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HomeMy WebLinkAboutPermit D01-353 - NEWPORT HEIGHTS APARTMENTS - CRAWL SPACEDO1-353 NEWPORT HEIGHTS APARTMENTS 5660 So. 152 "d St. EXPIRED arcel No.: 1157200210 Address: 5660 S 152 ST TUKW Suite No: Tenant: Name: NEWPORT HEIGHTS APARTMENTS Address: 5660 S 152ND STREET, TUKWILA, WA Owner: Name: Address: Contact Person: Name: CRAIG SUTHERLAND Address: TERRA FIRMA DRILLING, 1925 SW 172ND ST Contractor: Name: TERRA FIRMA Address: 1952 SW 172ND, BURIEN, WA Contractor License No: TERRAF *030K8 DESCRIPTION OF WORK: SHOTCRETE AND TIE BACK ANCHOR SLOPE STABILIZATION IN THE CRAWL SPACE OF THE BUILDING Value of Construction: Type of Fire Protection: Type of Construction: Public Works Activities: doc: Devperm City of 2ukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 $ 70,000.00 DEVELOPMENT PERMIT D01 -353 Permit Number: D01 -353 Issue Date: 01/31/2002 Permit Expires On: 07/30/2002 Phone: Phone: 206 - 391 -4915 Phone: 206 -391 -4915 Expiration Date: 06/15/2002 Fees Collected: $1,297.69 Uniform Building Code Edition: 1997 Occupancy per UBC: 0001 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 ** Printed: 01 -31 -2002 .r doc: Devperm City of Tukwila Permit Center Authorized Signature: D01 -353 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 e%eett. Date: / ' �i d� 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 o this p: mit does of pr-sume to give authority to violate or cancel the provisions of any other state or local laws regulating co .tr ctio or the rfor f nce of ��ork. I am authorized to sign and obtain this development permit. ‚ Ii r J.y'. Print Name: *(),.,60 (e 5 21 ' ^AD 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: 01 -31 -2002 - ir=c1. »lemr3N Z c4 W ` U'. 00 coo w = W 0, W Q N � = Z O' ' W o U {O — . 0 I-- W W W O ui p O Z' Parcel No.: 1157200210 Address: 5660 S 152 ST TUJ W Suite No: Tenant: Signature: Print Name: doc: Conditions City of 'iukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS 1: ** *BUILDING DEPARTMENT * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 4: 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. 5: 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. 6: Subgrade preparation including drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations given in the soils report. 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: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con- strued 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. 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 per •oes not presume to give authority to violate or cancel the provision of any other work or local laws regulating con uctior or the •,-rfor nce of yrprk. D01 -353 Permit Number: D01 -353 Status: ISSUED Applied Date: 10/30/2001 Issue Date: 01/31/2002 Date:. A&/ 3I CY Printed: 01 -31 -2002 z O` w J 00 N 0 , W = O O w u- N d = w Z � ZO W uj O iH w w I— H U. O . W Z 1-- I . O ff.'' z G PERMIT NO.: 1D01 BUILDING PERMITS INSPECTIONS ❑ 1 Progress Inspection Status ❑ 2 Pre - construction ❑ 3 Investigation ❑ 4 OK to Occupy ❑ 5 Remove Stop Work Order ❑ 6 Follow -up ❑ 7 Pre -Move Inspection ❑ 50 WSEC Residential ❑ 60 WA Ventilation/Indoor AQC ❑ 70 NLEA Inspection/Modular Struct ❑ 71 Mobile Home Tie Down Insp ❑ 72 Marriage Lines 90 Resteel [v� 95 Footing Drains [[ 100 Foundation Footings ❑ 200 Foundation Walls ❑ 250 Foundation Insulation ❑ 300 Concrete Slab /Slab Insulation ❑ 350 Crawl Space ❑ 400 Shear Wall Nailing ❑ 450 Plywood Wall Sheathing ❑ 500 Roof Sheathing Nailing ❑ 525 Plywood Deck Nailing ❑ 550 Exterior Wall Sheathing ❑ 600 Masonry Chimney ❑ 610 Chimney Installation/All Types ❑ 700 Framing ❑ 750 Root/Ceiling Insulation ❑ 800 Floor Insulation ❑ 801 Wall Insulation ❑ 802 Exterior Roof Insulation ❑ 803 Glazing Inspection ❑ 815 Lighting and Controls ❑ 900 Suspended Ceiling ❑ 1000 Interior Wallboard Fastening ❑ 1001 Exterior Wallboard Fastening ❑ 1110 Pre -Move Inspection ❑ 1115 Motor Inspection ❑ 1120 Pre -Demo ❑ 1140 Pre - reroof ❑ 1400 Final -Fire ❑ 1700 Final- Building ❑ 1900 Final- Reroof • 3100 Site Visit Q 4000 Special- Concrete ❑ 4001 Special -Bolts in Concrete ❑ 4001 Special- Mom/Resist Conc Frame ❑ 4003 Special -Reinf Steel Prestress ❑ 4004 Special - Welding ❑ 4005 Special - High - Strength Bolting ❑ 4006 Special - Structural Masonry ❑ 4007 Special -Reinf Gypsum Concrete ❑ 4008 Special- Insulating Conc Fill ❑ 4009 Special -Spray Fireproofing 4010 Special - Piling, Piers, Caissons Qv 4011 Special - Shotcrete ❑ 401 Special - Grading, Excav /Fill ❑ 4013 Special - Retaining Wall ❑ 4014 Special -Panels ❑ 4015 Special -Smoke Control System TENANT NAME: IV GC -"t-+ -�-� 1 CONDITIONS • 10001 No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division ❑ 10002 Plumbing permits shall be obtained through King Co ❑ 10003 Electrical permits obtained through L & I ❑ 10004 All mechanical work shall be under separate permit ❑ 10005 All permits, insp records & approved plans available ❑ 10006 All structural concrete shall be special inspected ❑ 10007 All structural welding shall be done by WABO certified inspector ❑ 10008 All high - strength bolting shall be special inspected ❑ 10009 Bolts installed in concrete shall be special inspected 10010 When special inspection is required... notify Tukwila Building Division [[10011 The special inspector shall submit a final signed report ❑ 10012 Any new ceiling grid and light fixture installation ❑ 10013 Partition walls attached to ceiling grid ❑ 10014 Readily accessible access to roof mounted equipment ❑ 10015 Engineered truss drawings & calcs shall be on site ❑ 10016 Any exposed insulation backing material shall have LJ 10017 Subgrade preparation including drainage, excavation ❑ 10018 A statement from the roofing contractor verifying tire retardant class of roof [V/ 10019 All construction to be done in conformance w /approved plans ❑ 10020 Structural observation shall be provided for this project ❑ 10021 All food preparation establishments must have King Co ❑ 10022 Fire retardant treated wood shall have flame spread of ❑ 10023 Notify Building Division prior to placing any concrete ❑ 10024 All spray applied fireproofing shall be special inspected ❑ 10025 All wood to remain in placed concrete shall be treated ❑ 10026 All structural masonry shall be special inspected [' 10027 Validity of Permit ❑ 10028 Rack storage requires separate permit ❑ 10030 No occupancy of building until final insp by Bldg Div ❑ 10031 Comply with requirements of TMC 16.04 ❑ 10032 Remove all weeds, concrete. stone foundations. flat concrete ❑ 10034 Removal of septic tanks require approval and compliance with King Co Health Dept. ❑ 10035 Contact PW Div to obtain insp for water /sewer connect ❑ 10036 Manufacturers installation instructions required on site ❑ 10038 A C of O will be required for this permit ❑ 10039 Final approval for all TI w /in the limits of the SC Mall ❑ 10040 All construction noise to be in compliance with 8.2 TMC ❑ 10041 Ventilation is required for all new rooms & spaces ❑ 1004 Fuel burning appliances ❑ 10043 Appliances. which generate ❑ 10044 Water heater shall be anchored ❑ 10045 Reroof ❑ "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" Plan Reviewer: Permit Tech: Date: I " 7 Z02► Date: J� I" ✓ v `� Project Name /Tenant: NEW PORT I4E I R I-1 T S Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Value of Construction: t 70.000 ° O Site Address (include suite number) City State /Zip: 5c240 Soul 1S2 do ST BUIt_ptJC1tt5 Tultwluq 9 188 Tax Parcel Number: I / 6 <?O . - 0 ll? Property Owner: EQUITY RESIDENTIAL 1OP14TiS Phone: I- 206 - 574. -Df037 Street Address: City State /Zip: 14400 SOOT ICE tsJT R PARKwA't' Su ITE 301 7l) /tjltat % ee Fax 11: t -2.o6, - S7q - 04,77 Contractor: • - rep. 2A F j2Am1 DR It -iNzi Phone: 1 -2040 - 391 - 4915 Street Address: City State /Zip: I%2. Sw 172;uD ST IEUR)EN , 1MA 90 16,6, Fax It: r • 20G —2'1'3 — 9043 I Architect: IVA Phone: Ni / /14 Street Address: City State /Zip: Fax 11: N/A Engineer: CREgTIv& 614714 f tM OPTIO NS Phone: I — 42S - 883 - 6,889 Street Address: _ s4i e ( PUCE NJ. G . City State /Zip: E-PMo kit), WA 913os2. Fax II: 1 - 4zs - 6367 - 9 &64 Contact Person: clzAlc- 5&1- Herz_LA r..►t) Phone: (- Z0(0- 391- 4915 Street Address: 192.— SW t72Np 67 I�jt)RIfrt , W 4 11' Fax 2o(- Z-1-3 - %sr Description of work to be done (please be specific): SHOTCRET& 4 "Ti E BAcj< ,4 JC+-bR SL.op. s, A BIL(ZATIo,.) iN1 THE CRAWL SPAC6- OF TOG- 130,Lc tA)C, Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant © Multi - family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Building Square Feet :. '300b .. • existing No. of Stories: 3 Area of construction (sq ft): 1,125 Will there be a change of use? ❑ yes ® no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes ❑ no fire alarm ❑ none ❑ other (specify) Existing fire protection features: © sprinklers X automatic Will there be storage of flammable /combustible hazardous material in the building? ❑ yes © no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets e ' CITY OF TUrVILA Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 (206) 431 -3670 Project Number: Permit Number: I OM 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. 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)It: Size(s): Land Altering 0 Cut cubic yds. 0 Fill Sanitary Side Sewer it: ❑ Storm Drainage ❑ Street Use Water Meter /Exempt it: Size(s): Water Meter /Permanent It Size(s): Water Meter Temp It Size(s): Miscellaneous ❑ Flood Control Zone ❑ Hauling cubic yds. ❑ Landscape Irrigation Sewer Main Extension 0 Private 0 Public ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only Est. quantity: gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. I his 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 IN 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: /0 - OI Date application expires: L i - 30 -0 Application cake,' by: (initials) Lic CL. PLEASE SIGN RACK OF APPLICATION FORM 11/30/110 ciperniir.duc 914 BUILDING O NER OR •/ TH RIZE AGENT Signature: I / 1 Date: Oc- 30TH o f Print name: RAI � SvTf lE2CAn�D Phone: - 39► - 49is Fax It: 206 - 2`,3 = 962g Address ( 952 511/4) 172ND ST City /State /Zi t .44 : 2 # 1'6 c 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 drawings (five(5) sets for structural work), which include : ❑ © Site Plan (including existing fire 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 ❑ ❑ Construction details ® El 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. ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. Cl 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 ". ❑ 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). 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 I AM AUTHORIZED TO APPLY FOR THIS PERMIT. 11/30/00 clperudG doc e*! et' t•. • Parcel No.: Address: Suite No: Applicant: at 2 J U 00 N 0i. w = J w 0 . Receipt No.: R020000128 Payment Amount: 788.25 g J' u- Q Initials: SKS Payment Date: 01/31/2002 10:54 AM = User ID: 1165 Balance: $0.00 Z I-O Z F— u j cn O —, TRANSACTION LIST: 0 I- Type Method Description w w 1 --.H Payment Check 5316 788.25 LL.- - O Z Payee: ACCOUNT ITEM LIST: TERRA FIRMA Current Pmts Amount City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 1157200210 5660 S 152 ST TUKW CITY OF TLOE WILA RECEIPT RECEIPT Description Account Code BUILDING - RES 000/322.100 STATE BUILDING SURCHARGE 000/386.904 Permit Number: Status: Applied Date: Issue Date: 783.75 4.50 Total: 788.25 D01 -353 APPROVED 10/30/2001 FW DCI) 783.75 PW Dcfl 4.50 CHECK 788.5 02/0142 16 15:30 0097 3246 3246 t7 /tai X71 TOTAL 788.25 doc: Receipt Printed: 01 -31 -2002 c. , } �;,� y ; t , k t , .i Jj a' y�"1 i ii "� : 1 ;. f ettr , ti tti S e ! �r p.� �+t tr�,k c YCk �7k Zt :i t l n y r �.� *k **)t* * .I(* is *** 'k * * iii * *: ** * *** * * * **it' *fir *.kk*k ** * *k.k .t:(*1* 1 .* �* ' * *k ** iTV f <W OF; TUIt.A, WA TRANSMIT ;k * ***4 * *'k* * * ** * *** * *.i* ** * ***** * ** * * * * **k* * *** * *•k *** * ** .RANSMIT: • R0101383. 'Amount 509.44 10/30/01 13w30 poonk Method CHEC.k Notation: TERRA FIRMA Init: KAS 7' _ , ,'Permit No D01 -353 Type: DEVPERM DEVELOPMENT PERMIT S t.te Address: 5660 S 152 ST f Total'Fees: 1,297.69 509.44 Total ALL Pmts: 509.44 . Balance: 788.25 *�A'* -• *'A * ir *A • *' *• *. *' *•* * *•*' * * * * *• *' *' * * ***•***•*' *• *'***•*•**• *• *• * *•�A• *• *•*•**• *• * **. *.A *. Gcourit Code' Description .. Amount 000/345.83U' ,.PLAN CHECK RES . 509.44 • i"U4•i^a[?ieK� .Y ,r.�lC. .,1�''..r,.r.:� L; i. tai., . -t.( Project: t , RRR:r //w //TS Type o nspection: F /iv,1 -.4. Address: .s /3 Date Called: a /a $ Special Instructions: rn Date Want = • /• ( .�:. 9 3P 0 Reques r: ( /Z-4 /C7 Ph o 3 9/ ijr/5 �'` • 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 (206)431 -3670 c orrections required prior to approval. COMMENTS: 4 e r Orr) vl/i c A) -.Pre Ire A v'srA SU MC ry t row, Vera ''sec to Inspector: Date: 30- 02, $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at b300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • .Gi'as`.�dk ;t laaaYALWA 9A .'$) !tiv44 a'. 4 .h «t d N ,�tk4►�F7 -i COMMENTS: / MSt2e 4I 11 revt 'e_ Coo Ifi47(14 -r'e o - - ►r -Couv4i,x«,,,, so\ i P r Pe..par Address: ' ') /- -) j �-= . -) S i of", 10, S re-4—tor, re'i t )1Y\ , oil c 4 S c r\ C' , C '` Date called:• ' :31 :tJ, if .;.. Special instructions: Pro ect: Type of Inspection Address: ' ') /- -) j �-= . old• ;.:,..': - - = " ; '` Date called:• ' :31 :tJ, if .;.. Special instructions: Date a ted a. / i 2.-- t . m , Requ M r'-s'"1Z5. Phone: /PA ' i - Ail 1 SA / -/-4'3 4 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION .. 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ri Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. 2 06)431 -3670 Corrections required prior to approval. Inspector O14 Date: 3 �' 2 El $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: .� * ;.;;.; A4t�; 1 . 1' SaA2l n. M�+..'; w' r dr:;,». a,`. t.< r ,^'..���::) <•a4're�;i+wd4 n:sc �a.'-.,si;.:»i:�4:i7 :::tip w .s.. + ,,,, ,slr'beb�s; i+:k.w:+•+ n de �,+IY..'tV 1+Y`✓b iR'.T'.a.�. ii.ff$4 14 13.:%.:1.7.,.1 .,;',..,,..,,,. ,.,..,. ,kPLEASE. - C 5N,:= i..-, '3:i •-,,,..., ! i,t,i,,,: .r. i.......•,1',', ,,... pjp.1.4.5.. 4, ANTS1 i ,, ,, .:?,.:.'':-.:,-,:,, ., .;,....,, , ,,L.......,:v . ;, ,, ,k.,; , :J . ,....a : , ,, , , ,, , ... , , , , , a. : t , . , ;.-&-!::...•: , - , ?3:-', ,, , , Y,- , 0 - 5:' ,- ,:, ,. ,-.:- , -P. !..›!.. v - v- , - , 1 ,-, PRETURNED YOUR , CALL ;;.-4 .,.,. , '.1.;..,-, !!. .,"..,';'!''''..:-..,.•.: ..:,.-• .&" . . , - , -.- , . ,,,,,,,,,. • ,,,, ; ,.-, SPECIAL ATTENTION f 7:,,- ; ,. ' t ''s: , ... , .1Z , .."' , 4' ,,,.::.•; 'A ' ''':; I HONE OBILE ' • AREA CODE MADE IN.U.S.A. ' EXTENSION •.' NUMBER 1IMETO CALL ESSAGE A A A tr/D A VIM gab.. %KM SEMI Mtn 7 'MA I • ..z Z • W 2 O 0 w W —ii-- W O u. < CD — Ili Z I— 0 Z W w 0 O 1— • W z z r c n O I— January 7, 2003 Craig Sutherland 1925 SW 172nd Street Burien, WA 98166 RE: Permit Application No. D01 -353 5660 S 1623nd Street Dear Permit Holder: City of Tukwila Department of Community Development Steve Lancaster, Director 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. 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 February 26, 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 Spencer Permit Technician Xc: Permit File No. D01 -353 Bob Benedicto, Building Official Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206 - 431 -3665 krASe�1 . 1. `1L14 4ii.o: s ' iri:.wsi:t;4!r' , ti' :Silltta.Casr�2i�'r iau4 nrer?X 14.44?1 iR'wei r z. _ j— Z. OCR eo WI t— : • u w O OC � u_ ¢ • d = W H Z H O , Z F— Lu uj U O • H w W H 0 . L I O . • Z W O Z e August 14, 2002 Craig Sutherland 1925 SW 172nd Street Burien, WA 98166 Dear Permit Holder: city of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit Application No. D01 -353 5660 South 152nd Street • 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/final inspection. 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 September 7, 2002, 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 Spencer Permit Technician Xc: Permit File No. 001 -353 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 . eA. tkOd .t „..F:3r1+vi'u "i?��1�tJ�eaJ'i' 3yC(aR +2:rl'.u'. ': i} x57C+'1>Ilfti'�c!;5wt�!iril+� tt F r r4 t �;bn�7i.;o-���;bii'c:S�,�,a?�� ,.. nrr^`t 3?c ��.; a Yr'. �2i�n: iF1, i�Biu�Faisks ;,�.'s3}al�;:}3�;�ti.%. 0 16.161%, Creative Engineering Options INC. A firm practicing in the geosciences PREPARED FOR TERRA FIRMA PILE COPY GEOTERHNICAW RECOMMEt4DAT1ONS EMERGENCY tRAWC SPACE REPAIR ANCHORED SHOTCRETE WALL SYSTEM NEWPORT HEIGHTS - BUILDING #5 TUKWILA, WASHINGTON 01 -2346 I EXPIRES April, 10 1 1 August 9, 2001 Copyright Creative Engineering Options, Inc. August 9, 2001. CITY OF OCT 302001 PERMIT CENTER D01-35'3 5418 159th Place NE • Redmond, WA 98052 • (425) 883 -6889 • FAX (425) 867 -9664 • www.ceogeo.com ifia Its.cv Subject: Introduction Creative Engineering Options INC. A firm practicing in the geosciences August 9, 2001 Mr. Craig Sutherland Terra Firma 1952 S.W. 172nd Burien, Washington 98166 Dear Mr. Sutherland: Geotechnical Recommendations Emergency Crawl Space Repair Anchored Shotcrete Wall Newport Hills Apartments Building # 5 Tukwila, Washington 01 -2346 As requested, we are pleased to provide geotechnical engineering design services related to the performance of an "emergency repair" in the crawl space of building 5 at the subject site. This repair is expected to incorporate the installation of an anchored shotcrete wall system across the exposed face of an existing "failing" exposed soil cut face inside the crawls space beneath Building 5. The proposed anchored shotcrete wall system is to protect and structurally reinforce the existing exposed soil face (after the "failed" material has been removed) and to help prevent continued deterioration and, ultimately, complete cut slope failure and loss of foundation support. We proceeded with our services on the basis of your July 14, 2001 written authorization. The site is located approximately as indicated on the Vicinity Map, Plate 1, attached. The approximate layout or the emergency repair area is shown on the Building Sketch, Plate 2, which also shows the "possible" location of the proposed anchored shotcrete wall system. 5418 159th Place NE • Redmond,WA 98052 • (425) 883 -6889 • FAX (425) 867 -9664 • www.ceogeo.com .ni4.'tS't!vciF G ��sx' n' ofr i�rn :.t;.,.: °l1 n..rn.�t. J U: U 0 : WI J U. w 0, a . I- Ili 2. Z �. I-0 Z I, uj off' o � = I I O iii z 0 z A Important Information About Your Geotechnical Engineering Report Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. The following information is provided to help you manage your risks. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the spe- cific needs of their clients. A geotechnical engineering study con- ducted for a civil engineer may not fulfill the needs of a construc- tion contractor or even another civil engineer. Because each geot- echnical engineering study is unique, each geotechnical engi- neering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who pre- pared it. And no one —not even you — should apply the report for . any purpose or project except the one originally contemplated. Read the full report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project- Specific Factors Geotechnical engineers consider a number of unique, project-spe- cific factors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management pref- erences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates other- wise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function o. ,.he proposed structure, as when ire changed from a parking garage to an office building,.or from a Tight industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership.. As a general rule, always inform your geotechnical engineer of project changes —even minor ones —and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by: the passage of time; by man -made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before apply- ing the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual sub- surface conditions may differ — sometimes significantly —from those indicated in your report. Retaining the geotechnical engi- neer who developed your report to provide construction obser- vation is the most effective method of managing the risks asso- ciated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recom- mendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject To Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photo- graphic or electronic reproduction is acceptable, but recognize that separating logs from the repo, ` can elevate risk. Give Contractors a Complete Report and Guidance . Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface condi- tions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotech- nical engineering report, but preface it with a clearly written let- ter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and /or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contractors have suffi- cient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappoint- ments, claims, and disputes. To help reduce such risks, geot- echnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations ", many of these provisions indicate where geotechnical engi- neers responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenvironmental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmen- tal findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regu- lated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental information, ask your geotechnical consultant for risk management guidance. Do not rely on an environmental report prepared for someone else. Rely on Your Geotechnical Engineer for Additional Assistance Membership in ASFE exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine ben- efit for everyone involved with a construction project. Confer with your ASFE- member geotechnical engineer for more information. 8811 Colesville Road Suite G106 Silver Spring, MD 20910 Telephone: 301 - 565 -2733 Facsimile: 301 - 589 -2017 email: info@asfe.org www.asfe.org Copyright 2000 by ASFE, Inc. Unless ASFE grants written permission to do so, duplication of this document by any means whatsoever is expressly prohibited. Reuse of the wording in this document, in whole or in part, also is expressly prohibited, and may be done only with the express permission of ASFE or for purposes of review or scholarly research. R, M.'rwKMfiIRGYRIVXi3SN3�lt•+n11W0. at'iro..a�..v,+ ASFE UGER1000.10M t, 451 t Z Z : � O 0 U) J F w 0 }} g J ▪ ? N d = w H Z � 1•- 0 Z I— w w U0 0 0 1-- w H - LLI Z. co O z c Ti fl 1 nolyv: Reference: Thomas Brothers Map: King County 2001 edition, map number 655, grid G-4. Art Creative Engineering Options INC. A Firm Practicing in the Geosciences VICINITY MAP Plate 1 , ir,15 fre;F < • I Z Ce /11 —I 0 • 0 ( ° W I —I I— Q LL u i 0 g I I u Z 1-0 Z ui O c o 0- O l— W W I 0 I— LL r ▪ Z W • W o 01 -2346 / 8.8.01 Concrete Column Foundations Floor Joist Support Beams 75'± Creative Engineering Options INC. A Firm Practing in the Geosciences Existing Soil Face Possible Shotcrete Location BUILDING SKETCH Plate 2 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.. Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 Page 2 Our work on this project does not in any way address any environmental, wetland or biological element of this property, such as the presence of a buried tank or of wetland conditions. If any such environmental element needs to be addressed, it should be done by a suitably qualified expert under a separate contract. Project Description As we understand the current situation from our discussions with you and our site observations the primary concern is to provide)ateral support to the "failed" soil cut bank beneath Building #5. This support is to prevent any further upgrade foundation movement. To accomplish this the current intent is to overexcavate and remove the "failed" soil and to expose a "fresh" and undisturbed soil face. Then, a series of drilled -in -place Titan anchors will be installed to provide lateral restraint for a subsequent sprayed - in -place steel reinforced shotcrete wall. The potential remedial treatment area is approximately seventy -five (75) feet long and is about fourteen (14) to sixteen (16) feet high. Scope of Services Our scope of services, developed from our discussions with you, is designed to develop as much site information as possible within the necessary time and budgetary constraints. We have broken this project into two phases, one for the engineering portion and one for the construction monitoring portion. We must emphasize that, depending on the City of Tukwila's Special Inspection requirements [based on their review of the engineering design plans and recommendations], the monitoring program may require some modification before the physical construction work gets underway. More specifically, our scope includes the following: PHASE I: • Performance of a brief site visit to visually evaluate the wall location and condition, to assess the exposed site soil conditions, and to help develop a dimensioned sketch of the wall area, is „ : iao ev ∎ ∎•• -a .CT.T4StSktrr,1K4 r ;'tsr df;:i; :::: ^ t∎;.1 ,+:4u„. » :4.` Xt, r 44 oo 4 CO C5 ' W = u_ W O • 0 = - w z �. I-0 z � • Lu D o o - O I- .. ww IU - o w z U - 0 H z Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 • Performance of a limited review of geotechnical and geological data readily available in our library and files to help evaluate and characterize the site soil and groundwater conditions, • Provision of geotechnical recommendations for the appropriate site earthwork operations for preparation of the proposed anchored shotcrete wall alignment, including but not necessarily limited to, overexcavation, removal and disposal of in -situ "failed" soil, • Performance of appropriate geotechnical analyses to act as a basis for design and installation recommendations for drilled -in -place Titan anchors, including anchor rod type, an allowable anchor capacity, anchor length, inclination, and vertical and horizontal anchor spacing, • Provision of appropriate geotechnical details for .the recommended anchor installation and proof load testing program to verify anchor capacities, • Provision of "preliminary" recommendations for shotcrete wall reinforcement (to be verified by structural engineer), • Provision of appropriate graphics and notes in "large" drawing format suitable for submittal as part of a permitting package, • Provision of five copies of a final written report summarizing the above information. Page 3 The above services do NOT include the "final" design of the appropriate shotcrete wall steel reinforcement. This "final" structural design is typically the responsibility of the shotcrete subcontractors' team. yawl met kruci • Provision of geotechnical recommendations for construction area and wall drainage and erosion control measures, and • Performance of no more than four brief site visits to observe -1 and monitor the drilling and installation of the Titan anchors, • Conduct a site visit to monitor the proof test loading of the anchors to verify the anchor design load capacity and verify that the anchors do not creep under load, J Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 PHASE II: • Conduct one brief site visit during the installation of the wall drainage measures and steel reinforcement, and one visit during the spraying of the shotcrete (concrete) wall, and • Provision of a final written report summarizing the results of the anchor proof testing and shotcrete installation. Site Conditions Page 4 . This report has been prepared for specific application to this proposed anchored shotcrete wall project in the crawl space beneath Building #5 of the Newport Heights Apartment Complex in Tukwila, Washington only and is for the exclusive use of Mr. Craig Sutherland, and his other representatives, clients, consultants, engineers, and contractors. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be made readily available to each of the contractor(s) involved for informational and estimating purposes. However, this report should in no way be considered the sole source of site geotechnical information, nor should its provision relieve the contractor(s) from the responsibility for performing their own site study. Our recommendations, based on our limited site evaluation and data review, site observations, and geotechnical engineering analyses, are presented following the discussion of site conditions. The area of concern is located along the upgrade side of the crawl space excavation beneath Building #5 of the Newport Heights Apartments. At the time of our initial site visit we noted clear visible evidence of a "failure" of a substantially 4 4 441i4?gA&M+raznt . erwansxuarao4V, 0n AS' ^: Anror }+'�"Ss`�iCdYrfrki�±����� t; �. �� +`a�3'cl:v�:`•�)ki:,•;a�ia�ku'� Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 Page 5 sized "slab" of soil from the face of a steep and near vertical excavated soil face. We estimate that the height of this "failure" is on the order of about fourteen (14) feet, plus or minus, and that the cut face extends for a horizontal distance of about seventy -five (75) feet. This face extended up from the crawl space subgrade to a point just below the timber floor system of the apartment building. The "failure" had caused a substantial amount of soil to slough down into the open crawl space area. In addition, several of the floor supporting column foundations had been partially undermined. In the deeper downgrade portion of the crawl'space there are two rows of timber floor support columns which extend from end to end beneath the building. We noted that the bottoms of these timber columns were not only "rotting," but were also unsupported by any concrete foundation pad. The approximate crawl space profile is pictorially depicted for informational purposes only on Plate 3, attached. Site Soil Conditions General: We did not perform a site specific subsurface exploration of crawl space area for this project. Instead, because the soils are exposed across the entire sloping cut face, we simply performed a visual evaluation of the soil. We also supported this with 'a limited review of geological and geotechnical data available in -house at the time of writing. The following paragraphs provide a brief summarization of the nature, condition and potential behavior of the in -situ soils. Site Soils: As exposed, the soils across the near vertical cut slope face immediately below the existing timber floor system generally comprise a light gray- brown to gray, dense to very dense, silty, fine to coarse sand. We also noted the presence of small, though typically varying, amounts of rounded fine to coarse gravel, and even occasional cobble sized particles, within the silty sand soil matrix. In general accordance with the Unified Soil Classification System (USCS) we classified the in -place silty sand soil as a SM. We also noted that this material exhibits clear visible evidence of almost complete in -situ cementation. This is typical of a glacial till soil. To supplement our visual evaluation we also reviewed the data recently published by Galster and LaPrade (Generalized Geologic Map of Seattle and Suburban Areas, Plate 1; AEG Bulletin, 1993). This map indicates the site area is underlain predominantly by the Vashon till (Vt). The glacial till typically comprises a dense • Ion i'w XnvW�w�i�.{i 0146,411444 M °' 3 f ",k .'ttRCe➢fix t^Y ,.`' itk: kA 0.141 :!fi '.* f•ti '4:... c 01.2346 / 8.8.01 16± Existing Building Wall Footing lbw G•or A Firm Practing in the Geosciences Existing Building Undermined & Rotted Support Beams (timber) Cut Soil Face "Slope" Failure Creative Engineering Options INC. ;, Existing Grade Existing Building Wall Footing CRAWL SPACE PROFILE Plate 3 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Geotechnical Engineering Recommendations Page 6 01 - 2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 to very dense and cemented intermixture of light gray -brown to blue -gray, silt, clay, sand and gravel. It is generally classified by the USCS as a SM. Additionally, we also reviewed the Geologic Map of this portion of King County, Washington (Preliminary Geologic Map of Seattle and Vicinity, Washington by Howard H. Waldron, et al., U.S.G.S. Miscellaneous Geologic Investigations Map 1 -354, 1962). According to this map the site area is underlain by the Vashon Till (Qt). This map describes the till as a "compact, concrete -like mixture of silt, sand, gravel and clay, of up to about one hundred and fifty (150) feet in thickness." Again, the general descriptions are similar to those developed from our visual evaluation of the site exposures. This local geology is pictorially depicted for informational purposes on Plate 4, attached: Soil Characteristics: According to a tabulation of soil parameters for typically encountered local soils by Koloski, Schwartz and Tubbs (April 1998) these in -situ soils should typically be expected to exhibit the parameters presented in the following table. We have also employed these parameters in our subsequent geotechnical analyses. Dense to very dense, silty SAND with gravel, partially to completely cemented SM (A) As a conservative (safe) measure we neglected the in -situ cohesion in our analyses. Soil Behavior: These dense to very dense and partially cemented silty sands (SM) are generally considered to be firm, competent and essentially unyielding in -situ. They are typically capable of developing an allowable soil bearing capacity well in excess of four thousand (4,000) psf at shallow depths, and of greater than eight thousand (8,000) psf at depths of more than about five feet. Because of the partial in -situ cementation they are capable of standing at steep to near vertical .a:b... PiA'4arv� t' 41, 4 4kC« ° ,}%;i1'r;e�lJ r - ":"4,4 tea tea, > l rsi a h a , d 1 j Ti Reference: Preliminary Geologic Map of Seattle and Vicinity, Washington, by Howard H. Waldron, et al., U.S.G.S. Miscellaneous Geologic Investigation Map Mi-354, 1962. 1 1.1GA.0 Creative Engineering Options INC. A Firm M Practicing in the Geosciences LOCAL GEOLOGY 'Plate 4 ' 11011gOidmisss . 1410110.1.4.10.14. ' ...1■111,70 ••■•■- 1 z —i 0 0 LLI C u- ' 0 u. Z 1-0 z I- C) O — O I— W LU 0 9 - - 0 • (4 V- I o 1- z Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 slopes with, typically, only a negligible risk of long term deterioration and damage as witnessed by this crawl space excavation. Because of the generally high degree of in -place density, and because of the cementation, they are generally considered to be virtually settlement resistant and impermeable. Groundwater: At the time of our visual evaluation of the exposed site and soil conditions we did not observe any visible evidence of either an established groundwater level or of any groundwater seepage. We estimate that the local groundwater level is likely at, or close to, the level of the Duwamish River, estimated at more than one hundred (100) feet below the site. However, the lack of any visible evidence of seepage at the time of our field visit does not mean that seepage does not occur periodically or after periods of heavy or sustained precipitation, particularly from the looser yard soil. There is clear visible evidence that there has been surface water inflow from some point upgrade of the building, and that this seepage flow occurred directly over and into the area of the "failure." In our professional opinion, neither groundwater nor groundwater seepage is expected to pose a significant threat to the performance of the emergency repair construction process. Over the long term, however, we believe that periodic groundwater seepage could occur from upgrade of the building, although we understand that a permanent interceptor drain trench is being installed along the upgrade side of the building at the toe of the adjacent slope. Nevertheless, it is critical that any contractor take groundwater seepage into account in any design or construction process to make sure that the risk of hydrostatic pressure buildup or of soil saturation and erosion is eliminated. Geotechnical Design Recommendations Page 7 General: As mentioned earlier, the existing excavated soil face has "failed" and could, under the appropriate combination of circumstances, fail again in the future. In order to reduce, if not eliminate, the risk of continued deterioration and potential "failure" and /or "collapse" of the existing cut face and the loss of support for the floor foundations or even the rear wall of the building it is, in our opinion, necessary to restrain and protect the existing soil face. In our professional opinion this can be achieved by installing a steel reinforced shotcrete "wall" facing over the "trimmed" soil face and then restraining it with a series of drilled -in -place Titan , = L u + 3s i fri ai'i iSYl1Ai. `x+/ SL 5 1 . " t$t i6sR 2j� . ' .,.. R .0iSi#Yti0 z w oc J o O 0 J N w w 0 a = ▪ W z � � z ►— uj U O L O H- w L0 ..z w c- s 0 z G 7 Geotechnical Engineering Recommendations Page 8 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 anchors. These anchors will extend through hollow plastic sleeves set through the shotcrete and reinforcement. The following paragraphs provide more specific details of this proposed emergency repair work. Column Support: Whilst the hand excavation and "trimming" of the exposed cut soil face is being carried out we recommend that the long timber. posts (columns) be carefully underpinned. The underpinning should consist of cutting off the "rotted" bottom ends of the posts and installing a pin -pile supported reinforced concrete foundation pad beneath the center of each timber post. We recommend that four small diameter, schedule 80 "strong" black iron pipes be driven beneath each timber post on an equal center -to- center spacing in both directions. Each pin -pile should be driven to "refusal" which is defined below. Each pile is to be driven -in -place with an air compressor operated ninety (90) pound jack hammer until refusal (defined below) is achieved, or the top of the pile segment is about six inches above the ground surface. In the latter case, another segment of pile is attached with a "force -fit" pinned connector. After connecting the segments driving is restarted and continued again until refusal is achieved or another pile segment is required. If tension capacity is required of these pin -piles the force fit connectors will also be welded for the full circumference of the pipe. Refusal is defined as follows: "Refusal in considered to be less than one inch of pile penetration after one full minute of continuous driving with an air compressor operated ninety (90) pound jack hammer." We recommend the following geotechnical parameters be used in the design of the pin -pile underpinning for this damaged portion of the structure: • Minimum recommended "nominal" pin -pile = 2 inches diameter • Minimum "estimated" pile penetration = 10 feet length ..,,. w ,..; �., �.,,. a •F.d•,RS::aacva ' w;,?' G Geotechnical Engineering Recommendations 01 - 2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 • Maximum estimated pile penetration = 18 feet length • Maximum allowable axial pile capacity = 4 kips • Maximum estimated settlement of pile = < 1/4 inch under maximum applied load • Maximum allowable lateral pile capacity = 1 kip with load applied at ground line Maximum estimated top -of -pile deflection = < 1/4 inch under the full applied lateral load and neglecting any passive restraint against column footing or pile group effect • Maximum center -to- center pile spacing = 15 inches [within pile cap] • Maximum estimated uplift capacity [will require weld of full circumference of pile connection] • 2 kips • Minimum recommended penetration of = 4 inches pin -pile into reinforced concrete pile cap Page 9 In our professional opinion it is also acceptable to increase to allowable axial pile capacity by one third when considering short term transitory wind and seismic loads. After the pin -piles have been successfully installed and tested a new reinforced concrete pile cap is to be formed and poured around each group of four pin - piles. This pile cap will surround the pile heads and will extend beneath the existing timber post so that the building [and floor] loads can be transferred directly into the pin -piles without causing any significant stressing of the new underpinning system. We have provided a pictorial depiction of the "typical" timber post column foundation /pile cap details for your information on Plate 5, attached. „wn igrotigffig1NAwra'esf: SAYS,T Ruth: r r i krori 1 tvd Existing Grade Concrete Pile Cap with Rebar Re- inforcing #4 Grade 60 Cut & Re -attch Column to New Bracket Existing 6" x 6" Timber Support Column (4) - 2" Schedule 80 Steel Pipes Driven to Refusal with a 90# Pneumatic Hammer, Yielding a Minimum (allowable) Working Load of 16 kips Per Pad. Note: Refusal is defined as less than 1" of penetration over 1 min of continuous driving with a 90# hammer operated by a 150# man. Creative Engineering Options INC. vh.cv A Firm Practicing in the Geosciences FOUNDATION SUPPORT DETAIL Plate 5 as `. rte! �iYv�ii'XciYs a��' t!•; dl�' �sL: �` i�? i"+ iE,:.;.< r:+: iv .'.r+.uS.Yit4f:�iii`rei'F`i:� :��:�Thitir..:t.:riflSisE(;i,. J,;,. Geotechnical Engineering Recommendations 01 - 2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 Page 10 Pin - Pile Proof Testing: In order to verify that refusal, and thus the design capacity, is achieved we recommend that each pin -pile be proof tested. Proof testing consists of redriving each pile, after the contractor considers he has achieved driving refusal (as described earlier), for one full minute under our representatives' visual observation and recording the penetration achieved. If less than one inch of penetration is recorded, the pile is considered to meet the project specification and is acceptable. If more than one inch of penetration is achieved the driving is continued until the penetration meets the refusal criterion. Our representative will monitor the proof testing and will develop a summary of the proof test data which will include the penetration achieved for each pile during the proof testing, the approximate pin -pile location, and the piles' installed length. The data tabulation, along with a written final report summarizing the results of the pin -pile installation program, will then be submitted to you and the City of Tukwila. Remedial Excavation: In conjunction with the underpinning of the timber posts the first step in the remedial treatment of this failure is.to excavate and remove the "sloughed" material from along the toe and face of the existing cut soil face. We estimate that the excavation will extend out from the toe of the wall for a distance of about five or six feet so that a relatively flat and level "subgrade" is created to temporarily support the bottom of the sprayed -in -place shotcrete. The previously "failed" slough block is estimated to be about twenty (20) feet wide and to extend for virtually the full cut height. All excavated material should be placed over the lower (downgrade) side of the crawl space subgrade. We recommend this material be spread out into layers of no more than about four inches in thickness and that each layer should be compacted -in -place with a vibratory plate compactor. This should result in the "construction" of a reasonable competent fill mass over the lower crawl space thereby eliminating the need for costly removal and disposal. Drilled - - Place Titan Anchors: The next step in the repair is to install a series of drilled -in -place anchors. In an effort to provide a means of transferring lateral [shotcrete] wall loads, potentially developed by soil pressure on the rear of the shotcrete wall, back into the firm and unyielding soil mass we recommend installing a series of drilled -in -place "Titan" anchors. These anchors comprise a hollow, Titan 30/11, coarse threaded, Dwyidag rod fitted with a carbide tipped t• • I t ;.1 I stni Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair • August 9, 2001 Page 11 1 cutting bit which is rotated into the ground with a man - portable hydraulic drilling machine. As the rods are inserted (by drilling) into the ground additional segments are added using a threaded steel coupler. Periodically during anchor drilling, and when the appropriate anchor length has been installed, the loose soil particles, or cuttings, are flushed out with compressed air to create a "clean" anchor hole. After achieving the desired anchor tip locatiop (depth) and flushing the anchor hole a concrete grout is pumped through the hollow anchor rod under a low to moderate pressure. The grout is "forced" out of the open end of the anchor rod and fills the drilled void space around the end of the anchor rods and then flows back along the exterior of the anchor rod and fills the surrounding void space back to near the head of the anchor. When the anchor grout "sets up" it creates a firm bond between the steel rod and the grout and the grout and the surrounding soil. Sufficient steel anchor rod is left protruding from the face of the wall to allow for performance of anchor proof load testing. An additional advantage of this form of lateral restraint is that it provides a means of structurally "hooking" the sprayed -in -place shotcrete wall to a series of anchors that prevent the wall from moving or being "pushed" outwards. This anchorage system also allows for the elimination of the need for a typical conventional wall "foundation" along the base of the structure. Furthermore, if the soil mass begins to activate (move) the loads are transferred into the anchors and thence back into firm and competent soils well behind the wall face. As indicated earlier, these anchors will be extended through the new shotcrete wall by means of hollow plastic sleeves inserted over the anchor rod protrusions. On the basis of our analyses, we estimate that three vertical rows of anchors will be required to restrain the shotcrete wall and help preserve the integrity of the underlying soil. We also estimate that the anchors will need to be installed at an approximately eight foot center to center horizontal spacing along the full length of the wall. In order to develop this anchor "design" we determined the approximate lateral loads likely to be applied to the completed anchored structure. We conservatively used a rectangular soil pressure distribution, and included a uniform surcharge load to account for the potential impact of load transfer from the rear building wall foundation. For informational purposes we have provided a pictorial depiction of the lateral pressure diagram used in our analyses on Plate 6. H��.ii'4 \j?�R�•'a` /`i.'rf.�ew�u i'*Lv.:tiiat LEGEND V S • Maximum estimated shotcrete wall height, H • Minimum estimated depth of shotcrete "toe ", D • Estimated maximum vertical building wall load, PF • Approximate wall footing setback distance, S • Active Equivalent Fluid Weight • Active Lateral Design Pressure, EFWA • Active lateral surcharge due to wall footing, FSL • Maximum estimated horizontal anchor spacing • Maximum estimated lateral load applied over 8 -foot anchored shotcrete wall section = 16 feet = 18 inches = 2 klf = 8 feet = 0.034 kcf = 0.034 H = 50 psf = 8 feet = 4.4 Kips Creative Engineering Options INC. /• lie A A Firm Practicing In the Geosclences LATERAL PRESSURE DIAGRAM Plate 6 ` rV ikfa�t- .ii',};4;;itai�emi0=0 3; z%i'!.i Ahroti j swi °'1 J Geotechnical Engineering Recommendations 01 - 2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 • Minimum estimated allowable anchor = 2 kips per shaft adhesion (to be verified by test square foot loading) • Approximate grouted anchor diameter = 5 inches Anchor Design Parameters: For anchor design purposes we recommend the following geotechnical parameters be used: • Recommended inclination of anchor = 15 degrees down from horizontal Recommended Titan anchor type — 30/11 rod Maximum recommended horizontal = 8 feet center -to- center anchor spacing Maximum allowable permanent axial = 43 kips anchor capacity [per manufacturer] Maximum estimated applied anchor = 33 kips load [in upper row anchors] Page 12 As indicated above, we recommend that all of the anchors be proof tested to verify the design capacities. For informational purposes we have provided a pictorial depiction of a "typical" Titan anchor on Plate 7. Depending on the specific location of an anchor, and the variation in wall height, the j design load will vary. As the capacity varies so does the necessary grouted load J carrying anchor length. We have provided below a tabulation of the recommended anchor lengths, vertical spacings and allowable design anchor capacities for an eight foot center -to- center anchor spacing on Table A, below. z w w U o . moo. w = ' J F . U) w w g � co u.a I a 1 w Z I-0 Z I- LU 0 0 N 0 E- wW I- - L I w z. w 0 z C 01 -2346 / 8.7.01 ! riF# dr/ ✓ r r r r i r Guide Tube of Cross -cut Bit ,Ir./././ ,r� , �/� �rrrrr. ✓ EfffEffig:iff-rfitiY !., rs f �.o�lD xf ,,��}} � -• b f ��� 4 y • -. �/ Cross -cut Drill Bit with Tubular Guide Grout Body (min. 20 mm (3/4 ") cover) Anchor Hole for Flushing and Grouting Bonded Length L • /'CA v. G V Spacer Coupler Creative Engineering Options INC. A Firm Practing In the Geosciences Free Length Stabilzed Annulus PVC Tube Free (unbonded) Length Lf Sheet Pile r Wedge Disc ' each up to 12° Sperical Collar Nut, Apply DENSOFLER Grease on Thread Load Distribution Plate, Acc. to Static Calculation TYPICAL TITAN ANCHOR DETAIL Plate 7 - NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT: j Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 as indicated above, in order to make sure that there is adequate anchor resistance and to make sure the loaded portion of each anchor is well behind the active soil wedge, we recommend that each anchor be a minimum of twenty -five (25) feet long. In our professional opinion this will allow for a higher long term factor of safety for the entire anchored shotcrete system. As an additional aid in showing the various elements of the proposed anchored shotcrete wall we have provided, for informational purposes, a typical anchored wall section on Plate 8, attached. A typical anchor location plan is also provided as Plate 9. Anchor Installation: Because these anchors are drilled into the ground behind the existing excavated cut soil face it is not possible to observe them. However, it is of considerable assistance to periodically observe the drilling operation since this provides an opportunity to note the rate of cutter head penetration (indicative of the soil composition and density) and to observe the soil fines and cuttings returned (flushed by air pressure) from the anchor hole. In our opinion this is of considerable help in verifying the competency of the in -situ soils along the installed anchor length, and in verifying that the design tip location is appropriate. Anchor Load Testing: Because these anchors are installed below ground and are not visible, and because they are required to restrain a reinforced shotcrete (concrete) wall as well as the soil behind the shotcrete, we recommend that each anchor be verification tested. This allows us to determine that the allowable design capacity can be achieved by loading the anchor to 130% of the design load. The verification test program is outlined in more detail in Appendix A, attached. Our field representative should monitor the performance of the verification tests and record the anchor movement at each load increment. As mentioned earlier, in our experience we have found that the tested anchor capacity is usually Page 13 File: -353 5mm Drawing# 01 -2346 / 8.7.01 0 Mr 0 Proposed "Titan" Grouted Tie -back Anchors 777 ■ \ Existing 20" x 20" x 16' Concrete Columns 75'± Creative Engineering Options INC. /`CA A Firm Practing in the Geosciences ❑ ❑ Existing 6" x 6" x 16' Timber Columns ❑ / ❑ ❑ Proposed Reinforced Shotcrete Face 8'± —► 25'± 30'± TYPICAL ANCHOR LOCATION PLAN Plate 9 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 • Page 14 considerably greater than the computed anchor capacity and, thus, develops a much larger factor of safety. On completion of the verification tests we will provide you, the contractor and, if requested, the City of Tukwila with copies of the tabulated test data. We also recommend that no production anchor load tests be conducted until the shotcrete wall facing has been installed and has been allowed to "set up" for at least seven days. Anchor Lock Off: After the anchors have been successfully tested and the load testing devices removed, the steel load spreading plate (discussed above) should be slipped over the end of the anchor rod and placed firmly against the shotcrete facing. Then the locking nut should be threaded onto the anchor rod and tightened down by hand. Once the nut is firm against the load spreader plate it should be further tightened with a short, approximately two foot long, wrench. The nut should be tightened down to the point where no additional tightening can be achieved by hand without the use of a pry bar. At this point the anchor is considered to be "locked off." IT IS CRITICAL THAT NO ANCHOR LOCK NUT IS TIGHTENED WITH THE USE OF A PRY BAR! Anchor Loading: After "lock off' each installed anchor should be carrying only a small load, just that developed by the tightening of the lock nut. Although the anchors have the capability of developing a considerable load capacity, typically greater than forty (40) kips each, they will only develop load capacity if, or as, the soil mass activates (moves). As a result, the anchored wall will restrain the mass of the soil up to the maximum allowable anchor capacity which can only be developed if the entire soil mass "fails" and moves catastrophically. In our professional opinion, given the very dense, cemented, and highly competent nature of the bulk of the soil, the potential for this form of "failure" may be considered remote to negligible. Therefore, the potential for any of the anchors to achieve the maximum allowable load capacity is also considered low to negligible. Sprayed -in -Place Shotcrete: For this project we recommend the shotcrete "concrete" comprise a seven sack mix. Based on our experience this should develop a concrete grout mix with a 28 day compressive strength of more than five thousand (5,000) psi. It is also critical that the shotcrete "nozzle man" be experienced with this form of construction. 01 -2346 / 8.7.01 _:: ii 3 �:__.J (.___. • • NOTE #4 Vertical Reinforcing Steel Bars @ 12" on Center for Full Wall Height Horizontal Reinforcing Steel Bars - (2) #5, 4' - 0" Long Each Side of Anchor Head • Horizontal and vertical steel reinforcing bars forming "waler beams" around anchor • heads should extend for full length or height of the shotcrete wall and should encapsulate each anchor head. • "Block out pockets" around anchor heads are filled with concrete grout after anchor load testing is completed. • All steel reinforcement size and spacing to be verified by project structural engineer. . /9" 0 Schematic Only -.Not to Scale (Dimensions as indicated only.) A Firm Practing In the Geosciences 2" c -c 12" Square A 36 Steel : Lead Spreader Plate Creative Engineering Options INC. 2 " c -c #4 Horizontal Reinforcing Steel Bars @ 12" on Center for Full Wall Length Vertical Reinforcing Steel Bars - (2) #5, 4' - 0" Long Each Side of Anchor Head TYPICAL WALL REINFORCEMENT Plate 10 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 Page 15 We recommend that prior to spraying the shotcrete a four inch diameter hollow plastic sleeve be inserted over the protruding ends of the previously installed Titan anchors in a manner that avoids the reinforcing steel. This will help prevent shotcrete from covering and /or contaminating the free ends of the anchors. Additionally, we also recommend that a square "pocket" be formed into the outer face of the shotcrete to allow for the installation of a steel load spreader plate after the wall is completed, as well to allow for anchor load testing. These "block outs" may be formed with a block of polystyrene which can easily be dug out with a chisel after the shotcrete installation is complete. We recommend each "block out" be at last two inches deep and about twelve (12) inches square. After the anchors are tested and the load spreading plate and nut are installed and locked down the remainder of the space may be filled with additional concrete grout. As a result, the steel anchor heads may be covered and made essentially invisible. In order to verify that the shotcrete mix is adequate we recommend that a minimum of two sets of samples be made from the mix. These samples; which should be retrieved directly out of the wall from the sprayed shotcrete, should be appropriately cured on-site. After seven days one of the samples should be subjected to a compressive strength (crushing) test to determine the materials' compressive strength. A similar test should be conducted on the second sample after 28 days to verify the shotcrete's design strength. [If requested, we can arrange for a suitably qualified testing agency to sample and test the shotcrete.] Shotcrete Reinforcement: The sprayed -in -place shotcrete wall facing should have a minimum design thickness of eight inches, but typically (because of the shape of the existing "failed" cut face) will probably be of greater thickness as it "forms" around the trimmed excavation face. To help prevent the shotcrete from cracking over time, and as a means of creating an essentially self supporting retaining wall, we recommend the shotcrete be structurally reinforced. As indicated, we also recommend the shotcrete "wall" include sufficient steel reinforcement to help it act more like a typical retaining wall. The steel reinforced shotcrete must be capable of spanning the distances between the adjacent anchors without cracking, bulging, deforming or bending. We suggest longitudinal rows of #4 steel reinforcing bars set at about twelve (12) inch centers for the full wall length, and vertical #4 bars at the same twelve (12) inch centers for the full wall height. Please be aware that this is not a structural reinforcement design for the shotcrete wall. The project structural engineer, s af■ i ldtli�iry "iyiN!`,i3+r[r?%4:�i �44�.. tint ik.git4.i9X` iAs'kAt "444A. C. I a Geotechnical Engineering Recommendations Page 16 . 01 - 2346 Newport Heights - Building 5; Emergency Repair . 7 August 9, 2001 typically part of the shotcrete contractors' team, must verify the size, number and : i location of all reinforcing steel. For informational purposes we have provided a 1 _ w pictorial depiction of the typical minimum shotcrete wall reinforcing on Plate 10. rx LI 6m _Jo 0 To help prevent the anchor heads from "punching" through the shotcrete for any ; N w reason we also recommend that some additional reinforcement be installed w i around the anchors. In these locations we recommend that two #4 vertical steel 0 co LL reinforcing bars be set on each side of, and two horizontal bars above and below, w O w o the anchor heads. The vertical bars should be at least four feet long, and should g a be spaced about two inches apart. They should extend for about two feet above co a and below each anchor head. The horizontal bars should, wherever possible, be I w extended for the full length of the wall and should encapsulate each anchor in ? the same row. [This may require that these "waler beam" reinforcing bars be z o field bent to accommodate anchors at slightly different vertical heights within the 2 D ui shotcrete wall. The bars should be installed on about two inch centers, and about 0 o two inches from the anchor rod. All reinforcing steel should be installed in o accordance with the current edition of the ACI Code. w L I As an additional load spreading device each anchor rod will pass through a nine z inch square and one inch thick steel leveling or "load spreading" plate. This plate 0 is set firmly against the face of the shotcrete inside the previously described o i- pockets in the shotcrete wall and the anchor lock nut is threaded onto the rod. These anchor head details are pictorially depicted on Plate 11, attached. Thickened Shotcrete Wall Base: Because the dead weight of the reinforced shotcrete will not immediately be carried by the anchors we recommend as a precautionary measure that the base of the wall be thickened and provided with supplemental reinforcement so that it can temporarily act like a "footing." We recommend that the bottom eighteen (18) inches of the wall be thickened out to eighteen (18) inches and that, at a minimum, two #5 longitudinal reinforcing bars be set into this thickened segment. Again, we recommend the structural engineer review this and verify the size, number and location of this basal reinforcement. Based on an average wall thickness of eight inches, a presumed maximum height of sixteen (16) feet, and a concrete grout unit weight of about one hundred and fifty (150) pcf we estimate that the weight of the shotcrete wall is about one thousand six hundred and ten (1,610) pounds per linear foot. Providing all of the loose and sloughed soil is removed from along the base of the proposed wall alignment, and Vo �d �+� aitAY�nsk' s 1N co (2) #5 Horizontal Steel Reinforcing Bars at 2" . Spacing along each Side of Anchor Head for Full Wall Height 12" Square A36 Steel Load Spreader Plate (2) #5 Horizontal Steel Reinforcing Bars at 2" Spacing along each Side of Anchor Head for Full • • Wall Length Horizontal #4 Steel Reinforcing Bars © 12" on Center for Full Wall Length LEGEND c t • Maximum thickness of shotcrete over exposed soil face, t • Minimum shotcrete cover over steel reinforcing bars, c • Miradrain geocomposite (or equivalent) to cover full height and length of exposed soil face behind shotcrete wall. Titan 30/11 Anchor Rod Miradrain Geocomposite 7 Drainage Material over • Entire Soil Face / � r Vertical #4 Steel Reinforcing Bars © 12" on Center for Full Wall Height = 8 inches = 3 inches Creative Engineering Options INC. A Firm Practicing In the Geosciences TYPICAL ANCHOR HEAD DETAIL Plate 11 Li .'. I. �l.:, ii:i.krO:HST,twa+'atrsi�, »aiYt; riffµ` ul c;- s As irw '.i�'iitakGi'x:� :i�5::'iar.:Z1,e. +r k s`^,.i.�.ir.' j.Y r � :'v'adliikiw.''a ;1 ?fti�i•.n"iv'!�a,Jn %F hti.t.rrrm:a.i Z t W • 6 —J U0 W = J I W 0 g J. u_ = d ; Z � t— O ' Z 1— . p ' • N W W! . — 0 lll U N O c Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 • Page 17 provided that the exposed subgrade is carefully and thoroughly redensified with a "heavy" vibratory plate compactor, the subgrade soil should be capable of developing in excess of three thousand (3,000) psf in allowable soil bearing pressure, or a load capacity of four thousand five hundred (4,500) pounds per linear foot of wall. Thus, in addition to a 3.0 design factor of safety in the soil bearing computation, there will be an additional 2.79 "construction" factor of safety in bearing. Once the anchors are load verification tested and approved, and the shotcrete wall is firmly "tied" to the anchors there will be significantly less weight applied to the base of the wall. We also recommend that once the thickened base has been constructed, and the shotcrete has had an opportunity to set up, previously excavated soil be carefully placed against this thickened wall base. This "backfill" should extend up the full eighteen (18) inches of the thickened base, should be placed in four inch thick loose layers and each layer should be carefully and thoroughly densified in -place with the vibratory plate compactor. This should subsequently provide some passive resistance along to toe of the wall and should be expected to help prevent "curling" of "kick -out" of the wall base over time. Shotcrete Wall Finish: Although this wall will not be "visible" to anyone, we still believe it is appropriate to provide a "clean" finish to the sprayed -in -place shotcrete. This may be accomplished by the use of a steel trowel, a stiff brush, or some other form of "finishing" tool. Wall Drainage: In order to avoid the risk of hydrostatic pressure build up behind the shotcrete wall it will be necessary to install a drainage control system before the shotcrete is sprayed -in- place. We recommend this system comprise a layer of geocomposite material, such as Miradrain 6000, Delta Drain or an equivalent approved in writing by the geotechnical engineer. This geocomposite should be placed directly against the exposed `trimmed" soil surface with the geotextile layer against the soil. It may be temporarily held in -place with a series of hand hammered spikes, nails or staples. For this project we recommend that geocomposite drainage layer be installed as a continuous layer and that it extend for the full height of the wall (excavated cut) area. To allow for elimination of any collected seepage from within the geocomposite layer we recommend the geocomposite be directly connected to a series of manufactured segments of plastic pipe. The pipe segments should extend Wcracrn...,� xatlgxi. v, +'or. r '. .. Y1'ft{EY4�Wj�V13fl"4 ∎r*. keit4npra, mss... ,,m• Iz C J U U O 0 . CO la J CO IL. w u. N a = z � w ~ U �. o P 0 W w, — o ..z z 1. Excavate the trench. V / . 3. Wedge loose straw between bales. e ft • Binding Wire or Twine Filtered Runoff • YMflr r .��;:fS �� 4 iittJt�J.. CONSTRUCTION OF A STRAW BALE BARRIER 4. Backfill and compact the excavated soil. III t II �`��. I �� Staked and Entrenched Straw Bale 2. Place and stake straw bales. Comopacted Soil to Prevent Piping Sediment Laden Runoff Creative Engineering Options INC. 0 v A Firm Practicing in me Geosciences TEMPORARY STRAW BALE BARRIER Plate 12 v.1 Z �Z ce W 6 .J U 00 WI— w N LL 0 Q r N n _ z � 0 Z I— LL! Lu U N O — O H . ILI =U IL Z w — i 0 Z Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 Erosion Control Limitations Page 18 through the full thickness of the shotcrete wall, and should be angled downwards to promote seepage. The outfall end of the pipes should be about six inches beyond the face of the shotcrete surface. In our opinion, this should be sufficient to remove the minimal amount of seepage likely to occur behind this structure. We recommend that each of these "outfall" pipes be connected to a longitudinal unperforated, smooth - walled tightline pipe. This pipe should then be connected to one of the sites' storm drain catch basin structures (outside the building) so that any discharge is under control and into a permanent drainage control structure. Because of the location of this emergency repair work inside the crawl space of Building 5 it is unnecessary to install the erosion control measures "typical" of a construction site. However, we understand that there will be an access created through the concrete crawl space wall for passage of workmen, equipment and materials. In order to avoid soil being "tracked" out of the crawl space and onto the adjacent asphalt pavement we recommend that the following minimal erosion control measures be taken. First, we recommend the installation of a continuous row of straw bales around the exterior perimeter of the building's construction access point. These straw bales should be set a minimum distance of about fifteen (15) feet from the access point, but the specific location will be partly determined by the existing site and building geometry. We have provided a pictorial depiction of a "typical" straw bale silt fence installation on Plate 12 for your information and use. In addition, we also recommend, as a precautionary measure, that the steel grids be lifted at each of the nearby storm drain catch basins, and that they be provided with a "silt sack" [a layer of geotextile] to help prevent ingress of soil fines. It is important to remember to remove thee silt sacks on completion of the emergency repair work. The above information is being provided solely as a service to our client. Under no circumstances should the above information be interpreted to mean that Creative Engineering Options, Inc., is assuming any responsibility for construction site a6tr,4 :e ,i&04ii " r' tv, YbJNML'g4 4" imuctew 'at1T ';i.XdAA41 z w 6 O 0 co W= U) u. w w co I 1w Z = � Z 1 U� o ff' O I- (1.1 w I- L I o .. z w — x O h- z c Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001. Page 19 safety, measurements or dimensions, or the contractors, subcontractors or other engineers' activities, means or measures. Such a responsibility is not being implied and should not be inferred, but should remain solely with the owner and his or her contractor(s). Our recommendations and conclusions are based on the site materials observed, our geotechnical engineering analyses, the design information provided, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care, skill and competence ordinarily exercised by other members of the profession in good standing currently practicing under similar conditions in this area only. No other warranty, expressed or implied, is made. The recommendations submitted in this report are based upon the data obtained from our site observations and data review. These data pertain to the times and locations where they were observed only, but are assumed to be reasonably representative of the conditions beneath the majority of the emergency repair area. Soil and groundwater conditions may vary from those observed. The nature and extent of variations may not become evident until construction. If variations do appear, the geotechnical engineer should be requested to re- evaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services Plan and Specification Review: We recommend that CEO, Inc. be retained to perform a general review of the final design plans and specifications developed by the anchor and shotcrete contractors and their teams. This will allow us to verify that the anchorage and shotcreteing recommendations have been properly interpreted and implemented in the design plans and in the construction specifications. ' Preconstruction Meeting: Because this work is to occur inside the crawl space of an existing building, and because of the steeply sloping nature of the "failed" soil face, we believe it will be of considerable value to hold a preconstruction meeting on -site before any emergency repair work gets underway. In addition to our representative, we recommend that the owner or his representative, structural a na iti . isC« d.L- -mtvzi +i�t*ANrkt+f�E a : . 'k; c �eii sx uCl r ;YrS ii55t73 ie rL�d a iSkz4/ 4,, 1 ._f 1 J Geotechnical Engineering Recommendations Page 20 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 engineer, anchor and shotcrete contractors, and the City representative should attend. This meeting provides an opportunity for all involved parties to discuss the potential problems likely to be encountered during anchor or shotcrete installation, and to develop options for dealing with problems, should they occur. It also provides an opportunity to verify that the contractor has received, read and, more important, has understood the geotechnical report. Additionally, it eliminates a considerable degree of risk related to the request for extras from the contractor since, after the discussions, there are unlikely to be any significant points that were not evaluated. Construction Monitoring and Testing: For continuity, we also recommend that CEO be retained to provide geotechnical services during construction, approximately as outlined in the Phase II scope of services earlier in this report. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. For this project we anticipate that it will be necessary to periodically monitor the anchor drilling and installation, and to provide full time monitoring of the proof testing of the installed anchors to verify their design capacity. We also anticipate that verification of appropriate wall drainage system installation will be required. In addition, we should periodically monitor the pin -pile installation and should be on- sit to conduct the proof testing of the installed pin - piles. We can also provide the appropriate shotcrete grout sampling and testing services, and verification of steel reinforcement size and location, through a subcontracted WABO certified laboratory and testing agency, if requested. Closure We appreciate the opportunity to have been of service to you in developing an appropriate geotechnical design for this proposed protective wall system. We trust that the information provided herein is sufficient to allow the remainder of the design and construction team to obtain the appropriate permits and perform the recommended emergency repair work. We are also looking forward to working with you during the performance of the work in the field once it gets underway. In the meantime, should you have any questions regarding any point raised in this report, or the attachments, please call. APPENDIX A 01 -2346 ANCHOR PROOF LOAD TESTING Geotechnical Engineering Recommendations 01 - 2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 APPENDIX A 01 -2346 "TITAN" ANCHOR PROOF LOAD TESTING Page 22 After each Titan anchor is installed to the design length (see Table A) install an A -36, 12 -inch square and one thick steel load spreader plate over the free end of each anchor, passing anchor rod through the pre -cut hole in the plate. Place loading jack assembly over free end of anchor rod and but base of jack against the steel load spreader plate. Place nut on anchor rod and tighten down "hand tight" to push the jack firmly in place. Apply a "seating" load to the anchor to "set" the anchor against the load spreader plate and underlying resistant shotcrete (concrete) wall. Then release loading assembly and reset loading jack and movement recording gauges or graphs to zero. 4) Set laser level on firm and unyielding stand which is NOT attached to the wall, and locate laser beam "point" on scaled test data sheet. Mark the center of the laser "point" and note it is the start point for the test. Load each anchor to the proof test load, 130% of design anchor load (as indicated on the table provided on Page 13 of the attached report) in 2,000 pound load increments. Pause at the end of each incremental load application for 2 minutes to determine if anchor creep is occurring and mark the center of the laser "point" for each load increment. Record anchor movement, then add next incremental load and repeat process. 6) Continue anchor loading until a minimum of 130% of the design load is achieved. Record the anchor movement, and leave load in -place for a minimum of five minutes. Mark the center of the laser "point" at end of five minute period, record anchor movement and note it is the maximum test load. • Geotechnical Engineering Recommendations 01 -2346 Newport Heights - Building 5; Emergency Repair August 9, 2001 Page 23 7) Carefully and slowly release the anchor load to zero and mark the center of the laser "point" at zero load and note it is the end of the test. Record anchor movement after all load is removed. 8) Remove loading jack and gauge assembly from free end of anchor rod. 9) With the exception of one randomly selected anchor, repeat the anchor proof test procedure (steps 1 through 8) for each anchor. 10) After satisfactory completion of proof load test and removal of jack assembly, add shaped steel washer and nut on free end of anchor rod. Tighten the anchor rod nut against the shaped steel washer until no additional movement of the wrench can be achieved without the use of a "lever" or "pry" bar. Do NOT use a pry bar to tighten the anchor. locking nuts. 11) Geotechnical engineer shall record results of anchor proof load testing and provide summary report on completion. 12) The manufacturer has placed a maximum "permanent" load rating of forty - three (43) kips on these anchor rods. This maximum load is governed by the yield strength of the rod. This forty -three (43) kip load is NOT to be exceeded in testing. ,k :+. 1 ,(iS:uTU`.'�.rS� CLS'k�k t ;'•et .,: �� � 2.n� +��:� .aLk. e�:a':�icirw�i:.•vJ• +`w �1 h ��. r vi >�:'Fn3t W. 6 J U. U0: w o;. 0 W. w I: N w w 0 u. a = W z � r o • Z • Wi . o = -' • ll! Z: U -. • ,o . • z •7" APPENDIX B 01-2346 USE OF THIS REPORT BY OTHERS • REPORT ENTITLED: To: Creative Engineering Options, Inc. 5418 159` Place NE Redmond, Washington 98052 Applicant herewith applies for permission to use the referenced report to (please indicate how you intend to use the report and why you wish to do so): Applicant understands that the referenced report is an instrument of professional service produced by Creative Engineering Options, Incorporated (CEO) and that express written authorization from Glen Mann and the afore mentioned corporation is required to use or in any way rely upon this report or any of the information contained within, or to duplicate, otherwise reproduce or copy, excerpt from, reference or quote from this report. Applicant understands that any unauthorized use of or reliance upon this report, or any unauthorized duplication , other reproduction or copying, reference to or excerption or quotation of this report is strictly prohibited, and will subject the . violator to all legal remedies available to CEO. Applicant recognizes that CEO may, at its sole discretion, withhold authorization, or grant such authorization contingent upon applicant's acceptance of terms and conditions established by CEO to address issues arising out of the use of the report by the Applicant not contemplated by CEO at the time CEO initiated its services to Mr. Craig Sutherland & Terra Firma , which included preparation of this report. APPLICANT: APPLICATION FOR AUTHORIZATION TO USE Geotechnical Recommendations Emergency Crawl Space Repair Anchored Shotcrete Wall System Newport Heights - Building #5 Tukwila, Washington by CEO, Inc., 01 -2346 dated August 9, 2001 Name of Firm Address of Firm Telephone Number Contact Person Name Contact Person Title Date of Application te/desktop/app.for auth.to use /wpd /zip DISTRIBUTION 01 -2346 Mr. Craig Sutherland Terra Firma 1944 - 172n Avenue N.W. Burien, Washington 98166 gm /EQR Tukwila Apartment Building Anchored Shotcrete Wall Design Report/eb79 HOWE ENGINEERING CONSULTING ENGINEERS 2807 E LK. SAMMAMISH PKWAY N.E., SAMMAMISH, WA 98074 PHONE: (425) 881 -8182 • FAX: (425) 881 -1830 STRUCTURAL CALCULATIONS & DETAILS FOR NEWPORT HEIGHTS CRAWL SPACE REPAIR TUKWILA, WASHINGTON 0176 CXZICItiJAL SrrM r swum 4.. — 1 9 -17 -01 FILE COPY CIT RECEIVED OCT 3 O 2001 PERMIT CENTER D0fr363 HOWE ENGINEERING CONSULTING ENGINEERS 2535 152ND AVENUE N.E. B -1 REDMOND, WA 98052 SUBJECT 71 �o / tckicNogrp Q � IN Po' er EA -PP p12,6.II-I,a•C> _ I UIe S I 0 11 2 I FE WA SN e.r- -TT ar -TM -A L .T .0 I ct cPV u- JOB NO. d 17CP DA BY c:9 /o l JOB NAME Newrit,G: SHEET NO.. OF No coIJC - .T Tr: ATTAIN ,& MIN. 2 Pa•f (omrp_ MW • E..Llt•I F G CAIN G - Cc 4 • To A - Tan. CoIr, -A CW. ®. Qt-- v,ta - Tc e p t- IN C O e..e. WITk c'ec51" Ica,L gp T G4 rel ' € .,2001 4. FV 6.,CZeD t v-s' Co 1 h1G . ��t.��V�}iµ:.liX 11��'.', y 'Y +�i���5<iJ�iFQT17:uSYfl5�h3�Y YOIVI•lV �. 004 7t i:1494`' W re 6 J U; 0O co W= J W O 2 L Q = I- w Z � I- 0 Z I- • 0 o - • I- w • w U. wZ. • I . 17- • • z HOWE ENGINEERING CONSULTING ENGINEERS 2535 152ND AVENUE N.E. B -1 REDMOND, WA 98052 Je SUBJECT IG . Watt . w 4 oe JOB NO. 0176 DA Ie>i JOB NAME Il 5v-/ c H ed I S 1-4 7 `- BY SHEET NO. OF I ktre..?- = Ca L., r - 1 F \A/ ` CQ. c /5 c v 2 ?PI* 1..a41= ,4NC!- te- ?.,") 7 0712D `rb.0 rCn P) f i&Cpr.:7: Cu N r;=xsC. rb . E r2) ,2:7003:7 CPYttri FE, Wa.c:>1-1 ff~ GN�GL rrt,IGh II, ' ' F- µ 4 r,7(7 er2i 4. r "S. 4+ ( G , ! c4' ! ;;. Pr(2r 47 c en �K . 11 12 1 KX iaX �,:Puriyl Lr;d4 40 4 xely' lE' ". . !-- Z w w. O 0 co o J = • u. W } 0 . g W co = W H 2 Z �. i— 0 Z F- 0 O Y ; W W `: I--- U LL H Z LI J U N i-- I . O f- z 4- 4.08 '28.9 4.08 4.08 28.9 •••- ..4• •••• • 1., NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. . _ Fl:Full Pit FZ:Ontions F5:Box Off F7 :Animate F9:UnAnchor FIO:Anchan, theu CtrID:Drift Esc :Return Loads: Ld Comb:I Solution: Ld Comb 1 Unity Check Level gia 0.-.50 E .50-.75 .75-.90 • .90-1.0 • >1.0 • No Calc L 4- 4.08 '28.9 4.08 4.08 28.9 •••- ..4• •••• • 1., NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. . _ RISA -2D (R) Version 3.03 Copyright (c) RISA Technologies,1993 MEMBER END FORCES : Load Combination 1 Memb. Nodes I -End J -End No. 1 J Axial Shear Moment Axial Shear Moment I n n 1 f - i - K n K n K ft n K II K ii K ft----, 1 1- 2 0.00 0.00 -0.00 0.00 12.40 -18.60 2 2- 3 0.00 16.53 18.60 0.00 16.53 -18.60 3 3- 4 0.00 12.40 18.60 0.00 0.00 -0.00 F1 :Help F2:Plot F3 :Detail [D] isp [R] eac [E] Forc [U] nity [W] Forc [A] ltSec [P] rint • W u�l D O 0 N W I H w 0 11.4t cop H I , Z 0 Z O • - LLI 0 LU U on ' O F" `. :ilmumiltswagiE FI:Full Pit F2:Option F5:Box Off F7 :Animate F9:UnAnchor FIB:Anchor/ Viet; CtriD:Brift Esc Return Loads: Ld Comb:1 Solution: Ld Comb 1 Unity Check Level .50-.75 a .75-.90 .90-1.0 in >1.0 No Calc L NEWPORT HEIGHTS 4.08 k Avac:1 4 -•--..? 4,03 . 4.08 ,,,A16.4 46:4 3—.1 t 33.1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. _ _ 4 .- RISA -2p (R) Version 3.03 Copyright (c) RISA Technologies,1993 MEMBER END FORCES : Load Combination 1 Memb. Nodes I -End J -End No. I J Axial Shear Moment Axial Shear Moment 1 n n 1 r — — K ii K u K ft H K il K K- f t-1 1 1- 2 0.00 0.00 -0.00 0.00 12.40 -18.60 2 2- 3 0.00 20.67 18.60 0.00 20.67 -18.60 3 3- 4 0.00 12.40 18.60 0.00 -0.00 -0.00 F1 :Help F2 Plot F3 : Detail [D] isp [R] eac [E] Forc [U] nity [W] Forc [A] 1tSec [P] rint = 1- re 2 .J U U0 • W x —I I— N u- W 0 u- a co w . _ , Z �. F- 0 Z LU uj n = p U —t H : W U U.. O Z Li d) O Z November 2, 2001 Mr. Craig Sutherland 1952 SW 172nd Street Burien, Washington 98166 RE: Letter of Incomplete Application #1 Development Permit Application Number D01 -353 5660 South 152IId Street, Building #5 Dear Mr. Sutherland: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on October 30, 2001, is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Building Division: Bob Benedicto at (206) 431 -3670, if you have any questions regarding the attached memo. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. if your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal a `Revision Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, / ,/ Stefania Spencer Permit Technician encl File: Permit File No. D01 -353 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Soutlicenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665 .w. w 2 J U 0 • 0 cn w J ai w O ga • - u- Q = CJ I w T z f-- I o 111 uj U � O = o �. w w 1 0 . . z. w co z Date: November 1, 2001 Project Name: Newport Heights Application #: D01 -353 Plan Reviewer: Bob Benedicto PLAN REVIEW COMMENTS CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION A preliminary review of this application indicates that additional information is required before we can proceed with the structural plan review. Please provide the following: 1. Name the licensed engineer of record for the structural design of the "shotcrete" retaining wall, the design of the new column supports and the design of the titan anchor tiebacks system. 5146Er 2. of 2- = U. o z . 3. Provide drainage plan to show the intent and outflow of required drainage. o ' -r I of Z. 0 4. Special inspection is required for the concrete, piling and shotcrete, per UBC Chapter 17. Indicate these requirements on the plans and name the testing lab that will be providing the special inspection. vfg6r J of Z, 2. Provide structural working drawings, structural notes and calculations to qualify the proposed design. SNEEr 2 of z • 5. Design documents (plans & calc's) shall bear the seal and signature of the licensed engineer of record. End /initial review. • w cc g J U • C.) O = co • CD J I. LL w o • a co o. = cc w H =: z t ._. w ▪ H. :o .o 1-. 0 A firm practicing in the geosciences August 12, 2002 EQR c/o Mr. Craig Sutherland Terra Firma Drilling 1952 S.W. 172nd Burien, Washington 98166 Subject: Reference: Introduction Creative Engineering Options, INC. Dear Mr. Sutherland: RECEIVED !AUG 14 2002 COMMUNITY DEVELOPMENT Final Report Geotechnical Monitoring Services Emergency Repair Anchored Shotcrete Wall Newport Heights - Building "5" Tukwila, Washington [City of Tukwila Permit No. D01 -353.] Geotechnical Engineering Study Report for an Emergency Repair by CEO, Inc., dated August 9, 2002. 01- 2346 -1 As requested, we have been providing geotechnical consultation and monitoring services to you during the performance of the emergency repair construction work at the subject project. We provided you with geotechnical recommendations for the design and construction of the anchored shotcrete wall system in our above- 5418 159th Place NE • Redmond, WA 98052 • (425) 883 -6889 • FAX (425) 867 -9664 • www.ceogeo.com Final Monitoring Report 01- 2346 -1 EQR/Building 5 Newport Heights - Emergency Repair August 12, 2002 referenced geotechnical report. Our current construction monitoring services began on March 12, 2002 and extended through the completion of anchor load testing on April 23, 2002. The following paragraphs provide a brief summarization of our field observations and of the anchor load test data. For informational purposes we have also provided copies of our Field Construction Inspection Reports as an attachment to this report. Geotechnical Consultation and Monitoring Services Page 2 Excavation Monitoring: Our initial construction observations were related to the overexcavation and removal of the loose surficial "scale" soils and one larger "block" of soil that apparently "failed" off the near vertical cut face forming the northeastern perimeter of this buildings' crawl space. This slope face measured approximately fourteen (14) to sixteen (16) feet in height. These soils were removed from the face to be protected and restrained and were spread over the lower southwestern portion of the crawl space subgrade, and were tamped -in -place to form a relatively firm subgrade surface. The removal of the looser and "failed" soils exposed a firm, competent and generally unyielding near vertical cut slope face. The contractor also excavated along the toe of this cut slope face to create a "subgrade" on which the thickened base of the shotcrete wall would be set. This subgrade was about three feet wide and was also firmly tamped -in -place to create a sound and competent surface capable of temporarily supporting the weight of the shotcrete wall. Shotcrete Wall Installation: After the cut face was cleaned and exposed the shotcrete subcontractor, Jolly Miller, installed the requisite strips of Miradrain geocomposite drainage material which extended for the full height of the cut slope face. These Miradrain segments were "nailed" to the soil face with the geotextile layer facing the soil. At the base of the wall the subcontractor inserted a series of manufacturers' pipes to act as weep holes. These weep hole pipes, which extended through the full thickness of the shotcrete wall, were wired -in -place at a downwards inclination to help promote drainage. The inboard ends were connected to the Miradrain with Final Monitoring Report 01- 2346 -1 EQR/Building 5 Newport Heights - Emergency Repair August 12, 2002 Page 3 a square metal plate that was firmly taped to the geocomposite. This was also in general accordance with the original project specifications. The subcontractor then installed a steel reinforcement "cage" over the soil face. The steel reinforcement was maintained -in -place with a series of small cement blocks which also helped maintain the appropriate concrete cover between the steel and the soil face. We noted that there were pairs of steel bars set on either side of the anchor heads which extended for the full height of the wall, and pairs of longitudinal bars extending for the full wall length above and below the anchor heads. These reinforcing bars acted as the "waler beams" for the anchors and help to transfer the wall loads to the anchors. This portion of the construction was carried out in general conformance with the original project specifications. The subcontractor also installed several longitudinal reinforcing bars in the "thickened" base of the wall to help this portion of the structure act more like a beam to support part of the weight of the shotcrete until it set -up and the anchors were installed and locked off. This was in general accordance with the original project recommendations presented in our referenced report. Anchor Installation: A series of twenty (20) drilled -in -place Titan anchors was installed. The anchors were drilled in a roughly staggered pattern forming roughly three rows, one in the upper approximately one third of the shotcrete wall, one at the center, and one in the lower third approximately as recommended in the referenced geotechnical report. These Titan anchors, which consisted of 30/11 coarse threaded bars, were drilled back into the "native" silty sand soils at an inclination of approximately 15 degrees [down from the horizontal]. The drilling was hampered by the presence of numerous boulders or "bedrock" requiring a change in drilling methodology and a shortening of the anchors. To penetrate the rocks the contractor employed a NUMA down hole hammer. This allowed him to penetrate through Oor well into the boulders and bedrock materials for a firm anchorage. As a result, the installed anchor lengths ranged from approximately fifteen (15) feet to twenty -five (25) feet. The drilled holes were approximately five inches in diameter and each was grouted under a low pressure through the hollow cores of the drill /anchor rods. In spite of the anchor length reductions this anchor installation was carried out in general accordance with the original project specifications. r ?iis.tnit;;wLt :.`iii }:.i:2iw:ran,.v'�';,.a: ',`�t;:e„!ia:i:•F:9•.` ,:oi'iit�ki z( rA ,.4h' �Y2 Final Monitoring Report 01 2346 - 1 EQR/Building 5 Newport Heights - Emergency Repair August 12, 2002 Summary Page 4 Anchor Proof Load Testing: With one exception each of the installed anchors was load tested to verify that the anchors were capable of developing the required load carrying capacity and that none of the anchors would creep under load. Each anchor was tested to 130% of the maximum estimated design load which, for these anchors, was considered to be thirty -three [33] kips. Thus, the test load was just below forty -three [43] kips. [For a number of the lower anchors this is a higher load than originally developed in design. The higher load was used partly to verify an increased load capacity, and to help compensate for the shorter anchor lengths.] The load was applied in increments in general accordance with the recommendations provided in the referenced report. Under the maximum applied load the anchors exhibited deflections [permanent movement] on release of the test load of between zero and eight millimeters. This is well within the tolerance for an acceptable anchor and, thus, each of the installed anchors is considered capable of carrying in excess of the maximum estimated design load of thirty -three (33) kips. For informational purposes we have provided a tabulation of the anchor load test data on Table A, attached. Based on our visual observations of the emergency repair process it is our professional opinion that the work was carried out in a competent and professional manner. It is also our opinion that the emergency repair work was completed in general accordance with the original project specifications. The reinforced shotcrete wall has been provided with a suitable and acceptable drainage control system that should be capable of collecting and removing any subsurface seepage from the soil behind the wall. The wall also has sufficient reinforcing steel to prevent any significant wall cracking or damage, and to help transfer the soil loads to the anchors. Each of the anchors was installed in a satisfactory manner and, based on the proof load test data, are capable of carrying in excess of the maximum estimated design load. As a result it is our professional opinion that this emergency repair has been carried out in an appropriate manner and that the repair should prevent any further damage due to lateral movement of the soil, or any associated foundation movement, in the crawl space beneath this structure. e,�mNNU'tAti.wKa f.�r. craws:.+ avw'.urlaix!�fYt7a'3�!!��i'�.'W C z Z . ce W 6 J U U O LU NO -J w ? . co d F _. z �.. I-0 z I U O 0— O F— LU w u - o w • = O~ z Final Monitoring Report 01- 2346 -1 EQR/Building 5 Newport Heights - Emergency Repair August 12, 2002 Closure We appreciate the opportunity to have been of additional geotechnical assistance to you during the performance of the emergency repair to this building. We trust the information presented herein, and on the attachments, provides you with a reasonable depiction of the emergency repair work. Our services during the construction phase of this emergency repair have been performed, and our opinions have been derived, in a manner consistent with that level of skill, care and competence ordinarily exercised by other members of the profession in good standing currently practicing under similar conditions in this area only. No other warranty, express or implied, is made. Should you have any questions regarding the content of this final report or the attachments, please call. Very truly yours, CREATIVE ENGIN _ O PTIONS, INC. Glen Mann, P. President Attachments: c.c.: EXPIRES April, 10 Z,,, , Field Construction Inspection Reports (6) Table A; Anchor Proof Load Test Data Sheet 1 of 1; Load vs. Deflection Curve City of Tukwila Page 5 gm /EQR Final Monitoring Report/eb89 Table A; Anchor Proof Test Data 01- 2346 -1 EQR /Building 5 - Newport Heights Apartments Tukwila, Washington April 23 and 24, 2002 sT:�ts�n�a�er+tp'+t��t�z+umte z IW o Q C g J U 00 w = CO u_ w ▪ a = • d I-- al z � o : Z I- w U 0 o - O I-- W LU H U. — .. Z W • YZ O I- z Creative Engineering Options INC. Job No. ,, ; U ` - L"'1' b -,/ Page ' of 1 Time On Site +J' V r ^" ` Report Sequence No. 1 CEO i A Firm Practicing in the Geosciences FIELD CONSTRUCTION INSPECTION REPORT Time Off Site f i : 1S" �+'r'+ Date :3) i LI ii :. Day of Week '7u e-1• t Project /�f�- C+h.W w) . (`k,1.�i .v► '�f1'; ,A S . Weather, :,,ul o.n , . .,Je/tt;4 C Travel Time I o r. Job Location 5C c- .s: 15Z .S�a,t, ' JkLcw,1+.: Client or Owner -0 t', Prepared By 6.t., General Contrator i , 0- ••♦... General Contrac or's Superintendent (:r, i\ .L- Grading Contractor Equipment in Use t , k, UNSATISFACTORY CONDITIONS PREVIOUSLY REPORTED (Give Report date only. Circle dates of items corrected this report and explain below.) .- ,, IA- , Permit No.: 1)01.. • at — 1M r v+ CA S, 1.3 oL +Au.44"e.. •1.4 ;1. /t4 "Gell Ivs•A 41, e.01+,{ A ...A eki+r, x L..ari,. . r,.,( •I• 0 ,i j t :-.++- •!'l, e s'1 a F A Lo reek, r i•...-..J, v A4 `fit .4ih,e qlr VIA: (..6, L41 t.(' -C,- e-,L .4. 1,44. 4 1 41.. Al, 0-e--. t- A•..JL I G•v .1 t4 - 44.4- L .1:, �. , iL S .k 1 re.w, k c,.6 c,14 s r.,.,4 Att. ...., i .YtetA. 1-s.k 0? At w.1t , c.,A. 1-.4 Gw s'.& ... .1411 i., t :;,,1,' w ) . i 1 t ;, Lc,,•1,4 .. Lto ,,,,l . L. . 4 }•. A. ;,1' ,.. v,,,rcJ cLsw.. t 1,�1, tw,tX 4...,. '� b ;.} -LIC r l ' 1 1 t tt__ ,,�� t 1r4.1`_ IV CiPC ( . o.;t�+.t4i h-{ r .} -4. 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Distribution ^ . , Y .- I,.m1,j Ci `�, I 1, 5418 - 159th Place NE • Redmond, WA 98052 • (425) 883 -6889 • Fax (425) 867 -9664 • www.ceogeo.com ' S >NS•X:'r�k`!w t?ir';:Jn+ ki!'N�"i:%d };.�;d;:r�riiiP'u�i Creative Engineering Options INC. Job No. 01 .- -'L3it -1 Page / of I Time On Site I L . 3a f..•, Report Sequence No. L "w 1 A Firm Practicig In the eecience FIELD CONSTRUCTION INSPECTION REPORT Time Off Site 1 ;: 3 f. iv. Date 41 islaz. Day f Week ► +'i n ►, , Project �Qa - 6v; 0 , � , n- Weather r ea i,), o,,. � sLw�. Travel Time 3/4... Job Lo 56do - S. Jl�.k,�j'uisw+�,,, � r Owner Client or Owner Prepared By ` _ Crny General Contrator General ContraFt:C uperintendent Grading Contractor Equipment in Use A- D , UNSATISFACTORY CONDITIONS PREVIOUSLY REPORTED (Give Report date only. Circle dates of items corrected this report and explain below.) — N /f ''' Permit No.: /11 J 1 _, 1 hi t., ( .-1, ":1w , ..e. h t- V. i `kA %1 R. 4. ,Ai t�W'C H „F ..,. h 9 4lo+tiG • 1 • (� �� J r 7 c m ( b i W.11 tow WSW' lT f kt CA, c.4.9 .a OF FYY t;3 ~ l.` 1. 4.... 0 a' i• i - 44 6 4/1 LN wres �► vw.cj..nr £nn:1 a NA Wit i t.L k..., � a,, d...41141 t...it ] ►:* ,ii., 1 ....rl 4 ,., e ,it..i. LiLiJ4 sAt # n7t'L ,k,..k •, I • 6 i h-i. ' ; t1yh ii 6W 4 L •e - eter►C Le ryt.4. ;IM, J 1 Cl �j(N N E M R LA y �L e‘ v� ;, ,,, �+„� a 1r � ��c LP � � .. '�► r1' is M �c„ +n. � � 6.,-;14, h. s �•► :� W" j ( � , • City v) r... 71 r4yA G' It aiw ene,Le e 1 -,v a r-1) .+r+ '7 .'vt.. . Visitors A I14%1 . Continued see next page Attachments 1 . Initial• Distribution,' j �. i,,sh.4.,, r 5418 - 159th Place NE • Redmond, WA 98052 • (425) 883 -6889 • Fax (425) 867 -9664 • www.ceogeo.com a•A'2i'�x�t�aa+ .+ !reftflt ` atw, rts�i7rc;�?f4 ",m�;t. +kt'piT.�s. ;4 ;�,a;..e.i�.?.,�,.,ti.�. �'�;.: %: *. ; ��& n�r .`vitliV.��?7L;)•,..; ;c, r. rry.!i *,rn: Z W QQ • � JU O 0 co co ILI W _ H N IL W O gQ = • W 1— O W I— uj U0 O — O l- W W H 1- LLO ui 1 = OH z Creative Engineering Options INC. Job No. a r - a3 46 -- I Page I of 1 Time On Site 30 11 • — o, m Report Sequence No. 3 CO c A Firm Practicing in the Geosciences FIELD CONSTRUCTION INSPECTION REPORT Time Off Site 12, �" f Date 0 4 - 1 11 1 0 :z Day of Week - ',t 7Y41 Project ,.. �yQ'- /6171810 GIWCy 2e ?ql Weather 0 vercrts *r, c.,..) 4. Travel Time 1 /z kt Job Location • I - DG•s, A/et-P.: r Hrs., - ruktoi - !1 Client or Owner 6G2V. Prepared By MT General Contrator 'TcggA Pig General Contractor's Superintendent PA lit. Grading Contractor 10 ft Equipment in Use NY DRAJ41c "Diticc. € DJ H1)~1 UNSATISFACTORY CONDITIONS PREVIOUSLY REPORTED (Give Report date only. Circle report and explain below.) — ( — dates of items corrected this Permit No.: Tt w �c.A Dot-3s7 /� A KEbtvEs TeD, v'.s ► S rTE 'To v63EAttt PRoC, or "g-r( wo4k. g r •71-le 11ill ai= 'TI-Iis ii i i C 4rv7.RAcsTo!C 14 kb i,v.STA.(.r !) A 1 LT; M.. or 13 '`111119 N 3o /i1 DAtt.treD-- h,. - PolcE ANcHo s , • '170.11.1,I+vGA H4S CNco.J.v eb "k',ick 4i T' f'THi of A'Rcs; 15- 10 3..5 -'eT t'h 1,41j Pse6bAReb 9 <;HlirwGe )v' >zk-.t -I,vGi •rrGNrv.Qve . try ..c-it-r1 a v= v.vr c, j E t=- 440111(: -nef J CY - ri"id Ht13b isiel <A C Fv 3. ;I. - D(L1/- I.INtj , -1I ca,,, Tit /1-t102 J4Ps D911'1we n - :4 whArpte R, his N!}vnweyz N,G-s INCAc THe- R/trtf of ttic..t. le/ GI R(yetInBit or-I . 7i'f Ow CNar*.; ilit C 04, v.• '300 ci CAr ekepeD -ru '1716 Ter tkr Tacirni . Visitors N t,6 Continued see next page ❑ Attachments Nub% Initial. tri Distribution ' j FA riAM fi ; CIN Jr - fuscwii-A; Frr e 5418 - 159th Place NE • Redmond, WA 98052 • (425) 883 -6889 • Fax (425) 867 -9664 • www.ceogeo.com 7�f�. flJNR3L`+ E7 M ' avi ..wa*r.vr+.vsy > +r.}*.en.r.tt� ; 3a* n 't��•a %cgvvdry�• <�xur.,r,n. zaer- •!nt +�:? -.�.m. Creative Engineering Options INC. Job No. U i — Z 344 • i Page 1 of t CEO 1 Time On Site a : f, in Report Sequence No. 4- A Firm Practicing in the Geosciences FIELD CONSTRUCTION INSPECTION REPORT Time Off Site X :1= r.� Weather G1-092, 5�r41my Date 4 ) 1) 1 c„� Travel Time Day of Week 11N1.)r:sDAy Hi( Project EQR I Ellie Grwcy Ref(' Job Location l i . . b )..i - Nclvl r T 4 ,. , 1yk w l(-4 Client or Owner EQK Prepared By Yln General Contrator ' EVA A Ft it m A General Contractor's Superintendent 'PO Ut_ Grading Contractor A N I A, . Equipment in Use WI Dft()f/l,ic 'MIA. E 1),.v.,, r4 i -raze /11)M 'fl . UNSATISFACTORY CONDITIONS PREVIOUSLY REPORTED (Give Report date only. Circle report and explain below.) -- N. A - - dates of items corrected this Permit No.: ' i/k.1CA) 1oi - 2S3 geTUftrgeD Tv S11 ' +Ai oN17o4 A .4 C -44 W..tc..<.INC), PrZo6IEr '7 en!}/,v S iZa1171w e C'1 5 Du e 'N IgciErvcE a F e ock . -RdRse i1 r ,v s,r[. . 'D.7WNH.x.:: )d11 Alm Eit. 1.i aLLovv111G Fvft P; ts .It 13i144..0 'MO RAvGt - 1 . goCk lb "Pedlar) ftN(MJP. •TIp E CerAil Jj ('Db"'PSN), Visitors IyvrvC Continued see next page Attachments ANde Initial. l Distribution , O PI r M o ; `rT y o 11.N ,j►LR j * Ft , ";•10 ;` S:;: . V7 [ an'�'in:i.:'i�l��i¢`.�"wQyd�t. - } 5418 - 159th Place NE • Redmond, WA 98052 • (425) 883 -6889 • Fax (425) 867 -9664 • www.ceogeo.com . dk* 3 �tr4'. PV: sryp„ tY: �:-0,"? ���TS7: C' �`+.'.' jn' rt'. 4Fix�:.. �' t", U'• x.!; vr.;+ r. 2` s; x4' 1;'';( a,' �S� e wR. 9: }Xe`.tar;�rt±.�. n+xyexn.r , .. t,a:�e:tt, . tn�;. . Creative Engineering Options INC. Job No. v 1 - 23`-6 - i Page ( of 1 Time On Site t W 4 "-' t € I Z :‘=- Report Sequence No. S CO ci ! A Firm Practicing in the Geoxienca FIELD CONSTRUCTION INSPECTION REPORT Time Off Site to : ca uZ �, Date a4Iz3 I of Day of Week Ives 00.1 Project OR 2 / em6k. �, CNCy R Weather , Ste,~ Y Travel Time i /Z N R Job Location 111436,..i New )-rs. r 1ukwlt-A Client or Owner EUR Prepared By '- General Contrator 1 ' E1ieicA PlicAlA General Contractor's Superintendent I14W- tin ke /gurtN Grading Contractor . NO Equipment in Use UNSATISFACTORY CONDITIONS PREVIOUSLY REPORTED (Give Report date only. Circle report and explain below.) -- N. — dates of items corrected this Permit No.: Til kwic.F1 DE); - >S3 VISITED :•ITE As REO )G Teb To Nor.! 1i • (1,4c. o•4. 7t )) f cont Tr twc.i. AdcMOtii 1 - To 10 werme 1,0A D T es D ?o 11,: o Gi - r-c iv15.m no, -,•. 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" u. • •+, Report Sequence No. U ....cv A Firm Practicing in the Geosciences FIELD CONSTRUCTION INSPECTION REPORT Time Off Site 12.; " ?• - ^ Date o4.124.1 ut Day of Week W(=P Dn Project ✓ Weather Travel Time Job Location 34 pc►.5• -- Newfr 11x. ,'r'uwicij Client or Owner C Gt2 Prepared By NI , General Contrator leittri F'Itr"A General Contractor's Superintendent vhA•Rk Grading Contractor N A• Equipment in Use UNSATISFACTORY CONDITIONS PREVIOUSLY REPORTED (Give Report date only. Circle dates of items corrected this report and explain below.) Permit No.: Tik MCA Doi -3.5' V1517 -T) 5 t lb Co,sleLe -Te A NCY1ue( re....JF /a (YID IerT1NC1. I'►'raa aline b 0 C410 It fo let iiJ14icN we ICE a ?Esreb 70 I30Y, o C i [... , IlP► o4e.nllrC -c`( 43 kips. A ► = it_ R P6Letis3M 4 pga,;,F (,a8 4 2Fca,eau4 PcyzmA.vCa.+: A NCHJet 'PtiF!`e- t=C7Po.M5 O F 2G"-Q 1D $MM. AGt of 1 1-16 nivc - !zs nh:G' 4-aaii)e2eb i .c,&-er aLC: , Visitors 111 +)n► E Continued see next page Attachments ;Jo N ,r.,� Initial. P''I Distribution ,,. a F►Rr+A ; CITY o F 'TYkwiC.,A ; Firs 5418 - 159th Place NE • Redmond, WA 98052 • (425) 883 -6889 • Fax (425) 867 -9664 • www.ceogeo.com aC4att6+L'' fflt iK Creative Engineering Options IN •alGV A firm practicing In the geosciences PROJECT Ed /#8"1414•1 S • - Net' Prk }i e 1.- SUBJECT O.%c N, Loo's d 14141;1. C. PROJECT NO o I - 23 4 - 6 - l SHEET OF COMPUTED BY DATED 4-1 CHECKED BY DATED I . I I I I I 0 I ( u • s) a 4 4 0 e4 5418 159th Place NE • Redmond, WA 98052 • (425) 883 -6889 • FAX (425) 867 -9664 • www.ceogeo.com ::s si,a;:iC.r.r� x`4�,'': »C chi.fl i k�at i`i3 ttSC; J xi siry ':e+a iioTu;! sA0.) ;1„ 4 A.A pA.*R21tt iNLks • Sample No, Cylinder Diameter (in.) Cylinder Area (in.') Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type lA 2.75 5.94 3/28/02 7 30300 5100 Shear 1B 2.75 5.94 4/18/02 28 44000 7410 Shear IC 2.75 5.94 4/18/02 28 43100 7260 Shear ID 2.75 5.94 Discarded Design S rength Specification: 28 4000 1111 Aek Information To Build On Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST' " ' '' CLIENT: Craig Sutherland Terra Firma Drilling 1952 SW 172nd Burien, WA 98166 PERMIT NO.: DOI -353, DATE: March 21, 2002 JOB NO.: 712- 20045 - TECHNICIAN: S. Schweyen REPORT NO.: CR10047 FIELD DATA LOCATION OF PLACEMENT: Building 5, north shoring wall at foundation basement level from top of footing (1st tieback level) to top of wall Shotcrete sample panel was taken at 8.00 cubic yards of 24.00 cubic yards placed total. ASTM Test Method: ❑ C3I March 21, 2002 Date Placed Time Delivery Ticket No. 246799 Truck No. 365 Slump, In. 3.00 Air Content, % Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mia Data Submitted By 58 66 March 22, 2002 PSI /S. Schweyen Stoneway COMPRESSION TEST RESULTS ❑ C39 ❑ C143 ❑ C172 ❑ C231 REMARKS: Inspected reinforcing steel and witnessed shotcrete pump placement. The shotcrete was placed by Jolly Miller Co.. Brandon Powell was at nozzle and Tim Krogstadt at blowpipe. The resteel inspected conforms to approved plans to the best of the inspector' s knowledge. kn .9+':or.7.w.a..a. PROJECT: Newport Heights Apartments MAY 1 0 2002 5600 So 152nd St Tukwila, WA Supplier Stoneway Mix Number and Proportions 7530 Cement 705 lbs Type I -II Water 300 Fine Aggregate 1890 lbs Coarse Aggregate 910 lbs 3/8" Flyash 30 lbs Admixture 5.0 oz DarAir C [.d N I T DEVr L:OPft7ErT NOTE: APPLICABLE ASTM STANDARDS, UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C31.96 (EXC. SEC. 9.2.2); SLUMP: C143.97 (EXC. SEC. 6); TEMPERATURE: C1064- 86(93); SAMPLING: C172.97 OBSERVATIONS ® Panel made by PSI representative. Panel picked up by PSI representative. ® Test results comply with applicable specifications. Test results do not comply with applicable specifications. Reinforcing steel was found to comply with plans and project specifications. Ej Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: ® YES E] NO C1064 ❑ C1231 ❑ Other: Respectfully submitted, Professional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services cc: City of Tukwila THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSIO)AY PROFESSIONAL SERVICE INDUSTRIES, INC _ Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282-0710 re W ; J U U O c0 J H N LL: W O 2 g LL I • W Z H z o : • p U O -: 0 H W W I— H W Z UN O ▪ 1- Z Sample No. Cylinder Diameter (in.) Cylinder Area (in. Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type IA 2.75 5.94 3/19/02 7 29100 4900 Cone 1B 2.75 5.94 4/9/02 IC 2.75 5.94 4/9/02 1 D 2.75 5.94 Design S rength Specification: 28 4000 DATE: March 12, 2002 TECHNICIAN: R. Ferguson ASTM Test Method: ® C31 Information !To Build On R ED REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TE 2 8 2002 R ECEIVED Engineering • Consulting • Testing CLIENT: Craig Sutherland Terra Firma Drilling 1952 SW 172nd Burien, WA 98166 FIELD DATA LOCATION OF PLACEMENT: Lift #1 beneath existing apartment units. Shotcrete sample panel was taken at 8.00 cubic yards of 15.00 cubic yards placed total. Date Placed March 12, 2002 Time Delivery Ticket No. 245798 Truck No. 405 Slump, In. 2.50 Mr Content, % Air Temperature, °F 45 Concrete Temperature, °F 64 Date Received In Lab March 13, 2002 Field Data Submitted By PSI /R. Ferguson Mix Data Submitted By Stoneway PROJECT: Newport Heights ApatcOMM (iN 5600 So 152nd St DEVELOPMENT Tukwila. WA PERMITNe DO1 -353 ) JOB NO.: 39H4S1 REPORT NO.: CR14707 Supplier Stoneway Mix Number and Proportions 7530 Cement 706 lbs Type I - II Water Fine Aggregate 1960 lbs a 3.6% Coarse Aggregate 910 lbs 3/8" Flyash 30 lbs Admixture 4.9 oz AEA NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C31.96 (EXC. SEC. 9.2.2): SLUMP: C147.97 (EXC. SEC. 6): TEMPERATURE: C1064-96193): SAMPLING: CI72.97 COMPRESSION TEST RESULTS ®C39 ®C143 ®C172 0 C23 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The shotcrete was placed by Jolly Miller Co at slope stabilization project. The resteel conforms to approved drawings to the best of the inspector' s knowledge. Brandon Powell was at nozzle and Tim Krogstadt at blowpipe. The equipment used was Ingersol Rand 250 Compressor and San 4105 pump. ® C1064 0 C1231 ® Other: C -14089 cc: City of Tukwila THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. OBSERVATIONS ® Panel made by PSI representative. ® Panel picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: C YES n NO Respectfully submitted, Professional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282.0666 • Fax 206/282 -0710 ■ Sample No. Cylinder Diameter (in.) Cylinder Area (in.') Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type I A 2.75 5.94 3/19/02 7 29100 4900 Cone 1B 2.75 5.94 4/9/02 28 36200 6090 Shear IC 2.75 5.94 4/9/02 28 35500 5980 Shear ID 2.75 5.94 Discarded Design Strength Specification: 28 4000 Apik im i Information 4 JTo Build O 1,..cb Engineering • Consulting • Testing �'�� CLIENT: Craig Sutherland Terra Firma Drilling 1952 SW 172nd Burien, WA 98166 DATE: March 12, 2002 TECHNICIAN: R. Ferguson ASTM Test Method: ® C31 REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TE*t i FIELD DATA LOCATION OF PLACEMENT: Lift # 1 beneath existing apartment units, Shotcrete sample panel was taken at 8.00 cubic yards of 15.00 cubic yards placed total. Date Placed March 12, 2002 Supplier Stoneway Time. Mix Number and Proportions 7530 Delivery Ticket No. 245798 Truck No. 405 Cement 706 lbs Type 1 Slump, In. 2.50 Water Air Content, % Fine Aggregate 1960 lbs a 3.6% Air Temperature, °F 45 Coarse Aggregate 910 lbs 3/8" Concrete Temperature, °F 64 Flyash 30 lbs Date Received In Lab March 13, 2002 Admixture 4.9 oz AEA Field Data Submitted By PSI/R. Ferguson Mix Data Submitted By Stoneway NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C3I -96 (EXC, SEC. 9.2.2): SLUMP: C143.97 (EXC. SEC. 6): TEMPERATURE: C1(64•1t6(9J1: SAMPLING: C(72.97 COMPRESSION TEST RESULTS ® C39 ® C143 ® C172 ❑ C231 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The shotcrete was placed by Jolly Miller Co at slope stabilization project. The resteel conforms to approved drawings to the best of the inspector' s knowledge. Brandon Powell was at nozzle and Tim Krogstadt at blowpipe. The equipment used was Ingersol Rand 250 Compressor and San 4105 pump. PROJECT: Newport Heights Apartments 5600 So 152nd St Tukwila. WA PERMI NO.: D01 -353 JOB Nti 712 - 20045- REPORT NO.: CR1 ( 7 ® C1064 ❑ Cl231 cc: City of Tukwila THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. OBSERVATIONS ® Panel made by PSI representative. ® Panel picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: xi YES ❑ NO . ® Other: C -14089 Respectfully submitted, Professional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Z H Z` • Q W W � -J U U O t O . W = (0 II. W O' J u- d W Z I-- 0. Z F - . D. 0 f- W W • U 11. 0 ' . • Z' tu is O E" . 1 Environmental Geotechnical Construction Consulting • Engineering • Testing September 27, 2001 File No. 712 -10166 City of Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Subject: Project Name Newport Heights Apartments Project Address 5600 South 152 Street Permit No. D01 -353 We have completed the requested special inspections on the subject project. WORK INSPECTED Reinforced shotcrete placement To the best of our knowledge, all work inspected conformed to approved plans, specifications, UBC, and related codes, and /or verbal or written instructions from the Engineer of Record. Sincerely, PROFESSIONAL SERVICE INDUSTRIES, INC. Scott J. Thomas, PE Project Engineer cc: Craig Sutherland, Terra Firma ke gym \ TYAct- } Oct.() t- , Ia.40r G- et9-I .pc.- rya c . S RECEIVED SEP o e 2002 COMMUNITY DEVELOPMENT I/1f01'l9 ?lltloll M Build On Professional Service Industries, Inc. • 3257 16th Avenue West • Seattle, WA 98119 • Phone 206/282-0666 • Fax 206/282 -0710 } Z = H: Z i. mo � U 0 W= w 0 , ga = d: _ . Z � � Z UJ 1 0 o w w . I- U I Z' Iii 0 ACTIVITY NUMBER: D01 -353 PROJECT NAME: Newport Heights, Bldg 5 SITE ADDRESS: 5660 S 152 St JL Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # DATE: 10 -30 -01 SUITE # Revision # After Permit Is Issued DEPARTMENTS: Building Division P: i tI is Works . r- /p- ,3/ -0/ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (4 weeks) Approved Approved \PRROUTE.DOC 5/99 V PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention ,4-y' / / - / - c/ Structural Incomplete Structural Review Required Approved with Conditions CORRECTION DETERMINATION: Approved with Conditions REVIEWER'S INITIALS: REVIEWER'S INITIALS: Mail( S�RMM!': f /.�4Nh5'i�rf�J�vt+tlK'rV:F.v 0!„ t'' 4 ., P.h �I= Planning Division /- 0 / Permit Coordinator DUE DATE: 1 1-1-01 Not Applicable No further Review Required DUE DATE 11 -29 -01 n Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) DATE: nnrr +•�.r.n�!r_ rru , .,•h.+ , :� v . :S+./ e.n:M , u.r?5'YiNhf?M: <*'`t� iM.tWi• ..:rJi�Yr x;� fnfw City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: j —/o ® Response to Incomplete Letter # _1_ ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Plan Check/Permit Number: D01-353 Project Name: Newport Heights Project Address: 5660 South 152 Street, Building #5 Contact Person: Craig Sutherland Phone Number: 206 - 391 -4915 Summary of Revision: , RECEIV D CRY OF TUKWIIA JAN 1 0 2E102 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by:.� /J Entered in Sierra on f /U D 0 2 . 11 /02/01 F625- 052.000 (8/99) DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL .:REGIST ;#. EXP . DATE CC01,; TERRAF*030K8 :..06./.15/2002 EFFECTIVE DATE :_05/28/1997 TERRA FIRMA 1952 SW 172ND BURIEN WA 98166 Detach And Display Certificate RECEIVED CITY OF TUKWILA OCT 4` 0 2001 PERMIT CENTER poi -3b3 et 0 N p . w O. LL Q: = . z Z F-r 2 a' 421 1-i U !W W i H - ,, O Z co Z . I1OWE ENGINEERING CONSt.IL'1N3 ENGINEERS 2'5.35 522 AUEti. ti E B Rc ^•0 .NA 98:62 Peo/so. eds. HOWE ENGINEERING CONSULTING ENGINEERS 2535 I 52ND AVENUE N.E. 2 - REDMOND. WA 26052 ,N f N PRINT= ON N0. MON CUM/WNW • .t C.e1' m:AIt'1V �'i✓PX��I�[ r SUBJECT fV x x � G. wA�.. L X 1 l. ,C,A/, �/C �r�- 1 . .''C'::' 7120/ : i *PXr I2%IZv: WA -J►.4 tom_ ! = -"1" ( 4s'net -AT *4' ''` C.g.47 0 44ze4 r (I'Z } l y (A) v,'1 oicr ; ri2v JOB AO, /O JOr \WE4i,hl i'' ffw►! S Br SMELT NO OF • cReit Tr A. TAIN A ( 6 c • 2dNGI•J.'.,''a C v 4C?AA ;;t: -A GIz. ,G,c • a'.s.•1c2g.. To M. pouf I CWT ►l :E w rTH c.eo - r L ti.l , I • gp- .T PA'TeD a-- - ?c)cl 4 F 5 M ) A.RE:- F5 '5' :moo '. !.+G • JOB NO. ( 7C0 DA 4 > JOB NAME 4#./- B Y SHEET NO. OF r f Ir- cow. ST�I? - i ;7 oF- ,trl� 'Vv = (4GU ! y r I�ZG t 974142 jQ7 c, - ' o 44 4 1 'aa Lvbr 7e Io1oI = ri 12c`r4.,c Tbe..2) r 4,' ( N 7 1 124 ) //. = .Imo;? ' 17c G � u r i 43/47 o efa ue. l'Z`Y 1 ?>re I l Newt t ..T ,x IC • ` .-+ r ac .0 • .Q x ; jA m l� j 3 33 i 6 4_ I MEMBER END FORCES : Mectb . Nodes No. I J Axial r•• 1 1 - 2 0.00 2 2 - 3 0.00 3 3- 4 0.00 MEMBER END FORCES : Memb. Nodes No. I Axial , n n i t K 1 .1- 2 0.00 2 2- 3 C.00 3 3- 4 0.00 RISA -2p (R) Version 3.03 Copyright (c) RISA Technologies,1993 I -End Shear Moment - X -T -X- f t 0.00 -0.00 20.67 18.60 12.40 18.60 RISA -2D (R) Version 3.03 Copyright (c) RISA Technologies,1993 = I -End Shear K 0.00 16.53 12.40 -sa Moment - K ft -0.00 18.60 18.60 Axial -K 0.00 0.00 0.00 HOWE ENGINEERING CONSULTING ENGINEERS 2807 E LK. SAMMAMISH PKWAY N.E., SAMMAMISH, WA 98074 PHONE: (425) 881-8182 • FAX: (425) 881 - 1830 STRUCTURAL CALCULATIONS & DETAILS FOR NEWPORT HEIGHTS CRAWL SPACE REPAIR TUKWILA, WASHINGTON 0176 I amino 4 -� 9 -17 -01 - SO7 Load Combination 1 ' -End = Axial Shear Moment - K K- f 1 0.00 12.40 -18.60 0.00 20.67 -18.60 0.00 -0.00 -0.00 Load Combination 1 _= J -End Shear K- 12.40 16.53 0.00 Moment - K ft -18.60 -18.60 -0.00 F1:Help F2 : Plot F3 :Detail [D] isp (R) eac [E) Forc [U] nity [W] Forc [A) itSec [P] rint LwikE o �3 okio % SO RECEIVED CITY OF TUKWILA JAN 1 0 2002 PERMIT CENTER EX - - 37 INCOMPLETE LTR #__j i, REVISIONS 1 Q, as • 4 a ar :; 00 04 0 11 C) a a ° • M w 0 W � 0 U) W Date Scale Drawn Job Sheet `Do■-3s3 Of 2 Sheets BY • STRUCTURAL, ENGINEER: : �� r ' +. c.., L 1..... i•. M., A••• --4 0 ^� r, . .,.,s x. .- C - - C7 e•-' N LI - ts, r,- �� C..: g M.. W • ••w . i- C..) -4 f•n .r c ,c:• �.. c Cg C = C • • .� • • c1 , 4. Dads: Ld Conb:t olution: Ld Comb 1 U t�N • �tu1� � D CM ,.. . �1 JJ n p x I1OWE ENGINEERING CONSt.IL'1N3 ENGINEERS 2'5.35 522 AUEti. ti E B Rc ^•0 .NA 98:62 Peo/so. eds. HOWE ENGINEERING CONSULTING ENGINEERS 2535 I 52ND AVENUE N.E. 2 - REDMOND. WA 26052 ,N f N PRINT= ON N0. MON CUM/WNW • .t C.e1' m:AIt'1V �'i✓PX��I�[ r SUBJECT fV x x � G. wA�.. L X 1 l. ,C,A/, �/C �r�- 1 . .''C'::' 7120/ : i *PXr I2%IZv: WA -J►.4 tom_ ! = -"1" ( 4s'net -AT *4' ''` C.g.47 0 44ze4 r (I'Z } l y (A) v,'1 oicr ; ri2v JOB AO, /O JOr \WE4i,hl i'' ffw►! S Br SMELT NO OF • cReit Tr A. TAIN A ( 6 c • 2dNGI•J.'.,''a C v 4C?AA ;;t: -A GIz. ,G,c • a'.s.•1c2g.. To M. pouf I CWT ►l :E w rTH c.eo - r L ti.l , I • gp- .T PA'TeD a-- - ?c)cl 4 F 5 M ) A.RE:- F5 '5' :moo '. !.+G • JOB NO. ( 7C0 DA 4 > JOB NAME 4#./- B Y SHEET NO. OF r f Ir- cow. ST�I? - i ;7 oF- ,trl� 'Vv = (4GU ! y r I�ZG t 974142 jQ7 c, - ' o 44 4 1 'aa Lvbr 7e Io1oI = ri 12c`r4.,c Tbe..2) r 4,' ( N 7 1 124 ) //. = .Imo;? ' 17c G � u r i 43/47 o efa ue. l'Z`Y 1 ?>re I l Newt t ..T ,x IC • ` .-+ r ac .0 • .Q x ; jA m l� j 3 33 i 6 4_ I MEMBER END FORCES : Mectb . Nodes No. I J Axial r•• 1 1 - 2 0.00 2 2 - 3 0.00 3 3- 4 0.00 MEMBER END FORCES : Memb. Nodes No. I Axial , n n i t K 1 .1- 2 0.00 2 2- 3 C.00 3 3- 4 0.00 RISA -2p (R) Version 3.03 Copyright (c) RISA Technologies,1993 I -End Shear Moment - X -T -X- f t 0.00 -0.00 20.67 18.60 12.40 18.60 RISA -2D (R) Version 3.03 Copyright (c) RISA Technologies,1993 = I -End Shear K 0.00 16.53 12.40 -sa Moment - K ft -0.00 18.60 18.60 Axial -K 0.00 0.00 0.00 HOWE ENGINEERING CONSULTING ENGINEERS 2807 E LK. SAMMAMISH PKWAY N.E., SAMMAMISH, WA 98074 PHONE: (425) 881-8182 • FAX: (425) 881 - 1830 STRUCTURAL CALCULATIONS & DETAILS FOR NEWPORT HEIGHTS CRAWL SPACE REPAIR TUKWILA, WASHINGTON 0176 I amino 4 -� 9 -17 -01 - SO7 Load Combination 1 ' -End = Axial Shear Moment - K K- f 1 0.00 12.40 -18.60 0.00 20.67 -18.60 0.00 -0.00 -0.00 Load Combination 1 _= J -End Shear K- 12.40 16.53 0.00 Moment - K ft -18.60 -18.60 -0.00 F1:Help F2 : Plot F3 :Detail [D] isp (R) eac [E) Forc [U] nity [W] Forc [A) itSec [P] rint LwikE o �3 okio % SO RECEIVED CITY OF TUKWILA JAN 1 0 2002 PERMIT CENTER EX - - 37 INCOMPLETE LTR #__j i, REVISIONS 1 Q, as • 4 a ar :; 00 04 0 11 C) a a ° • M w 0 W � 0 U) W Date Scale Drawn Job Sheet `Do■-3s3 Of 2 Sheets BY • STRUCTURAL, ENGINEER: 0 t U L 'N Existing 20" x 20' x 16' Concrete Columns CEO 1 1 I 1 P 'Titan" Grouted 7*-back 1 ) Anchors ❑. u ❑ \ Existing 6" x 6• x 16' Timber Columns 75 Creative Engineering Options %, Frm Praang n the Getncences Proposed Reinforced Shotcrete Face TYPICAL ANCHOR LOCATION PLAN I Plate 9 I Mx Si MINIM CM Me. WAN CIuMMINT • r • 16'± [Note: Support beams not shown for clarity.] 18" Wide by 18" Deep Thickened Shotcrete to Act as `Temporary" Wall Footing Note: Wall drain to be connected to the existing building footing drain with a buried 4" i.d solid PVC pipe. 8" Shotcrete Face with #4 Rebar Horizontal & Vertical @ 12" o.c. VC VL Miradrain 6000 or Equivalent Drainage Mat ji %.l LA No Load Zone ,5 � 30 kip Design t� 60 kip ulti mate (Titan 30/11 Anchor) S 35 kip Design it 120 kip ultimate (Titan 30/11 Anchor) A I- Rxtng n the Geotc,e re% LEGEND NOTES Creative Engineering Options we • Maximum estimated height of shotcrete wall, H • Minimum depth of burial of base of wall, D • Minimum recommended width of base of wall, B • Minimum allowable soil bearing at base of wall • Maximum allowable axial anchor capacity • Angle of anchor installation, a • Minimum estimated diameter of grouted anchor • Maximum recommended center -to- center anchor spacing • Minimum non - loaded anchor length, LNL • Minimum loaded anchor length, LA • All anchors to be Titan 30/11 coarse threaded, hollow core rods. • Entire face of soil cut to be covered with Miradrain 6000 or an equivalent approved in writing by the geotechnical engineer. • The size, lengths and spacing of all steel reinforcing it I shotcrete wall MUST be verified by project structural engineer. • All must be place to a depth of no Tess than 18- inches, and compacted against the thickened toe of the shotcrete wall to help provide supplemental passive restraint. • All anchor grout shall have a minimum 28-day compressive strength of no less than 4,000 psi. NOTE Reirdoecing Steel Bars Vertical ' on Center for Full Wad Height Horizontal ReinMoron Steel Bars - (2) *5. 4 - 0" Long Each Side of Anchor Head • Horizontal and vertical steel reinforcing bars forming haler beams' around anchor • heads should extend for full length or height of the shotcrete waN and should encapsulate each anchor head. • "Block out pockets' around anchor heads are filled with concrete grout atter anchor load testing is completed. • All steel reinforcement size and spacing to be verified by project structural engineer. CEO = 16 feet = 18 inches = 18 inches = 3,000 psf = 35 kips = 15 degrees = 5 inches = 8 feet = See Table n = See Table A TYPICAL ANCHORED WALL SECTION Schematic Only - Not to Scale (Dimensions as indicated only.) Creative Engineering Options w: AFr., Practny r' :he t5ectseKfY6 Plate 8 - 1 1 e.c 1 L1 I II II II I I. 12" A36Stae1 Lead adw Pleb Vertical Reinforcing Steel Bars - (2) #5, 4' - 0" Long Each Side of Anchor Head NOTE: Special inspections are required for the concrete, piling and shotcrete, per UBC Chapter 17. The special inspections shall be conducted by "Pacific Testing Laboratories" of Seattle, WA TYPICAL WALL REINFORCEMENT 14 Horizontal Reinforcing Steei Bars @ 12" on Center for Full Wall Length C 2 c-c • tf • f f e . • r •. Plate 10 THIS DOCUMENT IS !'Y OF eCREATIV ERING TOPTONS, IS INC. SOLE PROP d'' REPRODOCTION OF THIS DOCUMENT WITHOUT THE WRITTEN AUTHORIZATION OF THE ABOVE CONSULTANT IS STRICTLY PROHIBITED, ANY MODIFICATION OR USE OF THIS DOCUMENT FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CREATIVE ENGINEERING OPTIONS, INC., SHALL RENDER THE ABOVE CONSULTANTS HARMLESS FROM ANY LITIGATIONOR SUIT CAUSED BY ITS USE AND/OR MODIFICATION, OR BY THE RAMIFICATIONS OF ANY SUCH USE AND /OR MODIFICATION. Reference: Thomas Brothers Map: King County 2001 edition, map number 655, gnd 3-4. CEO Creative Engineering Options we A F vat Practxrc rn tr. Geosciences Cross -cut Drill Bit with Tubular Guide Grout Body (min. 20 mm (3/4 ") cover) OD('3 5 Spacer Anchor Hole for FIJshing and Grouting Bonded Length L Coupler Free Length Stabilzed Annulus PVC Tube 4 VICINITY MAP Sheet Pile Plate 1 vide Tube of Cross -cut Bit Free (unbonded) Length Lfa TYPICAL "TITAN" ANCHOR DETAIL r % nf� INCOMPLETE Wedge Disc each up to 12° Sperical Collar Nut, Apply DENSOFLER Grease on Thread Load Distribution Plate, Acc, to Static Calculation RECEIVED CITY OF TUKWILA JAN 1 0 2002 PERMIT CENTER NOTE: These diagrams MUST be used in conjunction with the stamped & signed Geotechnical report prepared by "Creative Engineering Options" dated Aug 9 2001. r Date Scale Drawn Job REVISIONS Sheet 1 V z N 0 1•- a O 0 0 Z co rn IX I • LLo W Z rn Z c o _ o Z a N W= 03 w 43 H ` : � c 0 03 3 O0 w co N N Of 2 Sheets BY %- File: DO as 353 35mm Drawing# • • 8" Shotcrete Face with #4 Rebar Horizontal & Vertical @ 12" o.c. [Note: Support beams not shown for clarity.] 18" Wide by 18" Deep Thickened Shotcrete to Act as "Temporary" Wall Footing II 0 INCH CHINA Miradrain 6000 or Equivalent Drainage Mat 30 kip Design 60 kip ultimate , (Titan 30/11 Anchor) • ' 120 ki p ultim (35 Tita 30Desig ate /11 A nchor) 1 ` GO i LEGEND NOTES Creative Engineering Options INC. A Firm Practing In the Geosciences 1111 I I I .:. . ' I i I I I , f i' i ' j i l l l .111 1 111 1 1 I 1 1 5 6 £ L Z1 , ;;.. 8 , , - l;w .9i • S b "' £ Z i _. _ n • Maximum estimated height of shotcrete wall, H • Minimum depth of burial of base of wall, D • Minimum recommended width of base of wall, B • Minimum allowable soil bearing at base of wall • Maximum allowable axial anchor capacity • Angle of anchor installation, a • Minimum estimated diameter of grouted anchor • Maximum recommended center -to- center anchor spacing • Minimum non - loaded anchor length, LNL • Minimum loaded anchor length, LA 4 = 16 feet = 18 inches = 18 inches = 3,000 psf = 35 kips = 15 degrees = 5 inches = 8 feet = See Table A = See Table A • All anchors to be Titan 30/11 coarse threaded, hollow core rods. • Entire face of soil cut to be covered with Miradrain 6000 or an equivalent approved in writing by the geotechnical engineer. • The size, lengths and spacing of all steel reinforcing in shotcrete wall MUST be verified by project structural engineer. • Fill must be place to a depth of no less than 18- inches, and compacted against the thickened toe of the shotcrete wall to help provide supplemental passive restraint. • All anchor grout shall have a minimum 28 -day compressive strength of no less than 4,000 psi. TYPICAL ANCHORED WALL SECTION Plate 8 r.F