deflections... . Upward DL + [Bm Wt] 0.0000 in at DL + LL + (Bm Wt) 0.0000 in at DL + LL + ST + [Bm Wt] 0.0000 in at Reactions... ® Left DL + [Bm Wt]) 0.917 k DL + LL + [Bm Wt] 8.915 k DL + LL + ST + (Bm Wt) . 0.917 k Live Load Short Term 16.000 k k Mu, Eq. 9 -1 37.97 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9 -1 14.03 k 14.02 k 5.3330 ft 5.3330 ft 5.3330 ft Title : KCT Hydraulic Lifts Dsgnr: GHL Description : Scope : Calculations are designed to ACI 318 -95 and 1997 UBC Requirements >o I c 4,000 psi Fy 60,000 psi Concrete Wt. 150.0 pcf Seismic Zone • 3 End Fixity Pinned - Pinned Live Load not acting with Short Term Mu, Eq. 9 -2 1.71 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9 -2 0.43 k 0.42 k @ Right 0.917 k 8.918 k 0.917 k Job # 990 2.03" Date: 10 :46AM, 26 JAN 01 Page 1 042. 5 structural h .lotform.ecw•D Rebar re? Right End of Beam... Count Size 'd' from Top #1 in 42 in 4.444 Not Req'd 14.023 Location 2.667 ft Maximum Deflection - 0.0016 in Beam Design OK 8.92 k 8.92 k . Downward . - 0.0001 in at 2.6665ft - 0.0016 in at 2.6665 ft - 0.0001 in at 2.6665ft 5.333 ft Not Req'd in 14.023 k Mu, Eq. 9 -3 1.10 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9 -3 0.28 k 0.27 k z - 2v Deflection ..Z U O_ Q W , •� J LL ' wO g to a W. ? rr'. • I O Z I� . W • p • ui Lll W . u. H - - O: iu z , :U N • . I. O SYMONDS Rev: StaJtll User: kW-0601393. Ver 5.I.J. 22•Jun•1999, W'J2 (C) I983-99 ENERCALC Description Beam B -1 Evaluate Moment Capacity... X : Neutral Axis a = beta • Xneutral Compression in Concrete Sum (Steel comp. forces) Tension in Reinforcing Find Max As for Ductile Failure... X- Balanced Xmax = Xbal ' 0.75 a -max = beta ' Xbal Compression in Concrete Sum (Steel Comp Forces) Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Additional Deflection Caics Neutral Axis (gross 'cracked Elastic Modulus Fr = 7.5 • f'c ^.5 Z:Cracking Eff. Flange Width ENGINEERS Concrete Rectangular & Tee Beam D Center 1.645 in 1.398 in 65:368 k 0.000 k - 65.236 k 12.724 in 9.543 in 10.816 in 379.230 k 35.092 k 414.322 k 6.905 in2 1.240 OK 3.510 in 15,840.00 in4 1,817.45 in4 3,605.0 ksi 474.342 psi 107.062 ksi 13.75 in Title : KCT Hydraulic Lifts Dsgnr: GHL Description : Scope : Left End 0.000 in 0.000 in 0.000 k 0.000 k 0.000' k 0.000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK Job N 990 Date: 10:46AM, 26 JAN 01 Page 2 42 •. 5 structural h•.Iatform.ecw:D Right End 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.0000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK Mcr Ms:Max DL + LL RI = (Ms:DL +LL) /Mcr Ms:Max OL +LL +ST R2 = (Ms:DL +LL +ST) /Mcr I:eff... Ms(DL +LL) I:eff... Ms(DL +LL +ST) 52.18 k -ft 22.55 k -ft 2.314 1.22 k -ft 42.696 15,840.000 in4 15,840.000 in4 z•4 35, ACI Factors (per ACI, applied internally to entered loads) ACI 9 -1 & 9 -2 DL ACI 9.1 & 9 -2 LL ACI 9 -1 & 9 -2 ST ....seismic = ST ' : 1.400 1.700 1.700 1.100 ACI 9 -2 Group Factor ACI 9 -3 Dead Load Factor ACI 9 -3 Short Term Factor 0.750 0.900 1,300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 Mu:Max = 37.96 k-It Dmax = 0.0016 in Vu Max = 14.023k ' 2 14.880 11.904 8.928 5.952 2.976 37.968 I 34.171; 30.374 26.577 22781 18.984' 15.187 11.390 7.593' 3.796: 00. •'r 0 53 I.O6 1 5g 2.13 2.66 3.19 3 73 4 26 4.79 Bending Moment (k•h) Location Along Member (II) 0.0 •2.975' •5.950• •8.925 •11.900' 0.06 Shear Load (k) • 0 53 1 06 1 59 2.13 2.66 3.19 Location Along Member (It) ZI?3 373 426 4.79 5.33 SYMONDS CONSULTING Project Client Subject P: (- Fo0 CA. t.r 1. cat ce s e 5 1 -06.6) 1 ENGINEERS • Rt /0.,c) 1 ,-„( I, kg (A. et t.4./ o.-1 Toro - DC- ce61 DL AlAs 100 d k d2 F r 1 1-0 p ; I flex'? o p/irs - DL-'c. I., („j p r f / y- L "• L oP Pr'- jo -•o 40 c /3 0- roc, ‘L 1601 Second Ave. • Suite 1000 • Seattle, WA 98101-1541 P: 206/441-1855 • F: 206/448-7167 job*. 99o', 0 5 — Page 3 of By 47-5 Date Checked Date a r 000 f4 ( 3 , L-4... 3 4/ FS SYMONDS C O N S U L T I N G Project k . T L ; fS Client Subject - f I Kov0, P, f- ct1• l tv GLcL 6— - f i t 6?..? is R � p r E N G I N E E R S 1601 Second Ave.. Suite 1000 Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448 -7167 Job*. CMoc1.0 O - B y A r5 Checked Date f l 1 // //// I i ' / / / / /a -1 / /f/ / L . N Suf P °?niTs Fort Pl -ArFC) M I 40GCil I� I � ` I . IRrc.a11D0 Frw.., P-1 '. y41 3 _ /bo. 31(c " , ' . ;5' 2 -4 L '• 11 t P-1 gi 3321S _ 33S3.S k R ....___... -t , e ios c .fit. ; 4 4 tvn,i2 S a 6" 1 • - t /a .. 7 3 3 11, Sp 1, 3 3C3. 5,4 C LL st I, J,1 4, ,L L DI— tto /60.310/P ._ Page a , / (, of Date -ay —oI Pr 6 okf cc ' 0O:: t NO Au x: u. w 0 , c0 D = a, I-7 al Z O? f" c w c • • • ,0 H =w Lu Z, Z SYMONDS CONSULTING Rev 510303 Use KW-06O1303. vet 5.1 3. 22•Jun -19c0 . W n.)2 (C) lQ&3•COENERCALC Description Span Depth Width Beam Weight Added Internally Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 4 5 10.50in #2 2 5 2.50 in Uniform Loads .te.vs s c #1 Concentrated Loads #1 Summary Maximum Shear : Vu Allowable Shear : Vn'phi Shear Stirrups... Stirrup Area ® Section Region Max. Spacing Max Vu Bending & Shear Force Summary Bending... @ Center ® Left End ® Right End Shear... @ Left End ® Right End Beam B -1 Dead Load 0.144 k ENGINEERS Dead Load 5.33 ft 13.000 in 1 2.500 in k Mn *Phi 54.01 k -ft 0.00 k -ft 0.00 k -tt Vn•Phi 58.99 k 58.99 k Concrete Rectangular & Tee Beam De$�❑ Page 1 e. 195 •'042..5 structural h, •lotform.ecw :H suers Rebar © Left End of Beam... Count Size 'd' from Top in in #1 #2 Span = 5.33ft, Width= 12.50in Depth = 13.00in Maximum Moment : Mu 46.77 k -ft Allowable Moment : Mn'phi 54.01 k -ft Live Load • Short Term k k 0.440 in2 0.000 0.889 5.250 5.250 17.745 17.745 Live Load 20.000 k ti Title : KCT Hydraulic Lifts Dsgnr: GHL Description : Scope: Calculations are designed to ACI 318 -95 and 1997 UBC Requirements f'c 4,000 psi 1 � Fy 60,000 psi Concrete Wt. 150.0 pcf Seismic Zone 3 End Fixity Pinned - Pinned Live Load not acting with Short Term Short Term k Maximum Deflection - 0.0363 in 17.75 k . Max Reaction © Left 10.68 k 58.99 k Max Reaction ® Right 10.68 k 1.778 5.250 17.390 2.666 5.250 17.387 3.555 5.250 17.387 Deflections... . Upward DL + (Bm Wt] 0.0000 in at DL + LL + (Bm Wt] 0.0000 in at DL + LL + ST + [Bm Wt] 0.0000 in at Reactions... @ Left DL + (Bm WtJJ 0.682 k DL + LL + [Bm Wt] 10.680 k DL + LL + ST + (Bm Wt] 0.682 k Mu, Eq. 9 -1 46.77 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9 -1 17.74 k 17.75 k 5.3330 ft 5.3330 ft 5.3330 ft +?. i.; si , ix�t� :45:tt*�rrr:, Mu, Eq. 9 -2 L45 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9 -2 0.75 k 0.74 k @ Right 0.682 k 10.684 k 0.682 k Job # 990 Date: 11:03AM, 24 JAN 01 Rebar ® Right End of Beam... Count #1 #2 Start 1.063 ft 4.444 5.250 17.746 Size 'd' from Top in in Location 2.667 ft Downward . - 0.0006 in at 2.6665 ft - 0.0363 in at 2.6665 ft - 0.0006 in at 2.6665 ft End 4.271 ft 2 'l) Beam Design OK 5.333 ft 5.250 in 17.746 k Mu, Eq. 9 -3 0.93 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9 -3 0.48 k 0.48 k Deflection SYMONDS C O N S U L T I N G Rev: 5(0303 User NW.0001303. Vet 5 r 3. 22•Jun.1090. Win32 (c)10+13.90 ENERCALC Description Beam B -1 Evaluate Moment Capacity... X : Neutral Axis a = beta ' Xneutral Compression in Concrete Sum (Steel comp. forces) Tension in Reinforcing Find Max As for Ductile Failure... X- Balanced Xmax = Xbal "0.75 a -max = beta • Xbal Compression in Concrete Sum (Steel Comp Forces) Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Additional Deflection Calcs Neutral Axis (gross (cracked Elastic Modulus Fr =7.5' f'c ^.5 Z:Cracking Elf. Flange Width ACI Factors (per ACI, applied internally to entered loads) ACI 9 -1 & 9 -2 DL ACI 9 -1 & 9 -2 LL ACI 9 -1 & 9 -2 ST ....seismic = ST • : 1.400 1.700 1.700 1.100 3.300 in 2,288.54 in4 670.04 in4 3,605.0 ksi 474.342 psi 126.292 ksi 12.50 in Center 2.235 in 1.900 in 80.739 k 0.000 k - 80.796 k 6.214 in 4.661 in 5.282 in 168.368 k 22.899 k 191.267 k 3.188 in2 1.860 0K ACI 9 -2 Group Factor ACI 9 -3 Dead Load Factor ACI 9 -3 Short Term Factor Title : KCT Hydraulic Lifts Dsgnr: GHL Description : Scope: Concrete Rectangular & Tee Beam Desk Left End 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK Mcr Ms:Max DL + LL R1 = (Ms:DL +LL) /Mcr Ms:Max DL +LL +ST R2 = (Ms:DL +LL +ST) /Mcr I :eff... Ms(DL +LL) I:eff... Ms(DL +LL +ST) 0.750 0.900 1.300 Job # 99042. Date: 11:03AM, 24 JAN 01 'Iz Page 2 •042 ••5 structural h..l atform.ecwH Right End 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.0000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK 13.92 k -ft 27.69 k -ft 0.503 1.03 k -ft 13.481 875.482 in4 2,288.542 in4 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor WINIMISIONetefflai 1.400 0.900 0.14 k/ft ' I ' • TT ; 7 , 1 YVY!TTTTTYYYYTT!YYYTYIY YY!YT i 014k/IL • . 20.1rk 5.33 ft Mu:Max = 46.76 k•ft Dmax = 0.0362 in • • • • • 0 z-)3 Mu:Max @ right = 1.32 k-ft Rmax = 10.684 k Vu Max = 17.746k 46.767 42.090 37.413 32.737 28.060 :' 23.383" 18.706 14.030 9.353 4.676. 0. 0. r� Bending Moment (k•I1) 17.952 14.361 10.771 7.180 3,590 0.0 •3.590 •7.181 •10 772 • 14.362 0.00 Shear Load (k) 0.53 0.53 1.06 106 1.59 2. 13 1.59 2.13 2.66 3.19 Location Along Member (It) 2.66 3.19 Location Along Member (II) 3 73 4.26 4.79 3.73 4 26 4 79 5.33 SYMONDS CONSuLTING Project neat Subject Gi LC P ; Fol.-, 0.44 t< A ss..., „M den, r //.3333' /9 .-: 3 (7, 33 p,3 : 1 5 0 p e C 31 7,73 •f 1 47 too IL 1-4- t.„,, is 4 e Cloo Ls' ...(t •".. 6" I 0 6 . 7, p3 • 0 3 /co :1-f 73 / 9j Flobr 2' ‘‘‘7 ' 7 7 5; ocb 14 To r 4 1. I so 0 45 I c / 6 6 6 7' . ENOiNCER9 1601 Second Ave. • Suite 1000 • Seattle, WA 98101-1541 P: 206/441-1855 • F: 206/448-7167 tJej.5-1 F = /.5 • /LT, 3 YO0 ,DL coo ' 4- 3 3 / ../ /03 (.51,o •- alt.,•-e "-haul OA f / 0%1/ 4 1./ '<"e 06 3 C ) 9. o pes-P By • Job ,4 Page Date Oieched Date ,. L., 3 , of / - Jo - CI SYMONDS C O N S U L T I N G Project Client K C,r subject .< L - F P b U„, = y6 41/0 (:y 62 �OCO t os,' O-BS (o,D) (6e, t)oo) (l of /.o)) /0, a F J L E N G I N E E R S SIwC, 1 pt(- OT 6. r Fr 1 C.1-, -'Yr is . /0. ' /.{+1. 1601 Second Ave. • Suite 1000 • Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448 -7167 Job No. 1'9 v a O - Pa /, I of By AJ3 Date / — mss ! Checked Date 46. VCY /07" /q / /. ?.y SYMONDS C O N S U L T I N G Project Client K G I Subject ,S ((,�j61.000 Nur, MATCH sr2 E, Fog S r 2 d SP .ic. n1G E N G I N E E R S Sol.l" Ho !_ �t EGH Fog SIE 4 SPAe -NG 1601 Second Ave. • Suite 1000 . Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448 -7167 Jab No. r? 0 U S Page (2) 3o t_r By .T-S Checked Date I H E4DED 571,05 STU0 .34 ri Date • of / — ? —o x,_ "None - sH R_rwi K (yv� SYMONDS CONSULtING Project •y L L f . Client ENGiNEERS Subject Lje e An c Lin r 1 /..' / O x 9 1 STA 664,21). WELDS D Nqr, MA-Tc H ,5rEF L.5?-4-e E. FE-R't)!Ecy....Driti OVER LEMG71-1 of ,4N6 L C. 1601 Second Ave. • Suite 1000 • Seattle, WA 98101-1541 P: 206/441-1855 • F: 206/448-7167 Job No. • Checked B Y A kiS jl,ffA Y2 ecivr, Nor coNi 51.14. 5 EEilI16H FOR LJED6E 91..4TE. 4" . Page Date Date Bo 1-101.- ES, SSE :/4E CH FOR SEZ PA-cg :DIM 011 E. 2 LENGTH OF Ani&C.E eoL Q of 1 — SYMONDS CONSULTING Project Client Subject ENGI NE CR S 1601 Second Ave. • Suite 1000 • Seattle, WA 98101-1541 P: 206/441-1855 • F: 206/448-7167 Job No. (1" --71e s )2 1) It By Checked Page Date Date 1,0*-5)vp of .• , • • •• .1 • SYMO \ DS CONOULTIMO PPOleo1 (.111111 ... * emotmeeacs 1601 Second Ave. • Suite 1000 • Seattle. WA 98101-1541 P: 206/441-1855 F: 206/448-71(7 • • • _ • M. • - • • 5 ) SY/00\ DS CINGINCCRO COMOULTIN ['t 3 t N C.111.nt j �v 6+4 L sub • 8„r, 1601 Second Ave. • Suite 1000 • Seattle, WA 98101-1541 P: 206/441-1855 • F: 206/448-7167 JAI & 4 Agc b-E TA) ..5•=c■1-e = ) —0 -- - Rik. 2. now I 2 j Li) Elate 4. 4P9c cot' : 'SYMONDS SNOINSSRS CONSULTING ; • • prow 5 ) T 2.- )7 71.5 Chew 751 Sublet )4-) /2 414 )C F- SIL VP I PT 1601 Second Ave. • Suite 1000. Seattle. WA 98101-1541 . P: 206/441-1855 • F: 206/448;7167 3 BY oat,. /22_420 • Ch • O tIle 4 -44 5 1- T - 7 s" - • 27e773) L rTh, .e• s.7 rYsin • • Oct 16 03 09:40a KCDOT South Construction 206 684 -2284 OCT -15 -200:1 01 ;36PM FROM-KRA/AN AND ASSOC +1125-405-003r I -949 N UtU /uuc r•aot flit jKirazll & ASSOCIATES INC, Dear Mr. Schultz, In accordance with your request and authorization, we have performed periodic special testing and inspection services for the above referenced project. The special inspections for this project were: • Reinforcing Steel Placement • Soil Compaction Testing • Anchor Bolt Installation To the best of our knowledge, the above referenced items have been found to be in general accordance with the approved plans and specifications. If you have any questions or if we can be of funher assistance, please do not hesitate to contact our office; at (425) 485 -5519. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Tirnothy G. Beck e, P.E. Engineering Manager Pacific Northwest Division TOLIPod cc: October 15, 2003 RE: Final Letter Hydraulic Lift replacement Bays 8 & 9 ® South Base 12100 East Marginal Way Seattle, Washington Mr. Jack Schultz KING COUNTY METRO 11911 East Marginal Way South, Building 13 Tukwila. WA 98168 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Crn OF Tul we.A (; 6300 SOUThCENTQR BOULEVARD, TUKWILA, WA 98188 • Concrete Placement Inspection • Soil & Concrete Laboratory Testing KA No. 096.03158 Permit No.; D01-256 RECE N ED NOV 2 %003 BUILDING DEPARTMENT Offices Serving The Western United States 19501 — 144th Avenue NE # F -300 • Woodinville, Washington 98072 • (425) 485 -5519 • Fax (423) 485.61137 09603I$8 rend. doc p. 2 ACTIVITY NUMBER: D01 -256 DATE: 8 -16 -01 PROJECT NAME: South Base Maintenance Vaults SITE ADDRESS: 12100 East Marginal Way S SUITE # X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division 3. Ivy Public or DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Please Route Approved Approved \PRROUTE.DOC 5/99 TUES /THURS ROUTING: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP 9t) Fire Prevention AT a -if -a l Structural Incomplete Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (4 weeks) Approved with Conditions REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: Approved with Conditions � o n J REVIEWER'S INITIALS: Plannin Division itit S—z4 -0( Permit Coordinator DUE DATE: 8-21-01 Not Applicable No further Review Required DATE: DUE DATE 9 -18 -01 X1 n Not Approved (attach comments) [ ` DUE DATE Not Approved (attach comments) DATE: w4� , A0,,(iGti hiANYe3ovei, %IIM?+NmositY,zd4C 4wwwi.�RrNi� etotHw.wwt.4. ,— n �'.'�wv 0 0 a No. LAK E WASHINGTON AREA OF WORK REVISION SOUTH BASE & CSC LOCATION MAP BY APP'D DATE HAMILTON ENGINEERING INC. 2108 S.W. 152nd Street SEATTLE, WASHINGTON 98188 U.S.A. REVIEWED This p lan was reviewed for general conformance with the following: L, ✓ Structural Provisions of the Uniform Building Code ❑ Non - structural Provisions of the Uniform Building Code ❑ Washington State Barrier-Free Regulations (Chapter 51 - WAC) ❑ Washington State Energy Code (Chapter 51 -11 WAC) The point applicaet is r.apon able for coaforauce With all applicable code., coeditiou of approval, cod permit requireaeeu subject to the requiremeau and interpretation of the 'overall's{ authority. This r view does not relieve the Architect and Engineer of Record of the responsibility for it complete desisa in =induce with the laws or the sovereign juriedictioe ud We state of Weehiesto.. Jurisdiction G Wry ?14 B /'ewsvc+t 434..fDOC ?rZ REID MIDDLETON. INC. Code Review Consultant Date 'Z 11 )(PIKED rig 091W1 EXPIRED SOUTH BASE MAINTENANCE BLDG OPERATIONS BLDG FUEL & WASH BUILDING LEGEND CONTRACTOR'S / ENTRANCE AREA OF WORK DESIGNED: ART DRAWN: DJS CHECKED: RECOMMENDED: S. 124th ST. CONTRACTOR'S STAGING AREA 125'x30' PROJECT MANAGER: APPROVED: IBIS NO: WORK REQUEST: — CONTRACT NO: Cl 30070 I D U W A M I S H rn COMPONENT SUPPLY CENTER 1' (CSC) COACH PARKING PROPERTY LINE O ^ ^n 4n^ FELI SCALE: NOTED ONE INCH AT FULL SIZE I - 4 IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: RIVE STAFF PARKING 119th ST TRAILER SOUTH BASE & CSC SITE PLAN Ring County Department of Transportation z m CL z a C N 11 11 11 I I 11 I I 11 1 11 11 I!. I I I I 1 I I! I I 11 I I 11 I \� t 11 40' li --I\ II 1 II II II !I tl I I \ \\ 11 I1 11 11 11 11 I I I I I I II I I I I I I 11 I I 4 r METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 GENERAL SOUTH BASE Se CSC MAP net) nar p g zoo FILE COPY I undIrsi that the Piai Check approvals are s errors and omissions and approval of plans CMS not authorize the violation of any adopted code or orr+i^ance. Receipt of con- tractor's try of a- :Jed plans acknowledged. I Zi a Plefrnd N� P S I SEPARATE PERMIT REG JIBED FOR: , ECHANICAL Lr LECTRICAL / PLUMBING I GAS PIPING CITY OF TUKWILA BUILDING DIVISION op MAR 13 tat" 4 SHE gE MADE � ., 1O HA , I yDEB v4 01 ,A �ti'ITH N D .r• C J J� ` �t r ILA glJ«.I� P lf' N gUr31 O PE�t two F PLAN t*Q JOE �{T',310.1' PERMIT C:Cnrrto DRAWING NO: Goa SHEET NO: OF 3 12 r 0 0 N STRUCTURAL - GENERAL 1. SCOPE THE NOTES AND DETAILS ON THIS SHEET ARE GENERAL AND APPLY TO THE ENTIRE PROJECT EXCEPT WHERE THERE ARE SPECIFIC INDICATIONS TO THE CONTRARY. 2. APPLICABLE SPECIFICATIONS AND CODES CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 1997 EDITION OF THE UNIFORM BUILDING CODE, AS AMENDED BY THE CITIES OF TUKWILA, BELLEVUE OR SEATTLE AS APPROPRIATE. THE ABOVE SHALL GOVERN EXCEPT WHERE OTHER APPLICABLE CODES OF THE CONTRACT DOCUMENTS ARE MORE RESTRICTIVE. 3. ALTERNATIVE DESIGNS THE STRUCTURAL SYSTEMS AND DETAILS ON THESE DRAWINGS ARE THE PREFERRED DESIGN; HOWEVER, ALTERNATIVE SYSTEMS AND DETAILS MAY BE USED IF THE CONTRACTOR SUBMITS PLANS WITH SUBSTANTIATING CALCULATIONS AND TEST DATA AND BEARING A WASHINGTON STATE LICENSED STRUCTURAL ENGINEERS SEAL AND SIGNATURES FOR PERMIT. 4. CONSTRUCTION LOADS STRUCTURES HAVE BEEN DESIGNED FOR OPERATIONAL LOADS ON THE COMPLETED STRUCTURES; DURING CONSTRUCTION, THE STRUCTURES SHALL BE PROTECTED BY BRACING AND SUPPORTING WHEREVER EXCESSIVE CONSTRUCTION LOADS MAY OCCUR. SEE INTERNAL STRUT NOTE K, THIS SHEET. 5. GEOTECHNICAL RECOMMENDATIONS A. REFER TO FOUNDATION EXPLORATION FINAL REPORTS, PREPARED BY CONVERSE DAVIS DIXON ASSOC., INC, FOR GENERAL SOILS RECOMMENDATIONS AND BORING LOGS. THERE IS A SEPARATE REPORT FOR EACH BASE, DATED AS FOLLOWS: 1 SOUTH BASE & COMPONENT SUPPLY CENTER: SEPTEMBER 17, 1976. 2 EAST BASE: OCTOBER 13, 1975. 3 RYERSON BASE: NOVEMBER, 1984. 6. DRAINAGE SURFACES SLOPE DRAINAGE SURFACES UNIFORMLY TO DRAIN. SLOPE SHALL BE 1/4" PER FOOT EXCEPT WHERE NOTED OTHERWISE ON THE DRAWINGS. 7. FLOOR DRAINS SEE MECHANICAL DRAWINGS FOR LOCATION AND SIZES. STRUCTURAL DESIGN No. 1. DESIGN CODE DESIGN IS IN ACCORDANCE WITH THE UNIFORM BUILDING CODE EXCEPT WHERE OTHER APPLICABLE CODES OR THE FOLLOWING NOTES ARE MORE RESTRICTIVE. 2. DESIGN ALLOWABLE PRESSURE FOR FOUNDATIONS A. SOUTH BASE & COMPONENT SUPPLY CENTER: (1) FOOTINGS ON FIRM ROCK (2) FOOTINGS ON FRACTURED ROCK (3) FOOTINGS ON NATIVE MATERIAL B. EAST BASE FOOTINGS: 8,000 PSF 3. DESIGN LIVE LOADS A. B. GRATINGS - SAME AS ADJACENT FLOOR, UNLESS NOTED OTHERWISE E. SEISMIC LOADING - ZONE 3, UNIFORM BUILDING CODE, CONCRETE SLABS ON GRADE - H -20 OR 175 PSF D. HYDRAULIC JACK - 1 RATED CAPACITY OF JACK: (2) JACK CAPACITY W/ IMPACT: (3) MAXIMUM TEST LOAD WITH IMPACT: 1. APPLICABLE CODE 25 KIPS 42 KIPS 75 KIPS CONCRETE CONSTRUCTION SHALL CONFORM TO THE ACI BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI -318). 2. REINFORCING STEEL DETAILS ALL DETAILING, FABRICATION AND ERECTION OF REINFORCING STEEL, UNLESS OTHERWISE NOTED, SHALL BE IN ACCORDANCE WITH DETAILS AND DETAILING OF CONCRETE REINFORCEMENT ACI 315. REVISION BY 20,000 PSF 4,000 PSF 2,500 PSF APP'D DATE (MINIMUM 150 PSF) SYMONDS t;N(,I NE;f:b'S 1601 Second Avenue, Suite 1000 Seattle, Washington 9810 3. DESIGN STRENGTH A. (1) CAST -IN -PLACE CONCRETE : f'c = 4,000 PSI 0 28 DAYS (2) CONTROL DENSITY FILL : f'c = 1,000 PSI ® 28 DAYS B. REINFORCING STEEL REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A615 WITH SUPPLEMENT S1, GRADE 60. WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A 185 SMOOTH WIRE : fy = 60 KSI MINIMUM. 4. CONCRETE COVER CONCRETE COVER FOR REINFORCING BARS SHALL BE AS FOLLOWS: A. FOOTINGS AND FOUNDATION MATS CAST ON GROUND - 3" B. FORMED OR FINISHED SURFACES TO BE IN CONTACT WITH GROUND, WEATHER, OR WATER. (1) AT BARS GREATER THAN NO. 5 - 2" (2) AT BARS NO. 5 OR SMALLER - 1 1/2" C. FORMED OR FINISHED SURFACES NOT TO BE EXPOSED TO GROUND OR WEATHER. (1) BEAMS AND COLUMNS - 1 1/2" (2) SLABS AND WALLS - 1" 5. BAR SPLICES SPLICES OF REINFORCING STEEL BAR SHALL BE IN ACCORDANCE WITH ACI 318 AND SHALL BE CLASS B UNLESS OTHERWISE NOTED.THE LENGTH OF LAP SPLICE OF BARS OF DIFFERENT DIAMETER SHALL BE BASED ON THE LARGER DIAMETER. BAR SPLICES MAY ALSO BE MADE BY MECHANICAL COUPLING OR BY WELDING IN ACCORDANCE WITH THE DETAILS FOR REINFORCING STEEL SPLICE AND WITH AWS SPEC. D 12 1. 6. CHAMFERS EXCEPT AS OTHERWISE REQUIRED, EXPOSED CONCRETE CORNERS AND EDGES SHALL HAVE 3/4" CHAMFERS. RE- ENTRANT CORNERS SHALL NOT HAVE FILLETS. 7. FINISHES EXCEPT AS NOTED, FINISH CONCRETE SURFACES TO MATCH THE ADJACENT EXISTING AREA. 8. HARDENER PROVIDE FLOOR HARDENER IN AREAS SHOWN ON THE DRAWINGS. 9. ANCHOR BOLTS USE OF ANCHOR BOLTS SHALL BE GOVERNED BY UBC -88 TABLE NO. 26 -F. ALL BOLTS SHALL BE STAINLESS STEEL UNLESS OTHERWISE NOTED. MODIFICATION OF XISTING CONCRETE 1. GENERAL THE FOLLOWING NOTES ON MODIFICATION OF EXISTING CONCRETE ARE GENERAL AND APPLY TO THE ENTIRE PROJECT, UNLESS OTHERWISE SPECIFIED. 2. SURFACES A. EXISTING CONCRETE SURFACES TO BE JOINED WITH NEW CONCRETE SHALL BE THOROUGHLY CLEANED AND ROUGHENED BY SAND BLASTING OR BUSH HAMMERING. 1997, B. SURFACES EXPOSED TO VIEW SHALL BE NEATLY SAW CUT TO A DEPTH OF 2 INCHES PRIOR TO REMOVING THE EXISTING CONCRETE. HIDDEN SURFACES SHALL RECEIVE A TOOLED JOINT BETWEEN NEW AND EXISTING CONCRETE. 3. DOWELS DOWELS SHALL BE GROUTED BY FILLING THE DRILLED HOLES WITH EPDXY GROUT AND INSERTING THE DOWELS INTO THE HOLES. 4. OPENINGS A. WHERE "PLUG EXISTING OPENING" IS INDICATED, CONTRACTOR SHALL REMOVE ANY ATTACHED METALWORK, CONCRETE CURBS OR PROJECTIONS, ROUGHEN AND KEY EXISTING CONCRETE, COAT WITH EPDXY BONDING COMPOUND, AND POUR NEW CONCRETE FLUSH WITH ADJACENT SURFACES. EXPIRES 06 /23/03 DESIGNED: AJS DRAWN: KMH CHECKED: GHL RECOMMENDED: PROJECT MANAGER: IBIS NO: STEEL CONTRACT NO: CIS 00 7C., B. NEW OPENING IN EXISTING CONCRETE SHALL BE CUT ONE INCH OVERSIZE, COATED WITH EPDXY BONDING COMPOUND, AND MORTAR FINISHED TO THE REQUIRED SIZE. C. NEW OPENINGS IN EXISTING CONCRETE THAT WILL BE EXPOSED TO VIEW SHALL BE CUT TO THE REQUIRED FINISH SIZE. EXPOSED REINFORCING BARS SHALL BE BURNT OR CUT BACK 1" AND SURFACE REPAIRED WITH MORTAR. 1. CODES AND SPECIFICATIONS STEEL CONSTRUCTION SHALL CONFORM TO THE SPECIFICATIONS AND STANDARDS AS CONTAINED IN THE 9TH EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION. 2. MATERIAL ALL STRUCTURAL SHAPES, BARS, PLATES AND SHEETS INDICATED ON THE DRAWINGS SHALL BE STEEL MEETING ASTM A 36 SPECIFICATIONS. 3. WELDING MATERIAL AND PROCEDURES FOR WELDING SHALL CONFORM TO AWS D1.1 -90 FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. ELECTRODE SHALL BE E70XX LOW HYDROGEN GROUP. 4. HOT -DIP GALVANIZING UNLESS OTHERWISE NOTED, ALL STEEL FABRICATIONS SHALL BE HOT - DIPPED GALVANIZED AFTER FABRICATION. SHORING 1. THE CONTRACTOR IS RESPONSIBLE FOR ALL SHORING DESIGN. THE DESIGN SHALL MEET ALL APPLICABLE CODES AND INCLUDE THE FOLLOWING PROVISIONS: A. TEMPORARY SHORING SHALL BE DESIGNED TO RESIST EARTH, WATER AND CONSTRUCTION LOADS. B. LOWERING THE GROUNDWATER LEVEL IN THE EXCAVATION SHALL BE ACCOMPLISHED FROM WITHIN THE EXCAVATION. C. STRUCTURAL SHORING AT EAST BASE 1. BELOW AND WITHIN 10' -0" OF THE EXISTING FOOTINGS SHALL BE DESIGNED DESIGNED TO RESIST AN ADDITIONAL LATERAL SURCHARGE LOAD RESULTING A FOUNDATION PRESSURE OF 5000 PSF. DEFLECTION SHALL BE LIMITED TO PROTECT THE EXISTING FACILITIES. 2. STRUCTURAL SHORING AT EAST BASE SHALL BE LEFT IN PLACE AND SHALL NOT INCLUDE TREATED OR UNTREATED WOOD. MOISTURE - PROOFING 1. APPLY MOISTURE - PROOFING COATING TO ALL CONCRETE WALLS BELOW GRADE. MOISTURE - PROOFING COATING SHALL BE AS SPECIFIED IN THE CONTRACT SPECIFICATIONS. MANUFACTURER OF COATING MATERIAL SHALL CERTIFY SUITABILITY OF CONCRETE WALLS TO RECEIVE COATING NOT LESS THAN 72 HOURS PRIOR TO APPLICATION. COATING MATERIAL SHALL BE APPLIED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS IN HORIZ. & VERTICAL PASSES TO COVER AND AND SATURATE ALL CONCRETE WALL SURFACES EXPOSED TO SOIL. OTHER SURFACES ADJACENT TO CONCRETE SHALL BE PROTECTED TO COATING APPLICATION. 2. MOISTURE - PROOFING UNDERLAY SHALL BE PROVIDED AND INSTALLED UNDER CONCRETE SLAB IN ACCORDANCE WITH THE CONTRACT SPECIFICATIONS. CM' Of TUKWIIA MAR 1 3 2002 AS WILD 1. SOILS FOR STRUCTURAL FILL SHALL BE CLEAR, WELL GRADED GRANULAR SOILS. SITE MATERIALS' - ",VTSSON MAY BE USED. FILL UNDER FOOTINGS AND SLAB ON GRADE SHALL BE COMPACTED TO A DENSITY EQUIVALENT TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY AS DEFINED BY THE MODIFIED PROCTOR TEST ASTM D1557. FILL COMPACTION SHALL BE OBSERVED AND TESTED BY SOILS ENGINEER, PRIOR TO PLACEMENT OF FILLS, THE EXISTING GROUND SURFACE SHOULD BE STRIPPED OF ALL ORGANIC OR DELETERIOUS MATERIALS. THE EXPOSED SURFACE SHOULD BE PREROLLED WITH HEAVY COMPACTION EQUIPMENT TO QCATE DRY SOFT OR WET AREAS WHICH SHOULD BE OVEREXCAVATED AND BACKFILLED W CTURAL FILL. SOILS ENGINEER SHALL VERIFY SUBGRADE SUITABILITY PRIOR TO P X101 RUCTURAL FILL. "Ea NO 49z003 REV HEW J FEB 1 2 2002 STRUCTURAL FILL Do1-Z5C0 NONE ONE INCH AT FULL SIZE 1- F I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: King County Department of Transportation Reid Middleton, Inc. METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II STRUCTURAL NOTES APPROVED CITY Or TUKWILA AIJ; 10 2Cili PERMIT CENTER DATE: 06/01/01 1187B- DRAWING NO: S01 SHEET NO: OF 5 12.8 a s No. ABBREVIATIONS ABV - A!SI - AL - APPROX - ANSI - ASSY - ASTM AVG AWS BC BHCS CA CD CP FS FB FHCS GA GALS GPM HHCS HP HPL HR HS F - ' "'!D IN ID MAX MIN MTR N FPA MC NOM OC OD PE PEN PLC PL PSI R REF RND RPM SS SAE SCH SHCS SPCS SQ THK THRU TOS TYP UHMW UNC V REVISION ABOVE AMERICAN IRON AND STEEL INSTITUTE ALUMINUM APPROXIMATELY AMERICAN NATIONAL STANDARDS INSTITUTE ASSEMBLY AMERICAN SOCIETY FOR TESTING MATERIALS AVERAGE AMERICAN WELDING SOCIETY BOLT CIRCLE BUTTON HEAD CAP SCREW CONTROL AIR COLD DRAWN COMPLETE PENETRATION FAR SIDE FLAT BAR FLAT HEAD CAP SCREW GAUGE GALLONS GALLONS PER MINUTE HEX HEAD CAP SCREW HORSEPOWER HYDRAULIC POWER UNIT .HYDRAULIC RETURN HYDRAULIC SUPPLY HYDRAULIC INCHES INSIDE DIAMETER MAXIMUM MINIMUM MOTOR NATIONAL FLUID POWER ASSOCIATION NOT IN CONTRACT NOMINAL ON CENTER OUTSIDE DIAMETER PROFESSIONAL ENGINEER PENETRATION PROGRAMMABLE LOGIC CONTROLLER PLATE POUNDS PER SQUARE INCH RADIUS REFERENCE POUND REVOLUTIONS PER MINUTE STAINLESS STEEL SOCIETY OF AUTOMOTIVE ENGINEERS SCHEDULE SOCKET HEAD CAP SCREW SPACES SQUARE THICK THROUGH TOP OF STEEL TYPICAL ULTRA HIGH MOLECULAR WEIGHT PC LYETHYLENE UNIFIED NATIONAL COARSE VOLT BY APP'D DATE MX LEGEND f ' 1 MX Pu HAMILTON ENGINE ERING INC. 2108 S.W. 152nd Stye SEATTLE. WASHINGTON 981 ee U.S.A. o - GENERAL NOTES: 1. PROJECT SPECIFICATIONS MUST ACCOMPANY THESE DRAWINGS AND SHALL BE ADHERED TO. 2. DIMENSIONS IN INCHES UNLESS OTHERWISE NOTED. 3. BREAK ALL SHARP EDGES. 4. ALL MACHINED SURFACES TO BE 125/ UNLESS NOTED. 5. GEOMETRIC TOLERANCE SHOWN PER ANSI Y14.5 LATEST EDITION. 6. WELD INSPECTION PER SPECIFICATIONS. 7. ALL MATERIALS AND WORK SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS. 8. THE CONTRACTOR SHALL NOTIFY THE PROJECT REPRESENTATIVE OF ANY DISCREPANCIES IN DIMENSION SHOWN ON THE PLANS PRIOR TC THE COMMENCEMENT OF WORK. 9. INSTALL AL.. BOLTS WITH BOSTIK NEVER SEEZ COMPOUND (OR APPROVED EQUAL). WHEN TORQUING BOLTS INSTALLED WITH NEVER SEEZ USE A TORQUE WRENCH THAT HAS BEEN CALIBRATED ON A DEVICE THAT INDICATES ACTUAL BOLT TENSION. NEVER SEEZ HAS A LOW COEFFICIENT OF FRICTION & CAN LEAD TO OVER TIGHTENING OF BOLTS. 10. FOR THREADED HOLES THE INDICATED DEPTH IS TO BE THE DEPTH OF FULL AND COMPLETE THREADS. THREADED HOLES THAT DO NOT HAVE A DEPTH INDICATED ARE ASSUMED TO BE THROUGH. 11. BOLT LENGTHS SHALL BE SELECTED SUCH THAT ALL THE THREAD DEPTH OF THROUGH TAPPED HOLES IS UTILIZED. BOLT LENGTHS FOR NON - THROUGH TAPPED HOLES SHALL BE SUCH THAT FULL BOLT STRENGTH CAN BE UTILIZED. 12. THE DRAWINGS AND /OR DOCUMENTS ARE FOR REFERENCE ONLY AND DO NOT CONSTITUTE AN ACTUAL RELEASE OF INFORMATION FOR CONSTRUCTION. USERS SHALL VERIFY ALL DIMENSIONS OF PICTORIAL REPRESENTATIONS WHEN DRAWINGS ARE TO BE USED TO DEVELOP SHOP DRAWINGS. EXPIRED MAY 0 9 2003 IDENTIFIES SECTION OR VIEW BY ALPHA CHARACTER OR DETAIL OR ITEM BY NUMERIC CHARACTER. IDENTIFIES SHEET NUMBER IN WHICH SECTION, VIEW, DETAIL, OR ITEM IS TAKEN FROM. A DASH ( -) INDICATES ITEM IS TAKEN FROM AND SHOWN ON THE SAME SHEET. A BLANK INDICATES ITEM IS THE ROOT VIEW. FLAGS (TRIANGLES) AROUND NOTE NUMBERS REFER TO FLAGS ON THE FACE OF THE DRAWING. DENTIFIES A SECTION OR VIEW AND IN WHICH DIRECTION. BUBBLES AROUND NUMBERS REFER TO ITEM NUMBERS IN THE PROJECT SPECIFICATIONS. DESIGNED: ART DRAWN: IJ CHECKED: RECOMMENDED: PROJECT MANAGER: APPROVED: IBIS NO: WOK REQUEST: - CONTRACT NO: C 13007 1. STEEL PORTIONS OF THIS STRUCTURE SHALL BE BU°LT IN ACCORDANCE WITH THE REQUIREMENTS OF THE SPECIFICATIONS. 2. DESIGN SPECIFICATIONS FOR THE STRUCTURES HERE'N ARE IN ACCORDANCE WITH THE UNIFORM BUILDING CODE, LATEST EDITION. EARTHQUAKE FORCE EQUIVALENT STATIC FORCE IN ZONE III. 3. ALL EXPOSED ENDS OF STRUCTURAL TUBES SHALL HAVE 1/8" COVER PLATES WITH SEAL WELDS THAT SHALL RENDER THE TUBES AIR TIGHT. 4. SHOP SPLICES OF MAJOR STRUCTURAL MEMBERS TO BE COMPLETE PENETRATION WELDS. OTHER COMPLETE PENETRATION WELDS SHALL BE AS MARKED ON DRAWINGS. 5. 6. SKIP WELDS ARE NOT TO BE USED. 1. 25.000 LB PER JACK LIFTING CAPACITY. 2. 3. NOTES FOR STEEL STRUCTURES: ALL WELDING OF STRUCTURAL STEEL SHALL CONFORM TO AWS D -1.1 "STRUCTURAL WELDING CODE" LATEST EDITION. WELDING ELECTRODE IS SPECIFIED BY CODE NUMBER E -60XX. SEE SPECIFICATIONS FOR MORE INFORMATION. PROJECT DESIGN CRITERIA: LIFTED MOMENT LOAD CAPACITY 33,000 FT -LB (25,000 LB AT 16 INCHES) NOMINAL LIFTED HEIGHT OF 60 INCHES ABOVE FINISHED FLOOR. 4. LIFT OR LOWER CYCLE WITHIN APPROXIMATELY 100 SECONDS. 5. COMPLIANCE WITH THE AUTOMOTIVE LIFTING INSTITUTE (ALI) STANDARD FOR AUTOMOTIVE LIFTS - SAFETY REQUIREMENTS FOR CONSTRUCTION, TESTING AND VALIDATION (ANSI /ALI ALCTV 1998). 6. GENERAL STRENGTH (SAFETY) FACTOR OF AT LEAST 3.5 TIMES MATERIAL ULTIMATE STRENGTH AND AT LEAST 2.5 TIMES MATERIAL YIELD STRENGTH. 7. HYDRAULIC CYLINDER DESIGN IN COMPLIANCE WITH ASME BOILER & PRESSURE VESSEL CODE, SECTION VIII, DIVISION 1. GENERAL TOLERANCES: 1. TOLERANCE LISTED APPLY TO ALL SHEETS UNLESS OTHERWISE NOTED. SCALE: NONE TOLERANCES O.X = ± 0.06 O.XX = ± 0.03 O.XXX = ± 0.010 ONE INCH AT FULL SIZE IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: T041- ZS 1p King County Department of Transportation METRO TRANSIT DIVISION T`A% 'b' COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 MECHANICAL GENERAL NOTES GPI OF TUKWILA APPROVED MAR 1 3 2002 AS NOILO !LONG DIVISION 1 U K`. ^J ILA AUG 1L12u CITY PERMIT CENTER DATE: 6/1/01 1187B -G05 DRAWING NO: MO1 SHEET NO: OF 6 128 No. GENERAL ELECTRICAL TO BE REMOVED CONSTRUCTION NOTE CALLOUT I xxx I CONDUIT TAG: SEE SCHEDULE P = POWER, C = CONTROL NOTE: BOLD INDICATES DEMO, NEW EQUIPMENT OR A CHANGE TO EQUIPMENT REVISION BY APP'D ABBREVIATIONS AFF A, AMP AUX AWG CB CDR C CKT DEMO DISC EQUIP (E) GRS HPU KV KVA KVAR KW MAN N.G. N.C. NTS PNL REF TYP V Vac or VAC W/ W/O XFMR XP DATE ABOVE FINISHED FLOOR AMPERE AUXILIARY AMERICAN WIRE GAL GE CIRCUIT BREAKER CONDUCTOR CONDUIT CIRCUIT DEMOLITION DISCONNECT EQUIPMENT EXISTING GROUND GALVANIZED RIGID STEEL HYDRAULIC POWER JNIT KILOVOLTS KILOVOLT AMPERES (APPARENT POWER) KILOVARS (REACTIVE POWER) KILOWATIS (REAL POWER) MANUAL NORMALLY OPEN NORMALLY CLOSED NO1 TO SCALE PANEL REFERENCE TYPICAL VOLTS VOLTS ALTERNATING CURRENT WITH WITHOUT TRANSFORMER EXPLOSION PROOF 18311 Bothell - Everett Hwy Suite # 260 Bothell. WA 98012 (425) 402$029 Fex: (425) 483 - 3989 www_ecs engineefng.com 4 200/3 i —ant- EP DISCONNECT SWITCH (NUMBER INDICATES HORSEPOWER OR AMPERE RATING) O MAGNETIC MOTOR STARTER • 480Y/277V PANELBOARD J -BOX ® LIMIT SWITCH, FLOAT SWITCH OR SOLENOID VALVE p EMERGENCY POWER OFF (EPO) SWITCH --a=o— CARTRIDGE FUSE AND FUSEHOLDER POWER MOTOR PENDANT INDICTING LIGHT, LETTER INDICATES: R -RED, G- GREEN, A- AMBER, W- WHITE, B -BLUE CIRCUIT BREAKER: 200A CURRENT SENSOR OR TRIP SETTING, 3 POLE SHOWN TRANSFORMER GROUND CONNECTION CONDUCTORS NOT CONNECTED CONDUCTORS CONNECTED EXPOSED CONDUIT CONCEALED CONDUIT, FLOOR OR WALL CONCEALED CONDUIT, CEILING —o CONDUIT BENT UP OR TOWARD CONDUIT BENT DOWN OR AWAY RECEWAY IDENTIFIER EXPLOSION PROOF COUPLING HOMERUN; INDICATING 3#12AWG AND 1©12 AWG GROUND CONDUCTOR REF. CONDUIT SCHEDULE. FLEX CORD rFXPIRFS 2 /10 ,/01 DESIGNED: RF DRAWN: RSM CHECKED: RF RECOMMENDED: EXFP 'TEO nar o s zoos PROJECT MANAGER: SE APPROVED: SE IBIS NO: WORK REOUEST: CONTRACT NO: C 130 0 7C SCALE: NONE SITE LOCATION NO: ONE INCH AT FULL SIZE IF NOT ONE INCH, SCALE ACCORDINGLY CONTROLS FLOAT SWITCH, N.O. SHOWN. CONTACT CLOSES ON RISING LEVEL AT PRESET VALUE. RELAY AND DEVICE CONTACTS LETTERS & NUMBERS DESIGNATE DEVICE CONTROL DEVICE, LETTER INDICATES: CR- CONTROL RELAY, TR -TIME DELAY RELAY, CC- CLOSING COIL, TM- TIMER, TC -TRIP COIL. NUMBER IDENTIFIES RELAY 1 CRR � CR NORMALLY CLOSED WHICH OPENS ON COIL ENERGIZATION 0 NORMALLY OPEN WHICH CLOSES ON COIL ENERGIZATION SV- SOLENOID VALVE Dol -Zs� King County Department of Transportation METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 ELECTRICAL LEGEND CITY Of TUKWILA APPROVED MAR 13 2002 AS WILD e rt.DIt4O DIVISION RCC7 i'D CITY OF 1tLiv;VILA 146 16 20111 PERMIT CENTER DATE: 06/01/01 1187B-E01 DRAWING NO: EO1 SHEET NO: OF 7 128 No. A A AC ALM AM AMB AMP AUX AWG B BLK BLU BRKR BRN C CB CC CKT CL CLR CF CPT CR CS CTL CTLR CU - AMPERE(S) - AMBER - ALTERNATING CURRENT - ALARM - AMMETER - AMBER AMPERE(S) - AUXILIARY - AMERICAN W R E GAGE - BLUE - BLACK - BLUE - BREAKER - BROWN - CONTACTOR - CLEAR (COLOR) - CIRCUIT BREAKER - CONTROL CABINET - CIRCUIT - CENTERLINE - CLEAR - CONTROL PANEL - CONTROL POWER TRANSFORMER - CONTROL RELA: - CONTROL STATION - CONTROL - CONTROLLER - COPPER DISC - DISCONNECT (SWITCH) DN - DOWN E - EMER, =ENCY EMT - ELECTRICAL METALIC TUBING ELEC - ELECTRICAL ELEV - ELEVATION EMERG- EMERGENCY EXP - EXPLOSION FLA - FULL LOAD AMPERE(S) FU - FUSE FWD - FORWARD G GND - GROUND - GREEN - GROUND HP - HORSEPOWER, HZ - HERTZ IC - INTERRUPTING CAPACITY KSS - KEYED SELECTOR SWITCH KVA - KILOVOLT AMPERE(S) LB - LIGHTED PUSH BUTTON LTCP - LIQUIDTIGHT FLEXIBLE METALIC CONDUIT (PVC COATED) LTFC - LIQUIDTIGHT FLEXIBLE NON - METALIC CONDUIT (ELECTRICAL HOSE) LB - LIGHTED PUSH BUTTON LVL - LEVEL LL - LIQUID LEVEL SWITCH LR - LATCHING (CONTROL) RELAY LS - LIMIT SWITCH LSS - LIGHTED SELECTOR SWITCH MAINT - MAINTAINED MAN - MANUAL MOV - METAL OXIDE VARISTOR MFGR - MANUFACTURER MTG - MOUNTING, MOUNTED REVISION J ELECTRICAL ABBREVIATIONS BY NC NCHO NCTO NEUT NO NOHC NOTC NP NTS P P PB PBS PH PL PNL PS PTT PWR R R RGS REV RNG - NEUTRAL CONDUCTOR - NORMALLY CLOSED - NORMALLY CLOSED HELD C PEN - NORMALLY CLOSED TIMED ( PEN - NEUTRAL CONDUCTOR - NORMALLY OPEN - NORMALLY OPEN HELD CLC SED - NORMALLY OPEN TIMED CLOSED - NAMEPLATE - NOT TO SCALE - PANEL, P USH BUTTON STAT ION - POLE (# OF CONTACTS) - PUSH BUTTON - PUSH BUTTON STATION - PHASE - PILOT LIGHT - PANEL - PRESSURE SWITCH - PUSH -TO -TEST (PILOT LIGHT) - POWER QTY - QUANTITY - RED - REVERSE - RIGID GALVENIZED GTEEL (CONDUIT) - REVERSE - RUNNING SHLD - SHIELDED WIRE SS - SELECTOR 'WITCH SSP - SURGE SUPRESSOR SST - STAINLESS STEEL SP - SPARE SV - SOLENOID VALVE T - TRANSFORMER TB - TERMINAL BLOCK TEMP - TEMPERATURE TERM - TERMINAL TP - TEST POINT TR - TIME DELAY RELAY TS - TEMPERATURE SWITCH ✓ - VOLT. VOLTAGE VAC - VOLTAGE ALTERNATING CURF ENT VDC - VOLTAGE DIRECT CURRENT W - WATT, WHITE V /HT - WHITE WT • - WATERTIGHT XFMR - TRANSFORMER XP - EXPLOSION PROOF -X - XP ITEM CODE SUFFIX Y - YELLOW YES - YELLOW APP'D DATE V • HAMILTON ENGINEERING INC. 2108 S.W. 152nd Street SEATTLE, WASHINGTON 98188 U.S.A. ,yvR() 9, t* o* WAsit4, tv r�� � / , ;4 1 ▪ /t EXPIRES 7 I ELECTRICAL NOTES COMPONENTS ATTACHED TO ENCLOSURE BACK PANELS SHALL BE SECURED WITH MACHINE SCREWS IN DRILLED AND TAPPED HOLES. SHEET METAL SCREWS ARE NOT ALLOWED. ALL MOTOR CONTROL WIRING BETWEEN INTERNALLY MOUNTED COMPONENTS SHALL BE COLOR CODED. POWER, CONTROL, AND INSTRUMENTATION CIRCUIT CONDUCTORS SHALL BE BUNDLED SEPARATELY FROM EACH OTHER. SEPARATE COLORS SHALL BE UTILIZED FOR EACH TYPE OF CIRCUIT. ALL WIRING SHALL BE NEATLY TIED IN POSITION WITH NYLON WIRE /CABLE TIES OR CONTAINED IN A COVERED WIREWAY. 3 > ALL WIRING THAT CROSSES OVER HINGES SHALL BE INSTALLED IN A MANNER TG PREVENT CHAFING. BUNDLES OF SIMILAR CONDUCTORS SHALL BE SECURELY ATTACHED TO THE DOOR AND BACK PANEL, AND THE BUNDLES SHALL RUN PARALLEL TO THE HINGE FOR AT LEAST 12 INCHES. SPIRAL NYLON CABLE WRAF SHALL BE PROVIDED IN THE HINGE SECTION OF THE BUNDLE TO FULLY PROTECT THE CONDUCTORS FROM CHAFING. 4 > EACH WIRE AT EACH TERMINATION SHALL BE IDENTIFIED BY THE "WIRE NUMBER" SHOWN ON THE SCHEMATIC AND MARKED ON A SLEEVE OR "FLOATER ". `ACH SLEEVE OR "FLOATER" SHALL BE MACHINE 'RINTED USING INDELIBLE MEANS. HAND LETTERING IS NOT ALLOWED. ENCLOSURES CONTAINING ELECTRICAL COMPONENTS OTHER THAN TERMINAL BLOCKS SHALL VACUUMED AND WIPED, NOT BLOWN. CLEAN. 6 > SEE THE COMPONENT TABULATION ON C102 AND C103 TO DETERMINE THE PLACEMENT OF THE OPERATOR CONTROL DEVICES AND VARISTORS. SEE THE SPECIFICATIONS FOR ITEMS INDICATED BY A BUBBLED ITEM CODE. 8. ALL AREAS BELOW FLOOR LEVEL ARE CLASSIFIED AS A "CLASS 1, DIVISION 1, GROUP D" HAZARDOUS ATMOSPHERE. COMPONENTS, FITTINGS, AND DEVICES INSTALLED IN THESE AREAS SHALL BE RATED FOR USE IN THIS ENVIRONMENT. 9. SEE C101, C102, AND C103 FOR © USAGE. DRAWING LIST DWG CO1 C101 C102 C103 TITLE ELECTRICAL CONTROL SYMBOLS T„,X,„Y CONTROL POWER — II IF -- FUSE -O 0- — 0 =0— GENERAL NOTES CONTROLS SCHEMATIC CONTROL CABINET CONTROL STATIONS TRANSFORMER S EXPIRED MAY 0 9 2003 CIRCUIT BREAKER COIL, RELAY OR CONTACTOR RELAY CONTACT, NORMALLY OPEN RELAY CONTACT, NORMALLY CLOSED DESIGNED: JGM DRAWN: JGM CHECKED: RECOMMENDED: PROJECT MANAGER: APPROVED: IBIS NO: WORK REQUEST: — CONTRACT NO: C 13007C SCALE: NONE ONE INCH AT FULL SIZE 1" _ IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: ELECTRICAL CONTROL SYMBOLS ---0 I 0-- \/ —0 0— \t/ X0 0$ --- OX PUSHBUTTON, NORMALLY CLOSED —0 0 — PUSHBUTTON, NORMALLY OPEN I Li TIMED CONTACT, NORMALLY CLOSED, TIMED OPEN (ON DELAY) TIMED CONTACT, NORMALLY CLOSED, TIMED CLOSE (OFF DELAY) TIMED CONTACT, NORMALLY OPEN, TIMED CLOSE (ON DELAY) TIMED CONTACT, NORMALLY OPEN, TIMED OPEN (OFF DELAY) THERMAL OVERLOAD PILOT LIGHT, LENS COLOR SHOWN IN CENTER OF DEVICE PUSHBUTTON, NORMALLY CLOSED, MAINTAINED CONTACT, MUSHROOM HEAD OPERATOR SELECTOR SWITCH, 2 POSITION MAINTAINED. NORMALLY CLOSED (ARROW DENOTES POSITION) SELECTOR SWITCH, 2 POSITION, MAINTAINED, NORMALLY OPEN (ARROW DENOTES POSITION) SELECTOR SWITCH, 3 POSITION, MAINTAINED, (LEFT (X) = CLOSED, CENTER = OPEN, RIGHT (0) = OPEN) SELECTOR SWITCH, 3 POSITION, SPRING RETURN TO LEFT POSITION LEVEL SWITCH, NORMALLY CLOSED LEVEL SWITCH, NORMALLY OPEN TEMPERATURE SWITCH, NORMALLY CLOSED, OPENS ON RISING TEMPERATURE TEMPERATURE SWITCH, NORMALLY OPEN, CLOSES ON RISING TEMPERATURE PRESSURE SWITCH, VACUUM SWITCH, NORMALLY CLOSED, OPENS ON RISING PRESSURE OR ON RISING VACUUM PSI MA GROUND, EARTH, FRAME, OR CHAS UUIS PRESSURE SWITCH, VACUUM SWITCH, NORMALLY OPEN, CLOSES ON RISING PRESSURE OR ON RISING VACUUM SPECIAL DEVICE, WITH DEFINED INPUT /OUTPUT RANGE, (MAY BE ACCOMPANIED BY DESCRIPTION) DEVICE CONNECTION POINT, USUALLY ACCOMPANIED BY A TERMINAL IDENTIFIER DEVICE CONNECTION POINT TERMINAL BLOCK CONNECTION POINT SHIELDED WIRE (PAIR SHOWN) MAY BE GROUNDED OR FLOATING (SHOWN) �--- LINE CONTINUES ELSEWHERE LINES (WIRES) CROSSING LINES (WIRES) CONNECTED 0 ° CONDUIT (TURNING) UP CONDUIT (TURNING) DOWN , - C - SURGE SUPPRESSER 51•• King County Department of Transportation METRO TRANSIT DIVISION / s COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 ELECTRICAL CONTROL GENERAL NOTES t Hqy 0 �o CITY Of TUKWILA APPROVED MAR 1 3 2002 AS P4O I LD BUILDING DIVTStON CITY ON TUK.VILA AU3 10 ZC.,1 "Pe,o PERMIT CENTER DATE: 6/1/01 1187B-001 DRAWING NO: col SHEET NO: OF 8 128 No. BAY 1 REVISION c \r PARTS ROOM BY 9 APP'D DATE E.. PASSAGE I >, IELEVATpR 1 1 r 1 L_ r� Tr STEAM CLEAN N:; UNIT STORAGE 0 E I0 I_ 707 0 I L_ 0 -0I— Ion 0 1 L BAY 3 HAMILTON ENGINEERING INC. 2108 S.W. 152nd Street SEATTLE, WASHINGTON 98188 U.S.A. COMPRESSOR ROOM I EXPIRES BOILER ROOM r 2 \ , 1 { 7: -31 i L ' TOILET STEAM CLEANING I DRUM STORAGE 7 f iAl 1 A/, EXPIRED twx CB iW1 BAY 4 T r BATTERY SHOP BAY 17 BAY 16 BAY 15 BAY 14 BAY 5 I BAY 6 DESIGNED: ART DRAWN: DJS CHECKED: RECOMMENDED: BAY 7 PROJECT MANAGER: APPROVED: d IBIS NO: WORK REQUEST: — CONTRACT NO: C13007C 0 0 0 BAY 8 0 0 0 0 O 0 SCALE: 3/32"=1'-0" ONE INCH AT FULL SIZE I '~ IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: BAY 9 fh K .TOILET King County Department of Transportation BAY 13 BAY 10 BAY 12 BAY 11 MATCH EXISTING LINE PAINTING ON FLOOR AND PLATFORMS .Z569 BAYS 8, 9, 14, 15 • DOI METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 SOUTH BASE FLOOR PLAN tXpo � R E D 'T OF TUKWtt.A APPROVED MAR 13 2002 AS MO I ED SUILDl4■G DIVISION CITY Or TUrSW'ILA AI Ira 1 U Z01.31 PERMIT CENTER DATE: 6/1/01 11878-S803 DRAWING NO: G21 SHEET NO: OF 24 128 2 0 41: 0 No. f,„„.•;... • —i--- \•.2_ .- - ', ,4,... - - - , ...._._ : i -,-, - ---,.. : , _.. • ; , , ,...- .., "-•te ' • • _\ , :t : -- ' - -t - 4i 4.- 25-0' 260" , 1 I 4 I I /0 Q -1, • _ 1 i i 1 : i i i 11 r- 1 ' 0 -4-. --- ; i 1) 6 17i .40 III 1 , , • 1 ; 2.: '• g • : : • , ! i 4 - 8 C‘r''P --; NE FE IREWE, E 01AW110S L: 4 • - 11 ;' ----- - ', ,- , v I . .• 1 ; v .2. : ,.. 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', , \ 4 ----[ -‘......._____ --- , 9 1 ..... 1 _.,,,i / &Ai l6 * ----L. - 8 —......L0...11..- •------ 4. ...10 • • 4,,e7c4K - c - 1 - ' • t , , cn'\ c s,4 . .. I -- -b - V• 11 ; 0 ---:, 1 4` - . . , i . . , , 1 . ' ; 1 ...,4, ".,1,,_(-' I I --I ' - 4 ! ' / /- -- - 1 , 1 ' - " - - 71 ,--- ' I I, 1 .1 No. / .I.. . / • - - , / ,) I , i / • - / I / • . / 1---:-.-1----- - -•,;- i / / , .... 1 / . I I , 1 s / ' / - -Li ;--7 ! 2 o : 7 -1 ,_,4_ / - - --t- -- --1-0,----- • ---;--&., *---, L /. j L, - _f_4_. _ ✓ ; — tt. i I . 1 I C: . -....— i ' I 1 i :. ' ? I I •1 ! 4 11 1 t 1: ; • 7 1015T SEE .5,4 .: A / , I: .... / 1 • ,-;,.. / -• r -- •;;' SEE NOTES 7 - C , • NOTES: 0.4 (AAA, ) (iff)RtceSs ,, ( l43') .VOTE : (1 ., 2) lin i)4. ,..7W4 ,. 414 pooR ,? ow/wow 2Aewi-v6. 8 / ,,,,,,,mr-...../ 2, ii'eF..P TO 44 , , LE I. ReAtx ro .4,, w 4 , WeC(.2 1 /4 ,- wc."41.,E'.:.t,?1C. , IL .4 ‘ .106,064/7 - 1-. - I I Aryci5. FOR 5 :.:, .4, . r0.4 .41_, ... AukcsTAI/r/.44 REVISIONS SWIM_ ONK t NM IN INK WM. REVISION BY AL 3 3 SO ' &I,; ---- ;RR- •1,1111.71.0 APP'D DATE SYMONDS N I N 1 4: ‘• 1601 Second Avenue, Suite 1000 Seattle, Washington 98101-1541 , N1 , NICIPALiTY Of 11AETE 4.01.1TAM SEATTLE 62:7i D * P-19 4.4E S t ! :2 Atior - 247;4 s 4rle42 7; „ye 40..,44,ENT paic _ _ - — T# _ TY .2)f.5 1 • , • 0.,:.:1 . ,....,: har/7 Af4i.t.. _.- riftem: , '. 1 t'i- 1 -- ..,. -.0 .... -, . ,--. -- .. . ,___. ,, _ i ... A ! ; '<to - ; ; , i i , , i L. Li_ !;I, ' 1------'7 1 L' :: _i ------- - .. , --,---- -- e,---- -- ,„ I • • , ' • K It: 1 :t • 1 ,, -.1 1 4 i 01 , 1 i - -ii. • i 1 7 I . *,,,, . ! G/ . : :71;s ifiL, i' =at, L . , i : , H , . ! : --,„ i v,.I GRAD c 4S , 1,..1 5/10.NA 4, _ „. -4----- f- . . ••••■•••■•■•■••••MIIIMW.row.■■•■ MUNICIPALITY OF METROPOLITAN SEATTLE 41.111 • !'' • LAKI • DE LEUW, C.ATHER S COMPANY •$4.11.01, CRON MOM C O�vLiIKtI MAY 0 9 2003 z 04%4 c,/ST -i/7S IJAI 704E Ale Z ZAP-4 4Q4 4 if TE/Z at ce::)4.4.040. . SEE 5-4 ,re,A2 12).674, exc A AJS DRAWN: RSS ammo: GHL R(COMMENDED: SOUTH OPERATING BASE FLOOR PLAN /', 7 " sr IBIS NO: PROJECT MANAGER: SOAK REQUEST: CONTRACT NO: C.- A - sh44.4.. .*\ SI; - - 4,- , - Cro ft: Tr') I Eiv/71 £3 • _ "AS CONSTRUCTED" DA 4 - 2!-7 MAINTENANCE BUILDING SCALE: NOT TO SCALE ONE INCH AT FULL SIZE IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO PRA.11110 NOM. T5874 s Jr 144i -1 King County Department of Transportation NOTES: 1. SAW CUT CONCRETE SLAB AT THE UMITS SHOWN AND REMOVE SLAB, LIFT EQUIPMENT AND PITS ENCLOSED BY THE HIGHLIGHTED PERIMETER. SOME ADDITIONAL CONCRETE REMOVAL OUTSIDE THE HIGHLIGHTED PERIMETER MAY BE REQUIRED TO ACCESS AND REMOVE ALL OF THE CABLES, CONDUITS OR OTHER ITEMS SHOWN ON THE MECHANICAL DRAWINGS FOR REMOVAL AND DEMOLITION. CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE, VERIFY IN FIELD AND ESTABUSH THE REQUIRED EXTENT OF CONCRETE REMOVAL TO ACCESS AND REMOVE ALL OF THE ITEMS SHOWN ON THE MECHANICAL DRAWINGS. 2. CONTRACTOR SHALL TAKE ALL PRECAUTIONS TO AVOID CUTTING GRADE BEAMS AND OR FOOTINGS. 3. ONLY A FEW SELECTED DRAWINGS FROM THE PLANS OF ORIGINAL CONSTRUCTION AND SUBSEQUENT MODIFICAITONS ARE INCLUDED HERE TO PROVIDE SOME INFORMATION ON EXISTING CONDITIONS. CONTRACTOR SHALL STILL BE RESPONSIBLE FOR REFERRING TO THE FULL SET OF EXISTING DRAWINGS AND ALSO VERIFYING IN FIELD ACTUAL EXISTING CONDITIONS AT THE PROJECT SITE. 1)01—Z54. #‘• /74 09 2 0 03 9 003 E'voEwE FEB 1 2 2002, Reid Middleton, Inc. METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II SOUTH BASE DEMOLITION PLAN C111 Of TUKWILA APPROVED MAR 1 3 2002 AS NOIE.0 PLYILDNG DIVISION C2 Y TUNWILA AUG G Zi?31 PERMIT CENTER DATE 6/1/01 DRAWING NO: SD21 SHEET NO: OF 25 12.6 0 0 0 No. • O dv 0 � I'tr 9- / s • - /- (rye) AEFENINCE MAMNa$ NWT ISO p5 -0' 4- REVISION DATA M as'- a' o' BY z5 -o 8 - •� T �t OS S" NO 1 "5: - *GALA . ! APP'D DATE O Id O• - 4` 0 FOR O€ZV /L 6 Of °,POLLED Pit G4 8E414S, SEE sM, s - 6 O FAfov /DE ANCHOR scae UNCER4 MP(JNO TANKS. SEE Ft , OTTAIts ON ,aE'4/ RC /NG t /LLD t»WNS SEF M6 FOR LOCATION t SIZE. E.P. esti CONSULT'N(, /8 -0" WET 9-2 MUNICIMUTT OF AN TT SYMONDS f: N(,IN E:f:R', 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 -1541 /a -0' 5 - 36- O' 8 -4 10=s' 44 20 L am- ! 10 1 j I �e r 411 , EX PIRE MAY 0 9 2003 S7EPPE0 ' r6 ( 7n o) / / z" a -/o 0-7 \e-7 , °• — a -7 ��iT 9 -7 F �: ti [ m . 'I7ol 1 m --� e- 0 «, 1 ' o , S- 7 5- 7 A! :O � t 9=0 1 x /0-7' ` 10'- O - ? =5 tr O ` \ I r — ess7 5 - � � 2 /LO 421801 2 '1801 13417o iek A 0/AMETEK OF FINAL (ACTU4L) ELEVA ON DRILLED PIER — BOTTOM of ORizLED PifR ICA 8 EST/AtATED ELEVATION O U/VOAT ION /QC /A N BOTTOM OF ORIu ED PIER 1 -- — 14.0" MUNICIPALITY OF METROPOLITAN SEATTLE 1 } 1S -O • -4 vs -O' asLii" AJS DRAWN: RSS CHECKED: GHL RECOMMENDED: SOUTH OPERATING BASE is = (2;4 FOUNDATION PLAN IBIS N0: WOW REQUEST: PROJECT MANAGER: CONTRACT NO: C I, tI Z41 o' 5 - 2 22 " -5' corgar:4-ii-79 MAINTENANCE BUILDING SCALE: NOT TO SCALE ONE INCH AT FULL SIZE F I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: a I,- h t4 1 } 0 h • .l•rw..w,.... T3B74S 2 -13 wdc� .molt 4V a 144 °D012510 King County Department of Transportation NOTE: ONLY A FEW SELECTED DRAWINGS FROM THE PLANS OF ORIGINAL CONSTRUCTION AND SUBSEQUENT MODIFICAITONS ARE INCLUDED HERE TO PROVIDE SOME INFORMATION ON EXISTING CONDITIONS. CONTRACTOR SHALL STILL BE RESPONSIBLE FOR REFERRING TO THE FULL SET OF EXISTING DRAWINGS AND ALSO VERIFYING IN FIELD ACTUAL EXISTING CONDITIONS AT THE PROJECT SITE. REVIEW! FEB 1 2 2002 Reid Middleton, Inc. FOR INFORMATION ONLY METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II SOUTH BASE DEMOLITION REFERENCE DRAWING 1 CITY Of TUKWIU APPROVED MAR 1 3 2002 AS NOTED UILDING DiVTS1O 4 RFCEi'' D CITY OF 1UKW'ILA AUG ���� AUG i G LUi11 PERMIT CENTER DATE: 6/1/01 DRAWING NO: SD22 SHEET No: OF U � ZS -S44•61.5 TEE BM r f 2 /$ • EL. /5 50 30 # Pal/L467 P/E2 SECT /ON IIEFEQENCE 'WINNINGS OOOCOIPTION 52` c/P 5LA8 'sere' S•2 S- 3.5 -4,s -5 ADD /2" < /p' -3' CEw reREO ON Kd4LL SEC TION a4 @6' o. c -AD; c- • 5 / ($ES A= PEA - 404,SE 00,16 b` 'cmu I I�I s2' /P SL48 Sr6V6LE 70E ' '4&/2'!7YP) 'S G•' /2 igr 9i C g 2043 LED 54, 5 -3, 54, s•s '4• . r o- i■ oLe E. R &.P WWI OYO.77O0 SO' 4J PL 4 N MUNICIIMUTY OF IIETPOPOLITAN SEA tit 1 / P /P6 IN WALL $'CMd %7YP) - 1 4 6/6 � EL. /5.50 - ELE:: 42.24 RED REAVi PIPE /N 0007/NG OR GRADE BEAM PIPE IOET.4 /L. NO .66 04 8 /2' 056/1'-/ 5 O /Y' SECT /ON DETAILS OF STi4,92 PENTHOUSE MUNICIPALITY OF METROPOLITAN SEATTLE REGL 07 O� NAV. JO /NT ROOF OPENING P /PE ELIMINATE LE4N CAvt' I N/NERE DRILLED P /ER5 6uPPORr 60ADE 66AM p /PE 8EL aw .41907/NG OR GR4O4 ,9E4M NOTE : 1 vER /Fr Pi T p /ME.VS /CNS 43/40 (- OCAT /ON .Vi 7%./ore OF E/vIBEDDEC /rEA15 WITH NO,5 suf."s °46 /Y r — . '7* a' FOIE FLOpR DTA/N LOGAT,ON IN P/ T 544 ,NECK. DWG. M3 SECTION 5.:, 5 -3 DE LEUW. CATHER i COMPANY [O L OOOIOOOOIIN COAOIKTIOtI 4. 3 . AaouNO P P /PE SOUTH OPERATING BASE SECTIONS DETA /L NO SCACii ?40E .9E4M 4/P ME•61?4N� W;'P /rorEC - -IVE SHEET (SIDES O' iTG. a/vcr) 6 K6 ' i 1 , 0c/C4L4C C/R 7 /A95 SUPPORT 7 /M9ERS SECT /ON MA INTENANCE BULDING S74.E SL U Gi N W / BEAR /Na, SLEE'E TH2E4D D SET. / ' d NO X865 -4, 04 EQUAL ( /8 REQ 'D. ) c /N CART No. REVISION BY APP'D DATE SYMONDS C 1 • • • ,1 f: N (. I N f: f•: f1 S 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 -1541 IJ[ J141rtu "is DRAWN: RSS CHECKED: GHL RECOMMENDED: PROJECT MANAGER: APPROVED: IBIS NO KOK MUE T: CONTRACT 07 C SCALE: NOT TO SCALE ONE INCH AT FULL SIZE 1' I - I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: King County Department of Transportation NOTE: ONLY A FEW SELECTED DRAWINGS FROM THE PLANS OF ORIGINAL CONSTRUCTION AND SUBSEQUENT MODIFICAITONS ARE INCLUDED HERE TO PROVIDE SOME INFORMATION ON EXISTING CONDITIONS. CONTRACTOR SHALL STILL BE RESPONSIBLE FOR REFERRING TO THE FULL SET OF EXISTING DRAWINGS AND ALSO VERIFYING IN FIELD ACTUAL EXISTING CONDITIONS AT THE PROJECT SITE. :b& tAPp o , 4j METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II SOUTH BASE DEMOLITON REFERENCE DRAWING 2 CITY Of TUKWILA APPROVED MAR 1 3 2002 AS NOicU RUILDFNG QNISEON HEM111EWE FEB 1 2 2002 Reid Middleton, Inc. FOR INFORMATION ONLY AUG 16 Z061 DATE: 6/1/01 DRAWING NO: SD23 SHEET NO: OF Z7 11.6 a 2 a 0 No. *4 a SEC TION . /t• — I - - r s4 is 6 /e' e /9' t,4oR/t (Tyr 4 WALLS) *58 9' ✓ERT (rrP ¢ w4LL5) *5 U e 9' S( /ON (?) NR[FENNENCE DRAWINGS L — - EQUIPMENT 4NCMOR BOLTS 43 •4EQU/gE0 NIcMTION •// t t - --- fZi J /VI ti i ft 0 h 1 V Oa P rrP /c4L EQN /P"?ENT A90 IN REVISION 46 SASC /$ fOR EQN/PIMENT ETAIL ARIES ACCORD/AO TO C4PAL/TT ANO VENDORS RL QU /REMIENTS 8' , O • *4.r 6' E.w, 5 -3 INYISIONS PEQU'QEVIA T5 Z'-/ ' 0,,4 (.) 8 a 6 EQu4LLY 3AwCED SL,417 RE /NF .5EGT /ON C� BY SCALE 1? stomme APP'D PLAN - 4 XL! TrPE No /sr un DATE F.P. a 8' v i t MN AS !4 . j * 5 69' IC 41 4 v 5014-0' r 3A4c50 R.1D/4L -r) 1 6 CLE4R o•EN /Na 9'5O t 3 - *4 C - Avvr OUT'r ROUVO, G,4Sr /R0 Mt[ it s OAOS - Al.te170 SYMON DS C U IN(, —a wrier FW^ SECT /ON F: N INf :4 :4.' 1601 Second Avenue, Suite 1000 Seattle, Washington 9814)1 -1541 0 4= e /Q• 6-2,5-3 MUNICIPALITY OF ITANN IS TLS .N O� 3 w II L I 7/0 48' R.C !- --■- -I 1 J 1 =O' DIA W 5L48 RE/NF, 1 SL • 8 QE/NF. �-- — VENT PIPE *5 u e/ 3' SAND FILL 8 EQUALLr SPACED *3 ryes e /2' Roo ,ERAT,NG 41.' -HELD °'9-w -4 WITH I'r'a' ORS BARS OR EQUAL -\ 8 ' #4V'a /e I b 3 4 5' /O' !d 5' r FRACTURED ROCK (ABOVE 90.) Of On. C:43 /N6) TYPICAL PRA rv4ED ROCK (BED Jw BOTTOM Or :in.. :as /NB) TYPICAL SECTOOA/ 4 / =O" FOR BASALT' 3=O'fOR 5 /LT5TOME 1 SANDSTONE 11m 0 9 20° L /' x /t2 xi –'e e 3 - x' 4 MUNICIPALITY OF METROPOLITAN SEATTLE _'4 SECTiO/y t -/ =0' WASTE OIL SU/VP S -3 1_ II I I I I I I 1 I I 1 I I I I I I I I L L 43'O' CAM e UM now. esmks cowtwtANn 31.48 RE /NF DE LEUW, CATHER & COMPANY • /1 i t "' - -0' DIA (I) CSL 9 I I ,r+ L- — _l2f S ECT�pN � 'J / /'A' E B E4QIISS B4R / s si 0 4: , / -03 CROSS5. a 4"'O.c, tEQiti ki J GRATE I /VOTE : PAP EXACT 1.0C4T /ON 4N0 LENGTN SEE '4 A CORNERS ME,:NAN /CAL ARW6.G, SECT /ON ► 1 S m#L4R .3-2 SOUTH OPERATING BASE MISCELLANEOUS DETAILS AJS DRAWN: R SS CHECKED: GHL RECOMMENDED: 3' 34N0 PILL *.3 TIES G''It' g 6 - *8 EQUALLY p .50q4GEO m RAN - Lao /VE ON 77 PE /1o/ST RE /NF PROJECT MANAGER: IBIS NO: WORK REQUEST: CONTRACT NO C1 3Q O7G 11.1576 L... _1 1 71 4. secT /ON SCALE: NOT TO SCALE ONE INCH AT FULL SIZE 1' F I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: r MAINTENANCE BUILDING "AS CONSTRUCTED'' fig King County Department of Transportation ••••••• MINK T3874 S 20 -13 .63 a 144 NOTE: ONLY A FEW SELECTED DRAWINGS FROM THE PLANS OF ORIGINAL CONSTRUCTION AND SUBSEQUENT MODIFICAITONS ARE INCLUDED HERE TO PROVIDE SOME INFORMATION ON EXISTING CONDITIONS. CONTRACTOR SHALL STILL BE RESPONSIBLE FOR REFERRING TO THE FULL SET OF EXISTING DRAWINGS AND ALSO VERIFYING IN FIELD ACTUAL EXISTING CONDITIONS AT THE PROJECT SITE. EV[IEWED FEB 1 2 2002 Reid Middleton, Inc. D&1-2 ie METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II SOUTH BASE DEMOLITION REFERENCE DRAWING 3 CITY OF TUKWILA APPROVED MAR 1 3 2002 AS WILD BULL DNG Di V?S1ON RTCEIVED CITY OF TUKWILA AUG 16 2001 PERMIT CENTER FOR INFORMATION ONLY DATE: 6/1/01 DRAWING NO: SD24 SHEET NO: OF 28 118 2 0 No. J REVISED AS CONSTRUCTED 6 SLOPE 1' PAN FROM MH DOWN TO LATERAL AT 4' NV RECONNECT HO PIPING TO FRONT AND REAR PLATFORM UFTS OW 2) I II J EXIST VALVE CONTROL BOX SEE NOTE 5 COMPRESSED AIR STATION. SEE 8/M107 1/2' CA-90. SEE NOTE 6 REVISION REVISION SMOKE CURTAIN ABOVE JPB BY APP'D I /00 OATS BY APP'D DATE VEHI TIVE DONE POC I POC T T SEE NOTE 4 POC 1 BAY 15 ALE EXHAUST SYS TEM HAS BEEN IN PLACE) IW SEE NOTE 3 D PARTIAL PLAN SCALE: 3/8 " =1' -0' 1 1/4" HO SUMP PUMP AND 1' PM CONNECTION, SEE A/M 102 7 "( 7--- - 1 1/4" HO 1 ' CA- • 150 (REF) 1 1/4 CA -90 REPLACE POST AND HO PIPING, SEE NOTES t AND 2 J SYMON DS F: N C. I N E P '. 1601 Second Avenue, Suite 1000 Seattle, Washington 981 01 -1 541 SEE A/S101 8 /s_wi AND C /S101 BAY 14 As Built CA PIPING RUNS BELOW THE DOUBLE -TEE CEILING AT APPROX 19' -O" AFF EXPIRED MAY 0 9 2003 Drawing See original file copies for submittal and opprovol signatures, one for engineer's Professional seal JAN 2000 M J. ZAK J. BICKERSTAFT DRArr J. BICKERSTAFF KOMMIAINDECk D. CRIPPEN B. $SEER CHECKED: J. ZAK SCALE: NOTED CONIRACT H NOTES: 1. REMOVE EXISTING CENTER PLATFORM LIST IN BAY 15 AND INSTALL USED LIFT TO BE PROVIDED BY K.C. METRO. RE- INSTALL EXISTING PLATFORM. 2. RECONNEC HYDRAULIC PIPING TO LIFT. 3. CONTRACTOR TO PROVIDE FROM THE VALVE CONTROL BOX: 3/8" CA TO THE MULTI - POSITION SAFETY LEG, 1/2" CA TO THE SUMP PUMP. 1" CONDUIT FOR LEVEL SWITCHES. 4. RECONNECT IW PIPING TO FLOOR DRAIN. 5. STUB -UP UG HYDRAULIC OIL PIPING AND TERMINATE W/ UP- TURNED ELBOWS AT FLOOR LEVEL INSIDE EXIST VALVE CONTROL BOX. CA PIPING AND ELECT CONDUIT WILL ENTER THE SIDE OF NEW VALVE CONTROL CONSOLE PROVIDED BY OTHERS. 6. PROVIOE NEW 1/2' CA DROP FROM EXIST 1 1/4" CA -90 IN OVERHEAD AND ROUTE TO COMPRESSED AIR STATION, SUPPORT PIPE ON SMOKE CURTAIN. MS DRAWN: RSS CHECKED: GHL RECOMMENDED: King County S PROJECT MANAGER: IBIS NO: WORK REQUEST: CONTRACT No: C1300 DEPARTMENT OF TRANSPORTATION SOUTH BASE PLATFORM LIFT MODIFICATIONS MAINTENANCE BUILDING PARTIAL PLAN AND NOTES SCALE: NOT TO SCALE ONE INCH AT FULL SIZE I t' IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: 2,0648 OATE 2 O 0 0 0o z� U SEPT 1999 MOM MOc M101 King County Department of Transportation NOTE: ONLY A FEW SELECTED DRAWINGS FROM THE PLANS OF ORIGINAL CONSTRUCTION AND SUBSEQUENT MODIFICAITONS ARE INCLUDED HERE TO PROVIDE SOME INFORMATION ON EXISTING CONDITIONS. CONTRACTOR SHALL STILL BE RESPONSIBLE FOR REFERRING TO THE FULL SET OF EXISTING DRAWINGS AND ALSO VERIFYING IN FIELD ACTUAL EXISTING CONDITIONS AT THE PROJECT SITE. METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II CITY Of TIIKWILA APPROVID MAR 1 3 2002 AS NUIED CIVILDII`1G DIVISION E V M V l/ E FEB 1 2 2002 Reid Middleton, Inc. FOR INFORMATION ONLY SOUTH BASE DEMOLITION REFERENCE DRAWING 4 C: "JILA. AUG 16 ?col DATE: 6/1/01 DRAWING NO: SD25 SHEET N0: OF 21 118 X No. DEMOLITION PLAN (STRUCTURAL) SCALE 4.a- -1• -O Orb REVISION OAR CtS Engineers, Inc. CM? a 4w«rfor BY APP'D DATE SYMONDS CON 1 i,T IN' ENC,IN EF:R�, 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 -1541 PLATFORM LIFT RECESS 7' -3' NEW ANGLE IRON FRAME SEE C/ 5103 STRUCTURAL PLAN SCALE: •41%.1 .-C NEW LIFT T -3 POST FURNISHED 8Y METRO linkon ii SIM Ta. ANWOMW LIMITS OF STRUCTURAL WORK •C 84' RCP SUMP EXiSTNG LIFT MAY 0 9 2003 FOND MR 0 0 EXPIRED a In FOUNDATION' PLAN SOLE: . r -1•-o- Coun DESIGNED: AJS DRAWN: RSS CHECKED: GHL RECOMMENDED. �C NEW UFT I r 84'• RCP SUMP •••• �-- I �� / i � ` / / , ' .. \\ / / ■ \ / / \ \ / / 1 \ I I 1 I I 4 4 1 I 1 1 1 1 �r -- I I 0= 1 I I I ••■ 1 1 / / ----- - --‘ - - - - - , - - - - -- - K - \ • / \ / / ■ \ " / 5 -0' 10 - 0 - PROJECT MANAGER: APPROVED: IBIS NO: WORK REQUEST: CONTRACT NO: C ► 3007G PLANS "AS BUILT" DATE: OCTOBER 1999 DEPARTMENT OF TRANSPORTATION SOWN ME PLATFORM UFT NOC11CATIONS SCALE: NOT TO SCALE ONE INCH AT FULL SIZE 1' r I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: �C 84 RCP SUMP �C EX6rING UFT 1 00;45 Sept 10,1111110 IMMW 11.■ S101 - Nr of 2 ° 2 King County Department of k Transportation NOTE: ONLY A FEW SELECTED DRAWINGS FROM THE PLANS OF ORIGINAL CONSTRUCTION AND SUBSEQUENT MODIFICAITONS ARE INCLUDED HERE TO PROVIDE SOME INFORMATION ON EXISTING CONDITIONS. CONTRACTOR SHALL STILL BE RESPONSIBLE FOR REFERRING TO THE FULL SET OF EXISTING DRAWINGS AND ALSO VERIFYING IN FIELD ACTUAL EXISTING CONDITIONS AT THE PROJECT SITE. FEB 1 2 2002 Reid Middleton, Inc. FOR INFORMATION :boizs METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II SOUTH BASE DEMOLITION REFERENCE DRAWING 5 CITY OF TUKWILA IAPPROV' D MAR 1 3 2002 hS MOCED CITY OF TU-KWILA AUG 16 2001 PERMIT CENTER ONLY DATE: 6/1/01 DRAWING NO: SD26 SHEET NO: OF 3 It r • 0 0 No. 3 -18 T&8 ---� 14 0 10" -- . STIRRUPS t0 MAXIMUM SLOPE TO DRAIN SEE 3 -l68 84'e ROW. CONC. PIPE PER ASTMI C76 W/13 O 18' E.F. VERTICAL AND 2 CIRCULAR CAGES OF 0.40 S0.111./FT E.F, INSTALL IIYDRAJUC LIFT (FURNISHED BY METRO) SECTION SC LE: SEE 6" L2z2: -4 CONT. (TYP.) 0 GROUT — \ t SECTION SCALE: r -3" 0 4' - 4 -/5T 7' -3" 44 Tot 1 REVISION • 3' - 4 't AS REQUIRED (-C ROCK EXCAVATION COINCIDES WITH -C RCP SUMP) 6'# BELOW EXIST. FOUNDATION (TYP.) - 0' r-3 CONC. SLAB - 13 • 6' TIES BEYOND POST /3 "TIES 7 -3' BY . PLATFORM. REUSE ON THIS PROJECT p4 POST. RETURN TO METRO SONO rt (TYP -) REINFORCED CONCRETE FOUNDATION 4 /6 B 5 -16T sToi cts EnAfneent, Inc. ChM Iltegiewle. l4w�-nd � APP'D DATE 44 0 3 -18 T&8 04 0 1 .0' STURRUPS ri TOP OF FULLY RETRACTED PISTON TO BE -•.' BELOW PLATFORM SUPPORT SURFACES COMPACTED BACKFILL AS REQ'D (TYP.) 2 f6 T&B BEYOND POST AND HANDRAIL (TYP. .3 PLACES) SLOPE GROUT PER METRO REQUIREMENTS CONC. SLAB MATCH EXIST. SLAB & DIMNESS (1W.) CON ' I, I SCALE: - 48' -1' -0" /3 O 6 TIES BEYOND POST 3 -/8 T&B 12*2a -4 cbNT.(TYP.)— SEE SEE 2-16 T&B ALL FOUR PLATFORM SUPPORT SURFACES SHALL BE FLAT AND LEVEL W/ EACH OTHER. TOLERANCE AS REVD BY EQUIPMENT MANUFACTURER 1 -g6 T&B BEYOND POST E SYMONDS E: NC 1601 Second Avenue, Suite 1000 Seattle, Washington 981 01 -1 541 SECTION • • SECTION SCALE: -r=1'.-0 4' -9" • r�� 1'- 9t�l' -9't -0't 1 © TYP.) r -6' O ! 4 -9' 2` - 11'± • • 4 AS REQUIRED 11 -17 EA. WAY BOTTOM • ...u. • (.0 ROCK EXCAVATION COINCIDES WITH -C RCP SUMP) SAND 7 i(TYP.) REINFORCED CONCRETE FOUNDATION . � IC POST -C 84 RCP SUMP 1' -7" ( 13 0 6' TIES v !IN • NIP OC —J 2' -1' 1' -9't ® 0 '1.111,1111Wir tgr 1' -9"t 4`- t 0" ' �Nw Nww 1* 3 ROCK I r'" j ROCK 0 .4k/e NON - SHRINK GROUT (TYP.) ITS NORD 5 18T E 11 -16 EA. WAY TOP STIRRUPS r1 CONC_ STAB WATERTIGHT SOUD ACCESS COVER, NEENAH FOUNQIIRY CO. MODEL R1915 -H, 24'0, H -20 RATING 14:2' -7' DOWELS 0 12' 0.C.. DRILL - ■'0117' DEEP HOLES IN EXIST. SLAB AND SET DOWELS W/EPDXY RESIN SLAB CONNECTION) 2 #8 T&B BEYOND MANHOLE King County DESIGNED: AJS DRAWN: RSS CHECKED: GHL RECOMMENDED: CONSTRUCTION NOTES: U1 SAWCU ; EXIST REINFORCED CONC. SLAB FULL DEPTH. ® REMOVE. O TO REMNN U4 SALVAGE. V VERIFY. MEASURE NEW HYDRAULIC LIFT APPARATUS. 06 MATCH EXISTING PLATFORM RECESS DIMENSIONS. NOTES: 1. DETAILS OF THE EXISTING FOOTINGS AND SLABS ARE NOT COMPLETELY INDICATED ON THE DRAWINGS. THE CONTRACTOR SHALL REVIEW THE RECORD DRAWINGS FOR THE FACILITY AND MAKE HIS OWN DETERMINATIONS RECORDING EXISTING CONDITIONS AND THE CONSTRUCTION METHODS REQUIRED. 2 . APPLY HARDENER TO THE NEW CONCRETE SURFACES IN ACCORDANCE WITH THE SPECIFICATIONS. 2. APPLY EPDXY BONDING COMPOUND TO JOINTS BETWEEN NEW AND EXISTING CONCRETE. 4. APPLY EMULSIFIED ASPHALT DAMPPROOFING COMPOUND TO OUTSIDE OF CONCRETE SUMP PIPE. XPIRED MAY 09 2003 DEPARTMENT OF TRANSPORTATION SOUTH BASE PIA OAY L T 0001FK`A710NS APPROVED: IBIS NO: SECTIONS PROJECT MANAGER: Wotec REQUEST: CONTRACT NO: c► 3007 C SCALE: NOT TO SCALE ONE INCH AT FULL SIZE 1' I - I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: rw rapt 1 0`1100 MM SUM Mb S102 INS. NW s s I "AS BUILT" DATE: OCTOBER 1999 2IDU 0 46 Xing County Department of Transportation NOTE: ONLY A FEW SELECTED DRAWINGS FROM THE PLANS OF ORIGINAL CONSTRUCTION AND SUBSEQUENT MODIF1CAITONS ARE INCLUDED HERE TO PROVIDE SOME INFORMATION ON EXISTING CONDITIONS. CONTRACTOR SHALL STILL BE RESPONSIBLE FOR REFERRING TO THE FULL SET OF EXISTING DRAWINGS AND ALSO VERIFYING IN FIELD ACTUAL EXISTING CONDITIONS AT THE PROJECT SITE. IEV �\, ''�i� C , FEB 1 2 2002 Reid Middleton, Inc. FOR INFORMATION ONLY METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II SOUTH BASE DEMOLITION REFERENCE DRAWING 6 CITY OF TUKWILA APPROVED MAR 1 3 2002 AS p;UrLU RUTLDIIVG DIVISION CITY fir • • 1 urn', J1LA °Lr: :'r CEtITER DA 6/1/01 DRAWING NO: SD27 SHEET NO: OF 31 Its No. 13 4 No 4 A REVISION REVISION BAY 1 \1 3 '24 s FLOOR STRIPING. TYPI :AL SEE DWGS IS112 & 1I113 I 0 BY DATE a BAY 2 '21 t BY APP'D DATE 1pc SI1NieaL BAY 3 C O N S U L T I N G SEE DWGS 5111 & M111 %CM. Inc. 1917 First Avenue Seattle. Washington 96101 V SYMON DS ENGINEERS 1601 Second Avenue, Sui 1000 Seattle, Washington 981(1 -1541 -v - BAY 4 SEE BAY 5 4 BAY t 17 E% BAY 16 SEE DWGS S111 & M112 o..o e/1/? • I' • inED MAY 0 9 2003 ci" I BAY 15 BAY 7 I BAY 8 DESICIIEC WGG MON JLF DESIGNED: DRAWN: CHECKED: - BAY 14 BAY 9 RECOMMENDED. BAY 13 BAY 10 PROJECT MANAGER: APPROVED: IHIS NO: WORK RAU ST: CONTRACT NO: C I3007C BAY 12 BAY 11 "As Built" Date: September 1997 FLOOR PLAN V SCALE: NOT TO SCALE ONE INCH AT FULL SIZE 1• F I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: jE E T R 0 King Comty Dept of Metropolitan Services 1RANSff FACILITY I PIgrpEWTS SOUTH BASE — IfYOR IUUC LIFT REPLA O/DIT M nit MD z G111 King County Department of Transportation v 131495 DA te: OCTOBER 1994 VW wo-. or `I to. • 4 3 X X X NOTE: ONLY A FEW SELECTED DRAWINGS FROM THE PLANS OF ORIGINAL CONSTRUCTION AND SUBSEQUENT MODIF1CAITONS ARE INCLUDED HERE TO PROVIDE SOME INFORMATION ON EXISTING CONDITIONS. CONTRACTOR SHALL STILL BE RESPONSIBLE FOR REFERRING TO THE FULL SET OF EXISTING DRAWINGS AND ALSO VERIFYING IN FIELD ACTUAL EXISTING CONDITIONS AT THE PROJECT SITE. E XPIRED MAY 09 2003 EV EWE FEB 1 2 2002 Reid Middleton, Inc. FOR INFORMATION ONLY �DOl- 2s(, METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II SOUTH BASE DEMOLITON REFERENCE DRAWING 7 CITY Of TUKWILA APPROVED MAR 1 3 2002 Ks NO ILO BUILDING DMV1S1ON RECEIV'"D CITY OF TUKWILA AU3 16 2001 PERMIT CENTER DATE: 6/1/01 DRAWING NO: SD28 SHEET NO: OF 3Z IZ8 No. J N BAY 7 ii r �t I SEE 4 -JACK PLATFORM SUPPORT { PLAN S101 I ` d i i - lr I J ii I I I li` I i I I f II I I� iI 11 1 II I I '' II I Ii II I 1 1 I { L j ;EXISTING L _ - STRUCTURE 1/4 "x1" FORMED JOINT FILL W/ SEALANT 2" +/- SAWCUT JOINT - (AS REQUIRED) EXISTING VAPOR BARRIER SCALE: 1 1/2". 1 ' , i I 0 L T iii ii ii I- =III =1II= 1 =� REVISION NEW CONSTRUCTION BY PLAN SCALE: 1/8". l 1/8"=l'—O" EXISTING /NEW SLAB JOINT DETAIL APP'D DATE I I I FLOOR HARDENER, THICKEN TO 1" AT JOINT. - #4 012" EW AT MID DEPTH OF SLAB CON`.liL f I N t., BAY 10 0 CC Z D I I' w _ }-- HPU BASE jrJr zo SEE DETAIL S107 i i U : Z o U • c� cc _EXISTING �� 0 STRUCTURE U I x - - - -I I' I-- / #4x2'- 6 " 018 ", DRILL & EPDXY GROUT INTO EXISTING CONC. 2" SAND OVER 6 MIL BLACK POLYETHYLENE SHEETING VAPOR BARRIER, TYP. — SYMONDS E N(,INEEfS 1601 Second Avenue, Suite 1000 Seattle, Washington 98101-1541 SEE DETAIL 4 & NOTE 1(TYP) I I I; i I i SEE 4 -JACK PLATFORM SUPPORT PLAN S101 I I I i I i 1 i I I 1 1 L„ EXPIRES 06/23/03 • • 4 e SEALANT d) I L 1 SCALE: 1 1 /2 " =1 ' —0" ° d • ° ° o • o ! d e • • < r H- 1 A 6" PVC WATERSTOP ° � e SLAB CONSTRUCTION JOINT DETAIL rXPIRED MAY 0 9 zoos • .: CONCRETE PIT - BELOW, TYP. • it FLOOR OPENING, TYP I • MANHOLE, TYP I SEE NOTE 1 -1 TYP SEE 4 -JACK PLATFORM ;SUPPORT PLAN S101 0 BAY 16 1 BAY 15 I FLOOR OPENING, - TYP I I ' I II DESIGNED: AJS DRAWN: KMH CHECKED: GHL RECOMMENDED: I EXISTING ,' I LI- STRUCTURE 1- - -- I — 0 SEE NOTE 1 - --1 TYP s Q JACK 0 PROJECT MANAGER: APPROVED: IBIS NO: WORK IIEI2UEST: — CONTRACT NO: C13cO7G SCALE: AS NOTED CL JACK NEW _CON RUCTION t i H PLAN SCALE: 1/8"=1'-0" ONE INCH AT FULL SIZE �• IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: BAY 14 EXIS I ING STRUCTURE King County Department of Transportation 0 I { iI NOTES 1. APPLY EPDXY BONDING COMPOUND TO EXISTING CONCRETE SURFACE PRIOR TO POURING NEW CONCRETE AGAINST IT. 2. NEW SLAB CONSTRUCTION & CONTROL JOINTS SHALL BE ALIGNED WITH EXISTING SLAB CONSTRUCTION /CONTROL JOINTS UNLESS NOTED OTHERWISE. 3. SEE MECHANICAL DRAWINGS FOR LOCATIONS OF CENTERLINES OF JACKS AND LOCATIONS OF HPU'S. z 0 0 ce U) z 0 z SEE TYP i 0L0 Z D 1 X ct (17 SEE DETAIL 4 & NOTE 1(TYP) SEE 4 -JACK PLATFORM SUPPORT PLAN S101 HPU BASE SEE DETAIL 5107 HEnEwE �Do1- Zs� BAY 13 OTE 1 el( ..,z; • h . at k FEB 1 2 2002 Reid Middleton, Inc. METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II SOUTH BASE PARTIAL FLOOR PLAN BAYS 8, 9, 14 & 15 CITY OF TUKWILA APPROVED MAR 1 3 2002 AS NOiLD 6UILDIING DIVISION KEY PLAN C,` / Cr IKWILA AUG 16 2001 DATE: 06/01/01 1187B- DRAWING NO: S21 SHEET NO: OF 3; It a a m 0 0 z No. TOP OF FRACTURED ROCK. ROCK TYPE AND ELEVATION VARIES REVISION • ; a L— • PIT FOUNDATION SECTION SCALE: 1/2"=1'-0" BY SEE NOTE 2 FOR DEEP FOUNDATION SLAB APP'D FOR SLOPING GROUT FINISHED SURFACE, SEE DWGS S103 & S104 TOP OF FOUNDATION SLAB • DATE s • 4 • 4 - 1 _4 4 d • 1 a l • Q Q a • G •: TYPICAL PIT FOUNDATION PLAN + 1 SCALE: 1/4"=1'-0" - SYMONDS F:NGINf:Ff:i 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 -1541 S22 f - I EXPIRES 06/23/03 )a W W " W t CONCRETE PIT(TYP). MOISTURE PROOFING SEE NOTE ON DWG S01, (TYP) COMPACTED BACKFILL SEE NOTE ON STRUCTURAL FILL ON DWG S01, (TYP) - / WATERTIGHT SHORING- SEE GENERAL NOTES ON DWG. SO 1. BOTTOM OF FOUNDATION SLAB EXPIRED MAY 0 9 2003 N NOTES: DESIGNED: MS DRAWN: KMH CHECKED: GHL RECOMMENDED: APPROVED IBIS NO: PROJECT MANAGER: WORK : - CONTRACT NO: C13 007c SCALE: AS NOTED ONE INCH AT FULL SIZE 1' f- I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: • TOP OF FOUNDATION SLAB PIT FOUNDATION SECTION SCALE: 1/2"=1'-0" 1. BOTTOM OF FOUNDATION SLAB SHALL BE SET A MINIMUM OF 3 FT. BELOW TOP OF FRACTURED ROCK OF SILTSTONE AND SANDSTONE, AND A MINIMUM 1 FT. BELOW TOP OF FRACTURED ROCK OF BASALT. 2. FOUNDATION SLABS DEEPER THAN 2 FT. BECAUSE OF ROCK ELEVATIONS SHALL HAVE VERTIC :AL WALL REINFORCING EXTENDED TO BOTTOM OF SLAB. ALL OTHER REINFORCING STEEL SHALL BE AS SHOWN ON DWG S103. King County Department of Transportation I SEE NOTE 2 FOR DEEP FOUNDATION SLAB • 11/ TOP OF FRACTURED ROCK. ROCK TYPE AND ELEVATION VARIES b61 ZSeo METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II SOUTH BASE FOUNDATION PLAN & DETAILS ..v FOR SLOPING GROUT FINISHED SURFACE, SEE DWGS S103 & S104 EXPIRED MAY 0 9 2003 EVLEVMED FEB 1 2 2002 Rp'(i Middleton, Inc. ary Rocti ► M 'PR itt) MAR 13 200' 16 WJicu � G Dj R"r,EIVED CITY OF TUKWILA PERMIT CENTER DATE: 06/01/01 1 187B- DRAWING NO: S22 SHEET NO: OF z 0 a_ REM OVF C ()NT 0 STflQN No. • • REVISION BAY 8 c r L_ BY DEMOLITION PARTIAL PLAN SCALE: 1 /8"= 1 '—O" APP'D DATE R EMOVE ABANDONED ; CEMENT ExHAUST PIPE J BAY 9 TE - 4-- —2 VE HPU REMO IE JACK 3 PLACES BAYS 8 & 9 MI i H AMILTON ENGINES RING INC. 2108 S.W. 152nd Street SEATTLE, WASHINGTON 98188 U.S.A. REMOVE CONTROL STATION REMOVE ABANDONED ASBESTOS CEMENT EXHAUST PIPE EXPIRES '74274011 EXPiREO MAY 0 9 2003 BAY 15 1 DEMOLITION PARTIAL FAN SCALE: 1 /8"= 1 -0" DESIGNED: ART DRAWN: DJS CHECKED: RECOMMENDED: ,r II , IT ,, -- - BAYS 14 & 15 , ( l ---s ‘- - - 0 , 1- 1 ---- - I [' BAY 14 1 PROJECT MANAGER: APPROVED: IBIS NO: WORK REQUEST: — CONTRACT NO: C 13007C ,--REMOVE HPU REMOVE JACK 3 PLACES SCALE: 1 /8 l ONE INCH AT FULL SIZE i " IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: 01-25 King County Department of Transportation CONTRACTOR SHALL RECYCLE OR D'SPOSE OF HYDRAULIC ECU:PMENT AND HYDRAULIC FLUID AS REQUIRED BY LOCAL CODES & ORDINANCES. 7 "H" PLATFORM SUPERSTRUCTURES TO BE Itu-dECI MAI 0 2003 . ALL RIGID HYDRAULIC LIFT PIPING, REMOVE OTHER PIPING AS NEEDED. RETAINED BY METRO FOR SPARES. (5 KEY PLAN METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 SOUTH BASE EQUIPMENT DEMOLITION CM Of TURNILI1 APPROAD MAR 1 3 Z1101 NOILI) FOLDING DIVISION ( A',.vsj I U 27,1 PERMIT CENTER DATE: 6/1/01 1 1 87B-SB04 DRAWING NO: MD21 SHEET NO: OF 35 128 _, 0 L ii z 0 a_ REM OVF C ()NT 0 STflQN No. • • REVISION BAY 8 c r L_ BY DEMOLITION PARTIAL PLAN SCALE: 1 /8"= 1 '—O" APP'D DATE R EMOVE ABANDONED ; CEMENT ExHAUST PIPE J BAY 9 TE - 4-- —2 VE HPU REMO IE JACK 3 PLACES BAYS 8 & 9 MI i H AMILTON ENGINES RING INC. 2108 S.W. 152nd Street SEATTLE, WASHINGTON 98188 U.S.A. REMOVE CONTROL STATION REMOVE ABANDONED ASBESTOS CEMENT EXHAUST PIPE EXPIRES '74274011 EXPiREO MAY 0 9 2003 BAY 15 1 DEMOLITION PARTIAL FAN SCALE: 1 /8"= 1 -0" DESIGNED: ART DRAWN: DJS CHECKED: RECOMMENDED: ,r II , IT ,, -- - BAYS 14 & 15 , ( l ---s ‘- - - 0 , 1- 1 ---- - I [' BAY 14 1 PROJECT MANAGER: APPROVED: IBIS NO: WORK REQUEST: — CONTRACT NO: C 13007C ,--REMOVE HPU REMOVE JACK 3 PLACES SCALE: 1 /8 l ONE INCH AT FULL SIZE i " IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: 01-25 King County Department of Transportation CONTRACTOR SHALL RECYCLE OR D'SPOSE OF HYDRAULIC ECU:PMENT AND HYDRAULIC FLUID AS REQUIRED BY LOCAL CODES & ORDINANCES. 7 "H" PLATFORM SUPERSTRUCTURES TO BE Itu-dECI MAI 0 2003 . ALL RIGID HYDRAULIC LIFT PIPING, REMOVE OTHER PIPING AS NEEDED. RETAINED BY METRO FOR SPARES. (5 KEY PLAN METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 SOUTH BASE EQUIPMENT DEMOLITION CM Of TURNILI1 APPROAD MAR 1 3 Z1101 NOILI) FOLDING DIVISION ( A',.vsj I U 27,1 PERMIT CENTER DATE: 6/1/01 1 1 87B-SB04 DRAWING NO: MD21 SHEET NO: OF 35 128 MODIFY HPU FOR BAY 3 1,A132 M 'DIrY HPU & PLC FOR BA; 2 M132 No. FR DT,- OT Q / HOSES M135 REVISION M134 BY APP'D t DATE I O M135 BAY 3 L_ (T M132 MODIFY ( 1 FOf, BAY 6 M132 HPl & PLC HAMILTON ENGINEF_RING INC. 2108 S.W. 152nd Street SEATTLE, WASHINGTON 98186 U.S.A. BAY 4 EQUIPMENT PARTIAL PLAN SCALE: 1/8"=1'0" 3 183 p RFi 4STC j . EXPIRES i 1 ec:/61 PRO Ec 1 ' 1 HOSES M135 BAY 5 MAY 0 9 2003 I1 BAY 6 DESIGNED: ART DRAWN: DJS CHECKED: RECOMMENDED: BAY 7 PROJECT MANAGER: APPROVED: IBIS NO: WORK REQUEST: — CONTRACT NO: C13007C r SITE LOCATION NO: O o- a BAY 8 SCALE: 1 /8 " =1 - 0 " ONE INCH AT FULL SIZE 1. I 1 IF NOT ONE INCH, SCALE ACCORDINGLY King County Department of Transportation r O 0 0 1`" o- BAY 9 FOR BA'T'S 8 & =-t C ON T PC' CAB NETS PENDANT CONTROL STATION ABOVE FOR BAY 8. SEE ELECTRICAL & CONTROL DRAWINGS JACK PLATFORM M101 LIFT EXPIR&O MAY 0 9 2003 GITi O TIMIA ARROYO MAR 13 2(102 ,S i4O I U) 7 6) r ::bc:dis(7 KEY PLAN METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 SOUTH BASE EQUIPMENT PARTIAL PLAN OFT 0 DATE: 6/1/01 1 1878 -SB01 DRAWING N0: 1421 SHEET NO: OF 36 128 , --t 'X\ \ \ </ / \\:\ ::,„\\`• \‘\ \,\ // i i i _L W 1 1 l r MODIFY HPU FOR BAY 3 1,A132 M 'DIrY HPU & PLC FOR BA; 2 M132 No. FR DT,- OT Q / HOSES M135 REVISION M134 BY APP'D t DATE I O M135 BAY 3 L_ (T M132 MODIFY ( 1 FOf, BAY 6 M132 HPl & PLC HAMILTON ENGINEF_RING INC. 2108 S.W. 152nd Street SEATTLE, WASHINGTON 98186 U.S.A. BAY 4 EQUIPMENT PARTIAL PLAN SCALE: 1/8"=1'0" 3 183 p RFi 4STC j . EXPIRES i 1 ec:/61 PRO Ec 1 ' 1 HOSES M135 BAY 5 MAY 0 9 2003 I1 BAY 6 DESIGNED: ART DRAWN: DJS CHECKED: RECOMMENDED: BAY 7 PROJECT MANAGER: APPROVED: IBIS NO: WORK REQUEST: — CONTRACT NO: C13007C r SITE LOCATION NO: O o- a BAY 8 SCALE: 1 /8 " =1 - 0 " ONE INCH AT FULL SIZE 1. I 1 IF NOT ONE INCH, SCALE ACCORDINGLY King County Department of Transportation r O 0 0 1`" o- BAY 9 FOR BA'T'S 8 & =-t C ON T PC' CAB NETS PENDANT CONTROL STATION ABOVE FOR BAY 8. SEE ELECTRICAL & CONTROL DRAWINGS JACK PLATFORM M101 LIFT EXPIR&O MAY 0 9 2003 GITi O TIMIA ARROYO MAR 13 2(102 ,S i4O I U) 7 6) r ::bc:dis(7 KEY PLAN METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 SOUTH BASE EQUIPMENT PARTIAL PLAN OFT 0 DATE: 6/1/01 1 1878 -SB01 DRAWING N0: 1421 SHEET NO: OF 36 128 No. REVISION BY APP'D DATE N HAMILTON ENGINEERING INC. SEATTLE, WASHINGTON 98766 U.SA 0 ® n -� EQUIPMENT PARTIAL PLAN 0 SCALE: 1 /8 " =1' -0" 0101 cXP L D MAY 09 2003 DESIGNED: ART DRAWN: DJS CHECKED: RECOMMENDED: PROJECT MANAGER: APPROVED: 1815 NO: WORK REQUEST: - CONTRACT NO: 14 1at2s cJ r� .J KEY PLAN SCALE: METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 1 /8 " =1 ' -0" ONE INCH AT FULL SIZE IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: King County Department of SOUTH BASE EQUIPMENT DADTIAI DI AM EXPIRED MAY 0 9 2003 CITY OF TUYARR APPROVED MAR 1 3 2.102 Aj ,NOTED stpLO i DPJtS1OA DATE: 6/1/01 1187E —SB02 DRAWING NO: M22 SHEET N0: OF • BAY 7 —1-3 IL -. SUMP PUMP, SEE M121 BAY 8 0_� NNW DRAINAGE PLAN SCALE: 1/8" 1/8"=l'—O" SUMP PUMP, SEE \ - .� -= A ` M121 n nil 1 - - -- o >7 - - - 1 I 1 No. REVISION BY APP'D DATE A M121 SUMP PUMP, SEE BAY 9 I I • Ii rSi consulting ',ngineers ,eattle, Washingtc n Exceptional Services, Effective Relationships EXPIRES 7/31/O11 MAY 0 9 2003 EXPIRED • SUMP PUMP, SEE • SUMP PUMP, SEE M121 – I DESIGNED RED DRAWN: JCB CHECKED: RECOMMENDED: DRAINAGE PLAN SCALE: 1/8" = 1' -0" PROJECT MANAGER: APPROVED: IBIS NO: WORK REQUEST: CONTRACT NO: C1 3007C SCALE: 1/8 " =1' -0" ONE INCH AT FULL SIZE I• 1" IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: Xing County Department of Transportation METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 SOUTH BASE EQUIPMENT DRAINAGE PLAN DATE: 6/01 /01 1187B -5802 DRAWING NO M23 SHEET NO: OF 38 128 SUMP PUMP, SEE A M121 Q CO \STRLCTION NOTES D' ROUTE NEW 1" PUMPED INDUSTRIAL WASTE (PIW) AS SHOWN. CONNECT TO NEW 4" INDUSTRIAL WASTE (IW) WITH WYE FITTING FROM ABOVE. NOT USED. ROUTE NEW 4" INDUSTRIAL WASTE (IW) AS SHOWN. CONNECT TO EXISTING 4' INDUSTRIAL WASTE (IW). PROVIDE NEW FLOOR DRAIN. CONNECT TO IW. KEY PLAN 2 5(42 EXPIRED MAY Q 9 2003 DP OF Tl}KW + PIAR 13 2402 Is Witt) BUILD NG NOS-ION 666, 6, R?=CEND CITY OF TUKWILA A U'3 16 211:11 PLUG BUS SCHEDULE PB -1 19 iWAV & /. 20 v LP r & w O I O N I N 033 — No. i J BAY 1 TIRE SHOP REVISION PARTS ROOM u O If ( PA BAY 2 I � ELEV {R IL _, BY APP'D DATE UNIT STORAGE EXISTING PLUG IN BUS DUCT PB2� Y STEAM CLEAN 707 0 _J L__J l 0 BAY 3 NG 1�1 COMPRESSOR F.00M DF'UM STORAGE s STEAM CLEANING 18311 Bothell- Everett Hwy. Suite # 260 Bothell, WA 98012 (425) 402 -6029 Fex: (425) 483;3989 www. ecs-engineefng.com EXISTING PLUG BUS DUCT PB1 BAY 4 SCALE: 3/32" =1' -0" EX!IRE MAY 0 9 2003 BAY 5 SOUTH BASE PLAN ELECTRICAL DEMOLITION BAY 6 EXPIRES 2/10/0,3 EXISTING LH BAY 7 DESIGNED: RF DRAWN: RSM CHECKED: RF C — ) C 7 C - 7 -RECOMMENDED: y i I o I 0 HYDRO LIFT PUMPS 0 1 0 0 0 0 0 BAY 8 SE APPROVED: SE IBIS NO: PROJECT MANAGER: WORK REQUEST: CONTRACT NO: CI3oo7C MLP -4 Sc 5 0 I lot I 0 EXtSTING HYDRO LIFT- PUMPS MLP -1 1 l I I I 0 0 I o 0 i BAY 9 • 14 0 �/� 1a r � -4° SCALE: 3/32 " =1' -0" ONE INCH AT FULL SIZE IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: BAY 10 King County Department of Transportation DEMOLITION NOTES: DEMO HYDRAULIC POWER UNIT (HPU); CONSISTING OF TWO (2) EACH OF THE FOLLOWING: 7 1/2 HP MOTOR, CONTROLLER AND DISCONNECT. REMOVE ALL WIRING BACK TO SOURCE. REMOVE HOME RUN CONDUIT BACK TO 1ST J- BOX OR COUPLING BETWEEN DISCONNECT AND POWER SOURCE, SAVE REMAINING HOME RUN CONDUIT FOR NEW EQUIPMENT INSTALLATION. SCRAP ALL DEMOLITIONED ELECTRICAL EQUIPMENT. FIELD VERIFY EXACT LOCATION OF PLUG BUS DISCONNECT SWITCHES. MLP -1 MLP -2 MLP -4 MLP -5 A3 A B3 B3 BUS HYDRAULIC LIFTS US HYDRAULIC I FTS/ US HYDRAULIC 7 1/2 18.3 geglomar , PB- 1W, 21 PB- 1112" A' A B- UNIT COLUMN MAINTENANCE BUILDING BUILDING EQUIPMENT MOTOR SCHEDULE DESCRIPTION HP KVA POL AMP WIRE FEED DIAGRAM REUSE EXISTING PLUG -IN SWITCH 2 4 6 8 10 12 14 16 18\,20 22 24 26 28 30 32 34 38 T— 77 { 1 • 1 [1 1 • 3 5 7 9 11 13 15 17 REUSE EXISTING PLUG -IN SWITCH MAY 0 9 2003 1 01-z 5 Tex,,�n METRO TRANSIT DIVISION 71 COACH HYDRAULIC LIFT REPLACEM'N` PHASE 2 SOUTH BASE ELECTRICAL DEMOLITION NEW PLUG-IN SWITCH • - _J • 19 21 23 25 27 29 31 33 37 NEW PLUG -IN SWITCH D c>IlY frpieito MA R 13 2012 ps iI.9 �QjVtS� 1� 39 P`^GIVED CITY CF T AUG 1 6 ?001 PFRMiT DATE: 06/01/01 1 187B-SB-ED2 1 DRAWING NO: ED21 SHEET NO: OF 39 128 PLUG BUS SCHEDULE PB— 1 19 HPU —BAY 15 20 HPU —BAY 8 PB -1 39 HPU —BAY 14 40 HPU —BAY 9 ti cri W 0 1 0 co N N I m- to O 0 No. P BAY TIRE SHOP n PARTS ROOM \ WM// Aor • /.I / /I / /// EXISTING PLUG IN BUS DUCT PB2� T BAY 2 REVISION BY APP'D 'JNIT STORAGE ORA.GE STEAM CLEAN o 0 0 L_ BAY DATE NG OMPRESSOR F OOM STEAM CLEANING DF UM STORAGE FORE MAN PLAN SCALE: 3/32 " =1' -0" 18311 Bothell- Everett Hwy. Suite # 260 Bothell, WA 98012 (425) 402-6029 Fax (425) 483 - 3989 www.ecs -engineering corn SOUTH BASE POWER PLAN BAY 5 EXISTING PLUG IN BUS DUCT PB1 EXPIRED MpY 0 9 2003 BAY 6 r xPIR ?,'10/03 0 IKVM BAY 7 DESIGNED: RF DRAWN: RSM CHECKED: RF RECOMMENDED: L 0 Eloi 0 IBIS NO: r _- �TG EXISTING BUS DUCT PB1 I 0'; TO EXISTING BUS DUCT PB1 P100 PROJECT MANAGER: SE APPROVED: SE WORK REQUEST: CONTRACT NO: C 13007 TO EXISTING BUS — DUCT — PB1 MM .Me. MID EMI TO EXISTING BUS DUCT PB1 n 0 SCALE: 3 32 " =1' -0" ONE INCH AT FULL SIZE 1" __4_I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: BA.y 13 BAY 14 LIFT CONTROL CABINET BAY 15 LIFT CONTROL CABINET BAY 8 LIFT CONTROL CABINET BAY 9 LIFT CONTROL CABINET BAY 10 King County Department of Transportation ( [ i UNIT HPU —BAY 15 HPU —BAY 14 HPU -BAY 8 HPU —BAY 9 GENERAL NOTES: 1. CONTRACTOR IS REQUIRED TO TERMINATE CONDUCTORS AS REQUIRED IN HPU CONTROLLER. 2. ROJTE NEW CIRCUIT CONDUCTORS BETWEEN HPU CONTROLLER AND ORIGINAL SOURCE AS INDICATED ON DRAWING. VISUALLY INSPECT CIRCUIT BREAKER (CB) FOR DAMAGE AND DISCOLORATION AT CONDUCTOR LUGS AND MOUNTING LUGS, REPORT FINDINGS TO OWNER. EXERCISE CB SEVERAL TIMES BEFORE PUTTING BACK INTO SERVICE. 3. ALL WORK WITHIN THIS AREA IS COVERED BY NEC, ARTICAL 511; "COMMERCIAL GARAGES, REPAIR AND STORAGE ". CONSTRUCTION NOTE: INSTALL 60 AMP RATED PLUG IN UNIT TO SERVE NEW 15 HP "HPU" LOAD, W /50 AMP TRIP CIRCUIT BREAKER, NEW PLUG IN UNIT TO BE OF SAME MANUFACTURE AND COMPATIBLE WITH EXISTING TYPE BUSWAY. COLUMN A3 ,43 83 83 MAINTENANCE BUILDING BUILDING EQUIPMENT MOTOR SCHEDULE DESCRIPTION HP KVA POLE AMP WIRE FEED BUS HYDRAULIC 15 17.4 3 50 LIFTS BUS HYDRAULIC LIFTS BUS HYDRAULIC LIFTS BUS HYDRAULIC 15 17.4 I IFTS NAY 0 9 2003 lbbl- Q METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT: PHASE 2 SOUTH BASE POWER PLAN 15 15 17.4 1 7.4 3 3 50 50 10 10 3 50 10 PB -1 10 19 PB -1 40 R CEIVT7 CITY CF 1UKNILA A►,,; 113 PEr; %".. :T CENTER IAGRAM DATE: 06/01/01 1 187B- SB -E21 DRAWING NO: — E21 SHEET NO: OF 40 128 csi N W O 1 0 m I N - 03 - 0 0 No. - 4 r PIT #3 3LL MACK #4 Li 4LS_ 1C102 U C101 C106 1 Psi - PENDANT C101 1 LS 1LL - JACK #1 PIT #1 REVISION JACK # XP 3LS 0102 2LL 2LS JACK #2 PIT 2 2JB XP L �Y 3LLJB 1 3J B 1. 1 C103 0107 XP II II II II /// ///Il // PIT #3 3LL JACK #4 4LS XP C107 0102 E101 4JB XP 0 IT # 2LLJB 0101 PIT 1 JB `-1JB 1 LS LLJB 1LL SOUTH BASE ELECTRICAL PARTIAL PLAN PARTIAL PLAN O SCALE: 1/8 " =1 -0" E21 SCALE: 1 /8 " =1 -0" E21 Y BAY . 4 3LLJB 3JB � 0106 JACK #3 3LS 2LS 2LL C107 APP'D DATE JACK # 0'7 \TU!L_T )AY JACK #2 C105 C100 -HPU -BAY 141 BAY 4 LI CONTROL CABINET BAY 5 LIFT CONTROL CABINET 77 * BAY 15 C103 C1001 0105 E101 18311 Bothell -Everett Hwy. Suite N 260 Bothell. WA 98012 (425) 402 -6029 Fax: (425) 483 www.ecs- engineering.com J 11&16 C102 ► 4 ID C106 C102 C104 C101 0106 2JB X C101 11 II II II II C102 C107 XP C101 MOW ACK #2 2LLJB 10102 C10 - 3LS 4J E3 PIT #2 X O C107 ID 1 1 LLJB C106 7 ° C107 • C105 2LLJB 2JB C101 I' I PU -BAY 8 1 C100 C100 BAY 8 LIFT CONTROL CABINET BAY 9 LIFT CONTROL CABINET PIT #1 MACK #2 2LS 2LL 3t_S PIT #2 JACK #3 1 PBS - PENDANT 6 DAY 7 EXPIRED MAY 0 9 2003 JACK # 1LL -1 1LS LI 4LS JACK #4�� 3LL PIT #3 rXPIRFS 2 /10/03 - BAY 8 f 1 C1071 1LL - 1 LLJB LS r=1JB (C1021- 1JB PIT #1 -� DESIGNED: RF DRAWN: RSM CHECKED: RF E101 C103 3JB 10102 3LLJB 4LS - JACK #4 -/ I 3LL - PIT #3 I C L SCALE: 1 j8 " =1' -0" RECOMMENDED: PROJECT MANAGER: SE APPROVED: SE IBIS NO JACK #1 2LL 2LS JACK #3 3JB 3LLJB BAY 9 SOUTH BASE It ELECTRICAL PARTIAL PLAN PARTIAL PLAN WORK REQUEST: CONTRACT NO: C 13O O 7G SCALE: [01051 101031 � HPU -BAY 9 NOTED ONE INCH AT FULL SIZE H 1" I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: BAY 10 King County Department of Transportation t B E101 AJ i 1Y31ZS GENERAL NOTES: 1. REFER TO DRAWING E103 FOR ALL 1 LL, 2LL AND 3Ll SWITCHES IDENTIFIED ON THIS PARTIAL PLAN. 2. REFER TO DRAWINGS C101 AND C102, BY HAMILTON ENGINEERING FOR ALL 1LS, 2LS AND 3LS SWITCHES. 3. COMPONENTS ATTACHED TO ENCLOSURE BACK PANEL SHALL BE SECURED WITH MACHINE SCREWS IN DRILLED AND TAPPED HOLES. SHEET METAL SCREWS ARE NOT ALLOWED. 4. ENCLOSURES CONTAINING ELECTRICAL COMPONENTS OTHER THAN TERMINAL BLOCKS SHALL BE VACUUMED AND WIPED, NOT BLOWN, CLEAN. 5. WHERE CONDUIT PENETRATES THE FLOOR OR WALL OF A PIT, INSTALL A FEMALE CONDUIT COUPLING FLUSH WITH THE FINISHED SURFACE. 6. ROUTE CONDUIT TO PENDANT OVERHEAD AT OR JUST BELOW TRUSS LEVEL SUSPEND PENDANT CABLE(S) FROM BUILDING STRUCTURE WITH STEEL CABLE SECURED TO A WIRE MESH CABLE GRIP. 7. ROUTE CONDUITS TO PITS WITH HYDRAULIC PIPING WHERE PRACTICAL. 8. ALL PITS ARE CLASS I, DIVISION 1 LOCATIONS. INSTALL SEALING FITTINGS AS REQUIRED IN NEC ARTICLE 501 AND 511. t.)0, iy4, 0 9 2003 ci 0* IOW MAR 13 2002 sotto METRO TRANSIT DIVISION �o COACH HYDRAULIC LIFT REPLACEMENT PHASE 2 SOUTH BASE ELECTRICAL PARTIAL PLAN CITY OF- TUK VJ!LA AUG 1 L; 21..,51 PERMIT CENTER DATE. 06/01/01 1 187B- SB -E22 DRAWING NO E22 SHEET NO: OF 41 128 REVISION SYMONDS C <) N U L T I N c, E NC.I NE;E F 1601 Second Avenue, Suite 1000 Seattle, Washington 98101-1541 MS DRAWN: KMH CHECKED: GHL RECOMMENDED: PROJECT MANAGER: SCALE: 1 /2 " =1 - 0 " ONE INCH AT FULL SIZE CONTRACT NO: SITE LOCATION NO: C 1 30 0 7 C METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II CUSTOM LIFTS 4 JACK PLATFORM LIFT TYPICAL STRUCTURAL PLAN DATE: 06/01/01 1187B— JACK 7' -1 1/2" FLOOR OPENING S 10.4 Si C6' FOR MOUNTING PLATES SEE( S108 11 14' -0" 10 -0" PIT fL JACK 5' -6" FLOOR OPENING SCALE: 1 /2 " =1 EX P I E D MAY 09 2003 — GUIDE WEDGE (TYP) SEE NOTE AND SEE S107 EMBEDDED STEEL BEAM Sc PLATFORM PAD, TYP FOR MOUNTING PLATES FOR "H" PLATFORM LIFTS SEE © SEE TYP S108 S108 JACK 5' -2" 5' -2" FLOOR OPENING NOTE FOR GUIDE WEDGE AND STEEL SUPPORT PAD LOCATIONS SEE MECHANICAL DRAWINGS. 4 Dol -Zs6 JACK RT.CEiVTD CITY OF TUi' V!LA AUG 13 2001 PERMIT CENTER I/ I s 0 cV No. S103 S106 REVISION • / 14' -0" rt 10' -0" PIT JACK BS103 7' -1 1/2" FLOOR OPENING BY APP'D S106 18' -0 " �— FOR MOUNTING PLATES SEE DATE S108 SYMONDS 4: N C, I N C E R 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 -1541 dS106 10' -0" PIT 1 1' -8" 14' -0" JACK S104 — 5106 S105 FOR MOUNTING PLATES SEE S108 PLAN SCALE: 1/2"=1'-0" EXPIRED MAY 0 9 2003 MS DRAWN: KHM CHECKED: GHL RECOMMENDED: GUIDE WEDGE(TYP) SEE DETAIL S107 PROJECT MANAGER: IBIS NO: 24' -6" 2' -0 "0 MANHOLE TYP. EMBEDDED STEEL BEAM & PLATFORM PAD, TYP FOR "H" PLATFORM LIFTS SEE TYP S108 WORK NEOUEST: CONTRACT NO C1 30 0 7C 1 /2 " =1' -0" ONE INCH AT FULL SIZE F -I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: King County Department of Transportation 10' -0" PIT 4' -6" TYP 1)01-256 JACK J 7' -1 1/2" FLOOR OPENING NOTE FOR GUIDE WEDGE AND STEEL SUPPORT PAD LOCATIONS SEE MECHANICAL DRAWINGS. 4' -6" TYP RENIilC�nM FEB 1 2 2002 4- - Reid Middleton, Inc. METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II tt y 0 9 2003 ei v of MOO MAR 3 2402 11/4.S FOUL cU CUSTOM LIFTS 3 JACK PLATFORM LIFT TYPICAL STRUCTURAL PLAN E JACK R CITY OF TUK VILA AUG 16 2:031 PERMIT CENTER DATE: 06/01/01 1187B- DRAWING NO: S 102 SHEET NO:9 0 ° :Le No. s O 0 r- I L_ MOISTURE PROOFING, SEE NOTE ON DWG SO1 (TYP) 6" PVC WATERSTOP (TYP) # 5 3 -4" 4 — # 5flEW • • • • 10" (• • • JACK BASE, SEE DETAIL • SCALE: 1 1/2"=1' -0" REVISION 3' -6 3/4" S107 r 6" PVC WATERSTOP 3/4" CHAMFER AT EXPOSED SURFACE WALL CONSTRUCTION JOINT DETAIL BY APP'D DETAIL (Th TYP. S107 JACK DATE 14 21 - #4n 0 2 1/2" #5 ®6"T &B "H" PLATFORM PIT SECTION SCALE: 3/4"=1' -0" CON`_',ULTING 3' -6 3/4" 8 1/2' 6' -3 1/4" RUNG, SEE DETAIL SLOPING GROUT S107 SURFACE - 10' -0" SYMON DS CNC,INE£RS 1601 Second Avenue, Suite 1000 Seattle, Washington 98101-1541 0 : 0 2' -0" #5012" !"t R ti:r 2 -6 #506" 2" SAND OVER 6 MIL POLYETHYLENE VAPOR BARRIER OVER COMPACTED BACK FILL. I EXPIRES 06/23/03 1 , 1 DETAIL / \ SIM. L w rn #5012" 2' -0" rn SEALANT • =1 I I =1 I I =1 I hI I I- . a 1 =11 1=111 —I 1 I —I 111- 111 -111 -1 1 1 —III_ � 111 =111 — I I — I I I 11- f i —i i t —1 l I —I I II -1 1- 111=,1 U I I— 1- 111 - 111 -11, 111111- 111.`111 =11 6" 6" DETAIL SCALE: 1 1/2"=1' -0" • d • O N 2 - #5 #4 2 1 ®12" #506"--/ L 6" PVC WATERSTOP EXPI DESIGNED: MS DRAWN: KMH CHECKED: GHL t- 1'-0 1/2" JACK BASE, SEE DETAIL MAY 09 2003 S107 RECOMMENDED: PROJECT MANAGER: n DETAIL (Th TYP. 5107 d • #506" T &B S105 ■ • 4 10" • APPROVED: IBIS NO: WORK REQUEST: CONTRACT NO: C13ov C • \ \ # 6012 " A a a - a SEE • • SCALE: AS NOTED S105 • a • a s • ♦ v • s N 11' -4" SCALE: 3/4 " =1' -0" ONE INCH AT FULL SIZE • 1 F - I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: - OF PfT SYMMETRY WALL 3' -1" 1' -2" • 5' -4" • • #506" T &B 2' -8" • S108 SIM SLOPE FINISHED GRADE W/ GROUT 1 /4 " /FT TOWARD SUMP (') a • a . a • • • Icing County Department of Transportation "H PLATFORM PIT SECTION 10" 1' -0 1/2" 5108 #506" • • MOISTURE PROOFING, SEE NOTE ON DWG SO1 (TYP) FOR WALL REINFORCING, JOINTS AND ` WATERSTOPS, SEE SECTION REMEWED FEB 1 2 2002 Reid Middleton, Inc. METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II PLATFORM SUPPORT STRUCTURAL SECTIONS & DETAILS 1 CITY OF TUi\',VILA AU3 16 Vri1 PERMIT CENTER ' DATE: 06/01/01 1187B- DRAWING NO: S103 SHEET NO: 91 Of t 5 4 I I r O O N O z O I N No. MANHOLE COVER - SEE NOTE 1 DETAIL S105 6" PVC WATERSTOP (NP) N r I \ `� • e \ G • • • a 3 r 4 •• 10" REVISION 2' -0" "— RUNG, SEE DETAIL SLOPE FINISHED • FLOOR S107 e JACK 2 3/4" d • v , - e d ° a • d e a • a • 11 7-0" Q JACK 2' -3 3/4" 5— #5 #4012" 2— #4x6' -0" 3— #5 6— #419 012" FOR EMSEDED MOUNTING PLATE STEEL DETAILS DWG S108 JACK BASE, SEE DETAIL - BY q • • 0 a d 4 a APP'D 10' -0" 5' -6" 3' -5" 2' -6" S107 DUAL JACK PIT SECTION SCALE: 3/4 " =1 ' -0" #5012" a 4 ^ a DATE CON5ULT ;NG 4 — #5 CONT. 1 -0 1/2" • a GROUT — 1601 Second Avenue, Suite 1000 Seattle, Washington 981 01 -1 541 4 • ■.0 SYMONDS £ N C I N££ R S • • • •• 3. L •� • a • d• - • - • . a•r a 10" • DETAIL Q TYP. S107 • MOISTURE PROOFING. SEE NOTE ON DWG SO1 (TYP) FOR REINF. SEE SECTION S103 = S O 0 N N 4 1 DETAIL . 4 •., a EXPIRED MAY 0 9 2003 10" JACK BASE, SEE DETAIL 5107 #5012" 6" 2' -6 1/2" s • S105 SLOPE FINISHED GRADE 1/4"/FT TOWARD SUMP (TYP) SEE S105 DESIGNED: AJS DRAWN: KMH CHECKED: GHL RECOMMENDED: • • aQ S107 c 10" IBIS NO: TYP • ° • In CONTRACT N0: #5012" a• PROJECT MANAGER: C,I3oo7 • 4 • a 11 ' -4" 9' -8' 10" 2' —4' CL JACK & SYMMETRY • • • • • • • d • 5' -4" S108 GROUT e e d • ° • DUAL JACK PIT SECTION • • . a a SCALE: 3/4 " =1 ' -0" SCALE: AS NOTED ONE INCH AT FULL SIZE i• F -I IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: PRECAST PANEL #506" -7 I . 4 4 10" • Xing County Department of Transportation • # 51.6 " T &B p FOR REINF. SEE SECTION �— 6" PVC WATERSTOP (TYP) REVMNE FEB 1 2 2002 i Middleton. Inc. S103 a s 2 — #5 #4012" MOISTURE PROOFING. SEE NOTE ON DWG SO1 (TYP) NOTE 1. WATERTIGHT SOLID ACCESS COVER, NEENAH FOUNDRY CO., MODEL R1915 —H, 24 "0, H -20 RATING. CITY OF E TUi'.rVILA METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II PLATFORM SUPPORT STRUCTURAL SECTIONS & DETAILS 2 AUG 1 6 ZCJl PERMIT CENTER DATE: 06/01 /01 1187B— DRAWING NO: S104 SHEET NO: 9 Z °FIZ% C,) L- W No. SUMP, SEE S107 PRECAST CONCRETE DISHES REVISION • r 10_ 10' -0" r— #5 3 #5(TYP) - 6 (TYP) C � TYP PIT SECTION SCALE: 1/2"=1 S 103 S104 BY HYDRAULIC JACK APP'D TYP "H" PLATFORM PLAN SCALE: 1/2"=1 S 101 S102 DATE C O N S U L T I N G "H" PLATFORM SEE MECH 10" SYMONDS E N G I N E E R S 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 -1541 s 0 2 0 r- 1 REMOVEABLE EYE BOLT AT CENTER OF DISH(TYP) PRECAST CONCRETE DISHES HYDRAULIC JACK "H" PLATFORM SEE MECH 1/4" FORMING PLATES FOR TYPICAL EDGE ANGLE AND STUD SEE TYP REMOVABLE PRECAST CONCRETE DISH w/ (6) #4 EW T &B (8) 1/2"0x4" HEADED STUDS. ONE IN EA CORNER, (4) AT EQUAL SPACING IN THE DISH. S107 DETAIL SCALE: 6"=1 MAY 0 9 2003 / 4, 3/16/2 -6 - 1 /4" FORM PLATE, TYP 3' -0 1/4" #6:4 WELD TO BEAM WEB 1/4" FORMING PLATES, TYP. SECTION SCALE: 1 1/2"=1 3' -2 1/2" SECTION SCALE: 1 1/2 " =1' -0" EXPiRLU L6x3 1/2x5/16 LLH w/ 1/2 "0x4" HEADED STUDS 012" o.c. DESIGNED: AJS DRAWN: MS • V CHECKED: GHL RECOMMENDED: TYP S103' I � 3/4" CLR TYP REMOVABLE PRECAST �— CONCRETE DISH w/ (6) #4 EW EQ. SPACING, TOP ONLY. (12) 1/2 "0x4" HEADED STUDS. ONE IN EA CORNER, (8) EQ SPACED IN THE MIDDLE OF THE DISH. TYP "H" PLATFORM SUPPORT W8 BEAM SEE S108 APPROVED: IBIS NO: PROJECT MANAGER: wobc REQUEST: CONTRACT NO: CI3007C CUT AT MH "H" PLATFORM SEE MECH • • 3/16 '';/2 -6 <TYP d � . SCALE: AS NOTED ONE INCH AT FULL SIZE ,- F -1 IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: #5®6" � ° e REMOVABLE PRECAST CONCRETE DISH w/ (5) #4 EW TOP ONLY (12) 1/2 "0x4" HEADED STUDS. ONE IN EA CORNER, (8) EQ SPACED IN THE MIDDLE OF THE DISH. "H" PLATFORM SEE MECH TYP "H" PLATFORM SUPPORT BEAM SEE S108 (8) 1 /2 "0x4" HEADED - STUDS. ONE IN EA CORNER, (4) ® EQUAL SPACING IN THE DISH. 1/4" FORMING PLATES, TYP. King County Department of Transportation 11 ' -8" 4' -7 1/(211_1-3" 7 3/4" 1_ 1 '-3" 5 6" -- E FEB 1 2 2002 Reid Middleton, Inc. k506" Inr S107 TYP, - e 4 • • 4 C 3/4" CLR TYP 2' -9" • 1 � 2' -6" 1/4" FORMING PLATES, TYP. SECTION SCALE: 1 1/2"=1 G • • 3/4" CLR TYP :b&i-z (, METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II 1' -0 1/4" 7 3/4" • PLATFORM SUPPORT STRUCTURAL SECTIONS 8c DETAILS 3 FOR EMBEDED STEEL AND REINFORCING SEE DETAIL S106 REMOVEABLE 1/2 EYEBOLT 1/2 THREADED COUPLER W/1/2 "0 THREADED STUD WELDED TO FORMING PLATE.(TYP. CENTER OF DISH) TYP REMOVABLE PRECAST CONCRETE DISH w/ (6) #4 EW T &B "H" PLATFORM SEE MECH RTCCiV D CITY (D : TUKWILA Allf,2 16 2001 PERMIT CENTER DATE: 06/01/01 1187B- DRAWING NO: S105 SHEET NO: ff , 0FI 2 t 1 II . • • • • . • . I • � SLOPE \45 ®12" IF(TYP) • I • N L_ J s� r I'�p IP • • • • • a a a • , ■ I , C,) L- W No. SUMP, SEE S107 PRECAST CONCRETE DISHES REVISION • r 10_ 10' -0" r— #5 3 #5(TYP) - 6 (TYP) C � TYP PIT SECTION SCALE: 1/2"=1 S 103 S104 BY HYDRAULIC JACK APP'D TYP "H" PLATFORM PLAN SCALE: 1/2"=1 S 101 S102 DATE C O N S U L T I N G "H" PLATFORM SEE MECH 10" SYMONDS E N G I N E E R S 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 -1541 s 0 2 0 r- 1 REMOVEABLE EYE BOLT AT CENTER OF DISH(TYP) PRECAST CONCRETE DISHES HYDRAULIC JACK "H" PLATFORM SEE MECH 1/4" FORMING PLATES FOR TYPICAL EDGE ANGLE AND STUD SEE TYP REMOVABLE PRECAST CONCRETE DISH w/ (6) #4 EW T &B (8) 1/2"0x4" HEADED STUDS. ONE IN EA CORNER, (4) AT EQUAL SPACING IN THE DISH. S107 DETAIL SCALE: 6"=1 MAY 0 9 2003 / 4, 3/16/2 -6 - 1 /4" FORM PLATE, TYP 3' -0 1/4" #6:4 WELD TO BEAM WEB 1/4" FORMING PLATES, TYP. SECTION SCALE: 1 1/2"=1 3' -2 1/2" SECTION SCALE: 1 1/2 " =1' -0" EXPiRLU L6x3 1/2x5/16 LLH w/ 1/2 "0x4" HEADED STUDS 012" o.c. DESIGNED: AJS DRAWN: MS • V CHECKED: GHL RECOMMENDED: TYP S103' I � 3/4" CLR TYP REMOVABLE PRECAST �— CONCRETE DISH w/ (6) #4 EW EQ. SPACING, TOP ONLY. (12) 1/2 "0x4" HEADED STUDS. ONE IN EA CORNER, (8) EQ SPACED IN THE MIDDLE OF THE DISH. TYP "H" PLATFORM SUPPORT W8 BEAM SEE S108 APPROVED: IBIS NO: PROJECT MANAGER: wobc REQUEST: CONTRACT NO: CI3007C CUT AT MH "H" PLATFORM SEE MECH • • 3/16 '';/2 -6 <TYP d � . SCALE: AS NOTED ONE INCH AT FULL SIZE ,- F -1 IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: #5®6" � ° e REMOVABLE PRECAST CONCRETE DISH w/ (5) #4 EW TOP ONLY (12) 1/2 "0x4" HEADED STUDS. ONE IN EA CORNER, (8) EQ SPACED IN THE MIDDLE OF THE DISH. "H" PLATFORM SEE MECH TYP "H" PLATFORM SUPPORT BEAM SEE S108 (8) 1 /2 "0x4" HEADED - STUDS. ONE IN EA CORNER, (4) ® EQUAL SPACING IN THE DISH. 1/4" FORMING PLATES, TYP. King County Department of Transportation 11 ' -8" 4' -7 1/(211_1-3" 7 3/4" 1_ 1 '-3" 5 6" -- E FEB 1 2 2002 Reid Middleton, Inc. k506" Inr S107 TYP, - e 4 • • 4 C 3/4" CLR TYP 2' -9" • 1 � 2' -6" 1/4" FORMING PLATES, TYP. SECTION SCALE: 1 1/2"=1 G • • 3/4" CLR TYP :b&i-z (, METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II 1' -0 1/4" 7 3/4" • PLATFORM SUPPORT STRUCTURAL SECTIONS 8c DETAILS 3 FOR EMBEDED STEEL AND REINFORCING SEE DETAIL S106 REMOVEABLE 1/2 EYEBOLT 1/2 THREADED COUPLER W/1/2 "0 THREADED STUD WELDED TO FORMING PLATE.(TYP. CENTER OF DISH) TYP REMOVABLE PRECAST CONCRETE DISH w/ (6) #4 EW T &B "H" PLATFORM SEE MECH RTCCiV D CITY (D : TUKWILA Allf,2 16 2001 PERMIT CENTER DATE: 06/01/01 1187B- DRAWING NO: S105 SHEET NO: ff , 0FI 2 t 0 0 N No. rn ,S103` . S103 1 1 REVISION • • •i • • k_10" 21-0" f \ I • • • 2' -4" 10" T 2 ' -2 " 2 1/2 3' -0 1/4" ° • BY #506" APP'D • t • <• •: SECTION SCALE: 3/4"=1'-0" a 1 w • #5 SECTION SCALE: 3/4 " =1' -0" 7 1/4" d ° • DATE #506" -11 #5 ®6" #5 ®6" - 14' -0" #5 Ga 6" 11' -8" 6" T & B 1 1' -4" 2' -0" CON 5 U L T IN JACK 5107 yp #506" • • S101 SECTION E ,f SCALE: 3/4 " =1' -0" 5 101 4' -7 1/2" • a a • • ° SYMON DS 1601 Second Avenue, Suite 1000 Seattle, Washington 981 01 -1 541 92 1/2" ° ENGINEERS 10" � -6 n 2 3' -0 1/4" 1 -0 1/2" E #5 #5 ®6" • a #506" T & B • Q • ° ° L v � n ' e l 0 2 -2 n • • ° WEDGE ANCHOR 1' -0 1/4" BEYOND SEE 1' -0 i/2" • ° A a 10" • #506" '-1 • t TYP S103 • ` 0 I i #4012" 1 1 EXPIREU MAY 0 9 2003 d S107 • • • 7 3/4" • DESIGNED: AJS DRAWN: KMH CHECKED: GHL RECOMMENDED: ° 4 • 4 3' -7 3/4" #5 ®6" • ° ° e 2' -2" 10" APPROVED: IBIS NO: 1' -3" 1' -1 1/2" #4®6" '- (4) #5,TYP / E/ • PROJECT MANAGER: woNK =MST: - CONTRACT NO: C13ov7C d 2 ' 0" rt SECTION SCALE: 3/4 " =1 ' -0" • 1 1' -8" SECTION SCALE: 3/4 " =1' -0" #506" T & B SCALE: AS NOTED ONE INCH AT FULL SIZE 1• F -1 IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: 7' -0" • • #5 ®6" a 4 - ° 4 1 SUPPORT PAD FOR DISH, SEE - • • � ■■■=1.1aSie i R /j I IIIIU I.aIy III -I /NI NII N� 1 / \ S107 4 ° 4 °. L 3 SETS OF 3 1/2"0x4" L SUPPORT PAD BEYOND, STUDS 0 12"0.C. SEE MECH FOR LOCATION. #506" T & B DETAIL SCALE: 1 1 /2 " =1' -0" 4 ° King County Department of Transportation 1. JACK • • G I _ 10"� 2' -2" 2 b01-2 5 Co C 1/2 r l'-3" C 15x33.9 TYP ° • • • 7 3/4" 1 . FEB 1 2 2002 Reid Middleton, Inc. p Mq y 0. 2003 e ° a C • � e. 2002 Ma � \ U iv �to METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II PLATFORM SUPPORT STRUCTURAL SECTIONS & DETAILS 4 • • CITY OF 7Ui.,VC_A AUS 1 G ' :; l PERMIT CENTER DATE: 06/01/01 1187B- DRAWING N0: S106 SHEET NO: 1 y OF 2 0 0 N No. 1 1/4" LEVELING GROUT, SEE MECHANICAL DWGS <• ANCHOR BOLTS PER MECHANICAL DWGS. DRILL & EPDXY GROUT INTO EXISTING CONC. A 6" V -1 1/2" 6" 1 "TYP 4 JACK BASE ANCHOR DETAIL SCALE: 1 1/2"=1'-0" S 103, S104 REVISION • BY • L 4 a •� c j I c 4 1 - #5 ®6" HPU -BASE DETAIL SCALE: 1 1/2"=1'-0" S 1 1, S21, S31 JACK BASE, SEE MECHANICAL DWGS ANCOR BOLTS PER MECHANICAL DWGS 4 — #4 n EW AT BOLTS #506" APP'D EXISTING CONC. SLAB DATE a -� HPU BASE, SEE - n P MECHANICAL DWGS SYMONDS C O N G U L T I N G TYP ENGINEERS 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 -1541 N T 1/2 "0x4" HEADED DS 018 ", STAGGERED. 2 —BOLT HOLES, SEE MECH. FOR SIZE AND SPACING. 4 BURKE HI— TENSILE INSERT FOR 3/8 "0 BOLT, VERIFY BOLT SIZE WITH MECHANICAL DWGS PLUG INSERT W/ PLASTIC OR BOLT DURING CONCRETE POUR DETAIL I EXPIRES 06 /23/03 6 4 TYP > i a DOUBLE /SINGLE STEEL SUPPORT PAD SCALE: 6"=1'-0" CL STUD CL BOLT 3/4" 2" - a G ° GUIDE WEDGE DETAIL SCALE: 6"=1'-0" S101, S102 S106 ° 5 106 e MAY 0 9 2003 (2) 1/2"0x4" HEADED STUDS EXHRLJ / SEE MECH. DWGS FOR WEDGE PLATE AND SHIMS. N 3/4" NON— SHRINK GROUT. SEE MECHANICAL FOR SIZE AND SPACING L7 "x4 "x 1 /2" CONT. - — Ct BOLT BOLT BURKE INSERT FOR 3/8 "0 BOLT, VERIFY BOLT SIZE WITH MECHANICAL DWGS. PLUG INSERT W/ PLASTIC CAP OR BOLT DURING CONCRETE POUR & GROUTING BOLT HOLES, SEE MECH FOR SIZE. SPACE PER MECH. DIM OVER LENGTH OF ANGLE. DESIGNED: MS DRAWN: KMH CHECKED: GHL RECOMMENDED: 0 PROJECT MANAGER: GROUT .a a APPROVED: IBIS N0: woac NEGUEST: CONTRACT NO: C1 SEE SLOPE 4 a 1"O GALVANIZED BAR 11 "' .umeum ■u■■■■•i■ • • 4 4 4 SCALE: 1"=1' —0" SCALE: AS NOTED ONE INCH AT FULL SIZE r - 1 IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: RUNG DETAIL SCALE: NO SCALE SUMP DETAIL DETAIL ' -4" King County Department of Transportation 1 3/4" STEEL GRATING d 4 EVEIEWE_ FEB 1 2 2002 Raid MjcirIlatnn Inca GT'(ROW MAR 13 2.002 h5Wit0 L2x2x5/16 DIVISION 1/2 "0x4" HEADED STUDS 018 ". TYPICAL EDGE ANGLE DETAIL SCALE: 6"=1' —0" METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II PLATFORM SUPPORT STRUCTURAL SECTIONS & DETAILS 5 RECEIVED CITY OF TUKWIL AUG 1 6 2i O1 PERMIT CENTER DATE: 06/01/01 1 187B— DRAWING NO: S107 SHEET NO: 15 0 1 8 • a 0 N No. W I O N C� z 1 0 z z a (0 6" %—] HYD ULIC JACK 00000 0 0 0 0 0 0 f 11 1/4" 1 3/4" HYDR UUC JACK PLAN SCALE: 1"=1 TYP \\ L i 0 0 0 0 0 0 00006o 5' -6" CONC. OPENING REVISION 7' -1 1/2" CONC. OPENING "H" PLATFORM MOUNTING PLATES BY APP'D ti S101, S102 ti HYDRU LIC JACK ' - 2 3/4" 11 1/4" DUAL JACK MOUNTING PLATES 6" DATE HYDAULIC JACK SYMONDS C O N G U L T I N G ENGINEERS 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 -1541 HYDRAUUC JACK MOUNTING PLATES 7' -0" LONG. SEE MECH FOR HOLE SIZE & SPACING. HYDUUC JACK HYDRAULIC JACK MOUNTING PLATES SEE MECH FOR ALIGNMENT, SHIM, HOLE SIZE & SPACING. 3 1/2"O HOLES - -- @6" O.C. PL 9x1/2" - SE FOR LENGTH & LOCATIONS. (2) #5 0SIM -- #506" AT SIM 1/2"93x3" HEADED STUDS 018" EXPIRES 06 /23/03 HYDR UUC JACK 3” HOLE . i 2 3/4" ! 11 1/4" MAY 0 9 2003 2' -4" CONC. OPENING SINGLE JACK MOUNTING PLATES EXPIRED 3" ilk i oIIIIi / � � � Nuilq a HYDRAULIC JACK TYP MOUNTING JACKS SECTION SCALE: 6 " =1' -0" S103, S104 MAY 0 8 2003 DESIGNED: M S DRAWN: MS CHECKED: GHL RECOMMENDED: HYDRAULIC JACK MOUNTING PLATES 2 -4" LONG. SEE MECH FOR HOLE SIZE & SPACING. HYDFULIC JACK - PROJECT MANAGER: APPROVED: IBIS NO: WORK REQUEST: - CONTRACT NO: cir 3O07 SCALE: AS NOTED ONE INCH AT FULL SIZE IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: King County Department of Transportation METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II PLATFORM SUPPORT STRUCTURAL SECTIONS & DETAILS 6 DATE: 06/01/01 1187B- DRAWING NO: S1 08 SHEET NO: 9 6 O 1 #506" THRU PLATE HOLE 0 SIM ADAPTOR PLATE, SEE MECH PLATE CONTINUOUS AT SECTION B 3/16 /2 -12 L 3 1/2x3 1/2x5/16 ALL AROUND OPENING 2 "0 HOLE 0 9" FOR DRAINAGE. NO HOLE UNDER PAD SUPPORT SEE SEC C. t CO r tel t 1/4 / 9" HOLE SPACING 4 "H" PLATFORM SUPPORT PAD SEE MECH. FOR SHIM AND LEVELING col Z5&7 s° #6 WELDED BAR DIRECTLY UNDER PAD ° 6" MIN. (TYP) 4 d4 a Cl d 4 ° a ° ° 4 .a 4 I EMBEDDED STEEL BEAM "H" PLATFORM PAD DETAIL 4 SCALE: 6 " =1' -0" \.S103 d ° "H" PLATFORM SUPPORT PAD SEE MECH SECTION SCALE: 6"=1' -0" d / / /A7AreAr // :!I/ oripz 'Im//.eI.1b orovArI/ / / /// / ///D►e!I/ / d a 4 I 0 4771 d ° 4 d d 4 a d W8x58 DISH SUPPORT BEAM 6" MIN. (TYP) DRAINAGE HOLE, TYP —� d ° d d d '4 4 #6012" • d 4 i f ACili iC 114r ds 2 ad a FEB 1 2 2002 Reid Middleton, Inc. E a d l d / 4 _. 9" HOLE SPACING ] -- ° d d a d RECE;VrC CITY OF TUC:`YILA AUG 16 %001 PERMIT CENTER r I • WED, MAY 31, 000c0000000000 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LQ 00: po Nii TYP i SIM I Q4o 0 0 0 0 0 O 0 O 0 0 0 0 0 0 0 0 0 0 0 0 00000000000000 a 0 N No. W I O N C� z 1 0 z z a (0 6" %—] HYD ULIC JACK 00000 0 0 0 0 0 0 f 11 1/4" 1 3/4" HYDR UUC JACK PLAN SCALE: 1"=1 TYP \\ L i 0 0 0 0 0 0 00006o 5' -6" CONC. OPENING REVISION 7' -1 1/2" CONC. OPENING "H" PLATFORM MOUNTING PLATES BY APP'D ti S101, S102 ti HYDRU LIC JACK ' - 2 3/4" 11 1/4" DUAL JACK MOUNTING PLATES 6" DATE HYDAULIC JACK SYMONDS C O N G U L T I N G ENGINEERS 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 -1541 HYDRAUUC JACK MOUNTING PLATES 7' -0" LONG. SEE MECH FOR HOLE SIZE & SPACING. HYDUUC JACK HYDRAULIC JACK MOUNTING PLATES SEE MECH FOR ALIGNMENT, SHIM, HOLE SIZE & SPACING. 3 1/2"O HOLES - -- @6" O.C. PL 9x1/2" - SE FOR LENGTH & LOCATIONS. (2) #5 0SIM -- #506" AT SIM 1/2"93x3" HEADED STUDS 018" EXPIRES 06 /23/03 HYDR UUC JACK 3” HOLE . i 2 3/4" ! 11 1/4" MAY 0 9 2003 2' -4" CONC. OPENING SINGLE JACK MOUNTING PLATES EXPIRED 3" ilk i oIIIIi / � � � Nuilq a HYDRAULIC JACK TYP MOUNTING JACKS SECTION SCALE: 6 " =1' -0" S103, S104 MAY 0 8 2003 DESIGNED: M S DRAWN: MS CHECKED: GHL RECOMMENDED: HYDRAULIC JACK MOUNTING PLATES 2 -4" LONG. SEE MECH FOR HOLE SIZE & SPACING. HYDFULIC JACK - PROJECT MANAGER: APPROVED: IBIS NO: WORK REQUEST: - CONTRACT NO: cir 3O07 SCALE: AS NOTED ONE INCH AT FULL SIZE IF NOT ONE INCH, SCALE ACCORDINGLY SITE LOCATION NO: King County Department of Transportation METRO TRANSIT DIVISION COACH HYDRAULIC LIFT REPLACEMENT PHASE II PLATFORM SUPPORT STRUCTURAL SECTIONS & DETAILS 6 DATE: 06/01/01 1187B- DRAWING NO: S1 08 SHEET NO: 9 6 O 1 #506" THRU PLATE HOLE 0 SIM ADAPTOR PLATE, SEE MECH PLATE CONTINUOUS AT SECTION B 3/16 /2 -12 L 3 1/2x3 1/2x5/16 ALL AROUND OPENING 2 "0 HOLE 0 9" FOR DRAINAGE. NO HOLE UNDER PAD SUPPORT SEE SEC C. t CO r tel t 1/4 / 9" HOLE SPACING 4 "H" PLATFORM SUPPORT PAD SEE MECH. FOR SHIM AND LEVELING col Z5&7 s° #6 WELDED BAR DIRECTLY UNDER PAD ° 6" MIN. (TYP) 4 d4 a Cl d 4 ° a ° ° 4 .a 4 I EMBEDDED STEEL BEAM "H" PLATFORM PAD DETAIL 4 SCALE: 6 " =1' -0" \.S103 d ° "H" PLATFORM SUPPORT PAD SEE MECH SECTION SCALE: 6"=1' -0" d / / /A7AreAr // :!I/ oripz 'Im//.eI.1b orovArI/ / / /// / ///D►e!I/ / d a 4 I 0 4771 d ° 4 d d 4 a d W8x58 DISH SUPPORT BEAM 6" MIN. (TYP) DRAINAGE HOLE, TYP —� d ° d d d '4 4 #6012" • d 4 i f ACili iC 114r ds 2 ad a FEB 1 2 2002 Reid Middleton, Inc. E a d l d / 4 _. 9" HOLE SPACING ] -- ° d d a d RECE;VrC CITY OF TUC:`YILA AUG 16 %001 PERMIT CENTER r I • WED, MAY 31, File: 35mm Drawing 4. LEGEND: • -- Boring - •TestPit 411•..1. f TP -22 • PROPOSED RETENTION POND • TP -23 • TP -3 EMPLOYEE PARKING AREA • TP -1 PROPERTY LINE • B -21 Seismic Line 1 jTP-i2 • TP-11 1■ TP -14 • TP -18 e TP -15 TP -4 • • TP -2 TP -17 TP-6 PROPOSED MAINTENANCE BUILDING • TP -5 T TP -19 ? • TP - 16 ■ TP -21 cj EAST MARGINAL WAY S. I. ti l £l Zi. ■ TP-7. • • B -6 P -20 • smic Line 2 • TP -8 • TP -9 PROPOSED OPERATIONS BUILDING OINCH CHINA 1 2 ; ! PREPARED BY: J M CHECKED BY: E R M APPROVED BY: E R NI ' I ' . M 'I'I'I' 1 .• TP -10 B-2 • • DATE: S E P. 1976 5 6 .f . 8 ..L . 9 9 b £ Z l Alb 0 ���i I II II I IIII I IIIIJIIII����I�I iiliii�iIII 1 iii i li��ilI IIIi���I��I ���������I�������I ���I II B-8 • • •B-7 B-15 BUS STORAGE AREA • TP -26 • . TP -11 TP -24. • • • Br -12 B-22 B -23 • TP -25 SITE PLAN PROPOSED WASHER- FUELING BUILDING PROPOSED UNIT REPAIR BUILDING 4 SOUTH OPERATING BASE Seattle, Washington for DeLeuw Cather & Company SCALE: 1 = 1001_ N M W - 7 4 - 310 - 03 /05 CONVERSE DAVIS DIXON ASSOCIATES, INC. Geotechnical Consultants DRAWING NUMBER r- NOTE: Inferred contact estimated by interpolating between borings & test pits. Subsurface materials are known only at points explored & contact will vary from that shown. LEGEND: F = Fill B = Basalt S = Sandstone A = Alluvium 5'F = 5 feet of f i l l underlain by B basalt bedrock encountered in test pit or boring - Typical i i I PROPOSED RETENTION POND EMPLOYEE PARKING AREA 5'F A PROPERTY LINE ;17 5'F • A 6,5'F • A O_ S 0.5'F S 4.8'F 2.5'F S 0,75 S 2.5'F S • a 1.5'F S • 2' F a s PROPOSED MAINTENANCE BUILDING I a 7 'F ? � 6' B F � • 7'F S • 6' F B i. \\ 6.5'F B 8'F S • EAST MARGINAL WAY S. HP'I'I'IH';' r I I I' I I I I I l I ' I I I 1 1 11.1 1 111 1 111 1 111 11 11 1 U INCH CHINA 3'F • S 12 5' F rit • S ; Fi f 3 8'F • B Inferred Contact between Basalt & I Sandstone Bedrock m7.5'F B • 13'F PROPOSED OPERATIONS BUILDING aMISIMP • 5 B PREPARED BY: J M ONO 1 • 22'F I 5 B • 10 B • 9,5'F 6 5I. ti L C l Zl ' rt ,..., fj , 8 9 I C Z W3 IIIIIIIII IIII!IIII�IIII IIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�I IIIIIIII. IIIII IiIIIIIiIIIIIII1Ilihu (I i IIIIIiI�Ii iIIIIIJIII�I����I��IIIIIIII�IIIIIII�! 20' F BUS STORAGE AREA 20'F B • 24'F 12 9.5'F • Shale 10'F B I � l OBF • • _ 9.5'F B 20.5'F • B • 21'F B INFERRED BASALT/ SANDSTONE CONTACT SOUTH OPERATING BASE Seattle, Washington for DeLeuw Cattier & Company r PROPOSED UNIT REPAIR BUILDING • 24'F B 12.5'F PROPOSED • B WASHER - FUELING BUILDING I i I I I CHECKED BY: E R M APPROVED BY: .M DATE: SEP• 1976 SCALE: 1'� _ 100'' N M W 74- 310 - 03/05 CONVERSE DAVIS DIXON ASSOCIATE;:,, INC. 1 1 DRAWING NUMBER Geotechnical Consultants _ N� � �� n� �� N� N� ��� �� D b 35mm Draw IIII |[[T |I|i||[ ` i�i - i - i'�||i||1| ' / ' | / / ' | | | / | | / ['I ' | ' ] . |'1|'| '|' |' | '� `' /'�'i'� '| '�' / / | / / '| |/l || | | | | | "^^ / 771, � | �^ ' / ] ' ' | ' ' ' | � 0 m����� 1 \ 5 . 6 S I. �� �� . . 9.(..., ' ' w* ��. � � � � � . �' ~ ' � , �i~:� 0 | | | | | | | | | | | | ` ' ` � | � ''''''''''^''''''�''''''''''''''///'///'/.i|/|/| 3103 5106 14' -0' . JACK 7' -1 1/2" 10' -0' PTT FLOOR OPENING S103 BY APP'D DATE JSlO6 18' -0 FOR MOUNTING PLATES SEEr S108 CUM - .• L 1 i 4 L 1801 Second Avenue. SLIM 1000 Soothe. WoehIngtan 96101 -1541 SYMONDS Cv L. IN C(: H1111111 0 INCH CHINA 10' -0' PIT JACK . JACK 11 -8 3' -5' t1A11.4 JSlO4 5' - 6' FLOOR OPENING kutb. , 64._ l01LLL 114 I mots o./T.3/o.I I E I � I , I I . I , I 1 L . I L .. . I I 1 _. I � I II I ,..L.. �, 1 1 SI' P1. CI J 111111111111111 . 11111111111111111111111111111 11111 S106 PLAN SCALE: 1/2"...1 24' -6 GUIDE WEDGE (TYP) SEE NOTE AND SEE S107 N �\ ( Cr Z /{ 1 I 0— O Z N S104 Qa 1 p DESIGNEDt AJs Waft KMH CNEOCEIR CHL RIE OUNDOIlt co FOR MOUNTING PLATES SEE S108 S108 EMBEDDED STEEL BEAM & PLATFORM PAD, TYP FOR 'H" PLATFORM UFTS SEEt TYP PFOJECT IV/NOM 'ses NOt eoet 11111111101 CONTRACT NOR 2' -0'0 MANHOLE TYP. 5 6 r SCALE 1 /2 C Z � 0 X1 1 .11.111111.1111111111 IF NOT ONE INCH. SCALE ACC 0 RD IN OLT Nit LOCATION NO ONE INCH AT FULL SIZE 5' -2' TYP KM/ County Department of Transportation 10' -0' PIT 14' -0' JACK 7' -1 1/2' FLOOR OPENING IDg FOR GUIDE WEDGE AND STEEL SUPPOFtf PAD LOCATIONS SEE MECHANICAL DRAWINGS. V -2' TYP METRO TRANSIT DIVISION COACH HYDRAULIC UFT REPLACEMENT PHASE II . JACK CUSTOM LIFTS 4 JACK PLATFORM LIFT TYPICAL STRUCTURAL PLAN 06/01/01 1187B- RTIY011IO NRt 5101 SAW NQ a. No. S103 S106 14' -0' 10' -O PR JACK 1 T dS103 7-1 1/2" FLOOR OPENING 111 DATE 1 S106 C1S106 , FOR MOUNTING PLATES SEEKTh S108 SYMONDS 1601 Second Menus. Stilts 1000 swaths. Washing tan 98101 -1541 L 11'- 10' -O PIT JACK 1 S105 S104 FOR MOUNTING PLATES SEE S108 PLAN SCALE: 1/2 1 -0r N r� I S106 I I 1 I 1 1j1 1 i1 �liIIII'I �ilII'I IIIII ii II p INCH 1 CHINA 1 � .f, 5 6 CC 0 oW . a O AJS oMwe KM)/ CHCCICIIk GHL itCassiNiXtle GUIDE WEDGE(TYP) SEE DETAIL S107 24'- mama MANAGER NO IAi — COMPACT NCt MANHOLE TYP. EMBEDDED STEEL BEAM & PLATFORM PAD. TYP FOR 'H' PLATFORM UFTS SEE(TYP S108 ONE INCH AT FULL S1ZE 1 Ir W NOT ONE IND1. SCALE ACCORINNGLY sIM =AIM 16:k bI. CI. Zl b £ Z I. Fib p Iiiiil111111111111111111111 iil ILII1I1I1IIIIiiIILLLILII1IIIi111111 111,I1r111111111I_ 1111111111111111 11111111111111111111111 Xing County Department of Transportation TYP 10' -0' P 1 4'- JACK 1 7' -1 1/2* FLOOR OPENING .141E FOR GUIDE WEDGE AND STEEL SUPPORT PAD LOCATIONS SEE MECHANICAL DRAWINGS. TYP 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 METRO TRANSIT DIVISION COACH HYDRAUUC UFT REPLACEMENT PHASE II CUSTOM LIFTS 3 JACK PLATFORM LIFT TYPICAI STRU1CTl JRAI PI AM JACK 06/01/01 1187B — DRAIMPG I S102 ear Not or 0 N MOISTURE PROOFING, SEE NOTE ON DWG SO1 (TYP) 6 PVC -- WATERSTOP () 15 S105 1 WALL CONSTRUCTION JOINT DETAIL SCALE: 1 1/2"..1 3' -6 3/4 JACK BASE, SEE DETAIL ( S107 6 PVC WATERSTOP 3/4 CHAMFER AT EXPOSED SURFACE Ery 14' -0' DETAIL ( TYP. S107 C JACK APP 1506 - T&B "H" PLATFORM PIT SECTION DATE SCALE: 3/4' -1' -0 SYMON DS C Jft ,•T lw SLOPING GROUT SURFACE i 6' -3 1/4" C NL,I 4s: r N•= 1601 Second Avon" Sat• 1000 Seattle, Washington 96101 -1541 VIII' IJ j I 0 INCH CHINA RUNG, SEE DETAIL S107 I /5012 2 -6 I1� 1506 -✓ 2 SAND OVER 6 MIL POLYETHYLENE VAPOR BARRIER OVER COMPACTED BACK FiLL 10 DETAIL t,1 SIM. 2' -0 DETAIL SCALE: 1 1/2 -0 O N 0 N 2 -15 1506" AJs KAM JACK BASE, SEE DETAIL rTh S107 CHECK D& CHL PIECOMIIDOCDi -0 1/2 ( 1506' T&B S105 PKOJE .T MANGER Ma MR WO N worm • E0H11V ,•T NR DETAIL ( TYP. S107 • 10 �LIIiII�._�_ I ..� I1I _ I I � I � i �. �.� 1 .�. 1 ��.�. I I iIi I � II I 1 �'� 2 °" 3 W „,: �� 5 6 SI. VI. El. J. l fik 0� ,': B . 8 . s L ,. 9� I k • 5 P. E Z L 0 IIII�IIII�IIII�IIII�IIII�IIII�IIII IIII�LIII�IIII�I III� IIII�IIIIIIIII�IIIL�II ,II� II LIIIIII�IIIIII� diijIi ii. LII 16012 -- SLOPE FINIS!-ID GRADE W/ `BUT 1 /4' /FT TOWARD SUMP SEE S105 AS NOTED N ONE INCH AT FULL SIZE IF NCI ONE INCH. SCALE ACCORDINGLY SITE LOCJ1TES1 MR 11 OF PfT .SYMMETRY WALL /506' T&B SCALE: 3/4' -1' -0” S108 SIM I — . z 'I) in PLATFORM P[1 SECTION KIN! County artment of f Tr.nspo1.tati • ti • • . • a, • • 10 1' -0 1/2 1506" 4 MOISTURE PROOFING, SEE NOTE ON DWG SO1 (TYP) FOR WALL REINFORCING, JOINTS AND WATERSTOPS, SEE SECTION A METRO TRANSIT DIVISION COACH HYDRAUUC UFT REPLACEMENT PHASE II PLATFORM SUPPORT STRUCTURAL SECTIONS & DETAILS 1 06/01/01 1187B- moww. S103 SlEI1 MR 33 .6OSi xi I \ u I / In .0 -,£ • 0 N MOISTURE PROOFING, SEE NOTE ON DWG SO1 (TYP) 6 PVC -- WATERSTOP () 15 S105 1 WALL CONSTRUCTION JOINT DETAIL SCALE: 1 1/2"..1 3' -6 3/4 JACK BASE, SEE DETAIL ( S107 6 PVC WATERSTOP 3/4 CHAMFER AT EXPOSED SURFACE Ery 14' -0' DETAIL ( TYP. S107 C JACK APP 1506 - T&B "H" PLATFORM PIT SECTION DATE SCALE: 3/4' -1' -0 SYMON DS C Jft ,•T lw SLOPING GROUT SURFACE i 6' -3 1/4" C NL,I 4s: r N•= 1601 Second Avon" Sat• 1000 Seattle, Washington 96101 -1541 VIII' IJ j I 0 INCH CHINA RUNG, SEE DETAIL S107 I /5012 2 -6 I1� 1506 -✓ 2 SAND OVER 6 MIL POLYETHYLENE VAPOR BARRIER OVER COMPACTED BACK FiLL 10 DETAIL t,1 SIM. 2' -0 DETAIL SCALE: 1 1/2 -0 O N 0 N 2 -15 1506" AJs KAM JACK BASE, SEE DETAIL rTh S107 CHECK D& CHL PIECOMIIDOCDi -0 1/2 ( 1506' T&B S105 PKOJE .T MANGER Ma MR WO N worm • E0H11V ,•T NR DETAIL ( TYP. S107 • 10 �LIIiII�._�_ I ..� I1I _ I I � I � i �. �.� 1 .�. 1 ��.�. I I iIi I � II I 1 �'� 2 °" 3 W „,: �� 5 6 SI. VI. El. J. l fik 0� ,': B . 8 . s L ,. 9� I k • 5 P. E Z L 0 IIII�IIII�IIII�IIII�IIII�IIII�IIII IIII�LIII�IIII�I III� IIII�IIIIIIIII�IIIL�II ,II� II LIIIIII�IIIIII� diijIi ii. LII 16012 -- SLOPE FINIS!-ID GRADE W/ `BUT 1 /4' /FT TOWARD SUMP SEE S105 AS NOTED N ONE INCH AT FULL SIZE IF NCI ONE INCH. SCALE ACCORDINGLY SITE LOCJ1TES1 MR 11 OF PfT .SYMMETRY WALL /506' T&B SCALE: 3/4' -1' -0” S108 SIM I — . z 'I) in PLATFORM P[1 SECTION KIN! County artment of f Tr.nspo1.tati • ti • • . • a, • • 10 1' -0 1/2 1506" 4 MOISTURE PROOFING, SEE NOTE ON DWG SO1 (TYP) FOR WALL REINFORCING, JOINTS AND WATERSTOPS, SEE SECTION A METRO TRANSIT DIVISION COACH HYDRAUUC UFT REPLACEMENT PHASE II PLATFORM SUPPORT STRUCTURAL SECTIONS & DETAILS 1 06/01/01 1187B- moww. S103 SlEI1 MR • • • • 'T • . _"' a 0 N MOISTURE PROOFING, SEE NOTE ON DWG SO1 (TYP) 6 PVC -- WATERSTOP () 15 S105 1 WALL CONSTRUCTION JOINT DETAIL SCALE: 1 1/2"..1 3' -6 3/4 JACK BASE, SEE DETAIL ( S107 6 PVC WATERSTOP 3/4 CHAMFER AT EXPOSED SURFACE Ery 14' -0' DETAIL ( TYP. S107 C JACK APP 1506 - T&B "H" PLATFORM PIT SECTION DATE SCALE: 3/4' -1' -0 SYMON DS C Jft ,•T lw SLOPING GROUT SURFACE i 6' -3 1/4" C NL,I 4s: r N•= 1601 Second Avon" Sat• 1000 Seattle, Washington 96101 -1541 VIII' IJ j I 0 INCH CHINA RUNG, SEE DETAIL S107 I /5012 2 -6 I1� 1506 -✓ 2 SAND OVER 6 MIL POLYETHYLENE VAPOR BARRIER OVER COMPACTED BACK FiLL 10 DETAIL t,1 SIM. 2' -0 DETAIL SCALE: 1 1/2 -0 O N 0 N 2 -15 1506" AJs KAM JACK BASE, SEE DETAIL rTh S107 CHECK D& CHL PIECOMIIDOCDi -0 1/2 ( 1506' T&B S105 PKOJE .T MANGER Ma MR WO N worm • E0H11V ,•T NR DETAIL ( TYP. S107 • 10 �LIIiII�._�_ I ..� I1I _ I I � I � i �. �.� 1 .�. 1 ��.�. I I iIi I � II I 1 �'� 2 °" 3 W „,: �� 5 6 SI. VI. El. J. l fik 0� ,': B . 8 . s L ,. 9� I k • 5 P. E Z L 0 IIII�IIII�IIII�IIII�IIII�IIII�IIII IIII�LIII�IIII�I III� IIII�IIIIIIIII�IIIL�II ,II� II LIIIIII�IIIIII� diijIi ii. LII 16012 -- SLOPE FINIS!-ID GRADE W/ `BUT 1 /4' /FT TOWARD SUMP SEE S105 AS NOTED N ONE INCH AT FULL SIZE IF NCI ONE INCH. SCALE ACCORDINGLY SITE LOCJ1TES1 MR 11 OF PfT .SYMMETRY WALL /506' T&B SCALE: 3/4' -1' -0” S108 SIM I — . z 'I) in PLATFORM P[1 SECTION KIN! County artment of f Tr.nspo1.tati • ti • • . • a, • • 10 1' -0 1/2 1506" 4 MOISTURE PROOFING, SEE NOTE ON DWG SO1 (TYP) FOR WALL REINFORCING, JOINTS AND WATERSTOPS, SEE SECTION A METRO TRANSIT DIVISION COACH HYDRAUUC UFT REPLACEMENT PHASE II PLATFORM SUPPORT STRUCTURAL SECTIONS & DETAILS 1 06/01/01 1187B- moww. S103 SlEI1 MR O N 0 N 0 N z 6" PVC WATERSTOP (') -- 1 MANHOLE COVER SEE NOTE 1 DETAIL 5 103 S105 1 • • 2'- • \_ RUNG, SEE • • REVISION • DETAIL SI07 SLOPE FINISHED FLOOR --, BY Q JACK 15 APP") 1 1' -8" 14012 #4x6' -0 15 #4 ©012" JACK BASE, SEE DETAIL S107 10' -0" DUAL JACK PIT SECTION SCALE: 3/4 1' -0" GATE 5'- 3' -5 7' -0' #5012" 1 FOR EMBEDED MOUNTING PLATE STEEL DETAILS DWG S108 C J N- i• 1, f I N Q JACK 2' -3 3/4' -15 -0 1 /e" 2' - GROUT NT. • • • -+ SYMONDS 1601 Strand Avows, Silts 1000 s•atti•. ton 96101 -1541 • L 10" 0 INCH CHINA I I I [ I I i i ' 1 i 1l DETAIL ( TYP. S107 MOISTURE PROOFING. SEE NOTE ON DWG SO1 (TYP) FOR REINF. SEE SECTION S103 0 n O N JACK BASE, SEE DETAIL n 5107 • 10' AJs KUH CHL KOMMEICCA 6" 15012" 5105 SLOPE FINISHED GRADE 1/4 /FT TOWARD SUMP (rep) SEE S105 ' DETAIL TYP l S107 2' -6 1/2" 10" • .S NM PROJEZT twNCOe OOKIROCT • • • • 5012' • • i ate . S. 5' -4" 5I. t� L E l Zl �..0 !. .T.. : ., ; 8 ' , s ., L .' 9 ,r4 fi 9 b £ Z � 0 IIIIIIIIIIIIIIILII Illllllll. 11111 1l.11111lllllll11.111li1,llll] 1 [ 11, 1111111IIIIlp1.111III11IIII111111IIIII 1 1' -4" 9' -8" • Q JACK & AS NOTED ONE INCH AT FULL SIZE 1• iLL 1I;�'I I ^; �� ��I I II`iIjII� I I_II:1 1-1; •:;1;i.i .i .I.il.�( 5 6 GROUT — • • • •• .. • • IF NOT ONE INCH, SCALE ACCORDINGLY um =mom ma r z •. • • • • • • • . DUAL JACK PIT SECTION SCALE: 3/4 " -1' -0" S10 SYMMETRY PRECAST PANEL - #506" � S 108 SIM n In • • 10" • King County Department of • • T&8 10' -- 6' PVC WATERSTOP (TYP) -- FOR REINF. SEE SECTION A S103 2 #5 MOISTURE PROOFING. SEE NOTE ON DWG SO1 (TYP) 1. WATERTIGHT SCUD ACCESS COVER. NEENAH FOUNDRY CO., MODEL R1915 -H, 24 "., H -20 RATING. METRO TRANSIT DIVISION COACH HYDRAUUC UFT REPLACEMENT PHASE II PLATFORM SUPPORT STRUCTURAL C C(' TIr1AIC-' n n, --r•• .- 06/01/01 11878- oMw•C ►as S104 9KET NC% OF •