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Home My WebLink AboutPermit D04-026 - DHS - PARKING FACILITYThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D04 -026 DHS — Parking Facility 12500 Tukwila International Boulevard RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = Brief Explanatory DeSctiptiop �t�tutel ule The Privacy Act of 1974 evinces Congress' intent that Personal Information — social security numbers are a private concern. As such, individuals' social security numbers are Social Security Numbers redacted to protect those individuals' privacy pursuant 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. to 5 U.S.C. sec. 552(a), and are also exempt from 552(a); RCW 552(a); RCW disclosure under section 42.56.070(1) of the 42.56.070(1) 42.56.070(1) Washington State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card Personal Information — numbers, electronic check numbers, credit expiration 318 DR2 Financial Information — dates, or bank or other financial account numbers, RCW RCW 42.56.230(4 5) which are exempt from disclosure pursuant to RCW 42.56.230(5) 42.56.230(5), except when disclosure is expressly required by or governed by other law. DHS - PARKING FACILIri'Y 12500 T1JKWILA INTERNATIONAL BL D04 -026 • • • I f City of Tukwila 1906 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: 7340600602 Permit Number: Address: 12500 TUKWILA INTERNATIONAL BL TUKW Issue Date: Suite No: Permit Expires On: Tenant: Name: DHS - PARKING FACILITY Address: 12500 TUKWILA INTERNATIONAL BL, TUKWILA WA Owner: D04 -026 05/13/2004 11/09/2004 Name: INTRNL GATEWAY EAST III Phone: Address: 12201 TUKWILA INTRNTL BLVD, SEATTLE WA Contact Person: Name: DAVID LENG Phone: 206 281 -8700 Address: 12201 TUKWILA INTERNATIONAL BL, SEATTLE WA Contractor: Name: SABEY CONSTRUCTION INC. Phone: 206- 281 -4700 Address: 12201 TUKWILA INTERNATIONAL BLVD, SEATTLE WA Contractor License No: SABEYCI033KM Expiration Date: 01/06/2005 DESCRIPTION OF WORK: CONSTRUCTION OF PARKING FACILITY, RETENTION VAULT, PAVING, CURBS, STAIRS AND LANDSCAPING. Value of Construction: $664,000.00 Fees Collected: $22,434.29 Type of Fire Protection: N/A Uniform Building Code Edition: 1997 Type of Construction: Occupancy per UBC: 0019 Public Works Activities: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: Y 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: Y Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: N Public: N Water Meter: N ** Continued Next Page ** doc: Devperm D04 -026 Printed: 05 -13 -2004 Z �Z �U U ND J H CO u_ wO �a_ u_ a =w Z zo W � o. U 0 o ff W z �0 W Z U CO) H � O Z i City of Tukwi a Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 y Permit Center Authorized Signature:'- Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating io, a rmance of work. I am authorized to sign and obtain this development permit. Signature: co ct Date: S t U Print Name: 6A 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. Z w u� D . J U UO U o CO J F N LL W L L CO C = Y w Z 1-- Z 1— w U� O N: W ILL O Z co O ~ ` Z r doc: Devperm D04 -026 Printed: 05 -13 -2004 ...� Cit y of Tukwila 1908 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Z Parcel No.: 7340600602 Permit Number D04-026 w 5 Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED Suite No: Applied Date: 01/22/2004 0 Tenant: DHS - PARKING FACILITY Issue Date: 05/13/2004 N o C0 W J 1: ** *BUILDING DEPARTMENT CONDITIONS * ** N u- w 0 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. q 3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any LL at N d construction. These documents are to be maintained and available until final inspection approval is granted. _ z� 4: All structural concrete shall be special inspected (UBC - Sec. 306(a)1). Z O W 5: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division o of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection v co reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, o permit number and type of inspection being performed. w w U_ 6: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to u the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable z workmanship provisions of the UBC. iii U co 7: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 O Z Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. l 11: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 12: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 13: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 14: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. IS: Any material spilled onto any street shall be cleaned up immediately. 16: Clean and remove debris from City catch basin in and around hauling routes. Provide adequate temporary access as not to doc: Conditions D04 -026 Printed: 05 -13 -2004 �g City of Tukwila r9� Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 interfere with other vehicle movement or cause trucks to travel over curbs. All vehicles must make a complete stop prior to entering public right -of -way. 17: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 18: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 19: Sidewalks and curb ramps shall comply with City standards. 20: All double check valve assemblies shall be approved by the State Department of Health. * *continued on next page ** x , a „a �4 1 p, z . �Z �W J U� U 0 CO) W = H, CO LL w O LL Q° = d. W Z o— W U U. .0 H W Uy LL —O til Z U CO O Z r 0 C ity of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances i, governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: . Print Name: Date: $- 1w z -- z; mo w. u� D UO CO CO CO U W O; UQ D V d. z� HO z t- Dp :O CO, O 1—. WW U u. O .• z w O ~, z G1 i �aoe Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** King Co Assessor's Tax No.: �� —e:�)6ez Site Address: l 2s °Q fur <wr , -,4 Ty- re -c.va 0-v%M& 9 &vo!. Suite Number: Floor: Tenant Name: New Tenant: .... Yes E] ..No Property Owners Name: S'A�o ��/ „ _. ___ Mailing Address: ( Z 01 N/G 'ne It -4 W ( 58168 City State Zip Mailing Address: Day Telephone: SF4,-yZE %'Aar L. 9S(68 Company Name:_ C v $ f-t,.tcTec , Mailing Address: t2 2 o // urn Contact Person: C (W I LE��7 rr E -Mail Address: _ +` Zvt W City State Zip Day Telephone: Z06 2 -e( - 81 o0 Fax Number: ZC Mailing Address: l s �C ' ; {�t ZS`(7 5!OaNIC we, q &1Z Z 4,�'(e 1 Contact Person: � � L lo �� a t City State Zip Day Telephone: ZS- Z 15 i E -Mail Address: i.. Fax Number: Z o I ENIN E ER;OF ;REG4RD: `rtiA;ll'- lane mus`t':berviwe�;s[am' ed� b nee -ii % r..! ,j'• .�.• r� ;t.. :r �:�... .qh; � . ... 1�.: !f f : :Y.:k'.a.. t. Company Name: KC►lwetK$ AL, a Mailing Address: gG (�� L /�v �� sue,? Wgc L I el b �� av�rnr e 1�. i Tcs j Contact Person: /0 j AX /�bNacv� City State Zip Day Telephone: E -Mail Address: Fax Number: 2e6 SV ^ 662 g lannlialionAnermit anntirarinn 11.7nnil '.. � CITY OF TUKWIL4 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 Z Z �W QQ J cU 0 NO J = H CO W WO 9-1 LL co) =d F . W z H H O Z F_ W 2 5 U ON 0H W W H F_ LL O Z W U= O Z '' nn r( City State Zip E -Mail Address: Vj4_%ecrJ L �4b , rz v ,-� Fax Number: z � Ze t ' D 5 Zo Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** 1 Will there be new rack storage? [:]..Yes ®.. No If "yes ", see Handout No. for requirements. Pr n. ide All Butldtng,A cJ_ reas m Square Footage BeluiV ;5.r r � � �, � t ;.J. f,: :rX-sr ;'v —sr:2 . ?. .{.>�r.' i 1 .. ;y ^a'.c:! •ya., ys: `J::i 'a.:• ✓r7f 5 t.. "1e L '1 jr•i'. "� 'r'i� •,Ad i�ion ; K ti': ;': L J Y F' Sr SCt'.t �:.�� r �' r '; ?a'.,1 y wL a 'Y...•.. . ..,, 1 :, '� ....b,. .•S'.Snt�•'i..••�., r' ., 1. :t� .4kn r '...... 11 >t ,f , a 'c. A t� s�n� A J +f i.. 1 t ?l Canst�uctton 7� �.•. j` ..4},. ��..•. �,.... rl?� Occupancy .t rY" • 4 I rt !'ii! Y 1 Yl .ii inri �, nfertor• ^• id. . � le J�.:F.�(tsfut . g.;. � i '� K: C t :2 � � .? A• ;11 , t P�r��v �f:3•- fJ . E istm ; . w . �- .. �� , ... ,•, ,t,.•...� Si i 7 LBC � - , to Y ,t., ;j .,.�,i;... x .....g,4. , Structure �f i w ti 4. p Floors � 1 thru a 1 •: •�4:: -: ;;petaclted;.fi%arage`:�-r' •; - •Attached ; Detachcd.... 1 -r Covered DeckY v` a f 5 PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? E] ....Yes No If "yes ", explain: FIRE PROTECTIONIHAZARDOUS MATERIALS: [].. Sprinklers a ..Automatic Fire Alarm None [] . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? E].. Yes [] .. No If "yes ", attach list of materials and storage locations on a separate 8-112 x I I paper indicating quantities and Material Safety Data Sheets. %appliutionApermit appiiradon (3.2003) 3/2003 Page 2 ; i i i Z �W u� D UO CO 0 co W W = J t_, C0 LL WO L Q V T J D i CY �W Z H ZZ O G 5 U� ON � f— WW ~U LL — 0 CJ U O F- Z i Valuation of Project (contractor's bid, price): S On O Existing Building Valuation: $ .Scope of Work (please provide detailed information): 4e� ,4z H 1[a&_AA_ Scope of Work (please provide detailed inform ion): C.Zo s��v< ,' ��vTK•�_ " . ,Q,tit ' � �'�'��'+'� WA.�1✓�. I — Avi�l�, ,_ t�t1�.�lOia/d _ �'1''4c:u$ _ Call before you Dig: 1- 800 - 424 -5555 ;; f , w >, lease�referjtd PubltcyWorks Bullt:tln #1 for fees and;esttmate Water District ❑ ...Tukwila. �... Water District # 125 ❑ .. Highline ❑ ...Renton ❑ ... Water Availability Provided Sewer District ❑ ...Tukwila ... ValVue 0 .. Renton ❑ ...Seattle . ❑ ...Sewer Use Certificate ❑ ... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System- For onsite septic system, provide 2 copies or a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ ... Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless Pronosed Activities (mark boxes that a ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way _ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑..:Sanitary Side Sewer ❑ Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size... WO# ❑ ...Temporary Water Meter Size.. WO# ❑ ...Water Only Meter Size............ WO# ❑ ...Sewer Main Extension.. .......... Public Private ❑ ... Water Main Extension ............. Public Private ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size........ " Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water I ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing:, Name: Day Telephoner Mailing Address: City State Zip %Wiiatiau%pc mit appticadon (3.2003) 3/2003 Page 3 Z �z �W QQ� JU 0 U C0 W J H NW WO M� 9Q to =) = �W Z H 1— O W ~ W U� ON 13 t— WW H� LO ed Z U =. O Z MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: w City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): S Scope of Work (please provide detailed information): Use: Residential: Commercial: Fuel Type Electric New ... ❑ .New .... ❑ ❑ Gas .. ❑ Replacement .... ❑ Replacement .... ❑ Other: Indicate type of mechanical work being installed and the quantity below: [Jnit Type: Qty Untt:T a `- YP ... Qty., IJntt T e Yp....y . QtY.: `Boiler /Com ressor P Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace>l00K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended /Wall/Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig /Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm/Ind Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review— Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. 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. BUILDING O O HO D AGENT: Signature: Date: ! h >f Print Name: 104 V 1 Day Telephone: Mailing Address: 12201 �t� �it �kT� City State Zip Date Application Accepted: I Date Application Expires: Staff Initials: ,/- zz- o y 7 z2-o $ ors Z �w �U UO W= H U) LL w 9-1 U. cl) = uJ Z F- H O w �5 U� O - o I— W W F- L O W Z UN H� O Z ,x �g City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 7340600602 Permit Number D04-026 Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: APPROVED Suite No: Applied Date: 01/22/2004 Applicant: DHS - PARKING FACILITY Issue Date: Receipt No.: R04 -00576 Payment Amount: 11,896.00 Initials: SKS Payment Date: 05/13/2004 04:07 PM User ID: 1165 Balance: $0.00 Payee: SABEY PROPERTIES LLC TRANSACTION LIST: Type Method Description Amount Payment Check 92830 11,896.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - NONRES 000/322.100 4,012.75 PLAN CHECK - NONRES 000/345.830 198.75 PW PERMIT /INSPECTION FEE 000/342.400 7,680.00 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 11,896.00 05/1; 9716 TOTAL 11896.00 doc: Receipt Printed: 05 =13 -2004 z Z UO CO) o CO) H•. �LL w� �a z O. F.. w z� 1— O. z h-: �p U 0- Co. =U LL. O .. z` w U N. O z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 7340600602 Permit Number: Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: Suite No: Applied Date: Applicant: DHS - PARKING FACILITY Issue Date: D04 -026 PENDING 01/22/2004 Receipt No.: R04 -00064 Payment Amount: Initials: SKS Payment Date: User ID: 1165 Balance: Payee: SABEY PROPERTIES LLC TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 91347 10,538.29 10,538.29 01/22/2004 03:16 PM $11,697.25 ACCOUNT ITEM LIST: i Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- 3 PLAN CHECK - NONRES 000/345.830 2,608.29 f PW BASE APPLICATION FEE 000/322.100 250.00 t PW PLAN REVIEW 000/345.830 7,680.00 Total: 10,538.29 z a Z W. U 0 CO) C0 =* J � �LL. U1 J U- ?. u� a' = W H z 3:� t- 0: z I— W W C0 0 —: 0 H W uj Ui LL O ', .. z W U N H O z INSPECTION RECORD Retain a copy with permit y �a INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P %ect: Type of Inspection: Address: 7 Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: L , ' Approved per applicable codes. 5 El Corrections required prior to approval. COMMENTS: v {7 z $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. zz � W W� UO N o J = N u. WO LL co �. H U.I. Z� H O z 11--, �5 U� O� O {— WW XU �.. Z t lil o� z El INSPECTION RECORD Retain a copy with permit �d INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P ect: _ 1 Type of Inspection: e A dress: Date Called: Special Instructions: Date Wanted: '} /0 Requeste ` 1 Pho �. o• v 7 2D: cP 9 ❑Approved per applicable codes. El Corrections required prior to approval COMMENTS: r .. r _ . --1 Inspector: ) Date: p v ' 1 0 �--� paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. i (Receipt No.: (Date: l I i z Z JU U (/)D J = NLL WO �Q �W z f- I— O z I_ U� O N. D H W W W z U= O z r INSPECTION RECORD Retain a copy with permit INSPECTION N0. PER N . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206431 -3670 Project: ''may y 1 Ar Type of Inspection: �1��1 Address: Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z ,_ Z Q W� W� J U 0 0 J CO) LL WO r � = W H Z° 5 �p O N 0 F—' W W �U O L1! Z CO) O ~' Z f RECOR C_ INSPECTION ED 11 D Retain a copy with permit Da �I ;INSPECTION NO ,, PERMIT N0. :' `CITY\ TUKWILA BUILDING DIVISION 63001 buthcenter. Blyd., #100, Tukwila, WA 98188 (206)431 -3670 Project yy Type of Inspection: t VYA Address " Date Called: Special'Instructions: , .... Date Wanted: a.m. p.m. Requester: Phone No: " Approved per applicable codes. Corrections required prior to approval. COMMENTS r (Receipt No.: (Date: Z �Z W JU tU 0 to O .WW NLL WO L? CO) d Z F- E- O z I-- U� O � LL � tr WW �U —0 Z' l . Il co 0 4� P 4 4 C A I 1 (Receipt No.: (Date: Z �Z W JU tU 0 to O .WW NLL WO L? CO) d Z F- E- O z I-- U� O � LL � tr WW �U —0 Z' l . Il co 0 hV L; pvi INSPECTION RECORD Retain a copy with permit Joq •-o�!° INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project 1 Type of Inspection: n � J Address: Date Called : - 2 22 - T 1311L Special Instructions: Date Wanted: a.m. ` ►� / p.m. Requester: CJ U� tl Dom 4 0 I Phone No: i d d o K 10G 5 io Approved per applicable codes. Corrections required prior to approval. COMMENTS: CJ U� tl ►l Ir 0 I i d d o K -vvew� 6 &� C k Inspector: 6�j Date: I � $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: Z '� Z -, W JU UO: N J � CO) L W0 U. Cj) = W Z E O W ~ W U ON o �-. W WI H� U. O W Z CO) Z INSPECTION RECORD Retain a copy with permit `�Q'9- G. INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: ` , T Type of Inspecti n: Address: Date Called: t Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: - Eipproved per applicable codes. Corrections required prior to approval. COMMENTS: -�y I t - 1ei 0 Z �W QQ JU 0 0 C0 W J F... N LL W O 2 9a _� i.. W ? H O Z H W W O N. 0 H . WW LL. Z. LlJ Z a INSPECTION RECORD Retain a copy with permit 0* INSPECTION NO. PERM 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)431-3670 Project: —W Type of Inspection: s SP' IPW 4 16 Address: 0 Date Called: �-10-oq Special Instructions: Date Wanted: a., Oq d Requester: Phone No: M Approved per applicable codes. Corrections required prior to approval. COMMENTS: ol El Inspector: Da te: . $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: 0 ND (1) LL1 W x LL W 1 5 U. < C0 :D CY W Z 0 , I-- LL1 W 5- 0 0 Ir W W 111 Z CO) Z a l e r- p ' twei 4 10— OL 1 1 V\ )PC ct rc) Ar VIC-4 Cl 00i ol El Inspector: Da te: . $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: 0 ND (1) LL1 W x LL W 1 5 U. < C0 :D CY W Z 0 , I-- LL1 W 5- 0 0 Ir W W 111 Z CO) Z INS PEION RECORD � �� Retain a copy with perm CT it INSPECTION N0. P CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 06)431 -3670 Approved per applicable codes. Project: Type of Inspe LOV Ie ion: dress: '�, QQ� I -- S ✓ �'� �`�'� r � �� D Called: 7 / z C1 Q �f Instructions: Special �- bk"4 ' � �. � , Date Wanted: Vim `?/36 0�' p.m. Requester: )o �A Phone No r SIC) El Corrections required prior to approval. COMMENTS: CA D 14 S J ct jn6a i S C. a -�- S Of C.� C - �ti f � -�? P S D P v v+^ C & L ) -e 6+ AV A i +r e QVJ S 0 �. c �.l C � ?CIA✓U in r �e Ifo A 0 I . f V rY 0ort L. v COV\C -fVA 6 vC ' v. ,re OL I $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: t Z J- W' W� JU UO NW J � �w W LL Q N� = a W Z� F- O w ~ w U O N. �H WW LL O W Z U= OH Z FA- INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER 1 0. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 3 -3670 Phone No: Approved per applicable codes. Corrections required prior to approval P ' ct: C Type f Inspection: A r I - zb , — ro' Date Called: - 7 06v n i 5ecal instructions: P O ` ©� Date Wanted: ,• �� m p.m. Requ er: t COMMENTS: Y- (- c v` o -e V' a r Ov\ A(a', ) m ? A d r r t a ✓�� v. S'T tlk)CA�L e yi A- Inspecto Date: L/ I 1�24aL $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: I Date: t 0 Z W � 2 W � UO ND co W J I=-' NU- WO �a W Z H H O Z I-- �5 U� co O— .0 H-. =U i6 0 H� L11 Z co O Z INSPECTION RECOR� Retain a copy with permit bo 1 4 0 INSPECTION NO. PER IT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 06)431-3670 Pro 7 Typ f spection 1 C4 Ad ress: <D D Date Cdlled: spicial Instructions: Date Wanted: - (4p P.M. Requeste 1� n. Phone No: — 2,-Z)(o — 0 , ^-5 / R Approved per applicable codes. O Corrections required prior to approval. COMMENTS: br 4-9. Lu U0 actor: Date: 547.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must I )aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectic Jpt No.: I Date: in. Z Z 00 N (D W LLI X -j lr-, S2 LL. WO 2 �-' 9:3 LL Co W Z 0 . WW 5 0 O N Cl Ir- W LLJ Z LLI cf) INSPECTION RECORD Retain a copy with permit 0 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: HS Type of Inspection: 5 Address: _ Date Called: Special Instructions: !✓ Date Wanted: j a.m. p.m. Requester- r� A;� Phone 1 7'SIZ Approved per applicable codes. O Corrections required prior to approval. 5� • MAM i - - �`. . .! % L l FEW WAA 5 =� Qa 9 1, -% El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z Z W� JU 0 U) o J = NLL WO J u_ N = W H_ Z� E- O. W (- LLj �p O co C1 F- W W. LL Z tJLI U co, 0 1 .— ; O Z g3 INSPECTION RECORD Retain a copy with permit >oq'-o2 U INSPECTION NO. PER C O (TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (206)43'1 3670 ject* Typpf Inspe ctio S AdfIress: J �_ t Date LP IOU Special Instructions: ft A Date Wanted: Requester�- t Phone No:' ID Ij Approved per applicable codes. Corrections required prior to approval. aceipt No.: I Date: COMMENTS: A' Inspector(/ Date: $47.00 REINSPE�F64 FEE REQUIRED. Prior to inspection, fee must paid at 6300 Southcenter Blvd., Suite 1 00. Call to schedule reinspection. F" z 00 moo CO) W U- w o' U. < CY W Z 11-- 0 z W LLJ 5 L) N. W W L) LL —0, z co z INSPECTION RECORD ! � �� Retain a copy with permit 7 INSPECTION N0. PER O CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06 431 -3670 Project: Type of inspection: _ A dress: Date Called: Special Instr Date W nted: a.m. p.m. Re q ue l s� Ph r� ✓ /0 --- L� i I r i ❑ Approved per applicable codes. Corrections required prior to approval. We COMMENTS: C) (r\ 4 r tl �4) (-,Gk Inspector. Date: r7.UU KtIM M I IUN ttE KLQUIKtU. Prior to Inspection, ree must Id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspect )t No.: `' Date: Z - W JU UO N C0 uj� J H- NU. W O. 9 LL Q to D. Z CY W. Z F... t— O W H W U� o � WW I U. O 111 Z U= O Z INSPECTION RECORD ALJ Retain a copy with permit -1=j a INSPECTION NO. PER MI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr j c : Ty p of Inspectio f Address: 1 1 Date (tailed: Special Instructions: Date Wanted: a.m. ♦.L 2 V O Requester: Phone No: t i r i Approved per applicable codes. Corrections required prior to approval. s COMMENTS: !. i t CJ In -5 j t Inspect — O` �� % T ' — 24—INAAM $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: <,• •, ®� -- - 0 z I W 3U UO N o CO) X. J H CO) U- WO U- CO) = W F— _ ZH z �- W LLJ �p o U SO _ .o�- LLJ = U. u. O W z CO) O z INSPECTION RECORDi Retain a copy with permit JoLI" �•� ( INSPECTION NO. P CITY OF TUKWILA BUILDING DIVISION ►: 6300 Southcenter Bivd., #100, Tukwila, WA 98188 .3670 ' Project: I � L k:1 ICL9 Type of Inspection: f^f Address: _ Date Called: Special Instructions: �[ Date Wanted: p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. I C EWL,b44qrCk • ' a�I.102 t11RA $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z - Z JO UO W� J N U. WO U. CO) Z d. �W F- O W �. U� O N WW �U U. O liJ Z U= Z. INSPECTION RECORD Ob(— Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING. DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Pr ' ct jDC4U fType of Insp W -tion: ILI 'i� A3 Address;,- qate Called: N AM In M /2-)00 - r1A Special Instructions- Date Wdflmv- a. m. p.m. J- Requester: SC Phone No: - 7 "2— l OdAM-4- Approved per applicable codes. Corrections required prior to approval. COMMENTS: MR N AM In M l OdAM-4- in I Q W, M MEMO, W"! Z W JU C.) 0, CO) a CO) UJI cf) U. WO 2� 95 LL co) CY, F- W Z = 1-- 0 W F-, LL1 LLj 5 C0 0 — 0 1-- WW L) U Z 0 (Li CO : C.) — X O Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3.670 Proje t: Type of Inspection: Addres§: Date Called: � 0 Special Instructions: n , �,• Date Wanted: a.m. p.m. Requester: Phone 't v -7 5 /Z El Approved per applicable codes. FI Corrections required prior to approval. h JLJ L i $47.00 REINSPECfION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ■ 0 Z �W UO U) 0 W= N LL W O LL Q 0).- = W Z t•- ZO U� �_ D F— WW U ll. Q Lll Z ' U =, O Z. INSPECTION RECORD • T. Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION t 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. .W Project: t: , ! Type of Inspection: Address: Date Called: "Z ?.- Lo Special Instructions: ' Date Wanted: !� a.m. p.m. Reques er: Pho a No: U - `� / -2, Inspector: �,� Date: L l $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: C L WE = W � - .1i1 / A J 1 Z JZ W �QQ � JU tU 0 U) 0 C0 W J � N W WO 2� U - N :. _CY F. W ti = Z F- F- O Z H VD N a H W w. �P LL O. ii z. i U =; Z El INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION f 6300 Southcenter Blvd:, #100, Tukwila, WA 98188 (206)431 -3670 Proje t: Type of Inspection: hkv� &,C/ 5,0 Addre . - Date Called: Special Instructions: Date Wanted: 1 a.m. c p.m. Requester: Qv(i < i u"h . Phone No: COMMENTS: G� C' e2 "Z c � IV - lV aZ Approved per applicable codes. Corrections required priorto approval. Ltd i $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z W QQ �. JU tU 0 NO co Ill J H S2 U W O LL ?. W = W Z� 5. VO o� WW HL) u. O Ll! Z U= O Z MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: 8 -17 -04 Tukwila,WA Everett Office 917 - 134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 rax 425.745.1737 Client: Engineer: Contractor: Permit # (s): Sabey Corporation Original: ❑Q Engineers Northwest Revised: Sabey Construction W V FIELD DATA (ASTM C31 and C172) Air Temperature: 68 ° F Design Mix Proportions: Weather: Mostly Cloudy Product Concrete Ingredient Weight (per cu.yd) Supplier: Stoneway Coarse Aggregate 3/4" 1,961.0 Ibs Ticket Number 425462 Fine Aggregate 1,248.0 Ibs MixDesign ID Water 5950 -A 250.0 Ibs Fly Ash 110.0 Ibs Sample Temp. Initial Storage Entrained Air Cement —Type I Cemen 550.0 Ibs 550. (ASTM C1064) Temp. (ASTM C31) (ASTM C231) 4 Oz 73 ° F NR % ADVA 13.0 0Z Water /Cement Ratio: Slump (ASTM Samples) R dec 0.379 5 -1/2" 7 -20 -04 lRequired Strength ( 4000 Psi @ 28 days Placement Location and Notes Retention vault lid. Sampled at 50 cubic yards of 112 cubic yards placed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 1 7/19/2004 1 0074 172282 7/21/2004 1 2 11 46.310 1 4 x 8 4.02 12.69 3650 NA ` 7/19/2004 0074 72279 7/26/2004 7 61300 4 x 4.01 12.63 4 58 0 NA ` 7/19/2004 0074 72280 8/16/2004 28 80160 4 x 8 1 4.01 12.63 6350 NA ` 7/19/2004 0074 72281 8116/2004 28 84050 4 x 8 1 54.071 12.63 6660 NA ` Remark: Inspector(s): Del Spicer Tested by: Scott J Johnson Reviewed by: Timothy G. B P.E. Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc, MTE Form #150, Rev 3, 7.0 Z IZ " w lX UQ CO) t— CO)LL WO J: IL =. a = W H Z� Z� W.W U� O N � H W W Z H 5. LL O. ui Z CO) O Z Tests and Statistics for Job Number: I E3187 Job Name: DHS Regional Headquarters Permit Number(s): 003 -075, D03.129, D04 -026, D04 -128, D03 -099 Sample 'Date Sample Slump I W C i Average 3 -Test I iReq ru el d Nu mber Made Temp ff) (inch)!; Ratio Strength (psi) ; 'A (p Strength ; 0085 8/13/2004 80 6" 0.379 7,220 0086 8/19/2004 78 4 -3/4" 0.379 5,900 28 Day Test Statistics Number of tests: 20 6,760 5000 6,800 5000 Low test: 5,255 Within -test standard deviation: 242.23 High test: 7,284 Batch -to -batch standard deviation: 558.71 Average test: 6,240 Within -test coefficient of variation: 3.88 Median test: 6,132 Standard deviation: 608.96 Average range: 273 Coefficient of variation: 9.76 z Z': �W a � J U. UO fn 0 ; •fn W J � N W. WO 9 : W ?. = d' Z 1— O'. Z H 2 �; D0 U O N. C) tr-. WW H LL 0 Z O ~• z Analysis of Strength Data Tests and Statistics for Job Number: E3187 Job Name: DHS Regional Headquarters Permit Number(s): D03 -075, D03 -129, D04 -026, D04.128, D03 -099 Mix Number: I 5950 -A ( Produced By: Stoneway Test Data From: 6/18/2004 To: 9/15/2004 Specimen size: 4 x 8 CYLINDER Sample 'Date Sample Slump! W/C , Average 3 - Test !Required N Made Temp( °F) (incli)i, Ratio Strength (psi) Ave. (psi) ! 'Strength 0058 5/2112004 63 6-114" 0.371 5,620 5000 0058 5/25/2004 70 5-3/4" 0.340 7,280 4000 0062 6/4/2004 83 6-3/4" 0.418 6,140 6,350 5000 0063 6/11/2004 70 4" 0.352 6,580 6,670 5000 0064 6/11/2004 72 5" 0.349 6,120 6,280 5000 0065 6/16/2004 71 5 -3/4" 0.363 6,330 6,340 5000 0066 6/21/2004 86 6 -1/2" 0.324 5,980 6,140 5000 0067 6/23/2004 74 5 -1/4" 0.367 5,980 6,100 5000 0068 6/25/2004 71 5 -3/4" 0.379 5,810 5,920 5000 0069 j 6/30/2004 76 6-1/4" 0.350 5,850 5,880 5000 j 0070 6/30/2004 80 5-3/4" 0.347 6,640 6,100 5000 0071 7/1/2004 73 5-3/4" 0.354 7,000 6,500 5000 I 0074 7/19/2004 73 5-1/2" 0.379 6,500 6,720 4000 I 0076 i 7/30/2004 67 5 -1/2" 0.036 5,250 6,250 3000 Z P Z w W JU UO U0. W U.1 J � N LL WO U - U = O: Z I—. U j W gy O N =U LL _ Z LLLI U CO): O H; Z Q MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: 8 -30 -04 Tukwila,WA Permit # (s): Client: Sabey Corporation Original: R Engineer: Engineers Northwest Revised: ❑ Contractor: Sabey Construction Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.7451737 �0�1 =o:z cp FIELD DATA (ASTM C31 and C172) Air Temperature: 70 OF Weather: Cloudy Product: Concrete Supplier: StonewaY Ticket Number 429573 MixDesign ID: 5950 - A Sample Temp. Initial Storage Entrained Air (ASTM C1064) Temp. (ASTM C31) (ASTM C231) ` 67 ° F NR % Design Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Water Fly Ash Cement -Type I WRDA -64 ADVA Water / Cement Ratio Slump (ASTM C1431 Samples) Redd Daraset Weight (per cu.yd) 1,961.0 Ibs 1,248.0 Ibs 24.0 Ibs 110.0 Ibs 550.0 Ibs 26.0 Oz 13.0 Oz 86.0 Oz 0.036 5 -1/2" 7 -31 -04 Pequired Strength (fc): 3000 psi @ 28 days Placement Location and Notes l Concrete was placed by pump at Northeast slab on grade for the two water detention vaults (cell 1 and 2). COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/30/2004 0076 72889 8/6/2004 7 46270 4 x 8 4.00 ! 12.57 3680 NAB 7/30/2004 1 0076 172890 18/27/2004 72620 1 4 x 8 4.01 ' 12.63 5750 NA 7/30/2004 1 0076 17289118/27/2004 1 28 4 x 87F4,0711 12.63 4930 NA I 7/30/2004 1 0076 172892 8/27/2004 28 64230 1 4 x 8 4.01 12.63 5090 NA Remark: Z Z W JU 00 Co 0 0W J H. N W WO U. Q N� = �W Z F—' Z� W 5 ON =U H� U- O tit CO) t U =. O Z Inspector(s): Rob Emery j Tested by: Scott J Johnson Reviewed by: MAYES TESTING ENGINEERS , INC Everett Office 917 - 134th Street SW COMPRESSION TEST RESULTS Suite A -1 Everett, WA 98204 (ASTM C39, C1231, and C617 when applicable) ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: 9 -13 -04 Tukwila,WA 8/20/2004 7 11 67250 :4:x 8 4.02 12.69 5300 Client: Sabey Corporation Permit # (s): Original D 4)$3�' D04 - 026 Engineer: Engineers Northwest Revised: ❑ 7140 Contractor: Sabey Construction 8/13/2004 0085 FIELD DATA 9/10/2004 I 267 92160 1 — A - Z8 75 — .0 - 2 7 1 ! 12.69 7260 (ASTM C31 and C172) 8/13/2004 0085 Air Temperature: 85 ° F Design Mix Proportions: '. Weather: Clear Remark: Product: Concrete Ingredient Weight (per cu.yd) Supplier: Stonewav Coarse Aggregate 3/4" 1,918.0 Ibs Ticket Number 434426 Fine Aggregate 1,263.0 Ibs Water 250.0 Ibs j MixDesign ID 5950 -A Fly Ash 110.0 Ibs ' Sample Temp. Initial Storage Entrained Air (ASTM C1064) Temp. (ASTM C31) (ASTM C231) Cement —Type I & II 550.0 Ibs WRDA -64 26.0 Oz 80 F NR % ADVA 13.0 Oz Water/ Cement Ratio: Slump (ASTM C143)' Samples) Rec'd 0.379 6" 8 -14 -04 lRequired Strength (f c) 5000 Psi @ 28 days Placement Location and Notes SET 2 Total of 21 cubic yards. Detention vault (Permit D04 -026) east parapet. Loading dock (Permit D03 -128) retaining walls where height reduces at east ends. Z lZ '~ W tr � UO Cl) C0 1111 J �. CO) LL WO 9 : U. ¢ U� = C! �W Z� W LLJ �O U O N O H WW ~ i- LL- O W Z U= - O Z COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/13/2004 0085 73484 8/20/2004 7 11 67250 :4:x 8 4.02 12.69 5300 NA 8/13/2004 0085 73485 9/10/2004 28 ' 1 1 90570 Tx 4.02 ! 12.69 7140 NA ; " 8/13/2004 0085 73486 9/10/2004 I 267 92160 1 — A - Z8 75 — .0 - 2 7 1 ! 12.69 7260 NA " 8/13/2004 0085 73487 9/10/2004 1 28 92070_ 1 4 x 8 I 4.02 12.69 7250 i NA " Remark: Insnectork)- Mark Rnecnvu " Z lZ '~ W tr � UO Cl) C0 1111 J �. CO) LL WO 9 : U. ¢ U� = C! �W Z� W LLJ �O U O N O H WW ~ i- LL- O W Z U= - O Z MAYES TESTING ENGINEERS INC Everett Office 917 - 134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9380 CONCRETE LABATORY TEST REPORT OR fax 425.745.1737 Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: 8 -23 -04 Tukwila,WA Client: Sabey Corporation Permit # (s): D03 -129 Original D04 -026 Engineer: 9 Engineers Northwest g Revised: ❑ Contractor: Sabey Construction FIELD DATA (ASTM C31 and C172) Air Temperature: 85 OF Design Mix Proportions: Weather Clear Product: Concrete Ingredient Weight (per cu.yd) Supplier: Stoneway Coarse Aggregate 3/4" 1,918.0 Ibs Ticket Number: 434426 Fine Aggregate 1,263.0 Ibs MixDesign ID Water 250.0 Ibs 5950 -A Fly Ash 110.0 Ibs Sample Temp. Initial Storage Entrained Air Cement –Type 1& II 550.0 Ibs (ASTM C1064) Temp. (ASTM C31) (ASTM C231) W R DA -64 26.0 Oz 80 ° F NR % ADVA 13.0 Oz Water/ Cement Ratio: ' Slump (ASTM C143) Samples) Rec'd 0.379 6 8 -14 -04 lRequired Strength ft) 5000 Psi @ 28 days Placement Location and Notes SET 2 Total of 21 cubic yards. Detention vault (Permit D04 -026) east parapet. Loading dock (Permit D03 -128) retaining walls where height reduces at east ends. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/1312004 0085 73484 8/20/2004 7 11 67250 4 x 8 4.02 12 69 5300 NA 8/13/2004 0085 73485 9/10/2004 28 (— 74:X78 ❑ NA ` 8/13/2004 0085 73486 9/10/2004 28 4 x 8 � ❑ ! i NA ' ` 8/13/2004 1 0085 173487 10/8/2004 1 56 11 4 x 8 1 F NA Remark: Inspector(s): Mark Rossow _ Tested by: Dale Yoder Reviewed by: / Timothy G eckerle, P.E. NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. Branch Manager NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 Z 4i Z '~ w UO 0 J CO LL. WO U-Q CO) =. CJ w o 5 U� O - o I— WW -O . Z . W U CO 0 Z N MAYES TESTING ENGINEERS, INC Date Tested 91 Everett Oce 7 -134th Street SW k ? }� , F, ...... .... ... ... HIT I Suite A -1 Everett, WA 98204 Total I Load /lbs Net Area S . In. Strength psi ph 425.742.9360 I Type of Fracture MASONRY PRISM TEST REPORT 9 -15 -04 fax 425.745.1737 X 2.11 Tacoma Office 199,090 57.75 3456 10029 S. Tacoma Way Project: DHS REGIONAL HEADQUARTERS Job # E3187 Permit # D04 -026 Suite E -2 28 Date Recd: 9 -2 -04 Tacoma, WA 98499 ph 253.584.3720 Client: DHS Date Issued: 9 -15 -04 fax 253.584.3707 Contractor: Sabey Construction Original n Revised 0 1077 Portland Office 28 X 7911 NE 33rd Drive FIELD DATA Suite 1 Portland, OR 97211 (ASTM C1314) 1078 1 ph 503.281.7515 Date Laid: 8 -31 -04 Mortar Producer: Old Castlef 503.281.7579 Type of Unit: CMU Design fc /28 days: 1800 ASTM /UBC Spec: Mix Proportions: Site Mix Size of Unit: 8x8x16" Cement: Unit PSI Req: 1500 Lime: - -® Sand: -- OP 4 Water: -- co U / Design F'm: 2500 DE P MENt' Date Grouted: 9 -1 -04 Grout Producer: Stoneway ` k Mortar /Grout as spec: Yes x No 0 Design fc /28 days: 2000 � Air Temp: 66 °F Mix Proportions: Gravel: 912 Mortar Temp: 69 Cement: 670 Water: 318 Grout Temp: 75 °F Sand: 1995 WRA: -- z Remarks /Locations: Sample # Compression Test Machine Information: Diameter Of spherical seat: 6.83 Req. Upper Bearing Plate Thickness: 1.98 Provided Upper Bearing Plate Thickness: 5.00 Req. Lower Bearing Plate Thickness: 0.00 Provided Lower Bearing Plate Thickness: 5.00 COMPRESSION TEST RESULTS (ASTM C1314) Lab # Date Tested Age Grouted Yes No HIT I Factor I Total I Load /lbs Net Area S . In. Strength psi PSIMith H/T Factor I Type of Fracture 1075 9 -15 -04 14 X 2.11 1.008 199,090 57.75 3456 3480 C 1076 9 -28 -04 28 X 1077 9 -28 -04 28 X 1078 1 9 -28 -04 28 X INSPECTOR: C Reynolds REVIEWED BY: 7 /V &-f-� Legend: CB- Conical Break, CSh: Cone & Shear, CSp: Cone & Split, TB: Tension Break, SCB: Semi - Conical Break, SB: Shear Break, FSS: Face Shell Separation Z �Z �w 00 U) CO u _ w u- Q �w w� 5. U� o� =U u- O Z W O Z MAYES TESTING ENGINEERS, INC. QeJ 91 Everett Oce 7-134th Street SW Grouted Yes No t 1 Suite A Everett, WA 98204 Total I Load /lbs Net Area S . In. 0 �j�;7,� ph 425.742.9360 Type of Fracture MASONRY PRISM TEST REPOI?f a,, fax 425.745.1737 14 X 0 iv �, F1U Tacoma Office 1.008 199,090 57.75 10029 S. Tacoma Way Project: DHS REGIONAL HEADQUARTERS Job # E3187 Permit # D04 -026 Suite E -2 9 -28 -04 Date Rec'd: 9 -2 -04 X Tacoma, WA 98499 ph 253.584.3720 Client: DHS Date Issued: 9 -15 -04 212,880 fax 253.584.3707 Contractor: Sabey Construction Original ❑ Revised n S Portland Office 9 -28 -04 28 X 7911 NE 33rd Drive 2.09 FIELD DATA 209,920 Suite 190 Portland, OR 97211 3640 (ASTM C1314) CSh ph 503.281.7515 Date Laid: 8 -31 -04 Mortar Producer: Old Castld 503.281.7579 Type of Unit: CMU Design fc /28 days: 1800 201,830 ASTM /UBC Spec: Mix Proportions: Site Mix CSh Size of Unit: 8x8x16" Cement: -- Unit PSI Req: 1500 Lime: -- Sand: -- Water: -- Design F'm: 2500 Date Grouted: 9 -1 -04 Grout Producer: Stoneway Mortar /Grout as spec: Yes x No ❑ Design fc /28 days: 2000 Air Temp: 66 Mix Proportions: Gravel: 912 Mortar Temp: 69 Cement: 670 Water: 318 Grout Temp: 75 Sand: 1995 WRA: -- Remarks /Locations: Sample # Compression Test Machine Information: Diameter Of spherical seat: 6.83 Req. Upper Bearing Plate Thickness: 1.98 Req. Lower Bearing Plate Thickness: 0.00 Provided Upper Bearing Plate Thickness: 5.00 Provided Lower Bearing Plate Thickness: 5.00 COMPRESSION TEST RESULTS (ASTM C1314) Lab # Date Tested Age Grouted Yes No HIT I Factor I Total I Load /lbs Net Area S . In. Strength psi PSI/With H/T Factor Type of Fracture 1075 9 -15 -04 14 X 2.11 1.008 199,090 57.75 3456 3480 C 1076 9 -28 -04 28 X 2.10 1.008 212,880 57.71 3690 3720 S 1077 9 -28 -04 28 X 2.09 1.007 209,920 57.71 3640 3660 CSh 1078 1 9 -28 -04 28 X 2.09 1.007 1 201,830 57.41 3520 3540 CSh INSPECTOR: , Reynolds REVIEWED BY: 'e 9 Le end: CB- Conical Break, CSh: Cone & Shear, CSp: Cone & Split, TB: lrensien Break,. 7�I.� cke-i'6L SCB: Semi - Conical Break, SB: Shear Break, FSS: Face Shell Separation Z IZ '~ W ix UO W W = Nw wo 9� u. W� = �w Z 10 Z� Ul U� O� = U' LL O LLi Z U= O Z Rect Everett Office AYES TEST /NG ENGINEERS, INC !$Ep o 7 nn 917 -134th Street SW �Ot17 Suite A -1 co u Everett, WA 98204 E pp 4 ph 425. 42.9 0 fax 425. 5.1 37 MTE No.: E3187 Tacoma Office Project: DHS REGIONAL HEADQUARTERS 10029 S. Tacoma way Address: 12500 Tukwila International Blvd, Tukwila, WA Suite E - 2 Permit #: D03 -128 / D03 -129 / D04 -099 / D04 -026 Cit of Tukwila Tacoma, WA 98499 ( y � ph 253.584.3720 fax 253.584.3707 Owner: Sabey Corporation Portland Office Architect: Lance Mueller and Associates 7911 NE 33rd Drive Suite 190 Engineer: Engineers Northwest, Inc Portland, OR 97211 Contractor: Sabey Construction ph 503.281.7515 Page 203 in fax 503.281.7579 Date: 6/01/04 Weather: Partly cloudy Inspection: R/S Sample(s): WA Permit No, D04 -026 Inspected reinforcing steel placement for north water detention vault wall footing sections from lines 1 to 3 and A to B. No significant corrections to footing or wall reinforcement was required. Contractor was advised to remove areas of mud and soil from south end of vault footing to provide proper clearance. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Jim Schaible REVIEWED BY: i Timothy eckerle, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler -Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald- Engineers Northwest Dave Leng -Sabey Construction Bob Brott -Art Anderson Assoc Inc 1 1 1 0 z , $Z W tr � 00 0 wi N w �a_J LL ?. CO) d =w z� t`- O z�_ Ww � 5 ' U N, O 'W w . �O w 0 O z MAYES TESTING ENGINEERS, INC. MTE No.: E3187 Project: DHS REGIONAL HEADQUARTERS Address: 12500 Tukwila International Blvd, Tukwila, WA Permit #: D03 -128 I D03 -129 / D04 -099 / D04 -026 (City of Tukwila) Owner: Sabey Corporation Architect: Lance Mueller and Associates Engineer: Engineers Northwest, Inc. Contractor: Sabey Construction Page 207 Date: 6/09/04 Weather: Cloudy Inspection: R/S Sample(s): N/A KENN added ff Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Inspected rebar for roof canopy framing at F -line between 5.5 and 7.5. Beams, slab and walls are found reinforced per approved contract documents. Contractor to clean debris prior to final inspections and placing concrete. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Mark McBride Date: 6109/04 Weather: Cloudy Inspection: R/S Permit No. D04 -026 Inspected rebar prior to closing forms for detention vault walls on 3 -line and on 1 and 2 lines from grid B to approximately 24' north, and on B -line from 1 to 3. Rebar is found placed per shop drawings. MTE needs to verify that the shop drawings are approved by the engineer; they differ from the structural drawings. Preliminary inspection Verify that the shop drawings have been reviewed and approved by the engineer of record. INSPECTOR: Mark McBride REVIEWED BY: Timothy 6213eckerle, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler -Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald- Engineers Northwest, Dave Leng -Sabey Construction, Bob Brott -Art Anderson Assoc., Inc. 0 z iH W � J0 v O � W W J N LL WO g J U. Q co a = W z� HO z t- a .ON o �- W F_ u. 0 w z CO O ~' z MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 211 Date: Weather: Inspection: Sample(s): E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03 -128 / D03 -129 / D04 -099 I D04 -026 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction Embeft 6117/04 Sunny R/S N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit No. D04 -026 Arrived on site to inspect storm detention vault 1 -3 /A, 4 +25' along 3, A +25' along 2, and A +25' along 1. Rebar is incomplete so contractor is to schedule inspection for 6/18/04. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Cheri Willett Date: 6/18/04 Weather: Sunny, 80s Inspection: R/S Sample(s): N/A On site to conduct re- inspection of north end of detention vault at grids 1 -3 from A to A +25'. This is a follow -up inspection of 6/17/04. Contractor adjusted clearance along northeast wall, added additional trim steel around openings, extended horizontal steel in 2 -line wall to meet outer curtain of A -line wall. Contractor will add /delete 90 hook bars at top of A -line wall per grate location (can install after wall is enclosed). Final clearance inspection required prior to concrete. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR:.iesse Kane REVIEWED BY: I ' Timothy . eckerle, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler -Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald- Engineers Northwest, Dave Leng -Sabey Construction, Bob Brott -Art Anderson Assoc., Inc. Z w � JU cU 0 U) W= J� CO) LL �O LL N C7 �w z F . �O z�_ w Uj �o off o � wW U O' ..z W rJ O Z MAYES TESTING ENGINEERS, INC. MTE No.: E3187 Project: DHS REGIONAL HEADQUARTERS Address: 12500 Tukwila International Blvd, Tukwila, WA Permit #: D03 -128 / D03 -129 / D04 -099 / D04 -026 (City of Tukwila) Owner: Sabey Corporation Architect: Lance Mueller and Associates Engineer: Engineers Northwest, Inc. Contractor: Sabey Construction Page 215 Date: 6/25/04 Weather: Overcast, 76 °F Inspection: R/S Sample(s): N/A RERSED P� berm �-� •� Two reports also written this date for work under permit #D03 -128. Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit No. D04 -026 V41— - Inspected reinforcement for final areas of detention vault walls, the mid -spans on 1, 2, 3 lines. Okay to close. One 1 -line, top hook dowels provided per shop drawing V -7 section C. On line 1, clear space provided as required for lap splicing bars. The #10 bars are full length, needing no splice. Splices in #6 and #8 bars permitted, to make full length, per engineer in 6/2/04 phone call. Nonconforming report of 6/2/04 is closed. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark Rossow Date: 6/25/04 Weather: Overcast, 76 °F Inspection: R/C Sample(s): (4) 48" This is one report of three for this date, one on welding work under this permit. Sampled and observed bucket placement of 9 cubic yards of Stoneway mix #5950 -A for columns at G/6 and 7 lines, at entrance canopy. Cast (4) 4x8" cylinders with 5000 psi required. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark Rossow REVIEWED BY: T = /il Timothy G eckerle, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler -Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald- Engineers Northwest, Dave Leng -Sabey Construction, Bob Brott -Art Anderson Assoc., Inc. z W '. .t U U �w= U . w 0 u- ¢ U� i C% �w z r•- 0 w U 0. 0 - La t— wW - 0 ..z w U= O Z r MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 217 Date: Weather: Inspection: Sample(s): E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03 -128 / D03 -129 / D04 -099 / D04 -026 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Eq Engineers Northwest, Inc. Sabey Construction �3 _ Qa&d rrmi 6/30/04 Clear Welding N/A Everetf Office 917.134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Onsite at DHS Headquarters for visual welding inspection in accordance with AWS D1.1 -00 specs and project plans. Inspected 8" standard wall pipe at roof elevation into embed plates, reference J /S3.2 drawing. Spoke with Ted (Engineers Northwest) about CP welds having UT requirements. Ted stated that no UT will be required if welds are visually acceptable or if there may be a cause for concern. Twelve 8" pipes were inspected between 3.8 and 6 from D to E. All 12 were acceptable and marked "VT OK." Three piles inspected at 9.3 between D and E. Two require re -work and were marked. Eight pipe inspected along C -line between 7.2 and 9.2, 2 require fixing and were marked. The roofers were told not to cover welds requiring re -work as MTE must re- inspect after fixing. Rich and Matt (Sabey) were also notified. Preliminar Date: Weather: Inspection: Sample(s): y Inspection 6/30/04 Mostly Clear R/C (8) 4x8" INSPECTOR: Mark Vassallo Permit No. D04 -026 Monitored the placement of 244 cubic yards of Stoneway concrete mix #5950 -A, 5000 psi requirement, placed for the remaining sections of walls for the stormwater detention vault. Contractor placed concrete at the above referenced locations by pump and consolidated mechanically. Two samples of concrete were taken and 4 test cylinders cast from each. Rebar was inspected previously on 6/25/04 and found to be per approved plan. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark McBride REVIEWED BY: .iSr�L -cam _ Timothy G. kerle, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler -Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald- Engineers Northwest, Dave Leng -Sabey Construction, Bob Brott -Art Anderson Assoc., Inc. z W 0 D w� CO LL WO L? � = w F- _ z11-- li- z�_ W U� O co off WW ~� U _ I- -.z W U= o� z MAYES TESTING ENGINEERS, INC. MTE No.: E3187 Project: DHS REGIONAL HEADQUARTERS Address: 12500 Tukwila International Blvd, Tukwila, WA Permit #: D03 -128 / D03-1291 D04 -099 / D04 -026 (City of Tukwila) Owner: Sabey Corporation Architect: Lance Mueller and Associates Engineer: Engineers Northwest, Inc. Contractor: Sabey Construction _0 Page 228 (A Date: 7 /30/04 Weather: Sun Inspection: R/C Sample(s): (4) 48" Everett Office 917.134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit No. D04 -026 On site per request for reinforced concrete inspections at the northeast storm detention tank vault. Re -steel of welded wire mesh and perimeter dowels was checked and found per plans 5/C -11 and VS2.1 at Cells 1 and 2 of detention vault slab on grade. Welded wire mesh was lifted by hand during concrete placement. Noted that perimeter dowels were in the dirt at walls, and contractor installed dobby blocks to provide the epoxy coated dowels to center of slab on grade. City of Tukwila inspector was on site and verified importance of center placed mesh and dowels at slab. A sample of (4) 48" concrete cylinders was obtained mid -load from second load placed. A total of 81 cubic yards of Stoneway mix #5950A was placed at cells 1 and 2 of slab on grade detention vault. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Rob Emery REVIEWED BY: T� A Timothy . eckerle, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler -Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald - Engineers Northwest, Dave Leng -Sabey Construction, Bob Brott -Art Anderson Assoc., Inc. z �Z '~ W �QQ � JU U N o J � N U WO �Q U) �. = �.w zF- �O Z F- W U� ,O a�_ W W. E- U, �O . z. w co O z ,;., i .e MAYES TESTING ENGINEERS, INC. August 17, 2004 RECEIV��► City of Tukwila r AUG Building Department 2 0 2004 6200 South Center Blvd commur" Tukwila, WA 98188 -8188 , D EVEWPM6E - Attn.: Bill Rambo Re: DHS Regional Headquarters Detention Vault FINAL LETTER 12500 Tukwila International Blvd Permit No. D04 -026 Tukwila, WA MTE Project No. E3187 Gentlemen: Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Reports were filed under Permit No's. D03 -128 and D03 -129. To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. Special inspection was provided for: 1. Reinforced Concrete We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, PAAYES TESTIN0 EI`:(33! IF SE LE' RS, INC. Michael S. Dolder, P.E. Vice President Doug Gay dner -Sabey Construction Theodore McDonald — Engineers Northwest, Inc. Bob Fadden -Lance Mueller and Associates Ralph Hagler -Sabey Construction Dave Leng -Sabey Construction Bob Brott -Art Anderson Associates, Inc. 0 z UO. N o. J Co U W O: 2 �: 9 ¢' = W. Z �. H- O' z �- UJ 5` O �'. 1L F , —O LU Z. O z x MAYES TESTING ENGINEERS , INC Everett Offi 917 - 134th Street SW Suite A -1 ��.. Everett, WA 98204 ph 425.742.9380 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: 8 -9 -04 Tukwila,WA Permit # (s): - ffeT-OT2 W Client: Sabey Corporation Original ❑Q Engineer: Engineers Northwest Revised ❑ 00 Contractor: Sabey Construction CO ) o FIELD DATA � (ASTM C31 and C172) N U. Air Temperature: 70 OF W 0 Design Mix Proportions: Weather: Cloudy g Product Concrete Ingredient Weight (per cu.yd) LL to Coarse Aggregate 3/4" 1,961.0 Ibs H Supplier: Stoneway C% Fine Aggregate 1,248.0 Ibs W Ticket Number 429573 Water 24.0 Ibs ? H MixDesign ID 5950 -A Fly Ash 110.0 Ibs E - O Sample Temp Initial Storage Entrained Air Cement —Type 1 550.0 Ibs W ?, (ASTM C1064) Temp. (ASTM C31) (ASTM C231) W R DA -64 26.0 Oz p 67 ° F NR % ADVA 13.0 Oz U N Water /Cement — Ratio: Slump (ASTM C Sample(s) Rec'd Daraset 86.0 Oz W W =U 0.036 5 -1/2" 7 -31 -04 lRequired Strengt (fc):' 3000 Psi @ 28 days LL O Placement Location and Notes I z C o ncr ete w pla by pump at Northeast slab on grade for the two water detention vaults (cell 1 and 2). P _.. COMPRESSION TEST RESULTS Z (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/30/2004 1 0076 172889 _ 1 8/6/2004 1 7 1 1 46270_ 4 x 8 4.00 12.57 3680 NA 1 7/30/2004 1 0076 172890 8/27/2004 1 28 i� 4 x 8 ❑ I NA 7/30/2004 1 0076 17289118/27/2004 1 28 11 4 x 8 ❑ �J �� NA 7/30/2004 1 0676 172892 . 8/27/2004 1 28 Remark: Inspector(s): Rob Emery Tested by: Scott J Johnson Reviewed b Timothy G. Beckerle, P.E. Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. ' NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded RECEIVED 0 2004 AUG 3 � r BUILDING DEPARTMENT a Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 ;, MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: 7 -27 -04 Tukwila,WA Permit # (s): D03 -129 Everett Office 917 - 134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Ok Client: Sabey Corporation original W Engineer: Engineers Northwest Revised ❑ Contractor: Sabey Construction FIELD DATA (ASTM C31 and C172) Air Temperature: 68 OF Design Mix Proportions: Weather: Mostly Cloudy Product Concrete Ingredient Weight (per cu.yd) Supplier: Stoneway Coarse Aggregate 3/4" 1,961.0 Ibs (ASTM C39, C1231, and C617 when applicable) Fine Aggregate 1,248.0 Ibs Ticket Number: 425462 Water 250.0 Ibs MixDesign ID: 5950 -A Fly Ash 110.0 Ibs Sample Temp. Initial Storage Entrained Air Cement —Type 1 550.0 Ibs (ASTM C1064) Temp. (ASTM C31) (ASTM C231) WRDA -64 26.0 Oz 73 ° F NR % ADVA 13.0 Oz Water / Cement Ratio: ' Slump (ASTM C143) I Samples R d NA '. 0.379 5 -1/2" 7 -20 -04 lRequired Strength (t' 4000 Psi @ 28 days Placement Location and Notes R v ault l id. Sampled a t 5 cubic yards of 112 cubic yards placed. Inspector(s): Del Spicer Tested by: Scott J Johnson Reviewed by: Timothy G. Baerle, P.E. NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. Branch Manager NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 Z �z UO CO O 'w = J V) U_ W O �Ei W C d F=- W. -0 Z �5 U �. O N o 17- =U L ~ H —0 .. Z U N; O F- Z . MAYES TESTING ENGINEERS, INC Eve rett Office w (ASTM C39, C1231, and C617 when applicable) Suite A -1 Everett, WA 98204 Date Made ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: 7 -22 -04 Tukwila,WA 7/19/2004 Permit # (s): 72280 8/16/2004 F 28 1 4 x 8 J= Client: Sabey Corporation Original: Q 7/19/2004 Engineer: Engineers Northwest Revised ❑p O� to Contractor: Sabey Construction Remark: FIELD DATA (ASTM C31 and C172) Air Temperature: 68 F Design j Mix Proportions: Weather: Mostly Cloudy Product: Concrete Ingredient Supplier: Stoneway Coarse Aggregate 3/4" Fine Aggregate Ticket Number : 425462 Water MixDesign ID 5950 -A Fly Ash Sample Temp. Initial Storage Entrained Air Cement —Type I (ASTM C1064) Temp. (ASTM C31) (ASTM C231) WRDA -64 73 ° F NR % ADVA Water / Cement Ratio: Slump (ASTM C143) Samples) Rec' J 0.379 5-1/2" 7 -20 -04 lRequired Strength ft): Placement Location and Notes Retention vault lid. Sa mpled at 5 0 cubic yards of 112 cubic yar ds placed. Weight (per cu.yd) 1,961.0 Ibs 1,248.0 Ibs 250.0 Ibs 110.0 Ibs 550.0 Ibs 26.0 Oz 13.0 Oz 4000 Psi @ 28 days Inspector(s): Del Spicer Tested by: Jesse Kane Reviewed by: NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. A i eckerle, P.E. Branch Manager NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cur NR = Not Recorded Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 Z '~ w UO y o CO) =. J F. CO) LL J LLa co d =w Z� Z 0. W.w U O N W W H LL. O: d w Z U� O F- : Z COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/19/2004 0074 72282 17/21/2004 F 271 46310 1 4 x 8 4.02 12.69 3650 NA ' 7/19/2004 0074 72279 7/26/2004 7 1 1 4 x 8 J= 7/19/2004 0074 72280 8/16/2004 F 28 1 4 x 8 J= 7/19/2004 0074 7228118/16/2004 28 4 x 8 1 Remark: Inspector(s): Del Spicer Tested by: Jesse Kane Reviewed by: NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. A i eckerle, P.E. Branch Manager NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cur NR = Not Recorded Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 Z '~ w UO y o CO) =. J F. CO) LL J LLa co d =w Z� Z 0. W.w U O N W W H LL. O: d w Z U� O F- : Z Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #1 50, Rev 3, 7.0 13 Z Z LLI U 00 co) 0 wF CO) LL L 0 LI 1 5 LL CO) 0 ILLI Z = HO Z �- W UJ fy C1 U C0 0— 0 H W W it i 1: () 0 Z CO), U — Z MAYES TESTING ENGINEERS , INC CONCRETE LABORATORY TEST REPORT Project DHS Regional Headquarters Project No: Site Address: 12500 International Blvd Issued on: Tukwila,WA Permit # (s): Client: Sabey Corporation Original: Engineer: Engineers Northwest Revised: Contractor: Sabey Construction Everett Office 917 - 134th Street SW Suite A-i Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 E3187 7-29-04 19ft3-= FIELD DATA (ASTM C31 and C172) Air Temperature: 76 0 F Actual Mix Proportions: Weather: Mostly Clear Product: Ingredient Concrete Weight (per cu.yd) Supplier: Coarse Ag gregate 3/4" 1,964.0 lbs Stoneway Fine Aggregate 1,250.0 lbs Ticket Number: 421062 Water 228.0 lbs MixDesign ID 5950-A Fly Ash 107.0 lbs Sample Temp. Initial Storage Entrained Air Cement—Type 1 551.0 lbs (ASTM C1 064) Temp. (ASTM C31) (ASTM C231) WRDA-64 26.0 0Z 800 F NR % ADVA 13.0 0Z Water Cement Ratio: I Slump (ASTM C143) i FS Rec'd' 0.347 5-3/4" 7-1-04 lRequired Strength (Pc)j 5000 Psi @ 28 days Placement F a nd Notes 1 SET 2 Remaining portions of walls for the storm wall detention vault. Sampled at 157 of 244 cubic yards placed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 6/30/2004 1 0070 171490 1 7!7/2004 7 61780 1 4 X 8 4.01 12.63 4890 NA ` 6/30/2004 1 0070 171491 17/28/2004 1 28 11 85260 1- 4 X 8 6/30/2004 1 0070 1 71492 17/28/2004 1 28 11 83610 1 4 X 8 4.071 12.63 6620 NA ` 6/30/2004 1 —�- X 81 � 0070 171493 17/28/2004 1 28 1 Remark: Inspector(s): Mark McBride Tested by: Carl Reynolds Reviewed by: Timothy G. erle, P.E. Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #1 50, Rev 3, 7.0 13 Z Z LLI U 00 co) 0 wF CO) LL L 0 LI 1 5 LL CO) 0 ILLI Z = HO Z �- W UJ fy C1 U C0 0— 0 H W W it i 1: () 0 Z CO), U — Z MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: 7 -29 -04 Tukwila,WA Client: Sabey Corporation Permit # (s) Original: 0 Engineer: Engineers Northwest Revised ❑ Contractor: Sabey Construction Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 ��L "�LA -a0 FIELD DATA (ASTM C31 and C172) Air Temperature: 62 OF Weather: Partly Cloudy Product: Concrete Supplier: Stonewav Ticket Number: 420848 MixDesign ID: 59 50 -A Sample Temp. I Initial Storage Entrained Air (ASTM C1064) 1 Temp. (ASTM C31) (ASTM C231) 76 ° F NR % Actual i Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Water Fly Ash Cement –Type I W R DA -64 ADVA Weight (per cu.yd) 1,958.0 Ibs 1,246.0 Ibs 232.0 Ibs 110.0 Ibs 552.0 Ibs 26.0 Oz 13.0 Oz Water/ Cement Ratio: Slump (ASTM C Samples) Rec'd' d 0.350 6 -1/4" 7 -1 -04 _Required Strength (fc):J 5000 Psi @ 28 days Placement Location and Notes SET 1 Remaining portions of walls for the storm water detent v Sampled at 20 of 244 cubic yards placed. Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 Z =Z UJ U CJ) 13 CO W W = H C0 u- WO g LL Q = CY �W H O Z F— 5. U O. O WW H LL Z 0 Z MAYES TESTING ENGINEERS, INC 91 Evre 7- 1341 Offi SW Suite A -1 Everett, WA 98204 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: 7 -20 -04 Tukwila,WA a Permit # (s): W Client: Sabey Corporation Original: Engineer: Engineers Northwest Revised: ❑ J V Contractor: Sabey Construction UO U o FIELD DATA to W W = J ~ (ASTM C31 and C172) N V_ Air Temperature: 80 F Actual Mix Proportions: W O Weather Sunny Product Concrete Ingredient Weight (per cu.yd) 9 Q Supplier. Coarse Aggregate 3/4" 1,917.0 Ibs Stonewav U C1 = Ticket Number: 418218 Fine Aggregate Water 1,253.0 Ibs 214.0 Ibs (- MixDesign ID 5950 -A z � Fly Ash 110.0 Ibs z O Sample Temp. Initial Storage Entrained Air Cement —Type I & II 550.0 lbs W W (ASTM C1064) Temp. (ASTM C31) (ASTM C231) WRDA -64 26.0 Oz ? Q 86 F NR % ADVA 13.0 Oz UO U) Water / Cement Ratio: Slump (ASTM C143) Samples) Rec'd '; 0 H W 0.324 6 -1/2" 6 -22 -04 lRequired Strength (fc):' 5000 Psi @ 28 days H H Placement Location and No u. z Cast north end of detention vault grids 1 to 3 from A to A.5. Mechanically consolidated placed by boom pump v truck. Sampled at 10 of 142 cubic yards. Water cement ratio: 0.33. ~O I- z COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) �- Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 6/21/2004 0066 70854 6/28/2004 7 11 59260 1 4 x 8 J 12.63 4690 NA 6/21/2004 0066 70855 7119/2004 28 11 75470 1 4 x 8 4.02 12.69 5950 NA 6/21/2004 0066 70856 7/19/2004 28 11 75860 4 x 8 4.02 12.69 5980 NA 6/21/2004 1 0066 170857 1 7/19/2004E28 ] 76510 4 x 8 IF4.02 12.69 6030 NA " Remark: Y Inspector(s): Jesse Kane _ Tested by: Cheri Willett Reviewed by: 7, '�'� MAYES TESTING ENGINEERS, INC. MTE No.: E3187 Project: DHS REGIONAL HEADQUARTERS Address: Permit #: 42500 Tukwila International Blvd, Tukwila, WA D 28 / DO 9 (City of Tukwila) Owner: Sabey Corporation Architect: Lance Mueller and Associates Engineer: Contractor: Engineers Northwest, Inc. Sabey Construction Page 228 Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Date: 7130/04 Weather: Sun Inspection: R/C Sample(s): (4) 48" On site per request for reinforced concrete inspections at the northeast storm detention tank vault. Re -steel of welded wire mesh and perimeter dowels was checked and found per plans 5/C -11 and VS2.1 at Cells 1 and 2 of detention vault slab on grade. Welded wire mesh was lifted by hand during concrete placement. Noted that perimeter dowels were in the dirt at walls, and contractor installed dobby blocks to provide the epoxy coated dowels to center of slab on grade. City of Tukwila inspector was on site and verified importance of center placed mesh and dowels at slab. A sample of (4) 48" concrete cylinders was obtained mid -load from second load placed. A total of 81 cubic yards of Stoneway mix #5950A was placed at Cells 1 and 2 of slab on grade detention vault. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Rob Emery REVIEWED BY: / Timothy . Beckerle, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler -Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald- Engineers Northwest, Dave Leng -Sabey Construction, Bob Brott -Art Anderson Assoc., Inc. z Z JU U 0 COD W H N O w 9 -. U_ ¢ ca :) = CY w z �. H O wH o, U O N C3 W W u. p LLI Z U N O Z MAYES TESTING ENGINEERS INC Everett Office 917 - 134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: "6 -29 -04 RECEIVED Tukwila,WA ;►� Permit # (s): 1 Client: Sabey Corporation Original: Engineer: Engineers Northwest C— Revised ❑ OCO&1MOUM17y p Contractor: Sabey Construc FIELD DATA (ASTM C31 and C172) Air Temperature: 80 OF Actual Mix Proportions: Weather Sunny Product Concrete Ingredient Weight (per cu.yd) Supplier: StoneWay Coarse Aggregate 3/4" 1,917.0 Ibs Ticket Number 418218 Fine Aggregate 1,253.0 Ibs Water 214.0 Ibs MixDesign ID 5950 -A Fly Ash 110.0 Ibs Sample Temp. Initial Stora g a Entrained ed Air Cement - -Type I & II 550.0 Ibs } (ASTM C1064) Temp. (ASTM C31) (ASTM C231) WRDA -64 26.0 OZ 86 ° F NR % ADVA 13.0 OZ Water / Cement Ratio: Slump (ASTM C143 ' Sample(s) Recd 0.324 6-1/2" 6 -22 -04 JRequired Streng ft) 5000 psi @ 28 days P lacement Location and Notes i Cast north end of detention vault grids 1 to 3 from A to A.5. Mechanically consolidated placed by boom pump truck. Sampled at 10 of 142 cubic yards. Water cement ratio: 0.33. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 1 6/21/2004 0066 70854 6/28/2004 7 59260_ 4 x 8 A " 6/21 /20 0066 70855 7/19/2004 28 F 4 x 8 1== �! _ E: NA j " 6/21 /2004 0066 170856 7/19/2004 28 4 X8 �� '� E „] �NA ” [6 /21/2004 0066 70 857 8/1 6/2004 56 ( 4 x 8 Remark: Inspector(s): Jesse Kane Tested by: Mark McBride Reviewed by: 7 — _ - A - -- Timothy G. erle, P.E. Branch Man ger NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form 11150, Rev 3,7-0 [/. . Z 1z �w Q � J U. UO J� NU. w 9J U_ j = d: �w Z W UJ gy U O N oI.- ww LL .Z w U= O~ Z MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Site Address: 12500 International Blvd Tukwila,WA Client: Sabey Corporation Engineer: Engineers Northwest Contractor: Sabey Construction Project No: E3187 Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742,9360 tax 425.745,1737 Issued on: 7 -2 - , Product: Concrete Permit # (s): Stonewav Original: 412711 Revised: ❑ CO MMUNI'I y DEV ELOPMENI" Air Temperature: 71 ° F Weather: Clear Product: Concrete Supplier: Stonewav Ticket Number 412711 FIELD DATA (ASTM C31 and C172) Actual Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Water MixDesign ID 4356 Fly Ash Sample Te mp Initial Storage Entrained Air Cement - -Type I 1) (ASTM C1064) Temp. (ASTM C3(ASTM C231) W R DA -64 72 ° F NR % Water/ ement Ratio: ' Slump (ASTM C143) ample(s) Recd Weight (per cu.yd) 1,918,0 Ibs 1,462.0 Ibs 206.0 Ibs 97.0 Ibs 397.0 Ibs 30.0 Oz 0.417 4 -1/2" 6 -4 -04 [ Required Stren (f'cp1 3000 Psi @ 28 days [ Placement Location and Notes SET 2 Total of 167 cubic yards. All detention vault footings, sampled at 3 lin COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 6/2/2004 F 70073 - 6 - /9/2004 7 42270 4 x 8 4.02 12.69 3330 NA " 6/2/ 0061 70074 6/30/2004 28 61940 4 x 8 4.01 12.63 4900 NA ' 6/ 2/200 4 0061 70075 6/30/2004 28 63750 TX 8 4.01 12.63 r 5050 NA ' _ 6/2/200 0061 70076 6/30/2004 28 5 7690 __ 4X 8 4.01 _12.63 4570 NA " Remark: Inspector(s): Mark Rossow _ Tested by: Zenaida Revilla Reviewed by: % #V J . Z ;3: Z �w QQ �. JU UO CO) LLI J = t— NU. w 9 _ La co) d =w H =. Z HO Z W U� O - 0 F- W H �. Z CO) O Z MAYES TESTING ENGINEERS, INC Project: Site Address: CONCRETE LABORATORY TEST REPORT DHS Regional Headquarters tQ Project No: E3187 12500 International Blvd Tukwila,WA Client: Sabey Corporation Engineer: Engineers Northwest Contractor: Sabey Construction Issued on: AX Permit # (s): Original: �/❑ Revised: ❑ 7 -2 -04 Everett Office 917 - 134th Street SW Suite A - 1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 R�% 111 ��klt 1') � W.F r r FIELD DATA (ASTM C31 and C172) Air Temperature: 70 O Actual Mix Proportions: Weather Clear Product Concrete Ingredient Supplier: Stoneway Coarse Aggregate 3/4" Ticket Number 412627 Fine Aggregate Water MixDesign ID 4356 Fly Ash Sample Temp. I Itn aii aii Storage Entrained d Air Cement - -Type I (ASTM C1064) Temp. (ASTM C31) (ASTM C231) WRDA -64 73 ° F NR % f Water/ Cement RatRa Slump (ASTM C143) I Samples) Rec'd 0.404 4 Required Streng (fc): Weight (per cu.yd) 1,916.0 Ibs 1,464.0 Ibs 202.0 lbs 101.0 Ibs 399.0 Ibs 30.0 Oz 3000 Psi @ 28 days L Placement Location and Notes SET 1 l Total of 167 cubic yards. All detention vault f sa at line 1. i COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 6/212004 006Q 70069 6/9/2004 42140 4 x 8 4.02 12.69 3320 NA 6/2/20 0 060 70070 6/30/2004 28 561 4 x 8 4.01 12.6 4450 NA 6/2/2004 0060 70071_ 6/3012004 28 59980 _ 4 x 8 [4.01 12.63 4750 [_ NA 6/2/ 2004 0060 70072 6/30/2004 28 59320 4 x 8 4.01 12.63_ 4700 NA Remark: Inspector(s): Mark Rossow Tested by: Zenaida Revilla Reviewed by: / IMan Timoth ckerle, P.E. Brancer NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form 050, Rev 3,7-0 Z �-- W �U U N o CO W J� W LL W O U. CO) = F. W ' ?H ZO W U O - o I— W W H FU-- �- O w Z U =, O I— Z FA MAYES TESTING ENGINEERS, INC 91 Everett 7-134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 MTE No.: E3187 Tacoma Office Project: DHS REGIONAL HEADQUARTERS 10029 S. Tacoma Way Address: 12500 Tukwila International Blvd, Tukwila, WA Suite E-2 Permit #: D03 -128 / D03 -129 (City of Tukwila) Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Owner: Sabey Corporation Portland Office Architect: Lance Mueller and Associates 7911 NE 33rd Drive r, Engineer: Engineers Northwest, Inc Suite 190 Portland, OR 97211 Contractor: Sabey Construction ph 503.281.7515 Page 215 fax 503.281.7579 RECEIVED Date: 6/25/04 � Weather: s Inspection: Overcast, 76 R/S , f u Zit} Sample(s): N/A 0co o pM� T Two reports also if written this date for work under permit #D03 -128. Inspected reinforcement for final areas of detention vault walls, the mid -spans on 1, 2, 3 lines. Okay to close. One 1 -line, top hook dowels provided per shop drawing V -7 section C. On line 1, clear space provided as required for lap splicing bars. The #10 bars are full length, needing no splice. Splices in #6 and #8 bars permitted, to make full length, per engineer in 6/2/04 phone call. Nonconforming report of 6/2/04 is closed. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark Rossow Date: 6/25/04 Weather: Overcast, 76 Inspection: R/C Sample(s): (4) 48" f This is one report of three for this date, one on welding work under this permit. Sampled and observed bucket placement of 9 cubic yards of Stoneway mix #5950 -A for columns i at G/6 and 7 lines, at entrance canopy. Cast (4) 48" cylinders with 5000 psi required. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark Rossow REVIEWED BY: Timothy G P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler -Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald- Engineers Northwest, Dave Leng -Sabey Construction, Bob Brott -Art Anderson Assoc., Inc. Z W UO Co wW N U_ W O. LL a = d W ►- O Z F- LU U� O cn. off WW LLO LLi z co z MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 212 E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA (C ity of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction Everett Office 917.134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 RECEIVED Date: 6121104 'JUL 1 2 200'1 Weather: Sunny, 88° . COMMUNITY Inspection R/S, R/C ]DEVELOPMENT Sample(s): (4) 4x8 On site for final re -steel inspection and monitor the placement of 142 cubic yards of Stoneway mix #5950 -A placed by boom pump truck and mechan cleanliness. Noted phoblems vault, 1 -3 line from A to A.5. Verified clearance, corrected. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Jesse Kane Date: 6121104 Weather: Sunny, 88° Inspection: S/M Sample(s): N/A On site for masonry inspection. At 1 p.m., found masons had left job for the day. INSPECTOR: Carl Reynolds Date: 6122104 Weather: Clear Inspection: S/M Sample(s): N/A Arrived on site as requested for structural masonry inspe or will ae- schedu a inspect inspections. arrival that the masonry construction has been delayed. INSPECTOR: Mark McBride REVIEWED BY: Timothy G. ckerle, P.E. cc: Bldg Dept -City of Tukwil eers Northwe to Dave Leng Sabey Construction, Bob Brottl The McDonald g Art Anderson Assoc., Inc. z Z UO CO) CO J � CO) LL W O LL ?. cf)a �w Z F- w� UJ � o U O - 0 1_- w LL O z CO) .z MAYES TESTING ENGINEERS, INC. MTE No.: E3187 Recelvpp Project: DHS REGIONAL HEADQUARTERS � l Address: 12500 Tukwila International Blvd, Tukwila,4AI 2 8 Permit #: ity of Tukwila) cgMM Owner: Sabey Corporation Architect: Lance Mueller and Associates Engineer: Engineers Northwest, Inc. Contractor: Sabey Construction Page 211 Date: 6/17/04 Weather: Sunny Inspection: R/S Sample(s): N/A V 4 —b o tA—©, Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Arrived on site to inspect storm detention vault 1 -3 /A, 4 +25' along 3, A +25' along 2, and A +25' along 1. Rebar is incomplete so contractor is to schedule inspection for 6/18/04. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Cheri Willett Date: 6/18/04 Weather: Sunny, 80s Inspection: R/S Sample(s): N/A On site to conduct re- inspection of north end of detention vault at grids 1 -3 from A to A +25'. This is a follow -up inspection of 6/17/04. Contractor adjusted clearance along northeast wall, added additional trim steel around openings, extended horizontal steel in 2 -line wall to meet outer curtain of A -line wall. Contractor will add /delete 90° hook bars at top of A -line wall per grate location (can install after wall is enclosed). Final clearance inspection required prior to concrete. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Jesse Kane REVIEWED BY: Timothy G. ckerle, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler -Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald- Engineers Northwest, Dave Leng -Sabey Construction, Bob Brott -Art Anderson Assoc., Inc. Z Z W U UO N O J Nw w O. Ua co = a �w Z F. �O Z �- w UJ �o U O- o r•- Ww O: w CO o Z r MAYES TESTING ENGINEERS, INC. 'y MTE No.: E3187 Project: DHS RE NAL HEADQUARTERS Address: 250 ukwila International Blvd, Tukwila, WA Permit #: D 28 / D03 -129 (City of Tukwila) Owner: Sabey Corporation �0�1`dcty. Architect: Lance Mueller and Associates Engineer: Engineers Northwest, Inc. f , Contractor: Sabey Construction Page 203 Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Date: 6/01/04 Weather: Partly cloudy Inspection: R/S Sample(s): N/A Inspected reinforcing steel placement for north water detention vault wall footing sections from lines 1 to 3 and A to B. No significant corrections to footing or wall reinforcement was required. Contractor was advised to remove areas of mud and soil from south end of vault footing to provide proper clearance. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Jim Schaible 0 ,z W ug =Y -3 U. UO W = Cl) LL W O g LL < = w ' Z ~' zO U� ;O �', w w` U LL 0'_ LLi Z. U CO 0� z Sampled and observed 167 cubic yards Stoneway mix #4356 with 3000 psi required and a 4000 psi design mix provided, placed by boom pump and mechanically consolidated. Lifts in 1 -line footing placed while concrete below fresh enough for consolidation of layers. All footings placed. Reinforcement for wall dowels on A -, B- and 3 -lines are correct to match wall reinforcing schedule, lower left corner of VS2.1 (no detail number). Detail A -2.1 does not apply to these dowels, nor to 1 -line, per Ted speaking for Robert Raichle, both of Engineers NW, by telephone. As -built dowels on 1 -line at north end are: • #6 bar with 3' projection • #8 bar with 4' projection • #8 bar at 9' (approximate) projection As -built dowels on 1 -line at south end and middle are: • #6 bar with 3' projection #8 bar at 6' projection • #10 bar at 12' (approximate) projection To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Mark Rossow V z W JU 00 Co 0 W m. J F. N LL W J. LL ?. co =) =W rr = z� 11_o z �_. �o o _. off W W �U LL O .. z w L) z MAYES TESTING ENGINEERS, INC. s erett Off 34 h S SW Suite A -1 Everett, WA 98204 ph 425.742.9360 MTE No.: E3187 fax 425.745.1737 Project: DHS REGIONAL HEADQUARTERS Tacoma Office 10029 S. Tacoma way Address: 12500 Tukwila International Blvd, Tukwila, WA Suite E -2 Permit #: City of Tukwila) Tacoma, WA 98499 ph 253.584.3720 f ' o Lk `a�_ fax 253.584.3707 Owner: Sabey Corporation D `l' Portland Office Architect: Lance Mueller and Associates 7911 NE 33rd Drive Engineer: Engineers Northwest, Inc Suite 190 Portland, OR 97211 Contractor: Sabey Construction ph 503.281.7515 Page 204 fax 503.281.7579 Date: 6/0204 Weather: Clear, 63° Inspection: R/C Sample(s): (8) 48" - 2 sets of 4 Sampled and observed 167 cubic yards Stoneway mix #4356 with 3000 psi required and a 4000 psi design mix provided, placed by boom pump and mechanically consolidated. Lifts in 1 -line footing placed while concrete below fresh enough for consolidation of layers. All footings placed. Reinforcement for wall dowels on A -, B- and 3 -lines are correct to match wall reinforcing schedule, lower left corner of VS2.1 (no detail number). Detail A -2.1 does not apply to these dowels, nor to 1 -line, per Ted speaking for Robert Raichle, both of Engineers NW, by telephone. As -built dowels on 1 -line at north end are: • #6 bar with 3' projection • #8 bar with 4' projection • #8 bar at 9' (approximate) projection As -built dowels on 1 -line at south end and middle are: • #6 bar with 3' projection #8 bar at 6' projection • #10 bar at 12' (approximate) projection To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Mark Rossow V z W JU 00 Co 0 W m. J F. N LL W J. LL ?. co =) =W rr = z� 11_o z �_. �o o _. off W W �U LL O .. z w L) z MAYES TESTING ENGINEERS, INC. MTE No.: E3187 Project: DHS REGIONAL HEADQUARTERS Address: 12500 Tukwila International Blvd, Tukwila, WA Permit #: ity of Tukwila) Owner: Sabey Corporation bo 0 • ( Architect: Lance Mueller and Associates Engineer: Engineers Northwest, Inc. Contractor: Sabey Construction Page 205 Date: 6/0204 Weather: Clear, 63° Inspection: R/C Sample(s): (8) 48" - 2 sets of 4 Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.684.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 Walls on A and B line require top planks and curbs before backfill, contrary to Detail G -2.1 and again per engineer by telephone. Also noted water -stop is required at all joints per not, but intention is to provide water -stop only at tank bottom to wall joint with epoxy - grouted dowels following same drain slope. This item is preliminary; engineer direction requested. Preliminary inspection INSPECTOR: Mark Rossow Date: 6/0204 Weather: Clear, 63° Inspection: R/C Sample(s): (8) 4x8" - 2 sets of 4 Dowels on 1 -line to be per G -2.1 sketch I. Lap splices permitted but will result in #8/ #10 at 3" o.c. plus #6 at 6" o.c. in one plane, reducing bar development with large aggregate concrete. Engineer stated he will provide direction on 1 -line. NONCONFORMING CONDITIONS /CORRECTIVE ACTION TAKEN: Engineer to provide direction on 1 -line. A. INSPECTOR: Mark Rossow 1 REVIEWED BY: Timothy G.Coeckerle, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler -Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald- Engineers Northwest, Dave Leng -Sabey Construction, Bob Brott -Art Anderson Assoc., Inc. Z Z Ul JU 0 CO 0 w �. CO U_ w O. U. U) �. = �w Z H O z r~. �o O -, v H w w. O:. .. Z. w O� z MAYES TESTING ENGINEERS, INC Ev e 134t Offi SW .. Suite A -1 Everett, WA 98204 pit 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: 6 -10 -04 Tukwila,WA Z _ _ Permit # (s): v - t$3 - IM 2 '� ` Z Client: Sabey Corporation Original• Cr w � Engineer: Engineers Northwest Revised: ❑ QQ J U Contractor: Sabey Construction U 0 N FIELD DATA w = (ASTM C31 and C172) Air Temperature: 70 OF H CO LL O Weather: Clear Actual Mix Proportions: Product Concrete Ingredient Weight (per cu.yd) Q Supplier: Coarse Aggregate 3/4" 1,916.0 Ibs Pp Stonewav CO ;i Fine Aggregate Ticket Number 412627 1,464.0 Ibs _ a F w Water MixDesign ID 4356 202.0 Ibs Z Z 1-- Fly Ash Sample T me p Initial Storage Entrained Air Cement - -Type 1 101.0 Ibs 399.0 Ibs 1-- O W li-- (ASTM C1064) Temp. (ASTM C31) (ASTM C231) WRDA -64 30.0 Oz UJ 73 F NR % U C0 Water Cement Ratio: ' Slump (ASTM C F�ample(s) R dce 4 O W H L 0.404 4 6 -4 -04 Required Streng ( ' 3000 Psi @ 28 days W i Placement Location and Notes — Z l� SET 1 v co i Total of 167 cubic yards. All detention vault footings, sampled at line 1. I H Z COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code �^ 6/2/2004 0060 170069 1 6/9/2004 1 7 42140 4 x 8 4.02 12.69 3320 NA " 6/2/200_4 1 0060 70070 6/30/2004 6/2/2004 0060 70071 _6/30/2004 28 ] 4 x 8 6/2/2004 1 0060 170072 7/28/2004 1 56 4 x 8 1 Remark: Inspector(s): Mark Rossow Tested by: Carl Reynolds Reviewed by: Timothy G. Be erle, P.E. Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3,7-0 I M AYES TESTING ENGINEERS, INC Everett Office 917 - 134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project : DHS Regional Headquarters Project No: E3187 Site Address: 12500 International Blvd Issued on: 6 -10 -04 Tukwila,WA Z Permit # (s): z Client: Sabey Corporation Original 2 Engineer: Engineers Northwest Revised p UO Contractor: Sabey Construction N o FIELD DATA W Z (ASTM C31 and C172) H Air Temperature: 71 O ? V Actual Mix Proportions: w O Weather Clear Product Ingredient Concrete Weight (per cu.yd) — a Supplier: Stoneway Coarse Aggregate 3/4" 1,918.0 Ibs LL co) CY Fine Aggregate Number 412711 1,462.0 Ibs j Ticket Water 206.0 Ibs Z H MixDesign ID : 4356 Fly Ash 97.0 Ibs — F., O Sample Temp Initial Storage Entrained Air Cement - -Type I 397.0 Ibs W I'_ W (ASTM C1064) Temp. (ASTM C31) (ASTM C231) WRDA -64 30.0 Oz °F NR o r 72 /o UU) cn, O Saes) Rec d Water/ Cement Ratio: Slump (ASTM C143 mpl 1 I �� J W W 0.417 4 -1 /2" 6 -4 -04 Required Streng hh ft 3000 Psi @ 28 days H Placement Location and Notes' Z SET 2 U N Total of 167 cubic yards. All detention v aul t f o o tings, sampled at 3 line. COMPRESSION TEST RESULTS Z (ASTM C39, C1231, and C617 when applicable) �~ Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 1 6/2/2004 1 0061 1700731 6/9/2004 7 42270 1 4 x 8 _ 4.02 12,69 3330 NA " 6/2/2004 0061 70074 6/30/2004 1 28 6/2/2004 0061 70075 6/30/2004 28 �� 4 x 8_ F NA 6/2/2004 0061 70076 17/28/2004 1 56 Remark: Inspector(s): Mark Rossow Tested by: . Carl Reynolds Reviewed by: Timothy G. B erle, P.E. Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std, " NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 0 `..� �a� ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS - 6969 WOODLAWN AvF-. N. E., Smi-rLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 Fib c (-7bv r/7y 6C SIVED DH S D etention Vault I GIV OF TUIWALA APPROVED AS U — L XG OTV IO tmm � Owom APR 2 6 2004 PERMIT CENTER CO RRECTION L TF? # _j& STRUCTURAL CALCULATIONS October 15, 2003 QN s-/ 0 " 4� . C. Z Z LU 2 D. C.) : O: cf) a (0 w LU S2 LL wo , LL <1 D z� W 0. Z F-; W D 0� 0 COY 0 a C.) LL 0 . Z. N 0 z EN W ENGINEERs NORTHWEST, INC., P.S. ^� STRUCTURAL ENGINEERS 6869 WOODLAWN AV N. E., #205 SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 5226698 PROJECT # PROJECT 17 S DATE `• SUBJECT SHEET 5 1 OF BY w WRB CURB PLANTER LANDSCAPE AREA PLAN SCALE: VOW l pcte.v s« i i c Z W �QQ � JU co U O' O co) = N LL W O; LL Q _ d' W ~ _ F- O Z I— W 2 -9 U o O N: W W: U' U' 0 lil Z o Z. El ENW ENGINEERs NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., 9205 SEATTLE WA 98115 (206) 525 -7560 FAX (206) 522 -6698 PROJECT # PROJECT DATE 1 '0 SUBJECT (x C. SHEET s' 2 OF ;• - BY D /00 3 570 VL • use crP 1 • /o , z 3 TO/�lJlu�j I 2 x 5 Z 114 /P Z Z Ul J U� UO co 0 W i. W= co U. w O; �a5 LL D. = w: Z� w U �; 0 w W': H V ol w Z 1= _ O :Z ENW ENGINEERS NORTHWEST .S. ^� , INC � STRUCTURAL ENGINEERS f� 6869 WOODLAwN AVE. N. E., #205 SEATTLE WA 98115 (206) 5257560 FAx (206) 522-6698 ?; PROJECT # PROJECT p #5 DATE /O ' /�• 03 SUBJECT SHEET OF BY 01, 5� S s f lcd v 31. 6 5 -Y p' Z Q� Z W ` JL UO co) W= co) U W0 } LL.'i CY = W Z� �o Z� W.W' O �_; H ,W W � Us L� w Z' U N; o . Z ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET OF Rev.5 /13/97 024 CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING JOB # BEAM MARK: ..aivu Mi.ee. �.wtir».n mxiuri. cs±:.o..itu wi:r..vrrw w..ouieinn INPUT 0.0033 =.2 /Fy 94 UBC Sec. Fy = ::r ; 60 : =:`t;; ksi F'c r.w ui.Jrrn+u..r � ;.4 . "t" ksi '.wnkwii...aw..rerta4. ,;:.: Mu :52 .. = =r. k -ft. Vu 8.0 r„„,,, a;nwnwtarr k b= 12 d • Y u..SM[ Mr.fYnN4t 6 in. No. of tension bars p (design) is >= 4/3 p (per analysis) 1910.5.2 OUTPUT (� 1= 0.85 Sec 1910.2.7.3 Ku = 0.144 ksi = 0.9 Sec 1909.3.2.1 p (design) = 0.0033 VU = 0.131 ksi vc = 0.126 ksi - Sec 1911.1.1.1 Av = Q.120 in. /ft. Max.tie spcg.= 3 in. o/c - Sec 1911.5.4.1 & 3 Av = 0.030 in. (&, Max. tie spacing 1 ;; #3 vert. be legs (or) #4 vert. tie legs (or) 1 #5 vert. tie legs p (min.) = 0.0033 =.2 /Fy 94 UBC Sec. Mu (k -ft) = �.1 @ p (min.) 1910.5.1 As(in = 0.24 @ p (min.) p (max.) = 0.0214 @.75 p bal Mu (k -ft) = 34 @ p (max.) 1910.3.3 As(in = p (min.) = 0.0033 =.2 /Fy 94 UBC Sec. Mu (k -ft) = 6 @ p (min.) 1910.5.1 As(in = 0.24 @ p (min.) p (max.) = 0.0214 @.75 p bal Mu (k -ft) = 34 @ p (max.) 1910.3.3 As(in = 1.54 @ p (max.) p may be less than p (min.) providing p (design) is >= 4/3 p (per analysis) 1910.5.2 A. b (in.)= 12 d (in.)= 6 As ( in 2 = 0.24 USE 1146 bars 1. 10/15/2003 CONCBMI.XLS .5 ( 1 Z 'F. w, J U, U 0' N wi U1 U u. N = W ~� S ZO D 13 ON ui w Z U. � 0. .. Z Lu U =. O� Z El � r ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING JOB #: BEAM MARK: i a INPUT SHEET OF Rev.5 113/97 Fy = .; : 60 : ksi I b (in.)= 30 F'c 3 :::' ' ksi �NM(M4f..{JyY�aM)JIM�I.A' Mu =ry 197:.0 '. k -ft. Vu = -332,-'! k d (in.)= 14 - .•.rtopu.nhna».i�w..rw b = 30 in. M d 14 in. '' - 1 As in w:.v xtnr iaua.n+aos. No. of tension bars :3 . 5 USE 5 #8 bays i n o...•.x.,..w.r......w..W j OUTPUT 1 1= 0.85 Sec 1910.2.7.3 _ Ku = 0.402 ksi = 0.9 Sec 1909.3.2.1 p (design) = 0.0082 - vu = 0.093 ksi p (min.) = 0.0033 =.2 /Fy 94 UBC Sec. vc = 0.110 ksi - Sec 1911.1.1.1 Mu (k -ft) = 85 @ p (min.) 1910.5.1 Av = NO TIES in. 2 /ft. As(in = 1.40 @ p (min.) 1 Max.tie spcg.= 7 in. o/c - Sec 1911.5.4.1 & 3 p (max.) = 0.0160 @35 p bal i Av = NO TIES in. Ob, Max. tie spacing Mu (k -ft) = 344 @ p (max.) 1910.3.3 l NO`TIES,: #3 vert. be legs (or) As(in = 6.73 @ p (max.) NO TIES.:: #4 vert. be legs (or) p may be less than p (min.) providing NO TIES #5 vert. tie legs p (design) is >= 4/3 p (per analysis) 1910.5.2 10/14/2003 Page 1 CONCBMI.XLS Z JU .0 0 W = J �- N U 0 , J Q to CY f W O. U� +O N W W' H V u.. ~O Z W N: O Z ENW ENGINEERs NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS f 6869 W OODLAwN AVE. N. E., #205 SEATTLE WA 98115 (206) 525 -7560 FAx (206) 522- -6698 ' PROJECT # PROJECT DATE 'gs SUBJECT SHEET - L5 OF 5 " BY •'. PLC I i 1 i Z. W LY UO. N c): co) =. N U w� Jr LL N _ cy 1— w H O. Z H-' =i O c w W ' O• ,,W, Z. U co I' 'o Z. , V+ CONCRETE WALL DESIGN 1997 UBC Section 1910.10 ENGINEERS NORTHWEST ! 6869 Woodlawn AVE NE Date 3/24/2004 Time 9:46:50 AM Sheet Seattle, WA 98115 DHS Vault 206 525 7560 wall 2000 ver 1.01 page 1 Materials Concrete 3,000 psi Reinforcing 60,000 psi Wall t =12 in. w/ 1 #5 @ 18 in. each face Reveal depth is 0.0 in. cover to face of vertical rebar Outside face = 1.5 Inside face = .75 d os Inward bending 10.9375 d ne p (inward) g = g (outward) bending = 10.1875 Geometry ,S e elevation (ft.) * of design segments roof elevation = 27.5 ft. 20 Left opening Right opening Design strip Height (ft.) 0 0 Width (ft.) . 0 0 1.5 Sill height (ft.) 0 0 Weight of door/ glass in opening= 15 psf zero means the hole is open thus no EQ or wind force. i f Loads - vert Loads shown will be multiplied by the tributary width I eccentricities are positive inward from inside face of wall Dead Live Wind eccen (in.) LL type j Ledger loads (klf) 2.8 5.9 0 0 snow load I Loads - horizontal Wind loads based on user input User loads were input for wind forces. The following are applied uniformily above the slab. inward pressure psf = 5 outward pressure psf = 5 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Horiz factor = 0.48 W (strength) Vertical Factor = 0.18 W (strength) Z Z W� JU UO CO) a W = !— 00 LL WO - LL Q �D = d �W Z F- O Z F- 2 5 U (3, O �, W W: LL �: — O; W Z CO) O Z 0 Z - Z ' W WD vO CO) D LU J � CO LL W O}}. J cd = W I- _ Z I-- 1- O WW Dp Off. 0 E- W W' H U u. O. Lll Z CO) O ~� Z CONCRETE WALL DESIGN 1997 UBC Section 1910.10 ENGINEERS NORTHWEST Date 3/24/2004 Time 9:46 :50 AM 6869 Woodlawn AVE NE Sheet Seattle, WA 98115 DHS Vault 206 525 7560 wall 2000 ver 1.01 page 2 Load Cases load case 1) 1 AD + 1.71-f + 1.71-r + 1.71-s + 1.71-1 UBC 1612.2.1 - 1909.2.1 load case 2) .75(1.41) + 1.71-f + O.OLr + O.OLs + 1.71-1 + 1.7W) UBC 1612.2.1 - 1909.2.2 load case 3) .75(1.4D + 1.71-f + O.OLr + O.OLs + 1.71-1 - 1.7W) UBC 1612.2.1 - 1909.2.2 load case 4) .75(1.41) + 1.71-f + O.OLr + 1.71-s/2 + 1.71-1 + 1.7W) UBC 1612.2.1 - 1909.2.2 _ load case 5) .75(1.4D + 1.71-f + O.OLr + 1.71-s/2 + 1.71-1 - 1.7W) UBC 1612.2.1 - 1909.2.2 - load case 6) .75(1.4D + 1.71-f + O.OLr + 1.71-s + 1.71-1 + 1.7W/2) UBC 1612.2.1 - 1909.2.2 - load case 7) .75(1.4D + 1.71-f + O.OLr + 1.71-s + 1.71-1 - 1.7W/2) UBC 1612.2.1 - 1909.2.2 - load case 8) .91) + 1.61-1 + 1.3W UBC 1612.2.1 - 1909.2.2 load case 9) .9D + 1.61-1 - 1.3W UBC 1612.2.1 - 1909.2.2 load case 10) 1.2D + 0.51-f + O.OLr + 0.21-s + 1.61-1 + 1.0E UBC 1612.2.1 load case 11) 1.2D + 0.51-f + O.OLr + 0.21-s + 1.61-1 - 1.0E UBC 1612.2.1 load case 18) .9D + 1.61-1 + 1.0E UBC 1612.2.1 load case 19) .9D + 1.61-1 - 1.0E UBC 1612.2.1 Summary of Results Design is okay Is the Vertical strength load stress < 0.1Ofc okay UBC 1914.8.2.2 Is As <= 0.6 *pbal (= 12000) okay UBC 1914.8.2.3 Is phi *Mn > Mcracked See table below Is Mu <= phi *Mn See table below Is the Service deflection <= 11150 See table below Mcracked Mu Service deflection / phi *Mn / phi *Mn / U150 load case 1 70% 44% 3 % load case 2 70% 12 % 0 % load case 3 70% 14 % 1 % load case 4 70% 25% 1 % - load case 5 70% 27% 2 % load case 6 70% 36 % 2 % load case 7 70% 36% 3 % load case 8 - 70% 10 % 0 % load case 9 70% 13 % 1 % load case 10 70% 23% 0 % load case 11 70% 48 6 % load case 18 70% 30% 2 % load case 19 70% 47% 4 % A level of 100% is the maximum allowed Maximum wall reactions at service level -- Absolute values / tributary width. These reactions come from various cases. The sum may or may not equal zero Horiz. Reaction @ slab level (plf) 556 Vert. Reaction @ footing level (pif) 12,825 0 Z - Z ' W WD vO CO) D LU J � CO LL W O}}. J cd = W I- _ Z I-- 1- O WW Dp Off. 0 E- W W' H U u. O. Lll Z CO) O ~� Z ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAwN AVE. N. E., 9205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT DATE - / 0 ' SUBJECT SHEET 59 OF By Cp e. Z j u 0 co 0 Lu w O. co D a, W, z W 1 2 5 Do ;u co : 0 13 w Lul u- Z co, Z ...' kd rCu 14 - I. �� 6,Z� m � Z j u 0 co 0 Lu w O. co D a, W, z W 1 2 5 Do ;u co : 0 13 w Lul u- Z co, Z ...' 5 , 10 ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING JOB # BEAM MARK • �iSN MINr nsY1e. 1�. MYlunlua[ Ml u4t�Y. CwKnYJO. TNbnY 'MM•I.W.MKtInYIWgMYx.YfbbN.f INPUT NrYMi'I,Mr1LnuIlY.J�!1 SHEET OF Rev.5/13/97 1 0 :ksi I � I .)_ y .�nY, b (in 12 F'c :4::; ksi _ ilaµw•filiiSeMYattiY,lrkMllt Mu k -ft. — = 4 NYM.VIKraan IN+SC`...hl. < Vu =) 13 3 k d (in.)= 13.25 y 51n:nrmu 1 arms +uw , �, ti b in. h Yi Fa'.41Wryy MYM ! . d = 13.25 - in. As in •N.is.ayyewvairuan+ .. ,��`•i . No. of tension bars USE 2 #8 bars .aY.yAwiiA�.SM+nI.y OUTPUT ;+ R l= 0.85 Sec 1910.2.7.3 Ku = 0.484 ksi = 0.9 Sec 1909.3.2.1 p (design) = 0.0098 vu = u.uut$ Ksi p (min.) = 0.0033 =.2 /Fy 94 UBC Sec. vc = 0.126 ksi - Sec 1911.1.1.1 Mu (k -ft) = 31 c@ p (min.) 1910.5.1 Av = NO.,TIES in. /ft. As(in = 0.53 @ p (min.) Max.ue spcg.= Ao.ozo Av = NO TIES NO .TIES. NO :TIES NO`TIES � L� r '5 It 10/15/2003 Page 1 CONCBM1.XL8 in. o/c - Sec 1911.5.4.1 & 3 p (max.) = 0.0214 @35 p bal. in .2 A Max. fie spacing Mu (k -ft) = 164 c@ p (max.) 1910.3.3 #3 vert. be legs (or) As(in = 3.40 @ p (max.) #4 vert. be legs (or) p may be less than p (min.) providing #5 vert. tie legs p (design) is >= 4/3 p (per analysis) 1910.5.2 Z � w' u� D_ U0 w =. J � CO L w 0 J u. S C1 H ` Z Z O 2 a U 0` 0� � H W U u 0 w Z: H =� Ht Z ENW ENGINEERs NORTHWEST .S. , INC STRUCTURAL E 686 / W OODLAwN AVE. N. E., #205 SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 PROJECT # PROJECT D �S DATE SUBJECT � 'a Lt I 4 . 4a4l C s SHEET - /I OF B Y A3 1+ - j' S' G W !3e S l ✓ f i 1 a r :r n 2- L4L Z5 'Z/ Z LA v 5 W 7ov LI Z Z � w QQ �' W � JU U O O W =: U . w 0 : J LL a N M. = d W z °. 'O N L i 0 r;' w lL ~' 0 ui U_ co O Z 5, ( 2 ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING JOB # ., BEAM MARK: I �cIRWN,Laawl ..� w.+..,n .vuwirw.awRnnA.mu iwMltY.MwN'�IR.Nw•.NhMW..YU/�s. INPUT 0.0033 =.2 /Fy Fy = -60 .s; . ksi F' c= . 4' ksi Mu =: > ;66`:0 : `! k Vu= r ' 13:3:;:, k b d - 113 25 4 1 R Inaya !. No. of tension bars = 2 in. OUTPUT Mu (k -ft) = 164 P ,= 0 .85 Sec 1910.2.7.3 Ku = 0.376 ksi = 0.9 Sec 1909.3.2.1 p (design) = 0.0075 VU = 0.098 ksi vc = 0.126 ksi - Sec 1911.1.1.1 Av = NO TIES in. /ft. Max.tie spcg.= 6.625 in. o/c - Sec 1911.5.4.1 & 3 Av = NO TIES in. (M. Max. tie spacinsi NO TIES :,'. #3 vert. be legs (or) NO TIES.:. #4 vert. tie legs (or) NO TIES : #5 vent. tie legs 7� G 1�— 9 C 8 SHEET OF Rev.5113/97 b (in.)= 12 p (min.) = 0.0033 =.2 /Fy 94 UBC Sec. Mu (k -ft) = 31 @ p (min.) 1910.5.1 As(in = 0.53 @ p (min.) d (in.)= 13.25 p (max.) = 0.0214 @35 p bal Mu (k -ft) = 164 @ p (max.) 1910.3.3 As(in = 3.40 @ p (max.) p may be less than p (min.) providing :.,.. p (design) is >= 4/3 p (per analysis) USE'2 #7:bars `;- - p (min.) = 0.0033 =.2 /Fy 94 UBC Sec. Mu (k -ft) = 31 @ p (min.) 1910.5.1 As(in = 0.53 @ p (min.) p (max.) = 0.0214 @35 p bal Mu (k -ft) = 164 @ p (max.) 1910.3.3 As(in = 3.40 @ p (max.) p may be less than p (min.) providing p (design) is >= 4/3 p (per analysis) 1910.5.2 10/15/2003 Page 1 CONCBM1.XLS Z Z JU U O 0 co Ul J �. CO u.: WO }} u. J :0 :3. 2 CY �w ZZ F- W O UJ i.', � o o O F-. WW u- -O tiw Z, U N Z 5 -/S ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 INPUT _ Fy - 60 ksi F'c ksi Mu= ..,50:2`,; k -ft. wnY•ryari.4,nnw¢vl.lwni Vu k 1 i.Mlq V Y It..KI.EkT4Y d= 25 in. �,wiwi>l� rcM„r Ytnu No. of tension bars 2 OUTPUT P i= 0.85 Sec 1910.2.7.3 Ku = 0.286 ksi = 0.9 Sec 1909.3.2.1 p (design) = 0.0056 VU = 0.098 ksi vc = 0.126 ksi - Sec 1911.1.1.1 Av = NQ.TIES ;; in. /ft. Max.tie spcg.= 6.625 in. o/c - Sec 1911.5.4.1 & 3 Av = NO TIES in. 0.. Max. tie spacinA NO TIES' #3 vert. be legs (or) ':NO TIES ': #4 vert. tie legs (or) NO TIES #5 vert. tie legs -L 8 e /U Z d (in.)= 13.25 As in t USE 2 #7 bars p (min.) = CONCRETE BEAM =.2 /Fy 94 UBC Sec. DESIGN FOR TENSION & SHEAR REINFORCING 31 JOB # BEAM MARK: t • i oYW ..�I..p InY.W(/r,aYY v�MI. eN. . afY. VUH .NC1nY...'.w.an�.W.iu,..Iq.Yq f.N..NUnn� INPUT _ Fy - 60 ksi F'c ksi Mu= ..,50:2`,; k -ft. wnY•ryari.4,nnw¢vl.lwni Vu k 1 i.Mlq V Y It..KI.EkT4Y d= 25 in. �,wiwi>l� rcM„r Ytnu No. of tension bars 2 OUTPUT P i= 0.85 Sec 1910.2.7.3 Ku = 0.286 ksi = 0.9 Sec 1909.3.2.1 p (design) = 0.0056 VU = 0.098 ksi vc = 0.126 ksi - Sec 1911.1.1.1 Av = NQ.TIES ;; in. /ft. Max.tie spcg.= 6.625 in. o/c - Sec 1911.5.4.1 & 3 Av = NO TIES in. 0.. Max. tie spacinA NO TIES' #3 vert. be legs (or) ':NO TIES ': #4 vert. tie legs (or) NO TIES #5 vert. tie legs -L 8 e /U Z d (in.)= 13.25 As in t USE 2 #7 bars p (min.) = 0.0033 =.2 /Fy 94 UBC Sec. Mu (k -ft) = 31 @ p (min.) 1910.5.1 As(in = 0.53 @ p (min.) p (max.) = 0.0214 @.75 p bal Mu (k -ft) = 164 @ p (max.) 1910.3.3 As(in = 3.40 @ p (max.) p may be less than p (min.) providing p (design) is >= 4/3 p (per analysis) 1910.5.2 SHEET OF Rev.5/13197 b (in.)= 12 Z Z: tr � D J U: UO to p to uj� Lu N u„'. w u_ Q co = a H =: Z� Z O �p O N; O 1—: W UJ LL t' — O: Z: O Z ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET OF Rev.5 /13/97 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING JOB 0_ BEAM MARK: DHS INPUT 97 UBC Sec. u..w+fx.awwuf.ra Fy =f.. 60 . ksi F'c = . 4s- .:: ksi Mu = ... 119.0 k -ft. Vu = ll'b.N.•�x.Yf.1.,YlW. 15.8 k fr.r. w.Knf mtw..x.•ni b = 12 in. d = W16.26 in. No. of tension bars = 3 OUTPUT R i= 0.85 Sec 1910.2.7.3 Ku = 0.512 ksi = 0.9 Sec 1909.3.2.1 p (design) = 0.0104 vu = 0.102 ksi vc = 0.126 ksi - Sec 1911.1.1.1 Av = NO.TIES in z /ft. Max.tie spcg.= :7.625, ] in in. o/c - Sec 1911.5.4.1 & 3 Av = N07TIES . a Max. tie spacing NO. TIES #3 vert. be legs (or) NO TIES 1#5 #4 vert. be legs (or) NO TIES vert. tie legs �f o 7 ads /- 0 Page 1 b (in.)= 12 d (in.)= 15.25 As in USE 3 #8:bars . p may be less than p (min.) providing 1910.5.3 p (design) is >= 4/3 p (per analysis) X 7 3/24/2004 CONCBM1.XLS z . Z o: W u� 5 .J U U O' NO W =: CO ~ u r W O. U. < �cf . = W F- Z E- O z H W w 5 U� °O U)! W W' H U'. LL �. — O. til Z U N Z �:,., 4 . ENW ENGINEERs T T S. ^� NOR HWES , INC., ., STRUCTURAL ENGINEERS 6869 W OODLAwN AVE. N. E., 4205 SE ATTLE, WA 98115 (206) 525 -•7560 FAX (206) 522 -6698 PROJECT # PROJECT DATE 3 ` A `f ` SUBJECT VG.ttI SHEET OF BY x _"CAD' St �. s �? a., r•. X ' w 3 O • y • n ��y} � G'';$ •e Z !tit � k 5� �� d K ©�c� 5r�dt� tJ' w�-v X rc.,� ��- � �� Sc dr.c. L LIItc+ j'61 1 A g aca� �G 2-9. L - - ' .o 5 e. Z LLI �QQ � W 5 _ L) V 0 N co W co LL: WO 2 �: . 9 Ei coD i W W D O T !, � H W W j: U LL �. O: Z UN I-- H O Z. S r /6 ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET OF . Rev.5/13/97 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * Page I 3/24/2004 CONCBM1.XLS E Z h LU 2 � D u 00 CO) 0, Cf) U 01 Ei U. < CY LU 3:1 Z H O Z W uj� 5. C0 0 LU US 0 L 11— L 0i Z' cd CO) 0 P . z CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING JOB # BEAM MARK: I DHS INPUT Fy= ill) -= ksi �� b (in.)= 12 F'c = 4 ksi Mu = 49.7 k-ft. Vu= 12.3 k d (in.)= 11.26 b = 12 in. d = 11.26 in. As(in 2 ) 1.06. No. of tension bars = USE-1: #10 bars OUTPUT 1= 0.85 Sec 1910.2.7.3 Ku = 0.393 ksi L 0.9 Sec 1909.3.2.1 p (design) = 0.0078 97 UBC Sec. V = 0.107 ksi p (min.) = 0.0033 =.2/Fy 1910.5.1 vc = 0.126 ksi - Sec 19111.1.1.1 Mu (k-ft) = 22 @ p (min.) Av = NO TIES in .2/ft. As(i 2) = 0.46 @ p (min.) Max.tie spcg.= in. o/c - Sec 1911.5.4.1 & 3 p (max.) = 0.0214 @35 p bal 1910.3.3 Av NO TIES:. in. 2 e- Max. tie spacing Mu (k-ft) = 119 @ p (max.) NO...TIES..: #3 vert. be legs (or) As(in ) = 2.89 @ p (max.) NO TIES : #4.vert. be legs (or) p may be less than p (min.) providing 1910.5.3 NO TIES -1#5 vert. fie legs p (design) is >= 4/3 p (per analysis) 7 L. e 'C -e . Page I 3/24/2004 CONCBM1.XLS E Z h LU 2 � D u 00 CO) 0, Cf) U 01 Ei U. < CY LU 3:1 Z H O Z W uj� 5. C0 0 LU US 0 L 11— L 0i Z' cd CO) 0 P . z .�7 0 .?< ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET OF Rev.5/13/97 * * * * * Property of Engineers Northwest, Inc., Seattle - Use by others unlawful CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING JOB # 4..+MJ...u4YgM.VY...t.1..1 N. cM. tYMVW. Y1 RMIl YVIMU .}w.K...MYY.MIYMNYh.p.V.tyM.. yp.M.1 BEAM MARK: DHS INPUT 97 UBC Sec. Fy = . :..SO ksi F'c = .�..i. 4 ksi Mu = 20.6 k -ft. Vu 6.0 . k b 12 :.. in. d = No. of tension bars = 11.25 �1 L � in. j OUTPUT {� i= 0.85 Sec 1910.2.7.3 Ku = 0.163 ksi = 0.9 Sec 1909.3.2.1 p (design) = 0.0033 vu = 0.052 ksi vc = 0.126 ksi - Sec 1911.1.1.1 Av = NO TIES in ? /ft. Max.tie spcg.= 5.625. _ in. o/c - Sec 1911.5.4.1 & 3 Av = NO. in. Ccv Max. tie spacing : NO TIES" #3 vert. be legs (or) NO TIES #4 vert. be legs (or) NO TIES #5 vert. tie legs Page 1 b (in.)= 12 d (in.)= 11.25 As in USE 1 #7 bars' p may be less than p (min.) providing 1910.5.3 p (design) is >= 4/3 p (per analysis) f & l/ /ti St: �Vc fa. c.. e— . 3/24/2004 CONCBM1.XLS 0 Z H � w U O N 0 cn W : W =. CO L W O 9 Ei U. to = r~- _ ? H: w o 2 5. U O� � fr WW 2 I-- U u_ Z U CO O Z 97 UBC Sec. p (min.) = 0.0033 =.2 /Fy 1910.5.1 Mu (k -ft) = 22 c@ p (min.) As(in = 0.45 @ p (min.) p (max.) = 0.0214 @.75 p bal 1910.3.3 Mu (k -ft) = 119 @ p (max.) As(in = 2.89 @ p (max.) p may be less than p (min.) providing 1910.5.3 p (design) is >= 4/3 p (per analysis) f & l/ /ti St: �Vc fa. c.. e— . 3/24/2004 CONCBM1.XLS 0 Z H � w U O N 0 cn W : W =. CO L W O 9 Ei U. to = r~- _ ? H: w o 2 5. U O� � fr WW 2 I-- U u_ Z U CO O Z ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 ' ' ' Property of Engineers Northwest, Inc., Seattle - Use by others unlawful ' ' ' ' ' REINFORCING STEEL TENSION SPLICE LENGTHS (inches) 2.3 &4 GRADE 60 UNCOATED BARS NORMAL WEIGHT CONCRETE per 1997 UBC Sec. 1912.2.1, 1912.2.3, 1912.2.4 , 1912.14 & 1912.16 per ACI 318 -96 & 99 Sec. 12.2.1, 12.2.3 , 12.2.4 , 12.14 & 12.16 Fy (ksi) = 60 NORMAL WEIGHT CONCRETE? (Y or N) F'c (ksi) = 4 EPDXY COATED BARS? (Y or N) I N Lap Class "A ":- As= 2 "As (required) & max. 60% bars spliced. Lap Class "B" =ALL OTHER SHEET OF Rev. 9/28/99 Lap lengths (inches) Category Bar Size Lap Class Top bars Other bars Structural Element Minimum Clear Concrete Cover' Minimum Center to Center Bar Spacing " Cate go Cale go 1 1 2 1 3 1 1 2 1 3 > =2db <3db > =3db <6db > =Sdb #3 B 37 26 16 28 19 16 #4 #5 B B 49. 33 20 37 25 16 Beams & Columns w / code ties >= 1db, <1.5db 2 2 2 61 41 26 47 31 19 >= 1.6db, <2db 2 2 3 #6 #7 #8 B B B 73 49 29 66 37 23 > =2db 2 2 3 106 71 43 81 54 33 Other >= 1db, <1.6db 1.. 1 1.. 121 81 49 1 93. 62 37 >= 1.6db, <2db 1 2 2 #9 #10 #11 B B B 136 91 66 1 106 70 42 > =2db 1 2 3 163 102 62 118 79 47 • db = bar diameter 170 114 68 131 87 63 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.0'Id & Class B = 1.3 "Id (ACI 12.16.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.6.4 & 11.6.6.3 or meeting tie requirements in ACI 7.10.6: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.6 bar diameters and increasing the bar center -to- center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 6.) @ Category = 1 2 3 (c +Ktr) /db = 1 1.6 2.5 Tahla R12.%2 - Tension Ian sniices Page 1 10/16/2003 REBAR095.XLS Z i� Z �W 7- D 00 N V) J N CO U_ W U. ? CO . Cy = W Z� F- 0 Z l— 5 U� O N' W W H u. 0 W Z 0 Z Maxumum percent of As As provided spliced within required As required lap length 60 100 Equal to or g reater than 2 Class A Class B Less than 2 Class B Class B Page 1 10/16/2003 REBAR095.XLS Z i� Z �W 7- D 00 N V) J N CO U_ W U. ? CO . Cy = W Z� F- 0 Z l— 5 U� O N' W W H u. 0 W Z 0 Z STRUCTURAL ENGINEERS ENW ENGINEERs NORTHWEST, INC., P.S. t: 6869 W OODLAwN AVE. N. E., 4205 SEATTLE WA 98115 (206) 525 -7560 FAX (206) 522 -6698 PROJECT # PROJECT I� I�� DATE ;ts SUBJECT ' SHEET 9 '/S OF BY + (J l Z t ! si xy a � Z 7- .z - Z , W W J U. U O; co) 0% co) =; co) LL 5 W 5 O, u- a, H W. Z 1— O' Lij U0 Q �f W ul LL W Z U =` O F " 'Z...' 519 ENGINEERS NORTHWEST, INC. P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 3115 SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle . Use by others unlavolul CONCRETE RETAINING WALL PROJECT Input=,. ��". . ,. (per lineal ft.)� - � Wall is restrained by a slab at EI.0.O� Equivalent active pressure = { 36 pci F.S. Overturning = 2.41 Equivalent passive pressure = .3 pcf w � F.S. Sliding = 1.60 Uniform horizontal pressure = Pv = r4100 plf ,j@ wall centerline Soil density = 120 pc► '/_- Surcharge = - 100 psf - ..._. - Fc =t �4.ksii W ' Fy = 60. ksi Vertical Reinforcing size =.�' 99 dSTEM = 21.26 in dB.O.F. = �.�23. In. dT.O.F. = 24. in. Horiz. Reinf. size = Allowable soil bearing = 6. ksf Coefficient of friction = o. 0 Toe width = 6XI ft. Shear key width = Shear key height = .. Restrained by slab? (Y or N)� Slab resistance = 17.4-04 kips Passive= 0 W, to shear key = 6. ft.. w 1 Friction = 0 qs max. = 4.995 ksf qs at F.O.W. = 3.262 ksf qs at B.O.W. = 2.633 ksf Ts= a H = - .48. ft. Ph H2 . . .. .... > El 0' -0" �- Bury - Tf 27.1 _ Width =13.6 ft. @- qs min. = 0.748 ksf. L brg. = 13.5 ft. 29 psf @ T.O.Soil Design it pressure on wall 1009 psf @ El 0' -0" 1106 psf @ B.O.Ftg. Stem (@ 1110 th Pts.) Vertical reinforcing Horizontal reinforcing From top Mu K -FT vu Ksi As bar size Spacing As I N2 bar size Spacing Remarks 2.800 0.412 - 0.002 0.0000 0.43 9 18 0.72 6 7 6.600 2.519 0.006 0.0001 0.43 9 18 0.72 6 7 8.400 7.627 0.012 0.0004 0.43 9 18 0.72 6 7 11.200 17.042 0.020 0.0009 0.43 9 18 0.72 6 7 14.000 32.071 0.030 0.0018 0.45 9 18 0.72 6 7 16.800 64.018 0.043 0.0030 0.77 9 15 0.72 6 7 19.600 84.192 0.057 0.0036 0.91 9 13 0.72 6 7 22.400 123.897 0.074 0.0053 1.36 9 8 0.72 6 7 25.200 174.440 0.093 0.0077 1.96 9 6 0.72 6 7 28.0001 237.127 0.114 0.0107 2.74 9 4 0.72 6 7 Ftg.Toe Bottom reinforcing @ Stem Mu K•FT vu Ksi AS bar size Spacin 105.283 0.107 0.0038 1.05 9 11 Ftg.Heel Top reinforcing @ Stem M u K -FT vu Ksi As bar size Spacin 75.669 0.069 0.0033 0.96 9 12 Shear key d= Vertical reinforcing reinf.3" cir Mu K•FT vu Ksi As IN2 bar size Spacin to toe face 3/24/2004 Page 1 Retwall.xls 0 Z H W 0 CO O W� N U_ W O J LL Q. N d H = Z0 � Q ON O E-. W W W 01 -O W Z. U= O Z ENGINEERS NORTHWEST, INC. P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 3115101 SEATTLE, WA. 98115 ' ' • • ' Property of Engineers Northwest, Inc., Seattle - Use by ers unlawful CONCRETE RETAINING WALL PROJECT:- DH5 Input = - �35 ( - per lineal ft.) ... Equivalent active pressure= pci Ts =L 22in. Equivalent passive pressure = 360 pct - H =r -" 5.ftft. Uniform horizontal pressure = As IN2 Ph =� Soil density - Remarks H2- F'c = 4, ksi ..�._.., Fy = ksi El 0' -0" Vertical Reinforcing size =I 9 - - Bury= dSTEM = 926 in. � 1- Tf -Y 27. iriiri. d B.O.F. 0.66 6 dT.O.F. _ 24. in. Width =115 ft Horiz. Reinf. size 6 .� @ B.O.Ftg. Allowable soil bearing = _ - 6. ksf 6 Coefficient of friction = -- 0.35' .� 10.000 Toe width = 6. ft. 0.0008 Shear key width = 0.66 6 Shear key height = 12.600 23.242 Restrained by slab? (Y a N) Y� ..... 0.40 9 18 0.66 Slab resistance = 14.286 kips 8 Passive= 0 39,047 0.038 0.0026 W to shear key = - 0.66 E- Friction = 0 17.600 E-- qs max. = ' 4.838 ksf 0.77 9 15 0.66 qs at F.O.W. = 2.913 ksf qs at B.O.W. = 2.207 ksf wined by a slab at EI.0.0 F.S. Overturning = 2.24 F.S. Sliding = 1,60 Pv - f 4100 pif @ wall centerline - Surcharge = 100�sf w L,..,._.r wrN s zo Stem 7 ft 29 psf @ T.O.Soil _,. Horizontal reinforcing Ts =L 22in. Mu K•FT vu KS1 H =r -" 5.ftft. Design Soil pressure As IN2 Ph =� on wall Remarks H2- 0,310 0.002 ..�._.., 904 psf .:. El 0' -0" @ El 0' -0" - Bury= 1.859 ' Tf -Y 27. iriiri. 0.40 9 18 0.66 6 8 >1 I Width =115 ft 1000 psf 0,010 @ B.O.Ftg. 0.40 9 16 �--- qs min.= 0,410 ksf 6 8 L brg. = 11.6 ft. 10.000 s zo Stem (@ 1110 th Pts.) Vertical reinforcing Horizontal reinforcing From top Mu K•FT vu KS1 As bar size Spacing As IN2 bar size Spacing Remarks 2.600 0,310 0.002 0.0000 0.40 9 18 0.66 6 B 6.000 1.859 0.005 0.0001 0.40 9 18 0.66 6 8 7.600 6,678 0,010 0,0004 0.40 9 16 0.66 6 8 10.000 12.396 0.018 0.0008 0.40 9 18 0.66 6 8 12.600 23.242 D.027 0.0016 0.40 9 18 0.66 6 8 16,000 39,047 0.038 0.0026 0.61 9 18 0.66 6 8 17.600 60.740 0.061 0.0033 0.77 9 15 0.66 6 8 20.000 89.250 0.066 0.0047 1.07 9 11 0.66 6 8 22,600 126.508 0.082 0,0067 1.64 9 7 0.66 6 8 25.0001 170.443 0.101 0.0093 2.14 9 5 0.66 6 8 Ftg.Toe Bottom reinforcing @ Stem Mu K•FT vu K81 As bar size Spacin 82.000 0.087 0.0033 0.92 9 13 Ftg.Heel Top reinforcing @ Stem Mu K•FT vu K81 As 1N2 bar size Spacin 46.071 0.048 0.0020 0.68 9 20 Shear key d = Vertical reinforcing reinf.3" cir. Mu K•FT vu KS1 As IN2 bar size Spacin to toe face Page 1 312412004 Retwall.xls = ... , : , .' „ 1 Z I 1-�. If W W� UO to to ILLJ. W= C0 LL WO J LL N CJ �W Z =. F- ZO 2 5 U� WW 3: U. IL 0 .• Z W U =. Z ENW ENGINEERs NORTHWEST, INC., P.S. STR UCTURAL ENGINEERS , 6 88� 69 �y W OODLAwN AVE. N. C., #205 SEATTLE WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT {/ t .S DATE SUBJECT SHEE / OF BY PLAN SCALE: V-10' K 30 p �� Cd 0 Z Z . �¢¢ W' W = JU UO cl)0 W= J � (o LL. WO LL. Q = d. W Z� F— O Z 1— W5 U N, O —: W to H O .• Z W 1- _ O ~: Z ane PUNTER WRB � CURB �d LANDSCAPE AREA ENW ENGINEERs NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 W OODLAwN AVE. N. E., #205 SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 5226698 PROJECT # PROJECT D b S DATE 3 ' , 2 5Z ' d - q J SUBJECT Tt -4 SHEET L - l OF BY AJ ed S r9 G GS G i.,e ".'� JI to G /G.. eu 'tf t Z S f'; W QQ D U O 00 W =" co u W u. 0 CY �W Z� O: . Z F- W UJ 2 'O N: W W" I- ti Z. ui U co . :1= T O Z .. �V awe PLANTER CURD CURB .d LANDSCAPE AREA PLAN SCALE: V-10' 7 4-4 7 &'.qc S'S' u AJ ed S r9 G GS G i.,e ".'� JI to G /G.. eu 'tf t Z S f'; W QQ D U O 00 W =" co u W u. 0 CY �W Z� O: . Z F- W UJ 2 'O N: W W" I- ti Z. ui U co . :1= T O Z .. �V awe PLANTER CURD CURB .d LANDSCAPE AREA G. -21 ENGINEERS - NORTHWEST, INC.P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev.6115101 SEATTLE, WA. 98115 ' •' •' Pro R t/ of Engineers Northwest, Inc., Seattle - Use by others unlawful Input = 1 ��,.� Shaded cells Job number • -- Ca' = J ob name :HS drainage vault , _.,., ..µ..w.. _ ,,.....�w...... _. �,.,. 5 ,...,...,., 97 UBC Section 1630.2 Static Force Procedure - Build ing design base shear lnput, Modify UBC for L.A.City Building Code? NO_ { Structural system type = - BWS� - - �2a Tb1.16 -N (Abbreviate thus:- BWS,BFS,MRF,DS or CCS) Lateral Force - resisting system = Cantilevered parapet design Tbl. 16 -0 1.A.(1) tTbi.16 -N Seismic zone = ap /Rp = 'Tbl.16 I = 1.00 -K hn = 25 .w.. height to top level in main portion of structure (abv.base) Soil profile type = SD )Tbi.16 -J ( if unknown use "SD" ) Na = 1.00 'Tbl.16 -S & U ( Greater than 1.0 only in seismic Zone 4 ) Nv =t Top of wall elevation (parapet) = . -N 1.00 26 Hilt. Tb1.16 -T & U ( Greater than 1.0 only in seismic Zone 4 ) Elevation of top of wail lateral support (max.) _ 26 ft. roof high point (minimum parapet) Elevation of top of wall lateral support (min.) = _ 26�ft, roof low point (maximum parapet) W Output Ct= 0.02 Sec. 1630.2.2(1) R = 4.5 Tbl.16 -N & P Ca = 0.36 Tbl.16 -0 Cv = 0.64 Tb1.16 -J & R Ca' = 0.36 =Ca'Na (Ca' not = Ca in Seismic Zone 4 only)' CV = 0.54 =Cv'Nv (Cv' not = Cv in Seismic Zone 4 only) Z = 0.3 Tbl.16 -1 :r T = 0.224 Eq. (30 -8) r' Eq. (30 -4) Vu = (CV'I /R'T)'W = 0.537 'W W = building weight (# or kips) ". Eq. (30 -5) Vu = (2.5'Ca "I /R)'W = 0.200 'W Upper bound all Zones ''- Eq. (30 -6) Vu = (0.11'Ca "I)'W = 0.040 'W Lower bound all Zones Eq. (30 -7) Vu = (0.8'Z'Nv /R)'W = 0.000 'W Lower bound Zone 4 only Controls Vu design = 0.200 "W Ultimate V design = 0.1429 'W Working (1.4 ult. factor ) 97 UBC EQ. 10/1512003 97EQSHR.xis Z j- Z j X W QQ � J O W = H N IL W O LL ?. N CJ W ' Z H H O Z H W W U Q F- W W H� U" O W Z CO U =: O H Z' ,• , { ENW ENGINEERs NORTHWEST, INC., P.S. S ENG 6869 WOO DLAwN AVE. N. E., #205 SEATTLE, WA 98115 (206) 525 -•7560 FAX (206) 522 -6698 PROJECT # PROJECT DATE v y7 SUBJECT SHEET 3 OF z? -- BY 6. 7 5 j G �Ge ✓C ,z.co ;L 0 Z J V U 0: W = J � N U.' w LL D; = a; �w -Z= - 1-- 0 - 25 U� 0 tA; D E- V W . H tL U , �`. O; lil Z co ~ O Z. ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAwN AvE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522•6698 PROJECT # PROJECT DATE 3 -.2 SUBJECT SHEET 4,54 OF By Nr T pz- t ( S 1 Y L Ile, ld-,c ( a c-i 7 o LL T lx �L 25' 5'x Z$ + "7-. 2-5r � vr C Z. 2- ceZ I Z' , 4z UJ 0 0: N & Co Lu: w S2 LL: W 01. Ei u. co) CY W Z ol Z W LLJ a c l); :o o W. LL z w co): .0 iq. S03/02/2004 16:07 4257460860 EARTH CONSULTANTS PAGE 02/03 Ea rth Co. nRgtants, Inc. Ck3rWr0Y* FiWhVVJ.k(k t4"AFanlnvvcKrnat Established 111! i � 7 M xIR N yh 1 'll :V hK � K IKl ! WAf K)11 tyl!'!'li(rl vxvk i:'� ,� Ell r C March 2,'2004 'stand , yj;!. Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. David Long Subject: Supplement Recommendations Traffic Surcharge Storm Water Detention Vault INS Seattle District Office Tukwila, Washington Dear Mr. Long: MAY 10 2004 A� BUOING DIVTSI?I E- 2579 -46 In accordance with your request, and the request of Mr. Bob Raichle of Engineers Northwest, Earth Consultants, Inc. (ECI) has prepared this letter with supplement recommendations . for the proposed storm water detention vault.' The storm water detention vault will be located at the north end of the site, in the vincity of the proposed surface parking area. For design of the vault retaining walls, the following earth pressure parameters should be used for traffic surcharge loading: Passenger Vehicle Surcharge Use 1 Foot Soil Surcharge (EFP = 35 pcf) We understand drainage will be provided along the base of the vault foundations. Therefore, in our opinion, drained conditions can be assumed, and hydrostatic pressures do not need to be added to the design pressures. 1805136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 748 -0660 Tog Free (888) 739 -6670 -+ CITY OF TllMILA APPROVED z W UO CO C3 C0 W J � U. w o D. LL � �w z t^- • t— O z� UJ U� O N' 0 1— wW U o: iii z co O� z { ;r ' x'13/02/2004 16:07 4257460860 ti EARTH CONSULTANTS PAGE 03/03 Sabey Corporation E- 2679 -46 March 2, 2004 Page 2 We trust this supplement information meets your current needs. If you have any questions, or if additional information is required, please call. Respectfully submitted, EARTH CONSULTANTS, INC. a Raymond A. Coglas, P.E. Project Manager RAC/dam CC. Engineers Northwest Attention: Mr. Bob Raichle Reid Middleton Attention: Mr. Phil Brazil Earth Consuttants, Inc. Z �- Z LU Q � J U, U O J H: N LL W O LL Qi co = d; H =; Z� I— o. , Z H U0 O N' LL �' O; Z UU ;Z RECEI MAR 0 5 2004.1 L C ' ITY N DEPARTMENT OF HOMELAND SECURITY SEATTLE DISTRICT OFFICE FILE COPY SURFACE WATER TECHNICAL INFORMATION REPORT Prepared for: SABEY CORPORATION 12201 TUKWILA INTERNATIONAL BLVD., 4"" FLOOR SEATTLE, WASHINGTON 98168 (206)- 281 -8700 CITY OF TUKWU A APPROVED' a MAY 10 200 AS NOit AL BUILDING DM s:XPirtES 10 / 14 / a Prepared by: DAVID EVANS AND ASSOCIATES, INC. 1620 W. Marine View Drive Everett, WA 98201 425- 259 -4099 F o a DASC0000 -0021 t j AAI 2 9 ';>'0 Y O DAVID EVANS AND ASSOCIATES INC. pleRMlrc�NrF �l Revised on: R November 1, 2003 a)04 (v �W u1.:LA•:�'.W'J+�.:.141f;1M4 � �i�•'lAjjf 7Y � ' �k1Ynu�LV H .. { A TABLE OF CONTENTS r SECTION 1 Project Overview ........................ ................................................ ..............................1 Existing Drainage System and Problems ....................................................................... ..............................1 Proposed Drainage System ............................................................................................. ..............................1 SECTION 2 Conditions and Requirements Summary ................................ ..............................7 fix 1 s :I t, f. i �i r . s SECTION3 Off -Site Analysis ....................................................................... .............................11 StudyArea Definition ..................................................................................................... .............................I1 UpstreamAnalysis .......................................................................................................... .............................11 Level1 Downstream Analysis ........................................................................................ .............................11 SECTION 4 Flow Control & Water Quality Facility Analysis and Design ...........................14 Site Hydrology (Parts A & B) ........................................................................................ .............................14 Part A - Existing Site Hydrology ............. ............................... Part B - Developed Site Hydrology ................................................................. ............................... Part C - Performance Standards ......................................................................... .............................15 PartD - Flow Control System ............................................................................ .............................15 WaterQuality ..................................................................................................... .............................16 SECTION 5 Conveyance System Analysis and Design ............................... .............................19 SECTION 6 Special Reports and Studies ..................................................... .............................20 SECTION Other Permits ............................................................................ .............................21 SECTION 8 TESC Analysis and Design ...................................................... .............................22 SECTION 9 Maintenance and Operations Manual .................................... .............................23 APPENDIX A — ON -SITE WATER QUANTITY CALCULATIONS ...... .............................36 APPENDIX B — ON -SITE WATER QUALITY CALCULATIONS ......... :............................55 APPENDIX C — CONVEYANCE CALCULATIONS ................................ .............................58 \ \evtl\vol t \project\d \dasc002IWeliver\r 03 1031 rmf tukw tir final.doc DAVID EVANS AND ASSOCIATES, INC. i Sabey — INS Building November 2003 Surface Water Technical Information Report 0 z ' W J .0 O W= J � CO u. W O I m . N =W F- _ z ZO �5 O N ; O I—. W W ~ H —O: .z w U= O Ir- z ji a !1 7 ;l ;f „3 i p 4 p z C� IT � f! :,. 1 Y; 2 1 List of Figures Figure 1 - Technical Information Report Worksheet ....................................................................... ..............................2 Figure - Vicinity Map ................................................................................................................... ..............................6 Figure — Major Drainage Basins ................................................................................................... ..............................9 Figure — Riverton Creek Sub - basins ............................................................................................ .............................10 Figure — Downstream Analysis Map ........................................................................................... .............................13 Figure 6 - North Basin Map ................................... ............................... .........................Pocket Flap Figure 6a - North Basin Conveyance Map ................... ............................... .........................Pocket Flap Figure — South Basin Map ........................................................................................................... .............................17 Figure 7a — South Basin Conveyance Map ..................................................................................... .............................18 List of Tables }.� Table 4.1 — North Basin Area Tabulations ..................................................................................... .............................15 I Table 4.2 — South Basin Area Tabulations ..................................................................................... .............................15 Table 4.3 — North Basin On -site Peak Flows From KCRTS .......................................................... .............................15 t Table 4.4 — South Basin On -site Peak Flows From KCRTS ...... .............................15 r tRYI� tit .�1 t( " t :t VevtIWol l \project \d \dasc002 [ \ 03 1031 nnf tAw fir final.doc DAVID EVANS AND ASSOCIATES, INC. ii Sabey — INS Building November 2003 Surface Water Technical Information Report Z , i Z' UO CO W, W =: J � CO U _: W O } 2 J LL N Co = W' Z H_ O: W LLI O N o� W wf 3:U —O Z: ui �,; lift f >� .a i- 1 r J a r� A ,x a SECTION I PROJECT OVERVIEW An office building for the Immigration and Naturalization Service, parking facilities, and two access driveways are proposed. Detention and water quality standards will be met for stormwater runoff, with the provision of a wet pond and wet vault designed in accordance with current King County requirements as found in the 199S King County Surface Water Design Manual (KCSWDM). EXISTING DRAINAGE SYSTEM AND PROBLEMS The site lies along the eastern margin of Highway 99, west of Riverton Creek and south of the Metro Maintenance Facility. A portion of the site is currently used as a temporary parking and trailer space, with the remaining area forested with conifers and mixed brush. Moderate slopes are located along much of the area to be developed. Soils are classified as Alderwood series. The site lies within the Fostoria drainage basin. There are no significant drainage features within the proposed development area. The west tributary of Riverton Creek is located at the base of the proposed development. The creek is a Class 2 stream as identified by the KC Sensitive Areas Folio. Drainage from a portion of Highway 99 discharges through the site, and into Riverton Creek. The lower reach of Riverton Creek is near enough to the Duwamish River to experience tidal influence. PROPOSED DRAINAGE SYSTEM The construction of a multi -story office bl.tilding is proposed. Detention facilities will be designed in accordance with the 1998 King County Surface Water Design Manual. Level I flow control will mitigate for increased runoff rates resulting from site development. Water quality will be provided for all pollution generating pervious and impervious surfaces. The proposed drainage system has been designed to meet the requirements set forth in the King County 1998 Surface Water Design Manual, adopted by the City of Tukwila. \ \evt 1 \vol I \project \d \ dasc 0021k d eliver\r 03 1031 rtnf tukw dr final.doc DAVID EVANS AND ASSOCIATES, INC. I I Sabey — INS Building November 2003 Surface Water Technical Information Report Z Z" U Co Cr) LU W = J N u„ w O I¢ d = W Z I— O Z !— W 5 ON C) WW H U U. O. Z U� z t� I tawt r eaea I ;I r caw i r i I I14 i i� r� I t� i. Figure 1 - Technical Information Report Worksheet King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER ' ° ` Project Owner Sabey Corporation Address 12201 Tukwila International Blvd. Phone (206)- 281 -8700 Project Engineer Errol Garr Company David Evans and Associates Address /Phone 1620 W Marine View Dr. Everett, WA (425)- 259 -4099 :Parf 3 TYPE OF PERMIT APPLICATION ❑ Subdivision ❑ Short Subdivision ❑ Grading R Commercial IN Other Utility and R/W use Permits Township 23N Range 4E Section Portions of 9 and 10 \ \evt I \vol 1 \ dasc0021 \d 031031 mif tukw dr final.doc DAVID EVANS AND ASSOCIATES, INC. 2 Sabey — INS Building ! ± November 2003 Surface Water Technical Information Report Z = Z. �QQ LIJ JU 00 , O W = H S2 w w O. 9 L L rn = C7 �w Z F ... f= O. w ~ w U� O N. o F- = U H� U- O .. Z W co O Z Part 4 .OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline Management ❑ COE 404 Rockery ❑ DOE Dam Safety Structural Vaults ❑ FEMA Floodplain ❑ Other ❑ COE Wetlands \ \evt I \vol 1 \ dasc0021 \d 031031 mif tukw dr final.doc DAVID EVANS AND ASSOCIATES, INC. 2 Sabey — INS Building ! ± November 2003 Surface Water Technical Information Report Z = Z. �QQ LIJ JU 00 , O W = H S2 w w O. 9 L L rn = C7 �w Z F ... f= O. w ~ w U� O N. o F- = U H� U- O .. Z W co O Z nrw M r Soil Type Slopes Erosion Potential Erosive Velocities ALDERWOOD GSL 6-15% Slight-Moderate 2.5fps ❑ Additional Sheets Attached \\evtl\voll\projecl\d\dasc0021\deliver\rO3 nnNukwtirrinal.doc DAVID EVANS AND ASSOCIATES, INC. 3 Sabey — INS Building November 2003 Surface Water Technical Information Report 0 Z Z LLJ J C U 00 (0 0 C0 w Ui :C J �-' CO) U. UJ 0 LL LLI P 0. z �- W LLJ 5 CO: .0 C1 LLI LL LL . Cd z C0. X : 0 .z i r 'i rl 1 ,4 ' 1.. �l l.; is fit j i j :f. Wj l y la�z F 3 , � 3 t Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION Sedimentation Facilities Stabilized Construction Entrance Perimeter Runoff Control Clearing and Grading Restrictions lUi Cover Practices Construction Sequence .J ❑ Other Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove All Silt and Debris ® Ensure Operation of Permanent Facilities ❑ Flag Limits of SAO and open space preservation areas ❑ Other Part 10 7 SURFACE WATER SYSTEM n Grass Lined ❑ Tank ❑ Infiltration Method of Analysis Channel ® Vault ❑ Depression KCRTS ❑ Pipe System ❑ Dissipater ❑ Flow Dispersal Compensation /Mitigati Energy on of Eliminated Site ❑ Open Channel [I Wetland El Waiver Storage ❑ Dry Pond ❑ Stream ❑ Regional M Wet Pond Detention Brief Description of System Operation: Closed pipe conveyance system, with a wet vault and wet pond to meet detention requirements with dead storage to provide water quality treatment Facility Related Site Limitations Reference Facility Limitation i t —' \ \evtIWol I\ project \d \dusc0021 \deliver\r 03_1031 nuf tukw ti final.do DAVID EVANS AND ASSOCIATES, INC. 4 Sabey — INS Building November 2003 Surface Water Technical Information Report Z Z Li. W Q � JU 0 0 . VI 0. LU S2 LL w L L N� _CY f .. w ZH HO Z LU �p O cn ; W Lu T Li.1 ui Z U CO) 0 M z ri A i .. , tiY is f Yi ANALYSIS TmV 1'�,STRUCTUR X Cast in Place vault Retaining Wall Rockery > 4' High ❑ Structural on Steep Slope ❑ Other I 9 Drainage Easement ❑ Access Easement ❑ Native Growth Protection Easement ❑ Tract ❑ Other P6*'rf?,1�$ ,SI.ONATURE:OF PROFESSIONAL - ENGINEER J, I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. j — Ix aml Signed/Date U vt I Wol I \proj ec t\d\dasc002 I \d e I i ver\r 03 103 1 rin r ru k w i i r ri n a 1. doc DAVID EVANS AND ASSOCIATES, INC. 5 Sabey – INS Building November 2003 Surface Water Technical Information Report z U 0, co 0" CO Lu� LU U) LL W 0 2 � 9:3 U- CY W Z 0� LI J !0 Ni 0 Ui W , 3: LL 6 111 Z: 0— BOEING FIELD �b s %P 29 v to r a 0 5 � ti PROJECT SITE ! 13 0 N .T.S 1# 405 SOUTHC T R Q SHO PIN SEATTLE -TACO �'' +� INTERNATIONAL AIRPORT f: Q IMMIGRATION AND Vicinty Map NATURALIZATION SERVICE TM O 7ukwtla, Washington Figure 2 r � r ' �ai °w ,r '.i: «��:re�c'x•- m� '•. �. r•-.'. �• r« � � lt . � � i i � "' ren.:�.�.� `.t'lctav resv�iscr�a+sa --- ..... -. -.,•.� r . ,..,.M•v r xxnti... r d ��+. n �v .�t;S�i75n1tNia.e:cnexcwuswr:+r ,. n,•,.rc• +�ann .•eer+H. z �Z `~ w UO D W NLL w Ua i �w z F- w� w Ucl O- o�- w w H~ w Z ui U= O z i J l 6. Maintenance and Operations (1.2.6): A Maintenance and Operations manual has been provided. 7. Financial Guarantees and Liability (1.2.7): Bonds will be provided in accordance with the City of Tukwila requirements. 8. Water Quality (1.2.8): Water quality will be provided by the wet pond and wet vault. The WQ components of the ponds will be designed in accordance with 1998 KCSWDM Basic Wet Pond /Vault BMP requirements. l { 1 \ \evil \vol 1 \ project \d \dasc0021 \ O3 — 1 O31 mif tukw tir rinal.doc i DAVID EVANS AND ASSOCIATES, INC. 7 Sabey — INS Building November 2003 Surface Water Technical Information Report Z � SECTION 2 w CONDITIONS AND REQUIREMENTS SUMMARY D 00 :i This section will address the requirements set forth by the King County Surface Water Management Cl) Design Manual Core and Special Requirements listed in Chapter 1. W H CO) King County Surface Water Management Design Manual 2 Core Requirements Q V � N D. CY 1. Discharge at the natural location (I.2.1): The project is tributary to Riverton Creek and generally UJ sheet flows down to the creek in its existing condition. Detention discharge points will be at the edge of the southern wetland complex for the wet pond, and north of the recently completed z O I stream enhancement project for the wet vault. w w 5 " a 2. Off -site Analysis (1.2.2): Upstream basins have been identified. Runoff from upstream and L) C0 N lam tributary flows will continue to discharge to Riverton Creek. A downstream analysis has been �- prepared and include in Section 3. = v, LL 3. Flow Control (1.2.3): Detention will be provided for the development through the construction of Z a wetpond for the southern basin, and a wet vault for the northern basin. The 1998 KCSWDM U to Level 1 Flow Control Standard will be met. 0 ~ i ea Z 4. Conveyance System (1.2.4): Closed pipe system used to convey on -site and off -site runoff will be i designed to carry the 100 -year event flow with no overtopping. 5. Erosion /Sedimentation Control Plan (1.2.5): Erosion control measures will be designed in 4 ' accordance with King County and City of Tukwila requirements. �i 6. Maintenance and Operations (1.2.6): A Maintenance and Operations manual has been provided. 7. Financial Guarantees and Liability (1.2.7): Bonds will be provided in accordance with the City of Tukwila requirements. 8. Water Quality (1.2.8): Water quality will be provided by the wet pond and wet vault. The WQ components of the ponds will be designed in accordance with 1998 KCSWDM Basic Wet Pond /Vault BMP requirements. l { 1 \ \evil \vol 1 \ project \d \dasc0021 \ O3 — 1 O31 mif tukw tir rinal.doc i DAVID EVANS AND ASSOCIATES, INC. 7 Sabey — INS Building November 2003 Surface Water Technical Information Report f o l i� King County Surface Water Management Design Manual Special Requirements 1. Other Adopted Area Specific Requirements (1.3.1): There does not exist any area - specific requirements at this time. 2. Floodplain /Floodway Delineation (1.3.2): The project is not located within any FEMA designated Floodplain. 1 3. Flood Protection Facilities (1.3.3): There are no Class 1 or 2 two streams adjacent to the site that have an existing flood protection facility, nor is the construction of a flood protection facility 1 ,:4 proposed. 4. Source Control (13.4): The proposed project will provide water quality source controls applicable to the proposed project in accordance with the King County Stormwater Pollution Control Manual and City of Tukwila Requirements. 5. Oil Control (13.5): Based on the criteria listed in Section 1.3.5, the proposed project does not meet the thresholds that require oil controls. The site will not be subject to 100 ADT per 1,000 square feet of gross building area. }" Sensitive Areas Ordinance Requirements i.14 Wetlands — Several on -site wetlands have been identified and delineated in the critical areas study. Streams - The project is tributary to Riverton Creek and the Duwamish River. } Seismic Hazard Areas - No seismic hazard areas have been identified within or adjacent to the proposed site. Coal Mine Hazard Areas - The project area is not identified as a CoalMine Hazard area. a .c Z q1 z ` W, UO CO) : J � Cf) U_ WO J W ?. C% = W F— _ Z �_ ZO 2 D D ,O N; W Z UN E- H O Z.. File: D04 -0026 35mm Drawing #1 -2 R i SECTION 3 t OFF -SITE, ANALYSIS FWA This section identifies the tributary basin areas upstream of the project site, and evaluates upstream and downstream drainage system problems. The intent of this section is to demonstrate the proposed project 1 will neither aggravate existing problems nor create new drainage problems. f . STUDY AREA DEFINITION The project site is located within the Fostoria Drainage Basin, which is tributary to the Duwamish River. The project lies within the Riverton Creek subbasin as defined by the Riverton Creek Stormwater Quality I' Management Plan 1! The boundary areas for those upstream basins tributary to the project site were delineated in two reports City of Tukwila Surface Water Mangement Plan (April 1993), Rivet Creek Stormwater Management Plan (November 1997), USGS 1:2;x,000 Quadrangle Topographic Alaps, and were verified in the field. VA In general, runoff from land west of the site drains down to Riverton Creek at three separate locations. l � UPSTREAM ANALYSIS The Riverton Creek basin is approximately 434 acres in size. The proposed development is tributary to the west reach, which is approximately 226 acres in size at the point where it enters the Metro bits Facility. The creek enters the site along a concrete stair -step structure and flows through the site in an engineered channel, passing through several culverts before exiting the site on the north side through a 42" concrete culvert. The creek will continue to bypass the new development undisturbed. All other upstream flows will be bypassed, including any runoff from SR99. LEVEL 1 DOWNSTREAM ANALYSIS The following downstream analysis was prepared from field observations taken on September 5, 2000 at 2 p.m. Weather conditions were dry and overcast. The proposed area of development is tributary to Riverton Creek, which crosses the base of the site from• south to north. The southernmost detention pond will discharge at a wetland edge before entering Riverton Creek. The creek flows to the north in a channel and then travels underground for 300LF in a series of 30" diameter pipes. Approximately 1 160L downstream, From the southern wet pond, the creek daylights into a channel and passes through two recently installed over -sized "fish- passage" culverts. The northernmost pond will discharge at a small wetland and runoff will immediately enter a recently installed 24" diameter bypass line. The bypass line increases in diameter to 30" and 36" before discharging to Riverton Creek at the southern edge of the ivletro Maintenance facility. This point is the confluence of the discharge from both ponds. \\ evtl\ voll\project \d\dasc0021\deliver 1031 rmftukw fir final.doc DAVID EVANS AND ASSOCIATES, INC. I 1 Sabey — INS Building November 2003 Surface Water Technical Information Report Z i�. '~ w JU U Cl) to CO) =. Co LL WO J LL = cf) d = w � 1— O Z~ LIJ U o f- =U 0' tiJ Z U =_ 0� Z 1 �cn At this point, discharge enters a 42" culvert with headwall, wingwalls and a debris rack. This culvert directs the creek to the northeast through the Metro Maintenance Facility for approximately 150 feet. At .. this point the creek daylights into an open- topped concrete box. This fenced box culvert is approximately 8 feet wide with 15 feet of depth. The creek flows back to the north in the box culvert for approximately 150 feet, whereupon it enters a 42" concrete culvert and is piped north for approximately 270 feet, exiting the Metro facility and dayli i.. ghting into the ditch on the south side of SR 599. The creek passes tinder SR 599 in twin 48" culverts and enters the ditch on the north side of SR 599, discharging into a large silt - raa� bottomed pool. This ditch is located on the south side of the Gateway Corporate Center North and t` 1 I „ follows the center along to the west. The ditch widens into a deep ravine with a tall rockery on the north f side. The creek is bordered here by the SR 599 -SR 99 on -ramp and the Gateway Corporate Center North. The creek discharges into the Duwamish River at the northwest corner of the Corporate Center passing through the levy in twin 48" submerged CMP culverts. There was no visible indication of erosion or 4*+rt scour along the downstream route. This downstream system appears adequate to convey the detained runoff from the proposed development. R � i I t C - i \ \evtl \vol1 \project \d \dasc0021\deli 03 rntrtnkw fir fi i DAVID EVANS AND ASSOCIATES, INC. 12 Sabey — INS Building November 2003 Surface Water Technical Information Report ' I Z W J U' UO Co o U) J H CO U_ w �:3 U. rn �. 2 Cl �w Z P : z o w w . 5: U� O D H. uJ W IL 0: 111 Z' U co p F=— O Z File: D04 -0026 35mm Drawing #3 s f 1 SECTION 4 FLOW CONTROL & WATER QUALITY FACILITY t ANALYSIS AND DESIGN r� I ° SITE RYDROLOGY (PARTS A & B) Part A - Existing Site Hydrology is The existing site hydrology is undeveloped and mostly cleared. There exists several stands of conifers and alder, but the bulk of the site is brush and blackberries. The site is sloped to the east and drains down to the existing parking area and Riverton Creek. A structure (to be demolished) and associated parking are located on the southern portion of the property, near the State Right-of-way. The site is crossed by ? several drainage features. Riverton Creek enters the property along the southern boundary and passed though an artificial water feature before entering the defined channel that follows the existing buildings ., and parking to the north. A Type 2 watercourse with a 35 -foot buffer drains west to east across the `I property with drainage from the west side of State Route 99. Additionally, a small ditch running F" northward along the State Right -of -way enters the property and will be picked up and routed down to the creek in a storm drainage bypass line. Part B - Developed Site Hydrology The new drainage system will collect surface runoff in catch basins and carry the water via underground pipes to the proposed detention /water quality facilities. The property will be divided into two basins. The building, access toad , and northern parking facility will be conveyed to the north to the proposed detention vault, to be located underneath a portion of the parking lot. The lowest portion of the access drive will not be routed to the detention vault due to grade constraints. It will be modelled as a bypass area using a downstream point of compliance analysis (see bypass area in Tabel 4.1 below). rreel The parking areas surrounding the office building will be collected and routed to a wet pond located near 04 S. 126th Street at the southern edg r e of the site. The section of frontage on S. 126th Street and 34th a Avenue S. that is to be improved will also be collected and routed to the detention pond for water quality and quantity treatment. 1.07 acres of offsite land is tributary to 34th Avenue and will be routed through f .,, 1 the pond. Two single- family residences and gravel driveways exist on this property. Tile offsite area will be modelled as 0.14 acres of impervious and 0.93 acres of pervious till forest in both the pre- and post- "' developed conditions. The north and south drainage basins have been delineated in Figures 6 and 7 respectively. Figure 6 can be found in a pocket flap in the back of this report. The areas are tabulated and listed in Tables 4.1 and 4.2 below. The detention /water quality facilities have been designed in accordance with the 1993 KCSWDM. tw \\evt IWol I \project \d \dasc0021 \deliver\r 03 1031 nnf tukw fir ftnal.doc DAVID EVANS AND ASSOCIATES, INC. 14 Sabev — INS Building 4 November 2003 Surface Water Technical Information Report z �z �w JU UO. CO 0 w� CO L w LL N CY = W h- _ F— O zH w w Ua co D H W W ~ P �z W U z +.....3+:-".?. .t•,. •w,� ....__ „t._.......- '_.<.....,....._..+ ..: � : '•? =%yam . , ..,4. - 0 Table 4.1 North Basin Area Tabulations NIN. �54 rlkrol�', A l Total Subbasin Area (ac) 8.06 Total SUbbasin Area (ac) 8.06 Onsite Impervious Area (ac) 0.00 Onsite Impervious Area (ac) 5.55 Onsite Pervious Area (ac) - Till Pasture 8.06 Onsite Pervious Area (ac) - Till Grass 1.33 R/W Impervious Area (ac) Total Bypass Area (ac) 1.18 Bypass Impervious Area (ac) 0. Bypass Pervious Area (ac) - T i l l Grass 0.20 Table 4.2 - South Basin Area Tabulations S "DEVEL 0 Total SUbbasin Area (ac) 4.63 Total SUbbasin Area (ac) 4.63 Onsite Impervious Area (ac) 0.00 Onsite Impervious Area (ac) 2.53 Onsite Pervious Area (ac) - T i l l Pasture 3. Onsite Pervious Area (ac) - Till Grass 0.81 R/W Impervious Area (ac) 0.10 R/W Impervious Area (ac) 0.22 R/W Pervious Area (ac) - Till Pasture 0.12 R/W Pervious Area (ac) - Till Grass Offsite Impervious Area (ac) 0.14 Offsite Impervious Area (ac) 0.14 Offsite Pervious Area (ac) - Till Forest 0.93 Offsite Pervious Area (ac) - Til I Forest 0.93 Part C - Performance Standards The project site has been identified as a Level I. Flow Control Area by the City of Tukwila Department Of Public Works. According to Table 1.2.3.A of the KCSWLM, this requires the 2-year and 1 0 -year peak discharge rates be matched for existing and developed conditions. Existing conditions are those that Currently exist at the site. I Part D - Flow Control System Flow control will be achieved using a wet vault and riser with orifices to match developed 2-yr and I 0-yr peak rates to existing peak flow rates as modeled Using KCRTS. The flow rates for the north and south basin are summarized in Tables 43 and 4.4 below. Table 4.3 - North Basin On-site Peak Flows From KCRTS Table 4.4 - South Basin On-site Peak Flows From KCRTS ` 'O)Y ( 2-YR 10-YR 100-YR 2-YR 10-YR 100-YR 0.290 0.518 0.973 1.46 1.76 2.91 _ Vault Design 0_30 0.40 1.66 Table 4.4 - South Basin On-site Peak Flows From KCRTS \\cvt I Wol 1\project\&dasc002 I WeliverV 03_ 1031 nnf tukw tir finul.doc DAVID EVANS AND ASSOCIATES, INC. 15 Sabey - INS Building November 2003 Surface Water Technical Information Report Z 1 Z . Z LLJ JU U 0 CO a co LLJ UJ J to L WO 2 � � _J LL 0 UJI Z X F_ 1-- 0 Z F_ LU LU co Ul UJI 0 iii Z O Z ",'DEVELOPED FLOW'(CFS) 2-YR 10-YR I 00-YR 2-YR I 0-Y P, 100-YR 0.188 0.126 0.598 0.810 0.962 1.61 Pond Design 0.188 0.326 1.10 \\cvt I Wol 1\project\&dasc002 I WeliverV 03_ 1031 nnf tukw tir finul.doc DAVID EVANS AND ASSOCIATES, INC. 15 Sabey - INS Building November 2003 Surface Water Technical Information Report Z 1 Z . Z LLJ JU U 0 CO a co LLJ UJ J to L WO 2 � � _J LL 0 UJI Z X F_ 1-- 0 Z F_ LU LU co Ul UJI 0 iii Z O Z d OWN ;a r j 1 l Water Quality The project requires Basic Water Quality Treatment. The site has not been identified by the City as one that requires special water quality requirements. The dead storage components of the wet vault and wet pond will provide basic water quality treatment for all new and replaced impervious surfacing. The north basin water quality volume is 27,268 cf; 27,37G1 cf are provided. The south basin water quality volume is 15,539 cf; 17,236 of are provided (See Appendix B for calculations). Water quality will be provided for the bypass portion of the proposed access road in the north basin by an existing biofiltration Swale. This swale has a 3 -foot bottom width, a length of 183LF, and a longitudinal slope of 1.55 %. The section of the swale is approximately trapezoidal with 3:1 to 2:1 side slopes. Any attempts to modify the section would require removal of the 8 existing pine trees located on the edge of the swale. The following calculations demonstrate that the existing swale can treat the proposed bypass area without any modifications: Step 1: Calculate design flows: Qwq = 2 -yr peak = 0.162 (see attached Bypass.pks time series file). Step 2: Calculate swale bottom width: 3 feet Step 3: Determine flow velocity: U, _ L ! = 0.162 / (3 *0.17 + 2 *0.17 = 0.29 fps w/ y = 2inclies and rrq 2:1 side slopes. 0.29 fps < I fps O.K. Step 4: Calculate swale length: L= 540V = 540 *0.29 = 154 LF, 183 LF is provided. \ \evt 1 \vol I \project \d\dasc0021 \deliver\r 03 1 rmf tukw Or final.doc DAVID EVANS AND ASSOCIATES, INC. 16 Sabey — INS Building November 2003 Surface Water Technical Information Report Z � Z . w J U U0 WH CO L; W O. 2� t i = i .. W Z M w � w � o O Co. .0 H W w w —O Z: W O Z File: D04 -0026 35mm Drawing #4 -5 1 JU U O: U0: vWw: LIJ Nom. W O}' g J LL. !9_ aj; F— .Z �. ' H- O Z F- 2 U 0' co, W w 2 W Z oCX O~ Z �t i i t j ,.� In 4 Co de po th r i ca i i t ± 1� SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN I accordance with King County Core Requirement #4, pipe systems and culverts shall be designed to nvey and contain at least the peak runoff rate for the 25 -year design storm. The attached spreadsheet monstrates that the proposed design can convey the 100 -year storm with no over- topping. The south nd will discharge to a level spreader /dispersion trench. This trench has been sized in accordance with r P 1998 KCSWDM. The south pond 100 -year peak discharge is 1.10 cfs. 100 LF of trench will be ovided. The basin areas for the conveyance calculations can be found in Figures 6a and 7a. Figure 7a n be found in a pocket flap in the back of this report. 0 Z Z : ar W JU U O co W, J C LL; W O. LL 2 �W 2 F- O Z 1— Dp :O N; W t1J +- U' LL f- —01 ui Z CO U— H X; O Z U SECTION 6 w SPECIAL REPORTS AND STUDIES Geotechnical /Soils — A geotechnical report has been prepared and submitted. a 'N. 'a 'j V SECTION 6 w SPECIAL REPORTS AND STUDIES Geotechnical /Soils — A geotechnical report has been prepared and submitted. \ \evt hvol1 \project \d \dasc0021 \deliver\r 03_1031 rmf tukw tir final.doc DAVID EVANS AND ASSOCIATES, INC. 20 Sabey — INS Building November 2003 Surface Water Technical Information Report i J U vO CO) 0) W W =; LL ! W O LL Q d W; y = Z W c O UJ U �� O N' 0 (-- W Ly — O Z. U cn' O Z 'N. 'a V ix 't i 3 -3 r k 1 j � 1 \ \evt hvol1 \project \d \dasc0021 \deliver\r 03_1031 rmf tukw tir final.doc DAVID EVANS AND ASSOCIATES, INC. 20 Sabey — INS Building November 2003 Surface Water Technical Information Report i J U vO CO) 0) W W =; LL ! W O LL Q d W; y = Z W c O UJ U �� O N' 0 (-- W Ly — O Z. U cn' O Z W J U U O N V) =: CO) U. • 9 cf)a *' W H O Z i G 5 0 .O N w 1�� " , =U LL & til Z CO) Z P. SECTION 7 ',J OTHER PERMITS Permits required for this project include: 4 Clearing and Grading Permit, City of Tukwila v --� 4 Utility Permits N 3 RAV Use Permit, Washington State Department of Transportation Li Lt lrV.� t� s r } 1 q 4 F� j tore f tt �d k� ra ii f � y 6.d t;l .l fA `.I t eut \\cvtl \vol I \project \d \dasc0021 \dcliver 0 nnf tukw tir rinal.doc DAVID EVANS AND ASSOCIATES, INC. 21 Sabey —INS Building i November 2003 Surface Water Technical Information Report I lam W J U U O N V) =: CO) U. • 9 cf)a *' W H O Z i G 5 0 .O N w 1�� " , =U LL & til Z CO) Z 9 SECTION 8 ;:,.. TESC ANALYSIS AND DESIGN ,.. Erosion control measures will include silt fences, straw check dams, catch basin inlet protection and «, ground cover practices. Silt fences will be placed at the downstream edges of all disturbed areas. The plans will include details and notes for the use and maintenance of straw check dams, catch basin protection and ground cover practices. z Z �W UO �w= LL: W O; U. Q N D = W Z i- O: z h- Dp O co) O H. W W H U U- 0 tl! z ` W N; z SECTION 8 ;:,.. TESC ANALYSIS AND DESIGN ,.. Erosion control measures will include silt fences, straw check dams, catch basin inlet protection and «, ground cover practices. Silt fences will be placed at the downstream edges of all disturbed areas. The plans will include details and notes for the use and maintenance of straw check dams, catch basin protection and ground cover practices. z Z �W UO �w= LL: W O; U. Q N D = W Z i- O: z h- Dp O co) O H. W W H U U- 0 tl! z ` W N; z gel SECTION 9 MAINTENANCE AND OPERATIONS MANUAL 0 D UO cf) U- ' W 0; u. co — C Y X uj D 0 W: F- 0:� iil Z co), z1 1� Ark t gel SECTION 9 MAINTENANCE AND OPERATIONS MANUAL 0 D UO cf) U- ' W 0; u. co — C Y X uj D 0 W: F- 0:� iil Z co), KING COUNTY, WASHINGTON,, SURFACE WATER DESIGN MANUAL �i APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES .7- �, . :. ,., t�r.; d 3�,7.+��a ",• ti t��i. suz. i, y �. 7 �?• tttiy 'it�sw %d'tal��ia.y:t�;i�i.,a.,. a. t;' errw .�r..xa'�. �u.a:+6�«'+:w�sat'.�_ `_ :.N+�c`xri +�.�..er..:.w•. _ �.�. :w i.••S+•+M:.w+it..b•�' 'M 1.4 .Nfafiv:: Z Z �W QQ JU UO to 0 C0 UJ W = Ir C0 LL WO 9 u - to = F_ W Z I— W W U� O N �H W W H� u _ 1-- �Z U= O I— Z NO.1 - DETENTION PONDS 1 Maintenance Defect Conditions When Maintenance Results Expected When Component Is Needed Maintenance Is Performed General Trash & Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. y I Poisonous Vegetation Any poisonous or nuisance vegetation which No danger of poisonous vegetation j may constitute a hazard to County personnel or where County personnel or the the public. public might normally be. (Coordination with Seattle-King County Health Department) l .,. Pollution Oil, gasoline, or other contaminants of one No contaminants present other than gallon or more or any amount found that could: a surface film. (Coordination with 1) cause damage to plant, animal, or marine life; Seattle/King County Health --+ 2) constitute a fire hazard; or 3) be flushed Department) downstream during rain storms. Unmowed Grass/ If facility is located in private residential area, When mowing is needed, Ground Cover mowing is needed when grass exceeds 18 grass /ground cover should be i -y inches in height. In other areas, the general mowed to 2 inches in height. i t policy is to make the pond site match adjacent Mowing of selected higher use ground cover and terrain as long as there is no areas rather than the entire slope interference with the function of the facility. may be acceptable for some situations. { Rodent Holes Any evidence of rodent holes if facility is acting Rodents destroyed and dam or J as a dam or berth, or any evidence of water berm repaired. (Coordination with piping through dam or berm via rodent holes. Seattle/King County Health y Department) >s Insects When insects such as wasps and hornets Insects destroyed or removed from I interfere with maintenance activities. site. t Tree Growth Tree growth does not allow maintenance access Trees do not hinder maintenance or interferes with maintenance activity (i.e., slope activities. Selectively cultivate trees i mowing, silt removal, vactoring, or equipment such as alders for firewood. movements). If trees are not interfering with ;3 access, leave trees alone. Side Slopes of Pond Erosion Eroded damage over 2 inches deep where Slopes should be stabilized by cause of damage is still present or where there using appropriate erosion control 3 is potential for continued erosion. measure(s); e.g., rock reinforcement, planting of grass, i compaction. i Storage Area Sediment Accumulated sediment that exceeds 10% of the Sediment cleaned out to designed 3 designed pond depth. pond shape and depth; pond reseeded if necessary to control erosion. j Pond Dikes Settlements Any part of dike which has settled 4 inches lower Dike should be built back to the than the design elevation. design elevation. Emergency Rock Missing Only one layer of rock exists above native soil in Replace rocks to design standards. Overflow /Spillway area five square feet or larger, or any exposure i of native soil at the top of out flow path of t spillway. Rip -rap on inside slopes need not be replaced. .,J 1998 Surface Water Design Manual 9/1/98 A -1 .7- �, . :. ,., t�r.; d 3�,7.+��a ",• ti t��i. suz. i, y �. 7 �?• tttiy 'it�sw %d'tal��ia.y:t�;i�i.,a.,. a. t;' errw .�r..xa'�. �u.a:+6�«'+:w�sat'.�_ `_ :.N+�c`xri +�.�..er..:.w•. _ �.�. :w i.••S+•+M:.w+it..b•�' 'M 1.4 .Nfafiv:: Z Z �W QQ JU UO to 0 C0 UJ W = Ir C0 LL WO 9 u - to = F_ W Z I— W W U� O N �H W W H� u _ 1-- �Z U= O I— Z � � / APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES � | �� ^~`~^`~ �� `~�`~~~�~'~~~~^�~~^~`-^^-~^~^~~^~~ ^^ �~-^^~`^^-v � , i � \ ~a~�~~~c~ Defect C~~~~~~~'-~' ~a~'~~~~-~-'~~~~~~ Results Expected When Component Maintenance UmPerformed ' . Y Storage Area Plugged Air Vents One-half w the cross section v/u vent is blocked *^ Vents free cn debris and any point vNth debris and sediment sediment Debris and Accumulated sediment All sediment and debris � Sediment diameter oY the storage for }6 length of storage removed from storage area. . ^ .� '-- � ' 72~inch storige tank would require cleaning ILI when sediment reaches depth of 7 Inches for more than Y2 length of tank. . � L) 0 -/ Joints Between Any crack allowing material 1obe transported into All joint between tank /pipe �o Tonb�YpeSondon facility necdonoare oegad mw ` LU 3: -u �- � \ Tank Pipe Bent Any part of out mf shape more than Tank/ pipe repaired o,replaced C0 LL ,..� Out ofShape 1oY&of its design shape to design. ' 0 � Manhole Cover Not in Place Cover is missing or only partially In place. Any open manhole requires maintenance. Manhole is closed. �c � ._� . _^. Locking K8aohonbmcannot be opened Mechomummpenowithpn»per CY� Mechanism Not person with proper tools. Bolts into frame have less tools. Working ~ ��(m�n�app�toa�A��ng ' . ' J: Z�-� lids.) � �� ^ Cover Difficult mo One maintenance person cannot remove lid after Cover can ba removed and � W LLJ '- Remove app|�ng80bumflift. Intent ioto keep cover hmm ,o|no�||edby one maintenance sealing off access tomaintenance. person. -- Ladder Rungs Office and�rm��enencepamon Ladder moo�de�gns�ndondo / ! �^� ' Unsafe judges that ladder |o unsafe due to missing rungs, allows maintenance person safe -- �~� ILI mina|ignment, mot, or cracks. access. ' \ ` Cob�Bam|no See ^Oa�hBaa�o Stand�doNo.S See "Co�hBoo�"@�nde�o . � L� - No S Z. LLI � z U ` �-1 �( -J �> i �r r 1 i 4 j [J Nom { ru 7 i . (41� APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DR FAC NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Includes Sediment) orifice plate is less than 1 -1/2 feet. Damaged or Missing Cleanout gate is not watertight or is missing. Structural Damage Structure is not securely attached to manhole wall Structure securely attached to designed. and outlet pipe structure should support at least wall and outlet pipe. Gate moves up and down easily 1,000 Ibs of up or down pressure. maintenance person. and is watertight. Structure is not in upright position (allow up to Structure in correct position. Chain is in place and works as 10% from plumb). designed. Connections to outlet pipe are not watertight and Connections to outlet pipe are Gate is repaired or replaced to show signs of rust. water tight; structure repaired or 7 9/1/98 1998 Surface Water Design Manual i A -4 1 I 2 W �U U O D CO = J I.-, NU. W O J tL j. N CY �W Z = H F- O. W 5 U� ON OH W W LL 0 tll Z U� 1- H . Z replaced and works as designed. Any holes —other than designed holes —in the Structure has no holes other structure. than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person. and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and works as missing, out of place, or bent orifice plate. designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions blocking the plate. and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions potential of blocking) the overflow pipe. and works as designed. Manhole See "Closed Detention Systems" Standards No. 3 See "Closed Detention Systems' Standards No. 3 Catch Basin See "Catch Basins" Standards No. 5 See 'Catch Basins" Standards No. 5 7 9/1/98 1998 Surface Water Design Manual i A -4 1 I 2 W �U U O D CO = J I.-, NU. W O J tL j. N CY �W Z = H F- O. W 5 U� ON OH W W LL 0 tll Z U� 1- H . Z �7 4 a J i _ �J s f f .J l f h tiw+. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height. trash or debris. Dead animals or vegetation that could generate' No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. a APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES ±^ NO.5 - CATCH BASINS Tap slab has holes larger than 2 square inches or Top slab is free of holes and t • -, Maintenance Defect Conditions When Maintenance is Needed Results Expected When Frame not sitting flush on top slab, i.e., separation Component of more than 3/4 inch of the frame from the top Maintenance is performed slab. General Trash & Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. _ more than 10% Trash or debris (in the basin) that exceeds 1/3 the No trash or debris in the catch --i depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. �7 4 a J i _ �J s f f .J l f h tiw+. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height. trash or debris. Dead animals or vegetation that could generate' No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street (If applicable). Tap slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch (intent is to make sure cracks. all material is running into basin). Frame not sitting flush on top slab, i.e., separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inlet/ outlet pipe or any evidence wide at the joint of inlet/outlet of soil particles entering catch basin through pipe. cracks. Sediment/ Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment design standards. Z = Z WQQ IM. JU U U) o. J H CO) LL W O LL CO) �. = Cl W Z ZF H O Z H UJ W U� O N �H W W, S H LL Z 111 U— H =. O H Z 1998 Surface Water Design Manual A -5 1 7 9/1/98 S NO.6 DEBRIS BARRIERS (E.G., TRASH RACKS) ...f Maintenance Defect Condition When Maintenance is Needed Results Expected When, Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20% of Barrier clear to receive capacity 1 the openings in the barrier. flow. Metal Damaged/ Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 Inch. Bars are missing or entire barrier missing. Bars in place according to design. 3 j Bars are loose and rust is causing 50% deterioration Repair or replace barrier to _) to any part of barrier. design standards. i J • 5 9/1/98 1998 Surface Water Design Manual ' A -6 t 2'8 „1:M1in.r .- ;atii.!• r.+ ,n.;f 44+&.,rJ �. ,:r �. �b{.. 9? I�t;. GnanE. i:; n�'•, tN��'.+?sWk+wf #?9.:ti':dr:NdMY' v).:.1r+ai�..a th�` �.'i ' ar.�. Z Z �W �QQ? JU 0 CO) 0 = W J � CO) U. W O. J U. ?. CO CY = W H ' Z~ 1— O Z H LLJ W �p U 0 1— W F- -O. . Z . W U =. O F- Z APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES ,._. r NO.5 - CATCH BASINS (CONTINUED) t` Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed 1 Fire Hazard Presence of chemicals such as natural gas, oil and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocking opening 10% of the basin opening. to basin. Vegetation growing in inleUoutiet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present. j apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. �r Catch Basin Cover Cover Not in Place' Cover is missing or only partially in place. Any open Catch basin cover is closed catch basin requires maintenance. w� Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools. Bolts into frame have less tools. { .,} than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 lbs. of lift; intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs, misalignment, Ladder meets design standards Unsafe rust, cracks, or sharp edges. and allows maintenance person safe access. ^� Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design (if Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20% of Grate free of trash and debris. r „ r grate surface. Damaged or Grate missing or broken member(s) of the grate. Grate is in place and meets Missing. design standards. NO.6 DEBRIS BARRIERS (E.G., TRASH RACKS) ...f Maintenance Defect Condition When Maintenance is Needed Results Expected When, Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20% of Barrier clear to receive capacity 1 the openings in the barrier. flow. Metal Damaged/ Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 Inch. Bars are missing or entire barrier missing. Bars in place according to design. 3 j Bars are loose and rust is causing 50% deterioration Repair or replace barrier to _) to any part of barrier. design standards. i J • 5 9/1/98 1998 Surface Water Design Manual ' A -6 t 2'8 „1:M1in.r .- ;atii.!• r.+ ,n.;f 44+&.,rJ �. ,:r �. �b{.. 9? I�t;. GnanE. i:; n�'•, tN��'.+?sWk+wf #?9.:ti':dr:NdMY' v).:.1r+ai�..a th�` �.'i ' ar.�. Z Z �W �QQ? JU 0 CO) 0 = W J � CO) U. W O. J U. ?. CO CY = W H ' Z~ 1— O Z H LLJ W �p U 0 1— W F- -O. . Z . W U =. O F- Z •-r APPENDIX A MAINTENANCE STANDAR F OR PRIV M AINTAINED DRAINAGE FACILITIES Pipe cleaned/ flushed so that it NO.7 - ENERGY DISSIPATERS Sediment design depth. matches design. Not Discharging Visual evidence of water discharging at .... Maintenance Defect Conditions When Maintenance is Needed Results Expected When rebuilt to standards. Components Maintenance is Performed. prevent erosion damage. External: Perforations Over 1/2 of perforations in pipe are plugged with + Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks to design Rock area five square feet or larger, or any exposure of standards. native soil. Maintenance person observes water flowing out .✓+T 1 f a t, 1998 Surface Water Design Manual 9/1/98 y A -7 zg 0 Z .� Z �U UO CO) o . J H CO U- W O 2� Im c _ tY �W Z� W O - UJ � 0 ON � H W W` H� LL O ill Z U N. H X'. O Z Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20% of the Pipe cleaned/ flushed so that it Sediment design depth. matches design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or Water Properly concentrated points along trench (normal condition rebuilt to standards. ` is a "sheet flow" of water along trench). Intent is to prevent erosion damage. Perforations Over 1/2 of perforations in pipe are plugged with Clean or replace perforated pipe. Plugged. debris and sediment. Water Flows Out Maintenance person observes water flowing out Facility must be rebuilt or I Top of "Distributor" during any storm less than the design storm or its redesigned to standards. if Catch Basin. causing or appears likely to cause damage. Receiving Area Water in receiving area is causing or has potential No danger of landslides. Over- Saturated of causing landslide problems. Internal: Manhole/ Chamber Wom or Damaged Structure dissipating flow deteriorates to 1/2 or Replace structure to design Post. Baffles, Side original size or any concentrated worn spot standards. of Chamber exceeding one square foot which would make ' structure unsound. Other Defects See "Catch Basins" Standard No. 5 See "Catch Basins" Standard No. 5 .✓+T 1 f a t, 1998 Surface Water Design Manual 9/1/98 y A -7 zg 0 Z .� Z �U UO CO) o . J H CO U- W O 2� Im c _ tY �W Z� W O - UJ � 0 ON � H W W` H� LL O ill Z U N. H X'. O Z Any part of fence ((ncluding post, top rails, and Fence is aligned and meets design fabric) more than 1 foot out of design alignment. standards. t ► °f` Missing or loose tension wire. Tension wire in place and holding A A MAINTENANCE STAND FOR PRIV MAINTAINED DRAINAGE FA fabric. NO.8 - FENCING Barbed wire in place with less than more than 2 -1/2 inches between posts. 3/4 inch sag between post. Extension arm missing, broken, or bent out of Extension amt in place with no "i Maintenance Defect Conditions When Maintenance is Needed Results Expected When Structurally adequate posts or Components Protective Coating condition that has affected structural adequacy. parts with a uniform protective Maintenance Is Performed' General Missing or Broken Any defect In the fence that permits easy entry Parts in place to provide adequate ...t diameter ball could fit through. Parts to a facility. security. Erosion Erosion more than 4 inches high and 12 -18 No opening under the fence that ' inches wide permitting an opening under a exceeds 4 inches in height. fence. t Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to within 1 -1/2 inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence ((ncluding post, top rails, and Fence is aligned and meets design J NO.9 -GATES Maintenance Defect Conditions When Maintenance is Needed Results Expected When i Component Maintenance is Performed i General Damaged or Missing Missing gate or locking devices. Gates and Locking devices in Members place. Broken or missing hinges such that gate cannot Hinges intact and lubed. Gate is be easily opened and closed by a maintenance working freely. 1 f 1 i I . i person. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands, and ties. Openings in Fabric See "Fencing" Standard No. 8 Gate is aligned and vertical. Stretcher bar, bands and ties in place. See "Fencing" Standard No. 8 9/1/98 A -8 30 1998 Surface Water Design Manual Z �Z '~ W UQ CO co W W = J H �W WO J LL c o = W H =. t• O W U� LLI O to � H W �O z W U =: O Z fabric) more than 1 foot out of design alignment. standards. t ► °f` Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is sagging Barbed wire in place with less than more than 2 -1/2 inches between posts. 3/4 inch sag between post. Extension arm missing, broken, or bent out of Extension amt in place with no "i shape more than 1 1/2 inches. bends larger than 3/4 inch. Deteriorated Paint or Part or parts that have a rusting or scaling Structurally adequate posts or Protective Coating condition that has affected structural adequacy. parts with a uniform protective --� coating. Openings in Fabric Openings in fabric are such that an 8 -inch- No openings in fabric. ...t diameter ball could fit through. J NO.9 -GATES Maintenance Defect Conditions When Maintenance is Needed Results Expected When i Component Maintenance is Performed i General Damaged or Missing Missing gate or locking devices. Gates and Locking devices in Members place. Broken or missing hinges such that gate cannot Hinges intact and lubed. Gate is be easily opened and closed by a maintenance working freely. 1 f 1 i I . i person. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands, and ties. Openings in Fabric See "Fencing" Standard No. 8 Gate is aligned and vertical. Stretcher bar, bands and ties in place. See "Fencing" Standard No. 8 9/1/98 A -8 30 1998 Surface Water Design Manual Z �Z '~ W UQ CO co W W = J H �W WO J LL c o = W H =. t• O W U� LLI O to � H W �O z W U =: O Z i I i 1 APPENDIX A MAI NTENA NCE S TANDARDS F PRIVATELY MAINTAI DRAINAGE FACILITIES NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Maintenance Defect Conditions When Maintenance Is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & Debris Accumulated sediment that exceeds 20% of the Pipe cleaned of all sediment diameter of the pipe. and debris. Vegetation Damaged ! -- I .� Open Ditches _.r 4 I Catch Basins Debris Barriers (e.g., Trash Rack) 1. —1 J } Trash & Debris Sediment Vegetation Erosion Damage to Slopes Rock Lining Out of Place or Missing (If Applicable). Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20 %. Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Protective coating is damaged; rust is causing Pipe repaired or replaced. more than 50% deterioration to any part of pipe. Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Accumulated sediment that exceeds 20 % of the design depth. Vegetation that reduces free movement of water through ditches. Ditch cleaned/ flushed of all sediment and debris so that it matches design. Water flows freely through ditches. See "Ponds" Standard No. 1 Maintenance person can see native soil beneath the rock lining. See "Catch Basins: Standard No. 5 See "Debris Barriers" Standard No.6 See "Ponds" Standard No. 1 Replace rocks to design standards. See "Catch Basins" Standard No. 5 See "Debris Barriers" Standard No. 6 NO. 11 - GROUNDS (LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20% of the landscaped Weeds present in less than 5% (Nonpoisonous) area (trees and shrubs only). of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area. Trash or Litter Paper, cans, bottles, totaling more than 1 cubic foot Area clear of litter. within a landscaped area (trees and shrubs only) of 1,000 square feet. Trees bind Shrubs Damaged Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. f Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. 1998 Surface Water Design Manual 9/1/98 A -9 3% Z ;F Z �W UO to 0 J � NW W O. �-J LL Q to = �W Z h— F- O Z t-- W W U � 0 F- W F u. LL O lil Z U= O. Z Z H- W =. UO D W = J I... NW WO �Q = �W Z W O �5 U� 0 I— = U ttl Z U =; O Z f APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILTfIES NO. 12 - ACCESS ROADS / EASEMENTS +, t; Maintenance Defect Condition When Maintenance Is Needed Results Expected When Component Maintenance Is Performed ti General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which square feet i.e., trash and debris would fill up could damage tires. one standards size garbage can. Blocked _Roadway Debris which could damage vehicle tires (glass Roadway free of debris which or metal). could damage tires. Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10 to Obstruction removed to allow at 12 foot width for a distance of more than 12 feet least a 12 foot access. or any point restricting access to less than a 10 foot width. 1 Road Surface Settlement, Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth Mush Spots, Ruts depth and 6 square feet in area. In general, any with no evidence of settlement, surface defect which hinders or prevents potholes, mush spots, or ruts. maintenance access. Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller Y, Surface more than 6 inches tall and less than 6 inches than 2 inches. tall and less than 6 inches apart within a 400 - ;;.j square foot area. !fs Modular Grid Build -up of sediment mildly contaminated with Removal of sediment and disposal ;f. Pavement petroleum hydrocarbons. in keeping with Health Department recommendations for mildly u contaminated soils or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and ,kl Ditches inches wide and 6 inches deep. matching the surrounding road. �t c Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches j' hinder maintenance access. in height or cleared in such a way r as to allow maintenance access. �o S a i r � n ij :7 4 9 ••••��rrrrllll I t i Mw 9/1/98 1998 Surface Water Design Manual i A -10 Z H- W =. UO D W = J I... NW WO �Q = �W Z W O �5 U� 0 I— = U ttl Z U =; O Z r: 0 fl i �t �..1 1� i 14 17 J i� APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILn1ES NO. 13- WATER QUALITY FACILITIES A.) Biofiltration Swale Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Biofiltration swale Sediment Accumulation Sediment depth exceeds 2- inches No sediment deposits on grass on Grass Layer layer of the bio- swale, which would Impede filtration of runoff. Vegetation When the grass pecomes excessively tall Vegetation is mowed or nuisance (greater than 10- inches); when nuisance weeds vegetation is eradicated, such that and other vegetation starts to take over, flow not impeded. Grass should be mowed to a height between 4 inches and 9 inches. Inlet Outlet Pipe Inlet/ outlet pipe clogged with sediment and/ or No clogging or blockage in the inlet debris. and outlet piping. Trash and Debris Trash and debris accumulated in the bio- swale. Trash and debris removed from Accumulation bioswale. Erosion/ Scouring Where the bio -swale has eroded or scoured Bioswale should be re- graded and the bottom due to flow channelization, or higher re- seeded to specification, to flows. eliminated channeled flow. Overseeded when bare spots are evident. NO. 13- WATER QUALITY FACILITIES (CONTINUED) B.) Grasslined Filter Strips Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Filter Strip Sediment Accumulation Sediment depth exceeds 2 inches. No sediment deposits on grass on Grass Layer layer of the filter strip, which would impede filtration runoff. Vegetation When the grass becomes excessively tall (greater than 10- inches); when nuisance weeds and other vegetation starts to take over. Trash and Debris Trash and debris accumulated on the filter Accumulation strip. Erosion/ Scouring Where the filter strip has eroded or scoured due to flow channelization, or higher flows. V -Notch Pipe Weir When the V -Notch pipe becomes damaged or clogged with sediment/ debris. Vegetation is mowed or nuisance vegetation is eradicated, such that flow not impeded. Grass should be mowed to a height between 4 inches and 9 inches. Trash and Debris removed from filter. Strip should be re- graded and re- seeded specification, to eliminate channeled flow. Overseeded when bare spots are evident. Cleaned and properly functioning weir, such that flows uniformly spread. Z Z' Q W W� UO N113 WW J H U- WO LLQ co = W Z H f- O Z F- W UJ �p o- o I— W H �. W Z L11 co O H. Z a :.i � i 3� 5 t � -J i :i r l F ,.. ` I APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED D FACILITIES C.1 Wetaonds Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Erosion of the pond's side slopes and/ or scouring of Maintenance is Performed Wetpond Vegetation Vegetation such as grass and weeds need to be Vegetation should be mowed to mowed when it starts to impede aesthetics of pond. 4 to 5 inches in height. Trees Settlement of Pond Mowing is generally required when height exceeds and bushes should be removed Dike/ Berm 18- inches. Mowed vegetation should be removed where they are interfering with from areas where it could enter the pond, either pond maintenance activities. Rock Window when the pond level rises, or by rainfall runoff. Window is free of sediment and Trash and Debris Accumulation that exceeds 1 CF per 1000 -SF of Trash and debris removed from Overflow Spillway pond area. pond. Inlet/ Outlet Pipe Inlet/ Outlet pipe clogged with sediment and/ or No clogging or blockage in the debris material. inlet and outlet piping. Sediment Sediment accumulations in pond bottom that Removal of sediment from pond Accumulation in Pond exceeds the depth of sediment zone plus 6- inches, bottom. Bottom usually the first cell. Oil Sheen on Water Prevalent and visible oil sheen. Removal of sediment from pond 3 9/1/98 i A -12 1998 Surface Water Design Manual Z �Z '~ W JU UO (3 W = H N LL ; WO 9Ei LL N CY. = W H =. Z �.. Z o �5 O U' W U! 2 I- C.) . ILL O ' tll Z. U co , Z bottom. Erosion Erosion of the pond's side slopes and/ or scouring of Slopes should be stabilized by the pond bottom, that exceeds 6- inches, or where using proper erosion control continued erosion is prevalent. measures, and repair methods. Settlement of Pond Any part of these components that has settled 4- Dike/ berm is repaired to Dike/ Berm inches or lower than the design elevation, or specifications. inspector determines dike/ berm is unsound. Rock Window Rock window is clogged with sediment. Window is free of sediment and debris. Overflow Spillway Rock is missing and soil is exposed at top of Replace rocks to specifications. spillway or outside slope. 3 9/1/98 i A -12 1998 Surface Water Design Manual Z �Z '~ W JU UO (3 W = H N LL ; WO 9Ei LL N CY. = W H =. Z �.. Z o �5 O U' W U! 2 I- C.) . ILL O ' tll Z. U co , Z Z �Z � W. W� U O Cl) W =: J � N W. WO N d = W I— _: Z 1—: F- O Z t—. UJ W U� 10 O H W LLI. W I- Z: W F- _' Z i i APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES -- N0.13 - WATER QUALITY FACILITIES (CONTINUED) D.) Wetvaults Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed ;! 7 Wetvault Trash/ Debris Trash and debris accumulated in vault, pipe or Trash and debris removed from Accumulation inlet/ outlet, (includes floatables and non- vault. r f loatables). Sediment Accumulation Sediment accumulation in vault bottom that Removal of sediment from vault. In Vault exceeds the depth of the sediment zone plus 6- 4 Inches. r-± j Damaged Pipes Inlet/ outlet piping damaged or broken and in Pipe repaired and/or replaced. # need of repair. r, Access Cover Cover cannot be opened or removed, especially Pipe repaired or replaced to f Damaged/ Not Working by one person. proper working specifications. Vault Structure Vault: Cracks wider than 1/2 -inch and any No cracks wider than 1/4 -inch at Damaged evidence of soil particles entering the structure the joint of the inlet/ outlet pipe. through the cracks, or maintenance/ inspection Vault is determined to be personnel determines that the vault is not structurally sound. i structurally sound. --+ Baffles Baffles corroding, cracking, warping and/ or Repair or replace baffles to r '! showing signs of failure as determined by specifications. } maintenance/ inspection staff. t, Access Ladder Damage Ladder is corroded or deteriorated, not functioning Ladder replaced or repaired to properly, missing rungs, has cracks and/ or specifications, and Is safe to misaligned. use as determined by inspection personnel. Z �Z � W. W� U O Cl) W =: J � N W. WO N d = W I— _: Z 1—: F- O Z t—. UJ W U� 10 O H W LLI. W I- Z: W F- _' Z i� 5 Y (i Y ) APPENDIX A - ON -SITE WATER QUANTITY CALCULATIONS 3 n YI Q tyx� F t a i ) I t. er.1 it N 1 Y \ \evtIWoI I \project\d\dasc0021\leliver 03 103 nn n) t r tn a l. doc DAVID EVANS AND ASSOCIATES, INC. 36 Sabey — INS Building 1 June 2003 Surface Water Technical Information Report �i 0 : Record.exc KCRTS Program-File Directory: C: \KC_SWDM \KC_DATA \. [C] CREATE a new Time Series ST. Predev.tsf T i 1.00000 f� T [C] CREATE a new Time Series ST 0.00 0.00 0.00 0.000000 Till Forest 0.00 8.06 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass ri 0.00 0.00 0.000000 Outwash Forest I � 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass Outwash Grass 0.00 0.00 0.000000 Wetland Wetland 0.00 0.00 0.000000 Impervious Predev.tsf T i 1.00000 f� T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.000000 1.33 0.00 0.000000 Till Grass 0.000000 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.00 0.000000 Outwash Grass ! 0.00 0.00 0.000000 Wetland 5.55 0.00 0.000000 Impervious Dev.tsf T 1.00000 T ;J [C] CREATE a new Time Series ST -- Bypass.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies bypass.tsf Bypass.pks Page 1 _a z � W: u� D _ UO Cl) o CO) J H' CO LL w O; Q; d w z T ZO: W 2 5 U� o w W - U. 6 ... z . UN Z 0.00 0.00 0.00 0.00 0.000000 0.000000 Till Forest Till Pasture 0.98 0.00 0.000000 Till Grass .0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.20 0.00 0.000000 Impervious -- Bypass.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies bypass.tsf Bypass.pks Page 1 _a z � W: u� D _ UO Cl) o CO) J H' CO LL w O; Q; d w z T ZO: W 2 5 U� o w W - U. 6 ... z . UN Z t NoR-TA Record.exc [P] Compute PEAKS and Flow Frequencies predev.tsf ;..- Predev . pks [P] Compute PEAKS and Flow Frequencies dev. tsf rc . Dev. pks [R] RETURN to Previous Menu [F] Size a Retention /Detention FACILITY Manual Design Vault.rdf 5 Route Time Series .0 Return to Main Menu [F] Size a Retention /Detention FACILITY Manual Design Vault.rdf 5 Route Time Series 01 Return to Main Menu [C] CREATE a new Time Series xs }� v� { . Z z: J U U Oi CO) CO) W; W= J F. CO) W. W O; J LL ¢: = E- _: Z �o z P: W 5 U� .O S2r 0 H: W W, H U' L L ui Z ' U N z i 't ,Y S Predev.pks Flow Frequency Analysis s, ! Time Series File:predev.tsf Project Location : Sea -Tac Y, r � - -- Annual Peak.Flow Rates - -- - - -- -Flow Frequency Analysis - - - - -- ti Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.568 2 2/09/01 18:00 0.973 1 100.00 0.99 0 i 0.212 7 1/05/02 16:00 0.568 2 25.00 0.96 0 3 0.518 3 2/28/03 3:00 0.518 3 10.00 0.90 z, ++; 0 PM tl 0.055 8 3/24/04 19:00 0.484 4 5.00 0.80 0 .s 0.290 6 1/05/05 8:00 0.467 5 3.00 0.66 7 i' 0.484 4 1/18/06 16:00 0.290 6 2.00 0.50 0.467 5 11/24/06 4:00 0.212 7 1.30 0.23 i 0.973 1 1/09/08 6:00 .0.055 8 1.10 0.09 Computed Peaks 0.838 50.00 0.98 ! i t 0. o� F9 v { ' z: �1 qq Y. i Page 1 fi , � t J z F Z W u� D 00 N W: 'W= N LL J' LL W, Z a 2 5:. U Q. .O �; W W'; W Pi ti l Z'. U N; O ~` Z a z Z . z LW U UO: J =' H NL LL1 0 } Fes: LL. i V' FL F- O; �p O CO) W W` M H U LL. ui Z z a i ;� 1�102TbF J Dev. . p ks Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea -Tac ` - -- Annual Peak.Flow Rates— - - -- -Flow Frequency Analysis - - - - -- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.46 6 2/09/01 2:00 2.91 1 100.00 0.99 0 -•, 1.25 8 1/05/02 16:00 2.05 2 25.00 0.96 0 � 1.76 3 12/08/02 18:00 1.76 3 10.00 0.90 0 1.41 7 8/26/04 2:00 1.68 4 5.00 0.80 L,.+ 0 1.68 4 10/28/04 16:00 1.56 5 3.00 0.66 7 1.56 5 1/18/06 16:00 1.46 6 2.00 0.50 0 2.05 2 10/26/06 0:00 1.41 7 1.30 0.23 ,�J 1 2.91 1 1/09/08 6:00 1.25 8 1.10 0.09 1 Computed Peaks. 2.62 50.00 0.98 0 Page 1 z Z . z LW U UO: J =' H NL LL1 0 } Fes: LL. i V' FL F- O; �p O CO) W W` M H U LL. ui Z z 'k ,i +I I�RR �VF\h i Bypass.pks j Flow Frequency Analysis ^ Time Series File:bypass.tsf s Project Location:Sea -Tac rv� i 0 - -- Annual Peak .Flow Rates - -- - - -- -Flow Frequency Analysis----- - 'Y Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob i, ` .. (CFS) (CFS) Period 1 0.136 4 2/09/01 2:00 0.302 1 100.00 0.99 i 0 +. 0.087 7 1/05/02 16:00 0.169 2 25.00 0.96 d i 0 0.169 2 2/27/03 7:00 0.142 3 10.00 0.90 r, 0 0.068 8 8/26/04 2:00 0.136 4 5.00 0.80 0 0:088 6 10/28/04 16:00 0.131 5 3.00 0.66 tx 7 0.142 3 1/18/06 16:00 0.088 6 2.00 0.50 0 0_.131 5 11/24/06 3:00 0.087. 7 1.30 0.23 0.302 1 1/09/08 6:00 0.068 8 1.10 0.09 1 'Computed Peaks 0.257 50.00 0.98 0 px+l I �? rJo(�cr� Rdout.pks Flow Frequency Analysis Time Series File:rdout.tsf E! Project Location:Sea -Tac t �i r - !! - -- Annual Peak.Flow Rates - -- - - -- -Flow Frequency Analysis----- - f Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.907 2 2/09/01 16:00 1.66 10.19 1 100.00 0.99 0 ^? 0.233 7 12/28/01 17:00 0.907 10.11 2 25.00 0.96 .� 0 0.355 5 2/28/03 7:00 0.402 10.00 3 10.00 0.90 ,.i <i 0 `0.232 8 8/24/04 0:00 0.385 9.28 4 5.00 0.80 0 0.304 6 1/05/05 11:00 0.355 7.88 5 3.00 0.66 i 7 0:385 4 1/18/06 22:00 0.304 5.74 6 2.00 0.50 0 0.402 3 11/24/06 7:00 0.233 3.39 7 1.30 0.23 r 1 1.66 1 1/09/08 10:00 0.232 3.36 8 1.10 0.09 , 1 Computed Peaks 1.41 10.16 50.00 0.98 Z r� ;�- W' JUG U O O W =' J �.. CO) L W O. J LL Q. N a. =w Z F-:. Dp ; O ST O Z U CO) O Z i 1 ! Dsout.pks Flow Frequency Analysis Time Series File:dsout.tsf Project Location:Sea -Tac ompu e ea . ... 0. I Page 1 z i►- Z LU 2; �U U O; CO) J N U., O o� CO) = cY F- _ z� H- O w UJ D o` oN L U �v O ; ui zI U N.Y Z - -- Annual Peak.Flow Rates - -- - - -- -Flow Frequency Analysis - - - - -- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.000 2 2/09/01 16:00 1.77 1 100.00 0.99 0 0.274 7 1/06/02 3:00 1.000 2 25.00 0.96 --, 0 " 0.463 5 2/28/03 3:00 0.498 3 10.00 0.90 0 0.243 8 8/23/04 23:00 0.474 4 5.00 0.80 0 0.368 6 1/05/05 8:00 0.463 5 3.00 0.66 t, 7 0.474 4 1/18/06 20:00 0.368 6 2.00 0.50 r 0 0.498 3 11/24/06 4:00 0.274 7 1.30 0.23 1 1.77 1 1/09/08 10:00 0.243 8 1.10 0.09 w 1 1.51 50.00 0.98 ompu e ea . ... 0. I Page 1 z i►- Z LU 2; �U U O; CO) J N U., O o� CO) = cY F- _ z� H- O w UJ D o` oN L U �v O ; ui zI U N.Y Z 7 Retention /Detention Facility Type of Facility: Detention Vault c Facility Length: 69.91 ft Z Facility Width: 69.91 ft F=, Facility Area: 4888. sq. ft !~ W: Effective Storage Depth: 12.22 ft Q Stage 0 Elevation: 100.00 ft J V: r Storage Volume: 59726. cu. ft U �. Riser Head: 12.22 ft Cl) =i Riser Diameter: 18.00 inches J M Number of orifices: 2 LL 4, Full Head Pipe W O, Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) Q. 1 0.00 1.72 0.280 LL 2 8.04 1.67 0.155 4.0 = CJ, Top Notch Weir: None H UJ; Outflow Rating Curve: None Z H Z Lki W' Stage Elevation Storage (ft) (ft) (cu. ft) (ac Discharge -ft) (cfs) Percolation i (cfs) ? 0.00 100.00 0. 0.000 0.000 0.00 V 0 C& 0.02 100.02 98. 0.002 0.011 0.00 - 0 -04 100.04 196. 0.004 0.015 0.00 = LJ' 0.05 100.05 244. 0.006 0.019 0.00 f 0.07 100.07 342. 0.008 0.021 0.00 - O -i 0.09 100.09 440. 0.010 0.024 0.00 Z. �. 0.11 100.11 538. 0.012 0.026 0.00 U 0.13 100.13 635. 0.015 0.028 0.00 O ►-; 0.14 100.14 684. 0.016 0.030 0.00 Z ... 0.35 100.35 1711. 0.039 0.047 0.00 0.56 100.56 2737. 0.063 0.060 0.00 0.76 100.76 3715. 0.085 0.070 0.00 0.97 100.97 4741. 0.109 0.079 0.00 1.18 101.18 5767. 0.132 0.087 0.00 L.t.... 1.39 101.39 6794. 0.156 0.094 0.00 1.59 101.59 7771. 0.178 0.101 0.00 1.80 101.80 2.01 102.01 8798. 9824. 0.202 0.107 0.226 0.113 0.00 0.00 2.21 102.21 10801. 0.248 0.119 0.00 2.42 102.42 11828. 0.272 0.125 0.00 2.63 102.63 12854. 0.295 0.130 0.00 ti a ' 5.11 105.11 24975. 0.573 0.181 0.00 i 5.32 105.32 26002. 0.597 0.185 0.00 } !"' 5.53 105.53 27028. 0.620 0.188 0.00 _ 5.74 105.74 28055. 0.644 0.192 0.00 f 5.94 105.94 29032. 0.666 0.195 0.00 j 6.15 106.15 30058. 0.690 0.199 0.00 6.36 106.36 31085. 0.714 0.202 0.00 6.56 106.56 32062. 0.:736 0.205 0.00 6.77 106.77 33089. 0.760 0.208 0.00 ems• 6.98 106.98 34115. 0.783 0.212 0.00 7.19 107.19 35141. 0.807 0.215 0.00 7.39 107.39 36119. 0.829 0.218 0.00 7.60 107.60 37145. 0.853 0.221 0.00 7.81 107.81 38172. 0.876 0.224 0.00 1 8.01 108.01 39149. 0.899 0.227 0.00 8.04 108.04 39296. 0.902 0.227 0.00 8.06 108.06 39394. 0.904 0.228 0.00 8.07 108.07 39442. 0.905 0.230 0.00 8.09 108.09 39540. 0.908 0.233 0.00 8'.11 108.11 39638. 0.910 0.237 0.00 8.13 .108.13 39736. 0.912 0.243 0.00 108.14 39785. 0.913 0.249 0.00 8.16 108.16 39882. 0.916 0.255 0.00 8.18 108.18 39980. 0.918 0.257 0.00 ay�t I 8.39 108.39 41007. 0.941 0.277 0.00 m4i 8.59 108.59 41984. 0.964 0.291 0.00 8.80 108.80 43010. 0.987 0.304 0.00 9.01 109.01 44037.. 1.011 0.315 0.00 9.21 109.21 45014. 1.033 0.325 0.00 9.42 109.42 46041. 1.057 0.335 0.00 9.63 109.63 47067. 1.081 0.344 0.00 9:84 109.84 48093. 1.104 0.353 0.00 10.04 110.04 49071. 1.127 0.361 0.00 10.25 110.25 50097. 1.150 0.369 0.00 ' 10.46 110.46 51124. 1.174 0.377 0.00 10.66 110.66 .52101. 1.196 0.384 0.00 10.87 110.87 53128. 1.220 0.392 0.00 11.08 111.08 54154. 1.243 0.399 0.00 11.29 111.29 55180. 1.267 0.406 0.00 11.49 111.49 56158. 1.289 0.412 0.00 11.70 111.70 57184. 1.313 0.419 0.00 11.91 111.91 58211. 1.336 0.425 0.00 } 12.11 112.11 59188. 1.359 0.432 0.00 12.22 112.22 59726. 1.371 0.435 0.00 12.32 112.32 60215. 1.382 0.900 0.00 "j 12.42 112.42 60703. 1.394 1.750 0.00 Z �_- Z W D: 0 CO) p. Ul =, N LL, W LL Q d. = W ZH O LLI Z H' 2 5 Dp = c) U- O . Z. Z LlJ Z.. ' W QQ �. U O N 0 '. W =,`; �LL WO J. LL ?; U) CY = W Z D U 0 � �O N' W W 2U O; ui Z H =� :Z � {3 S � 13.62 113.62 66568. 1.528 10.540 0.00 13.72 113.72 67057. 1.539 10.900 0.00 13.82 113.82 67546. 1.551 11.240 0.00 $ .13.92 113.92 68035. 1.562 11.580 0.00 14.02 114.02 68523. 1.573 11.900 0.00 14.12 114.12 69012. 1.584 12.220 0.00 Hyd Inflow Outflow Peak Storage Stage Elev (Cu -Ft) (Ac -Ft) 1 2.91 2.46 12.49 112.49 61022. 1.401 �. 2 1.46 0.96 12.33 112.33 60249. 1.383 3 2.05 0.43 12.22 112.22 59725. 1.371 4 1.56 0.40 11.14 111.14 54431. 1.250 5 1.76 0.37 10.33 110.33 50478. 1.159 6 1.68 0.23 8.04 108.04 39283. 0.902 7 1.25 0.19 5.48 105.48 26800. 0.615 8 1.41. 0.18 4.90 104.90 23949. 0.550 EIyd R/D Facility Reservoir POC Outflow Outflow .Tributary Inflow Inflow Target Calc 1 2.46 0.30 * * * * * * ** * * * * * ** 2.69 2. 0.96 0.14 * * * * * * ** * * * * * ** 1.05 3 0.43 0.13 * * * * * * ** 0.52 0.52 4 5 0.40 0.37 0.14 * * * * * * ** * * * * * ** 0.17 * * * * * * ** * * * * * ** 0.48 0.44 6 0.23 0.09 * * * * * * ** 0.29 0.29 7 0.19 0.09 * * * * * * ** * * * * * ** 0.22 8. 0.18 0.07 * * * * * * ** * * * * * ** 0.22 ' W QQ �. U O N 0 '. W =,`; �LL WO J. LL ?; U) CY = W Z D U 0 � �O N' W W 2U O; ui Z H =� :Z D 1 Recordso.exc KCRTS Program... File Directory: C: \KC SWDM \KC DATA\ [C] CREATE a new Time Series ST j 0.93 0.00 0.000000 Till Forest 3.46 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass -� 0.00 0.00 0.000000 Wetland ( 0.24 0.00 0.000000 Impervious Presouth.tsf T' 1.00000 [C] CREATE a new Time Series ST 0.93 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.81 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 2.89 0.00 0.000000 Impervious Devsouth.tsf T 1.00000 » T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies T presouth.tsf Presouth.pks [P] Compute PEAKS and Flow Frequencies devsouth.tsf Devsouth.pks [R] RETURN to Previous Menu [F] Size a Retention /Detention FACILITY Manual Design z z �w UO U) o' cn w w= U. W O` :3 D. Z 0 UJ Z w w; 5: N o F- w w �U U- 0 O U N. O Z � i f Presouth.pks Flow Frequency Analysis Time Series File:presouth.tsf Project Location:Sea -Tac 0 z ' { Ax W u� D . .J U: UO U U W= CO) L W O; U. �/ ry w i .Z F- � w ~: � p ;O CO w w . U. �: —O Z , w O ~. z 0 - -- Annual Peak.Flow Rates - -- - - -- -Flow Frequency Analysis----- - Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.340 2 2/09/01 15:00 0.598 1 100.00 0.99 0 0 0.157 7 1/05/02 16:00 0.340 2 25.00 0.96 s 0.326 3 2/28/03 3:00 0.326 3 10.00 0.90 0 0.075 8 8/26/04 2:00 0.311 4 5.00 0.80 F 0 0:188 6 1/05/05 8:00 0.295 5 3.00 0.66 0.311 4 1/18/06 16:00 0.188 6 2.00 0.50 0 0.295 5 11/24/06 4:00 0.157 7 1.30 0.23 1 0:.598 1 1/09/08 6:00 0.075 8 1.10 0.09 1 Computed Peaks 0.512 50.00 0.98 0 z ' { Ax W u� D . .J U: UO U U W= CO) L W O; U. �/ ry w i .Z F- � w ~: � p ;O CO w w . U. �: —O Z , w O ~. z 0 0 z ' { Ax W u� D . .J U: UO U U W= CO) L W O; U. �/ ry w i .Z F- � w ~: � p ;O CO w w . U. �: —O Z , w O ~. z y� Devsouth.pks Flow Frequency Analysis Time Series File:devsouth.tsf Project Location:Sea -Tac z w J U: UO U U. W J f.. CO LL W O' J LL � D. W: z ~; z o` Dp O CO! W Wi H U O ui Z O Z - -- Annual Peak.Flow Rates - -- - - -- -Flow Frequency Analysis----- - Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.810 6 2/09/01 2:00 1.61 1 100.00 0.99 0 0 0.669 8 1/05/02 16:00 1.07 2 25.00 0.96 0.962 3 2/27/03 7:00 0.962 3 10.00 0.90 0 0.735 7 8/26/04 2:00 0.879 4 5.00 0.80 .., 0 0.879 4 10/28/04 16:00 0.865 5 3.00 0.66 7. -� 0.865 5 1/18/06 16:00 0.810 6 2.00 0.50 0 1.07 2 10/26/06 0:00 0.735 7 1.30 0.23 1.61 1 1/09/08 6:00 0.669 8 1.10 0.09 Computed Peaks 1.43 50.00 0.98 z w J U: UO U U. W J f.. CO LL W O' J LL � D. W: z ~; z o` Dp O CO! W Wi H U O ui Z O Z vca { Rdout.pks Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea -Tac 0 �Z �W u� D' 00' CO =' CO o w 9 -5 LL ¢. W` Z O O 25 U 0 CO W Wt U. LL — 0; Z� W U U- 0 ~ Z 0 - -- Annual Peak.Flow Rates - -- - - -- -Flow Frequency Analysis----- - Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period � 0.526 2 2/09/01 19:00 1.10 4.14 1 100.00 0.99 0 0. 0.149 7 1/06/02 5:00 0.526 4.04 2 25.00 0.96 � 0.2.83 5 2/28/03 7:00 0.326 4.00 3 10.00 0..90 0 E. 0 0..147 8 8/24/04 0:00 0.316 3.83 4 5.00 0.80 0.188 6 1/05/05 14:00 0.283 3.39 5 3.00 0.66 7 a 0.316 4 1/18/06 22:00 0.188 2.68 6 2.00 0.50 0 0.326 3 11/24/06 7:00 0.149 1.66 7 1.30 0.23 1.10 1 1/09/08 10:00 0.147 1.62 8 1.10 0.09 Computed Peaks, 0.907 4.11 50.00 0.98 0 �Z �W u� D' 00' CO =' CO o w 9 -5 LL ¢. W` Z O O 25 U 0 CO W Wt U. LL — 0; Z� W U U- 0 ~ Z 0 0 �Z �W u� D' 00' CO =' CO o w 9 -5 LL ¢. W` Z O O 25 U 0 CO W Wt U. LL — 0; Z� W U U- 0 ~ Z Rvl si PM ) � 7 ) -4 I ,- " I J J i Retention /Detention Facility Type of Facility: Detention Pond Side Slope: 3.00 H:lV Pond Bottom Length: 93.95 ft Pond Bottom Width: 46.98 ft Pond Bottom Area: 4413. sq. ft Top Area at 1 ft. FB: 9541. sq. ft 0.219 acres Effective Storage Depth: 4.00 ft Stage 0 Elevation: 58.00 ft Storage Volume: 25186. cu. ft 0.578 ac -ft Riser Head: 4.00 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2.06 0.230 2 2.68 1.76 0.096 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac -ft) (cfs) (cfs) (sq. ft) 0.00 58.00 0. 0.000 0.000 0.00 4413. 0.02 58.02 88. 0.002 0.017 0.00 4430. 0.04 58.04 177. 0.004 0.024 0.00 4447. 0.06 58.06 266. 0.006 0.029 0.00 4464. 0.09 58.09 401. 0.009 0.034 0.00 4490. 0.11 58.11 491. 0.011 0.038 0.00 4507. 0.13 58.13 581. 0.013 0.041 0.00 4524. 0.15 58.15 672. 0.015 0.045 0.00 4541. 0.17 58.17 763.. 0.018 0.048 0.00 4558. 0.19 58.19 854. 0.020 0.051 0.00 4575. 0.29 58.29 1316. 0.030 0.062 0.00 4662. 0.39 58.39 1786. 0.041 0.072 0.00 4749. 0.49 58.49 2266. 0.052 0.081 0.00 4836. 0.59 58.59 2754. 0.063 0.089 0.00 4925. 0.69 58.69 3251. 0.075 0.096 0.00 5014. 0.79 58.79 3756. 0.086 0.102 0.00, 5104. 0.89 58.89 4271. 0.098 0.109 0.00 5194. 0.99 58.99 4795. 0.110 0.115 0.00 5286. 1.09 59.09 5328. 0.122 0.120 0.00 5378. 1.19 59.19 5871. 0.135 0.126 0.00 5471. 1.29 59.29 6423. 0.147 0.131 0.00 5564. 1.39 59.39 6984. 0.160 0.136 0.00 5658. 1.49 59.49 7554. 0.173 0.141 0.00 5753. 1.59 59.59 8134. 0.187 0.145 0.00 5849. 1.69 59.69 8724. 0.200 0.150 0.00 5945. 1.79 59.79• 9323. 0.214 0.154 0.00 6042. 1.89 59.89 9933. 0.228 0.158 0.00 6140. 1.99 59.99 10551. 0.242 0.162 0.00 6239. 0 Z � W W� U Co 0 J � W . w O}: F- 9E Wj � ~W z � E- O W 7. 5. U a. ;O N. C H WW 5 . LL 0 .. Z. H = O Z tMM f � :i y' 2.09 r 2.19 aw• �s oar t� ;j btgr t l�� twit I 2.29 2.39 2.49 2.59 2.68 2.70 2.72 2.73 2.75 2.77 2.79 2.81 2.83 2.84 2.94 3.04 3.14 .3.24 3.34 3.44 3.54 3.64 3.74 3.84 3.94 4.00 4.10 4.20 4.30 4.40 4.50 4.60 4.70 4.80 4.90 5.00 5.10 5.20 5.30 5.40 5.50 5.60 5.70 5.80 5.90 6.00 60.09 11180. 0.257 0.166 0.00 6338. 60.19 11819. 0.271 0.170 0.00 6438. 60.29 12468. 0.286 0.174 0.00 6538. 60.39 13127. 0.301 0.178 0.00 6640. 60.49 13796. 0.317 0.182 0.00 6742. 60.59 14475. 0.332 0.185 0.00 6845. 60..68 15095. 0.347 0.188 0.00 6938. 60.70 15234. 0,350 0.190 0.00 6959. 60.72 15374. 0.353 0.192 0.00 6980. 60.73 15444. 0.355 0.196 0.00 6990. 60.75 15584. 0.358 0.201 0.00 7011. 60.77 15724. 0.361 0.207 0.00 7032. 60.79 15865. 0.364 0.215 0.00 7053. 60.81 16006. 0.367 0.223 0.00 7074. 60.83 16148. 0.371 0.225 0.00 7095. 60.84 16219. 0.372 0.228 0.00 7105. 60.94 16935. 0.389 0.240 0.00 7210. 61.04 17661. 0.405 0.251 0.00 7317. 61.14 18398. 0.422 0.261 0.00 7423. 61.24 19146. 0.440 0.270 0.00 7531. 61.34 19904. 0.457 0.279 0.00 7639. 61.44 20673. 0.475 0.287 0.00 7748. 61.54 21454. 0.493 0.294 0.00 7858. 61.64 22245. 0.511 0.302 0.00 7968. 61.74 23047. 0.529 0.309 0.00 8079. 61.84 23861. 0.548 0.316 0.00 8191. 61.94 24686. 0.567 0.322 0.00 8304. 62.00 25186. 0.578 0.326 0.00 8372. 62.10 26029. 0.598 0.794 0.00 8485. 62.20 26883. 0.617 1.650 0.00 8600. 62.30 27749. 0.637 2.750 0.00 8715. 62.40 28626. 0.657 4.050 0.00 8831. 62.50 29515. 0.678 5.520 0.00 8947. 62.60 30416. 0.698 6.950 0.00 9065. 62.70 31328. 0.719 7.490 0.00 9183. 62.80 32252. 0.740 7.980 0.00 9301. 62.90 33188. 0.762 8.450 0.00 9421. 63.00 34136. 0.784 8.890 0.00 9541. 63.10 35096. 0.806 9.310 0.00 9662. 63.20 36069. 0.828 9.720 0.00 9784. 63.30 37053. 0.851 10.100 0.00 9906. 63.40 38050. 0.874 10.470 0.00 10029. 63.50 39059. 0.897 10.830 0.00 10153. 63.60 40081. 0.920 11.180 0.00 10277. 63.70 41115. 0.944 11.510 0.00 10403. 63.80 42161. 0.968 11.840 0.00 10529. 63.90 43220. 0.992 12.160 0.00 10655. 64.00 44292. 1.017 12.470 0.00 10783. Hyd Inflow Outflow -Ft) Peak 0.605 25545. 0.586 Target Calc Stage Elev 1 1.61 * * * * * ** 1.10 4.14 62.14 2 0.81 * * * * * ** 0.53 4.04 62.04 3 0.82 0.33 0.33 4.00 62.00 4 0.86 * * * * * ** 0.32 3.83 61.83 5 0.96 * * * * * ** 0.28 3.39 61.39 6 0.52 0.19 0.19 2.68 60.68 Storage (Cu -Ft) (Ac -Ft) 26334. 0.605 25545. 0.586 25173. 0.578 23808. 0.547 20324. 0.467 15088. 0.346 0 Z Z W W D° d WD J � L: W O. U. J N = W Z� Z Off. � p! O N, D 1-. W W �U - O. 111 Z P= O Z ` \ /{ <& 7 0.87 0.I5 1.66 59.66 ~ � O 0.74 *^+***+ 0.16 1.62 59,62 : 8570. 0.I97 8329. 0'I91 � ` . ` .` ' mm � C.) 0, 93 � Co LLI �LU�� ~J �� LL: O� LL ^ z ` 0 �-�: � .~° --� ` �- LL .z �/� ---------------------------------- ` Route Time Series through Facility Inflow Time Gazieo Fila:dan000tb,taf Outflow Time Series Filo:zdoot � Inflow/Outflow Analysis | . Peak Inflow Discharge: 1.60 CFS at 6:00 on Jan S in Year 8 ,m Peak Outflow Discharge: 1.10 CFS at lU:QO on Jan 9 in Year 8 Peak Reservoir Stage: 4.14 Ft Peak Reservoir Olev: 62.14 Ft / Peak Reservoir Storage: 26334. Co-Ft { ,`n . , 0 6O6 Ac-Ft FIow Fzagoeooy Analysis ` Time Series FiIe:zdoot.tsf . Pro]eot Looatioo;Sea-Tao ` -.--Annual Peak Flow Rates --- ----- Flow Frequency Aualyoio------- Flow Bate Rank Time of Peak - - Peaks - - Rank Batoro Prob (CFS) (CF8) (ft) Period .526 2 2/09/01 IS:OO 1.10 4.14 l I00.00 0.990 0'149 7 1/06/03 S:OO 0'526 4.04 2 25'00 0'960 S 2/28/03 7:00 0'326 4.00 3 10'00 0.900 ' 0.I47 8 8/24/04 0:00 ' 0.316 3.83 4 5.00 0,800 0'188 6 I/05/05 14 :O0 0'283 3.39 5 3'00 0.667 4 I/I8/06 22:00 0'188 2.68 6 2.00 0.500 0.326 3 II/24/06 7:00 0.149 I.66 7 1.30 0.231 1.1 ( l 1/09/08 lO/OO 0.I47 1.62 O 1.10 0.09I l` ' Computed .Peaks ` ' ^ 0'907 4.11 50.00 0.980 | . `| ~J . � ( .� -^ / ^� � ` . ` .` ' mm � C.) 0, 93 � Co LLI �LU�� ~J �� LL: O� LL ^ z ` 0 �-�: � .~° --� ` �- LL .z �/� APPENDIX B - ON -SITE WATER QUALITY CALCULATIONS Z �W U O' co) 0, W= J � N O W 9:3 IL Q' co) F— W Z �. W 2 a D Q .0 NI = W. 0� LL ~O;. 111 Z U Ni Z f 1117111 . cFxA i s" Z �W U O' co) 0, W= J � N O W 9:3 IL Q' co) F— W Z �. W 2 a D Q .0 NI = W. 0� LL ~O;. 111 Z U Ni Z aN3wriboa 3H1 :dO J l 1 . n y n o 31-11 01 3 n o I I I 130IlON SIHl NVH.LHV310 SS31 SI 3WV8=1 SIHl NI 1N3wnwa 3H1 =11 :30110N North Wet Pond Seattle INS Calculations for Water Quality Treatment (1998 KCSWDM Criteria) For 6- month, 24 -hr Design Event Design Calculations for Wet Vault Design Criteria: King County SWDM 6.4.2 Step1: Identify required wetpool volume factor (t) Basic 3 Large 4.5 Step 2: Determine rainfall (R) for the mean annual storm. From Figure 6.69, R= 0.47 inches or 1039167 feet Step 3: Calculate runoff from the mean annual storm (Vr) for the developed site. Volume of runoff from mean annual storm (Vr) _ (0.9Ai + 0.25Atg + 0.10Atf + 0.01Ao) x (R/12) Surface- Area (so Ai (Impervious) 241758 Atg (Till Grass) 57935 Atf (Till Forest) 0 Ao (Outwash) 0 Step 4: Calculate Wetpool Volume Vb =f *Vr Step 5: Determine Wetpool Dimensions Vr (cf) _ (0.9* 241758 +0.25* 57935 +0.10* 0 +0.01* 0 )* 0.039167 = 9089 Vb (co _ 3* 9089 = 27G268 cf ..�... -, . _.. -._... ,. _ > ... ... .. :.._. .::_... ....._ -. ...-_ _.r; ."r'}T`m.. r. .. �. : - - _ - - .rn ^ �..:..^ si3^ N' u. L' kv' 34M!. SR. w: 1" FKl+va'Y.�'se +^+Ct�,.sr�T�1 -cs� 1.•...r .. e+,.w.:,..... c- ss.._..r_. •.... —e *e _ _ '1N3Wf100a 3H1 �O Ainvno 3Hl 013f1a SI 1130110N SIHl NV SS3l_ SI 3W"A SIHl NI,1N3Wf100Q 3H1 =11 :3011M South Wet Pond Seattle INS Calculations for Water Quality Treatment (1998 KCSWDM Criteria) For 6- month, 24 -hr Design Event Design Calculations for Wet Vault Design Criteria: King County SWDM 6.4.2 Step1: Identify required wetpool volume factor (f) Basic 3 Large 4.5 Step 2: Determine rainfall (R) for the mean annual storm. From Figure 6.69, R= 0:47 inches or Qs039167 feet Step 3: Calculate runoff from the mean annual storm (Vr) for the developed site. Volume of runoff from mean annual storm (Vr) = (0.9Ai + 0.25Atg + 0.10Atf + 0.01Ao) x (R/12) Surface: ....: Area (s Ai (Impervious) 125888 Atg (Till Grass) 75794 Atf (Till Forest) 0 Ao (Outwash) 0 Step 4: Calculate Wetpool Volume Vb =f *Vr Step 5: Determine Wetpool Dimensions Vr (cf) = (0.9* 125888 +0.25* 75794 +0.10* 0 +0.01* 0 )* 0.039167 = 5180 Vb (cl) = 3* 5180 — 9 cf APPENDIX C - CONVEYANCE CALCULATIONS 0 t' l ii r 64 APPENDIX C - CONVEYANCE CALCULATIONS 0 File: D04 -0026 35mm Drawing #6 W ne 6 J U• U 0 U 0° W =` J 1. U) LL W O• }' g~ J; LL.Q N d i▪ W Z� Z O`. W 2 Di U 0. uy O 1-` Wuj 1- U: u. =: 0. Z'. U co 1:-: =i O Z � H v ju 1 2 -Year MRI 5 -Year MRI 10 -Year MRI 25 -Year MRI 50 -Year MRI 100 -Year MRI Location m n m n m n m n m n m n Aberdeen and Hoquiam 5.10 0.488 6.22 0.488 7.06 0.487 8.17 0.487 9.02 0.487 9.86 0.487 Bellingham 4.29 0.549 5.59 0.555 6.59 0.559 7.90 0.562 8.89 0.563 9.88 0.565 Bremerton 3.79 0.480 4.84 0.487 5.63 0.490 6.68 0.494 7.47 0.496 8.26 0.498 Centralia and Chehalis3.63 0.506 4.85 0.518 5.76 0.524 7.00 0.530 7.92 0.533 8.86 0.537 Clarkston and Colfax 5.02 0.628 6.84 0.633 8.24 0.635 10.07 0.638 11.45 0.639 12.81 0.639 m N NOTICE: IF THE DOCUMENT IN THIS FRAME I LE SS CLEAR DOCUMENT. - THIS NOTICE IT IS DUE TO THE QUALITY t = a 0 0 Colville 3.48 0.558 5.44 0.593 6.98 0.610 9.07 0.626 10.65 0.635 12.26 0.642 Ellensburg 2.89 0.590 5.18 0.631 7.00 0.649 9.43 0.664 11.30 0.672 13.18 0.678 _ Everett 3.69 0.556 5.20 0.570 6.31 0.575 7.83 0.582 8.96 0.585 10.07 0.586 N k Forks 4.19 0.410 5.12 0.412 5.84 0.413 6.76 0.414 7.47 0.415 8.18 0.416 p Hoffstadt Cr. (SR 504)3.96 0.448 5.21 0.462 6.16 0.469 7.44 0.476 8.41 0.480 9.38 0.484 Hoodsport 4.47 0.428 5.44 0.428 6.17 0.427 7.15 0.428 7.88 0.428 8.62 0.428 Kelso and Longview 4.25 0.507 5.50 0.515 6.45 0.519 7.74 0.524 8.70 0.526 9.67 0.529 ?� Leavenworth 3.04 0.530 4.12 0.542 5.62 0.575 7.94 0.594 9.75 0.606 11.08 0.611 C) 3 Moses Lake 2.61 0.583 5.05 0.634 6.99 0.655 9.58 0.671 11.61 0.681 13.63 0.688 cb Mt. Vernon 3.92 0.542 5.25 0.552 6.26 0.557 7.59 0.561 8.60 0.564 9.63 0.567 n tJ Naselle 4.57 0.432 5.67 0.441 6.14 0.432 7.47 0.443 8.05 0.440 8.91 0.436 CD Olympia 3.82 0.466 4.86 0.472 5.62 0.474 6.63 0.477 7.40 0.478 8.17 0.480 -j, Omak 3.04 0.583 5.06 0.618 6.63 0.633 8.74 0.647 10.35 0.654 11.97 0.660 Pasco and Kennewick 2.89 0.590 5.18 0.631 7.00 0.649 9.43 0.664 11.30 0.672 13.18 0.678 Port Angeles 4.31 0.530 5.42 0.531 6.25 0.531 7.37 0.532 8.19 0.532 9.03 0.53 Poulsbo 3.83 0.506 4.98 0.513 5.85 0.516 7.00 0.519 7.86 0.521 8.74 0.523 Queets 4.26 0.422 5.18 0.423 5.87 0.423 6.79 0.423 7.48 0.423 8.18 0.424 Seattle 3.56 0.515 4.83 0.531 5.62 0.530 6.89 0.539 7.88 0.545 8.75 0.545 Sequim 3.50 0.551 5.01 0.569 6.16 0.577 7.69 0.585 8.88 0.590 10.04 0.593 Snoqualmie Pass 3.61 0.417 4.81 0.435 6.56 0.459 7.72 0.459 8.78 0.461 10.21 0.476 Spokane 3.47 0.556 5.43 0.591 6.98 0.609 9.09 0.626 10.68 0.635 12.33 0.643 Stevens Pass 4.73 0.462 6.09 0.470 8.19 0.500 8.53 0.484 10.61 0.499 12.45 0.513 Tacoma 3.57 0.516 4.78 0.527 5.70 0.533 6.93 0.539 7.86 0.542 8.79 0.545 Vancouver 2.92 0.477 4.05 0.496 4.92 0.506 6.06 0.515 6.95 0.520 7.82 0.525 Walla Walla 3.33 0.569 5.54 0.609 7.30 0.627 9.67 0.645 11.45 0.653 13.28 0.660 Wenatchee 3.15 0.535 4.88 0.566 6.19 0.579 7.94 0.592 9.32 0.600 10.68 0.605 Yakima 3.86 0.608 5.86 0.633 7.37 0.644 9.40 0.654 10.93 0.659 12.47 0.663 NOTICE: IF THE DOCUMENT IN THIS FRAME I LE SS CLEAR DOCUMENT. - THIS NOTICE IT IS DUE TO THE QUALITY t = a 0 0 r l:: :xa I.. . GEOTECHNICAL ENGINEERING STUDY PROPOSED INS SEATTLE DISTRICT OFFICE 12500 TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E -2579 44 MAR a 5 2004 D`ECO PMEIYT CITY OF TUMVILA APPROVED February 20, 2003 PREPARED FOR SABEY CORPORATION MAY I 0 20 a§ AS 1�0 1ED 3lJfLDiNG DtYtSfCrN ctn, o f 7 I Raymond A. Coglas, P.E. Project Manager Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 IN C O M P S TE (425) 643 -3780 LTR# Toll Free 1- 888 - 739 -6670 I V 2 0( 0 0 Z i w C UO cf) o, CO) =' J � to w w o 2� 9 (0 a = w Z �. • �o w ~ w U� O o� wW U LL 0 . 111 Z U CO. 0 F Z 27)r-) T( IMPORTANT INFORMAHON ABOUT YOUR GEOTECHNiCAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost - overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique set of project- specific factors. These typically include: the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage, or if a refriger- ated warehouse will be built instead of an unre- frigerated one; • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership, or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions,-their likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotechnical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be based on a geotechnical engineering report whose adequacy may have been affected by time. Speak with the geo- technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods, earthquakes or ground- water fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the client for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. Z Z �w QQ JU UO w� Cl) U. wo 9-1 LL ¢ cl) = �w Z H z� w w U13 O - o E_ wW o O w Z U= O Z TABLE OF CONTENTS E- 2579 -44 PAGE INTRODUCTION .................................................................... ............................... 1 General ........................................................................... ............................... 1 Project Description ............................... ............................... . .. ........................... 1 SITECONDITIONS ................................................................ ............................... 3 Surface ........................................................................... ............................... 3 Subsurface ...................................................................... ............................... 4 Groundwater .................................................................... ........ ........................ 5 LaboratoryTesting ............................................................ ............................... 5 DISCUSSION AND RECOMMENDATIONS ................................ ............................... 6 General ........................................................................... ............................... 6 SlopeStability .................................................................. ............................... 8 Site Preparation and General Earthwork .............................. ............................... 10 SlopeFill Placement .................................................... ............................... 11 StructuralFill .............................................................. ............................... 11 Foundations ............................................... ............................... 12 ............ ............................... �.................... Office Building Structure ............ 12 Garage Structure ........................................................ ............................... 15 Permanent Retaining and Foundation Walls ......................... ............................... 16 Seismic Design Considerations .......................................... ............................... 17 . Slab -on -Grade Floors ........................................................ ............................... 18 SiteDrainage .................................................................. ............................... 19 ModularBlock Walls ........................................................ ............................... 20 Excavationsand Slopes ............................ ............................... .......... 20 Rockeries ....................................................................... ............................... 21 Utility Trench Backfill ....................................................... ............................... 21 PavementAreas .............................................................. ............................... 22 LIMITATIONS ...................................................................... ............................... 23 AdditionalServices ......................................................... ............................... 23 Earth Consultants, Inc. z - w u� D. .3U UO. C o o J �. 0 LL: w O U . z a. z I! o � w F- � � Lll z U ST . z TABLE OF CONTENTS Plates 131 through B4 Grain Size Analyses Plates B5 and B6 Atterber-q Test Limits Data APPENDICES Armendix A Field Exploration Appendix B Laboratory Testing Results Z Z. LIJ 0 0: CO) a' ' 11) W: W:c CO _ CO U_ 0 J LL < D W 0 Z �_� W LLJ C01 0 w LL Z: U N z E - 2579 -44 ILLUSTRATIONS Plate 1 Vicinity Map Plate 2 Boring and Test Pit Location Plan (Office) Plate 3 Boring and Test Pit Location Plan (Garage) Plate 4 Cross Section A-A' Plate 5 Cross Section B-B' Plate 6 Cross Section C-C' Plate 7 Cross Section D -D' Plate 8 Cross Section E-E' Plate 9 Cross Section F-F' Plate 10 Cross Section G-G' 'Y Plate 11 Cross Section H-H' NA Plate 1 2 Slope Fill Placement Plate 13 Earth Pressure — Foundation Walls Plate 14 Foundation Wall Drainage and Backfill Plate 15 Retaining Wall Drainage and Backfill Plate 16 Typical Footing Subdrain Plate 17 Typical Utility Trench Fill !'`' Plate Al Legend Plates A2 through A103 Rarina and Test Pit Lnn--. Plates 131 through B4 Grain Size Analyses Plates B5 and B6 Atterber-q Test Limits Data APPENDICES Armendix A Field Exploration Appendix B Laboratory Testing Results Z Z. LIJ 0 0: CO) a' ' 11) W: W:c CO _ CO U_ 0 J LL < D W 0 Z �_� W LLJ C01 0 w LL Z: U N z Earth Consultants, Inc. (k ole 'link - Il Hll);hlvvr.K. 0 olo }fISIS N I tvircnnll< nt,ll Sc icnititits (Yn1Fl1'ul'II�NI'I'ttitilt); iO! �Y: \I3t)Illtilx•cticnlSc w February 20, 2003 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Dear Mr. Hagler: Mr. Ralph Hagler ESU 1blIShed 197 E- 2579 -44 Earth Consultants, Inc. (ECI) is pleased to submit our report titled " Geotechnical Engineering Study, Proposed INS Seattle District Office, 12500 Tukwila International Boulevard, Tukwila, Washington." This report presents the results of our field explora- tion, selective laboratory tests, and engineering analyses. In our opinion, the development is feasible from a geotechnical standpoint. The primary geotechnical considerations are related to foundation support, temporary slope construction, fill placement and compaction, and construction of the site retaining walls. Within the vicinity of,the proposed building structure, loose to medium dense silty sand and silt fill underlain by medium dense to very dense sand and silty sand soils were encountered. In our opinion the proposed building should be supported on pile foundations. Bearing soils suitable for support of pile foundations were encountered at depths of approximately 25 to 45 feet below the proposed finish floor elevation of the building. Slab -on -grade construction can be considered for the lower parking level, provided the slab is supported on at least one foot of structural fill. In our opinion the proposed garage structure planned for the north end of the site can be supported on a combination of pile foundations and conventional footings. The pile foundations will be necessary throughout the easterly portions of the building footprint. The subgrade soils exposed along the cuts throughout the westerly portions of -the building footprint should provide suitable support for conventional footings. Recommendations for pile foundations, conventional footings, site preparation, and other pertinent geotechnical recommendations are presented in this geotechnical study. 1805136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739.6670 z J- Z Ww �U UO CO o J = U) LL w O 9 a5 UQ co = �w Z �_O w ~ w �o o CO. o� w LU U O w z U co O� z Y;, { Sabey Corporation E- 2579 -44 February 20, 2003 Page 2 We appreciate the opportunity to provide geotechnical services during this initial phase of project P g 4z; ro ect develo ment, and we look forward to working with you in the future phases. of Should you or your consultants have questions about the content of this report, or if we can be of further assistance, please call. Sincerely, EARTH CONSULTANTS, INC. �e f Raymond A. Coglas, P.E. � Project Manager V RAC /csm pfll-t Earth Consultants, Inc. 0 z Z UV J U U O; W =� J � N IL. W O _ CY w > Z� H- O z W w: ;O M W W' H LL IL r O, W z U �: Z GEOTECHNICAL ENGINEERING STUDY PROPOSED INS SEATTLE DISTRICT OFFICE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E- 2579 -44 INTRODUCTION General This report presents the results of the Geotechnical Engineering Study completed by Earth Consultants, Inc. (ECI) for the proposed INS Seattle District Office and associated site development to be located along Tukwila International Boulevard in Tukwila, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site, and provide geotechnical recommendations for the proposed site development. Our services included subsurface exploration, laboratory testing, engineering analysis, and preparation of this report with geotechnical recommendations for the proposed site development. Project Description A schematic representation of the overall site development, proposed building location, and our exploratory, locations are approximately as shown on the Boring and Test Pit ' Location Plans (Plate 2 and Plate 3). The proposed building will consist of four levels of office space with three below grade parking levels. The approximate area of the building footprint is 135,000 square feet. The finish floor elevation of the lowest garage level will be approximately elevation 94 feet. The first floor office level will have a finish floor elevation of approximately elevation 124 feet. The building construction will be Type 1 (concrete). We estimate the column loads will be in the range of 800 to 1200 kips. Slab -on -grade loading will be relatively light, and will be on the order of 150 pounds per square foot (psf). The building excavation will require cuts on the order of twenty (20) to thirty -five (35) feet below the existing site grades. Due to the planned sixty -five (65) to seventy (70) foot offset of the building site from Tukwila International Boulevard, we anticipate there will be sufficient room to complete the building excavation using temporary slopes. Earth Consultants, Inc. z '~ w JU UO Co 0 w= S2 LL w 9� La ca = �w Z= w� w U� O N 0 F- wW F- P LL ui z U= o� z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 2 Cross Sections A -A' through E -E' presented on Plates 4 through 8 illustrate the approximate existing and proposed grades through the office building site. As part of the site development, a series of retaining walls will be constructed throughout the site to support the structural fill areas proposed throughout the landscaping and pavement areas of the site. Conventional cast -in -place and mechanically stabilized earth (MSE) walls are being considered for support of the fills. The wall heights will vary, and will be on the order of ten (10) to twenty -six (26) feet high at some locations. The fill areas will be primarily located to the north, south, and east of the proposed office building. Due to the undulating topography, the fill depths will vary, and in some areas will be on the order of twenty (20) to thirty (30) feet, To the north of the proposed office building site, construction of a garage structure and parking lot are planned. The approximate footprint of the parking garage structure is illustrated on Plate 3. The garage will be a two -story structure with one below grade } level that will daylight to the east. The finish floor elevation of the garage will vary from approximately elevation 66 feet at the north end of the structure to approximately elevation 82 feet at the south end. The building construction will consist of reinforced concrete with an upper post- tensioned slab and a lower slab -on- grade. We estimate column loads for the garage will be on the order of 150 to 250 kips. Due to the sloping topography throughout the easterly portions of the garage footprint, the placement of fills will be required to establish the finish floor elevation. Pile foundations will be utilized for support of the garage structure where fill placement along the existing slope will be necessary. Based on the proposed cuts that will be necessary along the westerly portions of the garage structure, we anticipate competent native soils suitable for support of conventional foundations will be exposed at the subgrade elevation along the majority of the west footing line. At the north end of the garage structure, construction of a storm water detention vault below the floor slab is being considered. The detention vault foundation will be located fifteen (15) to twenty (20) feet below the garage finish floor elevation. Based on the planned excavation depths for the garage structure and detention vault, an open cut excavation should be feasible. Earth Consultants, Inc. Z �Z �w gg JU 0 CO 0 CO LU J = CO LL W O LLQ CO :3 _CY �w z Z o_ UJI w U� O- o� w F-- ui Z CO Z_ GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 3 We understand a water quality storm water detention pond will be established to the east of the proposed office building development. The Boring and Test Pit Location Plan (Plate 2) illustrates the approximate location and configuration of the proposed pond. The pond construction will require a series of cuts and fills. The proposed cuts will be on the order of six feet below the existing ground surface elevation. The required fills to establish the perimeter berms at some locations will be on the order of six to eight feet. If any of the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design. SITE CONDITIONS Surface The approximate existing topography in the vicinity of the proposed building site and adjacent site development areas is represented on the Boring and Test Pit Location Plans (Plate 2 and Plate 3). The upper west portions of the building site. consist primarily of gravel roadways and temporary construction parking areas. Throughout the proposed office building site the topography slopes downward to the east, and is interrupted by a relatively flat bench area along the east side of the building footprint. The sloped areas of the site are generally inclined at grades of approximately 40 percent to 60 percent. The height of the existing slopes throughout the proposed building site are in the range of approximately 20 feet to 40 feet. In the vicinity of the proposed garage structure, the surface conditions are generally similar to the office building site. Gravel surfaced construction roadways and a relatively level bench area are located throughout the southerly half of the site. The surface topography slopes downward to the east at grades of approximately 40 percent to 70 percent in some areas. At the time our subsurface explorations were performed (July 2000, March 2001, December 2002, and January 2003), the existing slopes located throughout the development areas of the site were observed for signs of instability and severe erosion. Based on our observations of the existing slopes, there appears to be no indications of instability. Slide scarps, tension cracks, or areas of severe erosion were not observed. During ECI's involvement at the site over the past two to three years, we have not observed signs of slope instability throughout the proposed development areas of the site. Earth Consultants, Inc. z 1 z ~ w I X JU 00 Co 0 U) LLI J 3: � w O. J L? co a =w �- _ z �- O z E- w w U� O- OH wW LL 0 W z. U= o� z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 4 w Subsurface Earth Consultants, Inc. Z �w 1�1 � JU UO CO CO W J CO LL w �Q = a �w z �- O Z w U� O - o�_ w u' O ui Z O Z The subsurface conditions at the site were explored by drilling a series of borings and excavating a series of test pits at the approximate locations shown on Plates 2 and 3. Please refer to the boring and test pit logs, Plates A2 through A103 for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered in the vicinity of the proposed office building structure. :. Loose to medium dense silty sand and silt fill soils were observed to depths of twenty (20) to forty -five (45) feet below existing grade within the approximate footprint of the building. The majority of the existing fill will be removed as part of the excavation for the building structure. Cross Sections A -A' through E -E' (Plates 4 through 8) depict the approximate extent of the existing fill zones. It appears the existing fill may have ;., originated from previous grading of Highway 99, and was used to fill and level the original undulating topography. Underlying the existing fill soils, medium dense to very dense silty sand and poorly graded sand with silt soils were encountered. Based on geologic mapping of the area, the sand deposits are likely associated with Advance Outwash (Qva) or possibly Ice Contact (Q.vi) deposits. Recently performed deep borings suggest that the sand deposits are consistently dense below approximately Elevation 60 throughout the northern half of the building site, and approximately Elevation 50 to 60 feet throughout the southern half of the building site. The dense sand deposits are suitable for support of pile foundations. In the vicinity of the proposed garage structure at the northerly end of the site, silty sand and silt soils were encountered to varying depths below the existing grade. The deepest fill was encountered in the vicinity of Test Pit TP -103. The deep fill deposit appears to be localized and associated with an old ravine area. Underlying the fill, dense deposits of silt and silty sand were primarily encountered. Cross Sections F -F', G -G', and H -H' (Plates 9 through 11) depict the garage structure site and underlying subsurface conditions. Earth Consultants, Inc. Z �w 1�1 � JU UO CO CO W J CO LL w �Q = a �w z �- O Z w U� O - o�_ w u' O ui Z O Z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 5 Groundwater Groundwater seepage was encountered at the majority of the exploration sites. The groundwater seepage level was typically observed at the contact between the fill and native soils. However, groundwater seepage was also observed within the fill deposits and at lower levels within the native deposits. The presence of groundwater seepage should be expected in the proposed building excavations. We do not anticipate groundwater seepage will adversely impact the excavation for the proposed office building structure, which will primarily be conducted within the existing fill deposits. However, measures to intercept groundwater seepage around the perimeter of the building excavation during construction will likely be necessary. Groundwater seepage should also be expected in the excavation for the garage structure. During construction, groundwater seepage should be collected and discharged into temporary interceptor trenches, and directed to an appropriate discharge location. Due to the proposed foundation wall construction for the office building and garage structures, the use of foundation wall drains and free draining backfill should be considered. The use of a geocomposite sheet drain for collecting groundwater seepage along the foundation walls can also be considered. Permanent drainage around the building structures is discussed in the Permanent Retaining and Foundation Walls and Site Drainage sections of -this report. Groundwater seepage levels and the rate of seepage are not static, and fluctuations in the level and rates can be expected depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the level and rate of seepage is higher in the wetter winter months (typically October through May). Laboratory Testin Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Moisture content tests were performed on selected samples. The results of laboratory tests performed on specific samples are provided in Appendix B, or at the appropriate sample depth on the boring and test pit logs. It is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results. ECI cannot be responsible for the interpretation of these data by others. Earth Consultants, Inc. • •. � ..:r 33N.3`��t�•"'• +.:.a�LJ:• «::J fS:a+,,.,,,�..,�, ..,.. „.ra....w,i+. +Qii7.aiiia.� ;� z z �w QQ JU U0 co CO a CO W w La co :3 i F . w z w� w U� O N. o �- wW `-` O w U= O z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 6 In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen (15) days following completion of this report unless we are otherwise directed in writing. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, it is our opinion the proposed site development is feasible from a geotechnical perspective, provided the recommendations contained in this report are incorporated into the final design. The primary geotechnical considerations for the project are related to foundation support, temporary slope construction, fill placement and compaction, and construction of the site retaining walls. In our opinion, the proposed office building structure can be supported on piling or drilled pier foundations bearing in the dense to very dense sand and silty sand soils encountered at depths of approximately 25 to 45 feet below the proposed finish floor elevation of the office building (Elevation 94 feet). In our opinion, the building slab -on -grade can be supported a minimum of one foot of structural fill. In our opinion, the proposed garage structure located to the north of the office building can be supported on. a combination of conventional footings and pile foundations. Due to the sloping topography throughout the easterly portions of the garage structure footprint, the use of pile foundations is being considered. Based on the proposed cuts that will be necessary to establish the subgrade elevation along the west side of the garage structure, competent native soil should encountered along the majority of the west footing line. The exception would be in the vicinity of Test Pit TP -103, where a deep deposit of fill was encountered. Overexcavation and replacement, or the use of pile foundations may be necessary in this area. We understand the proposed detention vault structure will be located below the garage slab at the north end of the structure. The detention vault foundation will be located approximately 15 to 20 feet below the garage slab elevation. The detention vault structure will likely be supported on a combination of conventional footings and pile foundations, and will effectively serve as the foundation for the garage structure at the northerly end of the building. Earth Consultants, Inc. ..M• ..}: :.y:..�lia. ..:;isn:2»: rt.:6.tY'r u'.viw.: w..wJ 77=7r.,x. >..� . .x�.vtwt'r...' - .. ..� , .1:: : z I-: ' w � D UO � J= ILLI S2 LL wo LLa co D = �w z f- o w ~ w U� oN o �- wW LL o w z U= O z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 7 r In our opinion, the excavation for the proposed office building can be accomplished using an open cut with temporary slopes. The maximum excavation depth below existing site grades will be approximately 35 feet. The building site is setback approximately 65 to 70 feet from the west property line. Based on the planned excavation depths and building setback from the property line, it is our opinion construction of stable temporary slopes is feasible. Recommendations for temporary slope construction are presented in the Excavations and Slopes section of this report. The planned site development areas located primarily to the south and east of the proposed building structure will require structural fill placement and the construction of retaining walls. The walls will be up to approximately 25 feet in height, and will likely consist of cast -in -place (CIP) walls, and mechanically stabilized earth (MSE) and modular block walls. Successful placement of the fills will require that the fills be keyed -in to the existing slope surfaces. Fill placement and compaction requirements are discussed in the Site Preparation and General Earthwork section of this report. In our opinion, construction of the proposed w geotechnical standpoint. In our opinion, constri establishment of a soil pond liner should conforr Design Manual requirements. These requirements the 1998 Surface Water Design Manual. ter quality pond is feasible from a ction of the compacted berms and to the King County Surface Water are provided in Chapters 5 and 6 of This report has been prepared for the exclusive use of Sabey Corporation and their representatives. The report was prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Earth Consultants, Inc. Sli .I ..L;AULa.J:L.+4+�1 �A�L1�+ .::.4::..F�(�[ti.rKi.t.�1w .'..��H3M�w1 :+ ...XY.. Ft�iaYL+ ItY+ 1wJ. NJ :1rJ.'r�F +FijiilL.J+I �•. vLw:�1�4� Z ;_ z �w D UO CO Q. w= J � CO LL W O. J LL a to D = �w z �O Z�_ LLJ w U O - o�_ W 16 z ui U= ~O h- z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 8 w Slope Stability t A slope stability analysis was performed for the purpose of assessing the stability of the temporary slopes for the building excavation. Additional stability analyses were also performed to assess the post- construction stability of the proposed fill areas where retaining wall construction is planned. The existing stability of the site was also assessed as part of our stability analysis. Based on our subsurface investigation, field observations, and numerical analysis, it is our opinion the existing slopes are stable in their present condition. During our field explorations, the existing slopes were observed for signs of instability. At the time of our field explorations, there were no signs of slope y instability or areas of severe erosion observed during the summer and fall of 2000, during the winter of 2001, and recently during the 2002 — 2003 winter season. The computer program PCSTABL 6 was used to model the proposed excavations and fill areas for the construction and post- construction conditions. Cross - Sections A -A', B -B', and D -D' (Plates 4, 5, and 7) illustrate the approximate existing site topography, building and fill locations, and critical failure plane produced from the global stability analysis. Subsurface data interpreted from the field exploration has also been included on the cross sections. Soil strength parameters for the stability analyses were selected based on correlation with penetration resistance values, laboratory test results, and our past experience with similar soil conditions. For long -term post- construction seismic analysis, we included a lateral seismic coefficient of 0.20 to model the effects of a strong motion ?_ earthquake. Earth Consultants, Inc. z i� Z �w QQ J0 00 w� � w 0 I¢ = d w z �. I= 0 z�_ w W , U� 0 V3 o� =U U- 0 w z CO z 7. . r: ,,,,... •��s,'..:.�.: = rill+ � saa.:.,:�aE.:,a.;:.:��... GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 9 I The results of our slope stability analysis addressing global stability indicate the following minimum factors -of- safety: Stability Analysis Section Post - Construction A -A' Static Seismic 1.8 1.2 Section Temporary - Construction 6 -13' Static Seismic 1.4 N/A Section Post - Construction - D -D' - Static Seismic 1.5 1.1 The stability analysis indicates factors -of- safety of 1.4 for the construction condition, and at least 1.5 for the static post- construction conditions. For the seismic condition using a lateral seismic coefficient of 0.20, the stability analysis indicates a factor -of- safety of at least 1.1. In our opinion, the factors -of- safety derived from the global stability analysis are acceptable. The critical failure surfaces are illustrated on the slope cross sections (Plates 4, 5, and 7). Provided the recommendations of this report are followed, it is our opinion that the risk of damage to the proposed development, or to adjacent properties, from soil instability will be minimal. It is our opinion the proposed construction will not significantly increase the potential for soil movement. This estimate of minimal risk for significant damage does not include unforeseeable or changed conditions. Earth Consultants, Inc. z JU cU 0 CO U) J F, N U_ w 0 LL ¢ �D = a �w z =. �0 z�_ W LU � o: U ON o �- w U- O Cd Z U= z The native soils are also moisture sensitive, and will become unstable when exposed to excessive moisture. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 10 Site Preparation and General Earthwork z z The proposed development areas of the site should be stripped and cleared of surface �w D vegetation and other deleterious materials. In our opinion, where the deeper fills to the U o of the proposed office building structure are planned, stripping of topsoil will not be Cl w necessary, provided the fills are adequately keyed -in to the existing slope surface. i �- Existing utility pipes that are abandoned should be plugged or removed. The temporary N o slope excavations for the building sites should be covered with plastic sheeting to protect them from erosion. Recommendations for temporary slope inclinations are presented in a the Excavations and Slopes section of this report. a �i The ground surface where structural fill or foundations are to be placed should be ? observed by a representative of ECI. Based on the planned excavation depths for the z o proposed office building, the existing loose to medium dense silty sand and silt fill soils UJ ? o ! will likely be encountered at the planned building pad elevation. Due to the relatively high L) co . ±: fines content of the fill soils, moisture sensitivity of the soils will be moderate 'to high. o Subgrade areas that are exposed to extended periods of precipitation will likely become = v unstable. If the subgrade becomes saturated and unstable, overexcavation of the LL 0 — ` unstable soil and replacement with structural fill or crushed rock may be necessary. z w CO) At the location of proposed garage structure, native silty sand and silt will likely be p encountered in the cuts. In the vicinity of Test Pit TP -103, existing fill soils will likely be Z encountered in the cuts. The native soils are also moisture sensitive, and will become unstable when exposed to excessive moisture. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 11 Slope Fill Placement The site work necessary to establish finish grades around the buildings will require a series of cuts and fills. At some locations, the proposed fills will be placed on the existing slopes. Fills placed on the existing slopes will need to be keyed -in to the slope face using a series of bench excavations. Guidelines for slope fill placement are presented on Plate 12. Prior to placing the fill, the slopes should be stripped of surface vegetation and topsoil. As illustrated on Plate 12, a structural fill keyway should be established at the toe of the slope fill, where applicable. Throughout much of the site, the fills placed on the existing slopes will ultimately be supported by permanent retaining structures. Subsurface drainage should be established at the interface between the existing slope face and the new fill where groundwater seeps are present. Structural Fill During dry weather, the native silty sand with gravel soils and the existing fill soils can be considered for use as structural fill outside the building foundation areas. The soil should be at or near its optimum moisture content at the time of placement. - At the time of our explorations, the dense to very dense silty sand with gravel soils were at or near their optimum moisture content. Successful use of the native silt and existing fill soils will depend on the ability of the contractor to aerate and moisture condition the soils, if necessary. Due to the moisture sensitive nature of the existing fill and native soils, a late spring or summer grading schedule should be considered. Success of compacting the fine grained silt soils may be improved by the use of a sheepsfoot roller. ECI will work with the contractor to assess the suitability of the on -site soils for use as structural fill. Fill for use during wet weather should consist of a fairly well graded granular material having a maximum size of four inches and no more than 5 percent fines passing the No. 200 sieve based on the minus 3/4 -inch fraction. Z W . W QQ N JU 00 N CO) LLI J H CO LL w LL W =w 1-- z�_ w w U O N 0 E- =U L- F- LL O w z U= o~ Z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 12 w Structural fill is defined as compacted fill placed under foundations, roadways, slabs, pavements, or other load- bearing areas. Structural fill placed under the footings for the garage structure, or other structures that will not be pile supported, should consist of crushed rock. Structural fill placed under slab -on -grade areas or non -load bearing areas should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density. The maximum dry density should be determined in accordance with ASTM Test Designation D -1557 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Foundations In our opinion, the proposed office building structure should be supported on piling or large diameter piers. The proposed garage structure can be supported on a combination of conventional foundations and piling. Specific foundation recommendations for each structure are described below. Office Building Structure For purposes of this 'report, we have considered augercast piles and large diameter pier foundations. The following tables provide allowable capacities for augercast piles and large diameter piers. Augercast Piles Diameter (inches) Compression (tons) Uplift (tons) * Lateral — Free Head (tons) 0.5" 1.0" 18 62 24 4 9 24 105 R1 7 14 Z W UO N co W J X � W O �j L� CO) d =W Z �o Z 2 5. Do o — oI— WW u. O Z W U= o Z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 13 The piles should be spaced with a center to center distance of at least three diameters. For short -term wind and dynamic loading, a one -third increase in the above allowable capacities can be assumed. The augercast piles should be embedded at least ten feet into the dense to very dense silty sand and sand bearing strata. Due to the variation in the bearing strata elevation, variable pile lengths will be necessary to achieve the minimum embedment into the bearing strata. Based on the proposed finish floor elevation of approximately elevation 94 feet, we estimate the augercast piles will range between thirty (30) feet and fifty (50) feet in length. The installation of the augercast piles should be observed by an ECI representative on a full -time basis. The piles should be installed by a contractor with experience in the successful installation of augercast piles. The piles should be installed with continuous - flight hollow stem auger equipment specifically designed for the installation of auger placed grout- injected piles. The grout injection point should be at the tip of the auger bit, below the cutting teeth. The contractor should provide sufficient auger length to extend the piles an additional ten feet beyond the anticipated pile depth, if necessary. The installation should be sequenced such that piles are not drilled within ten feet of uncured piles. . Each pile should be drilled and completely filled with grout in an uninterrupted operation. The grout should be placed under a minimum pressure of two hundred (200) pounds per square inch (psi) in order to ensure adequate bonding with the bearing soils. The grout pump should have an easily visible grout pressure gauge to verify adequate pressure is being obtained and a counter to allow calculation of the volume of grout pumped for each pile. The auger hoisting equipment should be capable of withdrawing the auger smoothly and at a constant rate without jumps or stops. A positive grout head of at least ten feet should be maintained at all times to prevent caving and the formation of voids. The contractor can accomplish this by slow withdrawal of the auger such that a column of grout extends at least ten feet above the auger tip. z �Z '~ w 6U 00 Cl) CO W J h=' CO LL w L? � =w z� �= o w 25 Do U O N OH W LLz ui CO) o~ z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 14 Higher capacities can be achieved by the use of large diameter drilled piers. The following table provides recommended allowable capacities for large diameter piers. Large Diameter Piers Diameter (inches) Compression (tons)* Uplift (tons) ** Lateral — Free Head (tons) 0.5" 1.0" 36 200 30 13 26 48 350 40 21 42 60 525 50 30 60 72 750 60 43 1 86 * Weight of pier has been subtracted from the calculated ultimate capacity * * Uplift Capacity Does Not Include Weight Of The Pier The piers should be spaced with a center to center distance of at least three diameters. For short -term wind and dynamic loading, a one -third increase in the above allowable capacities can be assumed. The drilled pier foundations should be Embedded at least fifteen (15) feet into the dense to very dense silty sand and sand bearing strata. We estimate the piers will be on the order of thirty -five (35) to fifty -five (55) feet in length, based on a finish floor elevation of approximately 94 feet. Due to the likelihood that loose soils will be encountered throughout the upper regions of the drilled pier excavations, casing of the excavations should be anticipated. The piers should be installed by a contractor with proven experience and success in the construction of large diameter pier foundations. In our opinion, at least two piers should be load tested to 200 percent of the design compression load. The standard procedure for static load testing is detailed in ASTM D 1143. The purpose of the load testing is to confirm that the design allowable load has a factor -of- safety of at least 2.0, and that settlements are within tolerable limits. Alternatives to the static load testina nrncPdurP nutlineri in ASTM D 1142 arp availahlP_ z �z �w aa JU U0 W= J� N U_ w J u_ CO) �w z I-0 z1_ 25 U ON O F- ww u. 0. .z w U= z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 15 Garage Structure Due to the sloping topography within the footprint of the proposed garage structure, a combination of conventional foundations and augercast pile foundations is being considered. The augercast pile foundations will be utilized primarily along the east side of the garage structure. The allowable augercast pile capacities provided above can be considered for the garage structure pile foundations. We estimate the length of the augercast piles below the existing ground surface elevation will range between twenty (20) and twenty -five (25) feet. As previously discussed, the installation of the augercast piles will need to be observed by the geotechnical engineer to confirm that adequate embedment into the bearing strata is achieved. Conventional foundations will likely be utilized along the west side of the garage structure where cuts will be necessary to establish the foundation subgrade elevation. For foundations bearing on the medium dense to dense silty sand and silt native soils, an allowable soil bearing capacity of five thousand (5,000) pounds per square foot (psf) can be considered for design of the foundations. An ECI representative should observe the foundation soil to verify that the dense to very dense native soils are exposed at the footing elevation. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty -four (24) inches, respectively. Loading of this magnitude would be provided with a theoretical factor -of- safety in excess of three against actual shear failure, provided the foundations are placed on the dense to very dense native soils. A one -third increase in the above allowable soil bearing capacity can be assumed for short -term wind and seismic loading conditions. If loose or unstable soil conditions are encountered at the footing subgrade elevation, the soil should be overexcavated to a depth at which the dense to very dense native soils are encountered. The width of the overexcavation should extend a minimum of eighteen (18) inches beyond the edges of the foundation. Additional overexcavation beyond the edges of the footing may be necessary, and should be assessed by ECI during construction. Overexcavated foundation soil should be replaced with crushed rock. As an alternative, Z ;M Z �w JU 00 CO CO U_ w J U? CO a �w Z �-O Z W �o U O N, o� w �- O 111 Z U= Z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 16 Lateral loads can be resisted by friction between the base and sides of the foundations and grade beams, and by passive soil pressure acting on the face of the buried portion of the foundations and grade beams. Resistance to lateral loads from passive earth pressures can be calculated using an equivalent fluid pressure of three hundred fifty (350) pcf. To achieve adequate passive resistance, the foundations must be backfilled with structural fill. As an alternative, the foundations can be poured neat against the undisturbed native soil. For frictional capacity, a coefficient of 0.35 may be used for foundations bearing on competent native soils or granular structural fill. In our opinion, friction along the base of pile supported grade beams should be neglected, although friction can be considered along the sides of grade beams. These lateral resistance values are allowable values; afactor -of- safety of 1.5 has been included. Footing excavations should be observed by a representative of ECI. Permanent Foundation and Retaining Walls Foundation and retaining walls should be designed to resist lateral earth pressures from the retained soils, and any surcharge loading. The foundation walls for the office building and garage structure will be restrained from movement by the floor diaphragms. The below grade foundation walls can be designed using a maximum earth pressure equivalent to 25H psf, where "H" equals the height of the excavation. The recommended distribution of the earth pressure is illustrated on Plate 13. The earth pressure value calculated as described above does not include surcharge loading due to traffic, adjacent foundations, construction loads, or any other loadings. If surcharges are to apply, they should be added to the above design lateral pressures. For passenger vehicle traffic surcharge loading, a uniform pressure of seventy (70) psf applied in a rectangular distribution should be applied to the walls, where applicable. ECI should assess surcharge loading from heavy truck traffic, if applicable. For earthquake loading, the lateral thrust can be approximated by a rectangular pressure distribution equal to six times the wall height (6H) in units of psf. z '~ w oC 2 D UO N LU J CO U_ w� LL? � =w z� }- o w �5 Do oN o f_ LLI =U L o w CO) o� z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 17 For conventional cantilever retaining walls designed to yield a minimum of 0.002 times the height of the wall, lateral earth pressures can be calculated using an equivalent fluid with a unit weight of thirty -five (35) pcf. For non - yielding walls, the equivalent fluid pressure should be increased to fifty (50) pcf. The above lateral earth pressure values assume the walls will be backfilled with free draining material. Surcharge loading of the walls should be added, where applicable. ECI can provide recommendations for surcharge loading from backfill slopes or adjacent foundation loading, if necessary. As stated above, a surcharge of seventy (70) psf applied in a rectangular distribution along the height of the wall can be used for passenger vehicle traffic surcharge loading. The walls should be provided with a perforated drain pipe and backfilled with a free - draining material. Typical wall backfill and drainage details for foundation walls and conventional cast -in -place retaining walls are presented on Plates 14 and 15, respectively. The walls should be backfilled with a free draining backfill. The free - draining backfill should extend at least eighteen (18) inches behind the wall. Use of a sheet drain such as Mira -Drain 6000 or equivalent can also be considered. The remainder of the backfill should consist of structural fill. Seismic Desion Considerations The Puget Sound region is classified as Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal (intraplate) events, ranging in depth from fifty (50) to seventy (70) kilometers. Such deep events have exhibited no surface faulting. Weaver and Shedlock (1989) researched the probable or known source areas for the crustal, intraplate, and subduction zone earthquakes in the Washington and Oregon area. Crustal and intraplate earthquakes are the only events in Washington and Oregon in which there is a historical record. Shallow crustal earthquakes occur within the North American Plate, and typically do not exceed focal depths of approximately 20 kilometers. Intraplate earthquakes occur in the subducting Juan de Fuca plate, and typically occur below depths of forty (40) kilometers. The recent February 28, 2001 earthquake that was focused just north of Olympia, Washington was Z �Z '~ w JU UO (/) w� C0 LL w 2� J U. C =w Z� I'_O Z �5 �o U ON o1!_ W �P u. O w z. 0- O Z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 18 The UBC Earthquake regulations have established a series of soil profile types that are used as a basis for seismic design of structures. Based on the encountered soil conditions, it is our opinion that soil type So from Table 16 -J of the 1997 UBC should be used for design. Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be large total and /or differential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results in the loss of grain -to -grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid for short periods of time. To have potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. Based on the soil and groundwater conditions observed at the site, it is our opinion that the site has a low susceptibility to liquefaction. The generally medium dense to very dense condition of the underlying native soil is the primary basis for this conclusion. In our opinion, the existing silty sand and silt fill soils also have a low susceptibility to liquefaction. - Slab -on -Grade Floors Construction of a slab -on -grade floor is planned for the proposed office, building structure. We understand that either a slab -on -grade or structural slab will be utilized for the garage structure. Based on the proposed finish floor elevation of approximately 94 feet, the existing silty sand and silt fill soils will likely be exposed at the subgrade elevation throughout the majority of the office building site. In our opinion, the slab -on -grade floor should be supported on at least one foot of granular structural fill. Loose or unstable Z �w J 00 Cl) CO W J � CO) LL w 2� 9 -1 LL ? CO D =w z� �- 0 w 25 U ON o�_ w LL 0 ..z w 0 o~ Z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 19 Site Drainage Finish grades around the buildings must be sloped such that surface water is directed away from the buildings. During construction, surface water runoff must not be allowed to stand in construction areas. Interceptor trenches should be provided along the perimeter of the excavation to intercept groundwater seepage before it enters the construction area, where necessary. Loose surfaces should be sealed by compacting the surface to reduce the potential for moisture infiltration into the soils. The presence of groundwater seepage should be expected in the proposed office building and garage structure excavations. An ECI representative should be on -site during the excavation phase of construction to assess groundwater conditions. If excessive groundwater conditions are encountered, the use of sumps may be necessary to collect and discharge groundwater seepage from the excavations. Groundwater seepage present along temporary slopes may cause piping and erosion of the slopes. Rock ballast can be placed in these areas to control piping and slope erosion, if necessary. The proposed perimeter foundation wall drains will help intercept groundwater around the proposed structures. We do not anticipate additional subdrains below the building slabs will be necessary to control groundwater seepage around the buildings. The need for subdrains below the building slabs, however, will be assessed at the time of construction. As previously discussed, Plate 14 illustrates a typical foundation wall drainage detail. For conventional shallow footings, a typical foundation drain detail is illustrated on Plate 16. Under no circumstances should roof downspout drain lines be connected to the footing or foundation wall drain systems. All roof downspouts must be separately tightlined to the site storm water system. Earth Consultants, Inc. Y z �z '~ w JU 000 w= J � U. w wa i �w z= I— 0 w W U� 0 U) o� =U �- 0 z CO 0 z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 20 Modular Block Walls Z w A series of mechanically stabilized earth (MSE) modular block walls will be used to D support the proposed fills that will be located primarily to the north, east, and south of 0 o the proposed office building. The overall height of the modular block walls will be on the ° order of ten (10) to twenty -six (26) feet at some locations. A design for the modular co III U block walls and reinforced backfill should be completed. For purposes of designing the U) w w 0 reinforced backfill, the following soil parameters can be considered: 0 J • Soil Unit Weight 135 pcf co a =w • Internal Angle of Friction 30 degrees z 1o z�_ • Allowable Soil Bearing Capacity 3,000 psf w D Contractor provided modular block designs should be reviewed by ECI. o �' Excavations and Slopes - w w O _ The following information is provided solely as a service to our client. Under no U circumstances should this information be interpreted to mean that ECI is assuming o responsibility for construction site safety or the contractor's activities; such responsibility Z is not being implied and should not be inferred. In no case should excavation slopes be greater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration, the soils observed throughout the planned excavation areas would be classified as Type C by OSHA. As such, temporary cuts in these soils should be sloped at an inclination no steeper than 1.5H:1 V (Horizontal:Vertical). ECI should observe the excavations to observe soil and groundwater conditions, and verify the OSHA soil type. ECI should review the temporary slope and grading plan and observe conditions during excavation to verify soil and groundwater conditions. If temporary slopes cannot be constructed in accordance with OSHA guidelines, the use of temporary shoring may be necessary. Earth Consultants, Inc. v::ui:.e�.. -' ei�.: r:, try+:.°.a1..i,�.�du.::4.��.::ox ,,.,.u....._ a+.�...� .::.:..�:a:: �:, • �.::.5.:_:_.u..:.....M ._..._ _. .... :.- .. ._... ...... ..... .. MYnyiMMl :tH{x✓FMt•'l:l':• 1u+.r.�.. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 w E- 2579 -44 Page 21 Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes or- installation of surface or subsurface drains. In any case, water should not be allowed to flow uncontrolled over the top of slopes. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. RnrkeriPs If rockeries are planned at the site, the construction should be in accordance with the Associated Rockery Contractors (ARC) Guidelines. Rockeries are erosion control features, and are not intended to function as retaining structures. ECI should observe excavations made for rockeries, and periodically observe the rockery construction. In areas where rockeries are placed in front of fills, the use of geogrid reinforcement within the fills may be necessary. ECI can provide recommendations for reinforced earth fills, if necessary. Utility Trench Backfill Based on the soil conditions encountered at the time of our exploration, the native soils and the majority of the existing fill soils should provide adequate support for utilities. If remedial measures are necessary to provide adequate support for utilities, the unsuitable soils can be overexcavated and replaced with a suitable crushed rock material and pipe bedding material such as pea gravel. Recommendations for remedial measures can be provided by ECI, as necessary during construction. Utility trench Backfill is a primary concern in reducing the potential for settlement in pavement areas. It is important that the utilities be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the haunches of these structures. Fill should be carefully placed and tamped to about twelve Z Z �w QQ JU U0 CO) CO W J � N U- W O L� N _ W �o W 2 5. U o �' o � WW p w CO o� z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Pavement Areas E- 2579 -44 Page 22 The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the Site Preparation and General Earthwork .section of this report. This means at least the top twelve 0 2) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D- 1557). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. Following preparation of the pavement subgrade, proofrolling of the subgrade should be observed by an ECI representative. The pavement subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. The following pavement section for lightly - loaded areas can be considered: • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or • Two inches of AC over three inches of asphalt treated base (ATB) material. Heavier truck - traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, the following sections can be considered for truck - trafficked areas: Z �Z w JU 00 w= J F_ N LL w J CO) d =w z� �o w 2 5 Do o co, o� w �U u. ~O .Z CO U =: O Z • Three inches of AC over six inches of CRB, or • Three inches of AC over four and one -half inches of ATB. These pavement thicknesses may be modified based on anticipated traffic loads and frequency. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 23 r LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the exploratory borings and test pits. Soil and groundwater conditions between the boring and test pit locations may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services We recommend that ECI be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. Z �z �w QQ JU 00 N J M CO LL w L? C F-w z z ►- O Z LLJ �p U 0 o� LU LU �O w z U M' 0 z We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing. D Reference: Puget Sound Area King County Map 655 By Thomas Brothers Maps Dated 2003 r j t N1 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Z Z W � QQ 2 D U 0 U) a U) W Ui T- U) U- Ui 0 to CY W r z W UJ O 0 H W 0 z co Z Earth Consultants, Inc. Geolechnlcal Engineering, Geology. Environmental Sciences Construction Testing & lCB0 / NVABO inspection services Vicinity Map INS Building Tukwila, Washington Drwn. GLS Date Dec. 2002 Proj. No. 2579-44 Checked MGM Date 12/30/02 Plate 1 Z Z W � QQ 2 D U 0 U) a U) W Ui T- U) U- Ui 0 to CY W r z W UJ O 0 H W 0 z co Z File: D04 -0026 35mm Drawing #7 -16 W'. D: UO co U J H • u. W O LL Q: • = W• F- _, • Z W W 2 p' :O = W' H- LO Z• - .O •z Final Slope Gradient • •• •• 21-1: IV Max. H Existing • = 111111 Grade Existing Grade •:�f:; ��; — ;. ;•: ;� '� ; ,r;�';•..: —ill Typical "Bench" 4 feet minimum i.: width 111 . III = 111 -111 "Key" 111 111 • Slope should be stripped of topsoil and unsuitable materials prior to excavating key way or benches. • Benches will typically be equal to a dozer blade width, approximately 8 feet, but a minimum of 4 feet. • Final Slope gradient should be 2 1 (Horizontal : Vertical) Max. • Final Slope face should be densified by over - building with compacted fill and trimming back to shape or by compaction with dozer or roller. • Planting or Hydroseeding slope face with a rapid growth deep rooted vegetative mat will reduce erosion potential of slope area. • Use of pegged -in -place jute matting or geotechnical fabric will help maintain the seed and mulch in place until the root system has an opportunity to germinate. • Structural Fill should be placed in thin loose lifts not exceeding 10 inches in thickness. Each lift should be compacted to no less than the degree specified in the site preparation and Earth Work Section of this report. No additional lift should be placed until compaction is achieved. Free draining, organic free, granular material with a maximum size of 3 inches, containing no more than 5 percent fines (silt and clay size particles passing the No. 200 mesh sieve) or other material approved by Geotechnical Engineer. •...�'•�•'•••' Key Way Fill is same as Structural Fill described above. Key Way should minimum 2 feet deep and 6 feet wide, extending the full length of the slope face. Approximate original grade. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geolechnical Engineers. Geologists 3 Environmental Scientists Construction Testing 6 IC BO / Wn60 Inspection Services SLOPE FILL PLACEMENT INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Proj. No. 2579 -44 Checked RAC Date 2/18/03 Plate 12 0 Z i~ Z �w D U0 w W Ito U- w V- � J u- U) �w Z Z O W �o U O N OH W w LL — 0, ui Z U= O Z � ��' ��' n ',L r� k� �` 4 T; �F' tt r 0 w n s1 ..:' « ...» —... �.....v,�. 7 tey; 7Yo.. �hY�t' f}#.;"• �g'"F_4�';;:r!T';"t"+(4Ct4'tY:; 7tvi a . :n7»,'Rs. 1' NOTE: For Dynamic Thrust - Use Rectangular Distribution Equal to 6H. c a C A 00 m a m i r p. � � a U � U ~ O d a. : Earth Consultants, Inc. I Geolechnical Engineers, Geologists & Environmental Scientists SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING EARTH PRESSURE -FOUNDATION WALLS INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Pro]. No. 2579 -44 Checked RAC Date 2/18/03 Plate 13 Z = Z QQ: 2 . JU UO CO) �LL WO Q � U_ V1 � = W Z� F_ O Z H 5 U� O CO. W LL - F li. O • Z' W U= O Z qrn _ ..�w;..rtrzart'CCeRtH 6th ±T'�SttY�:�k t flJ. C? �a:' R' t: �st�a ` +n�.x+An.+H9:.da'.9�rz n.:?t��rew,y. 18 Inches min. 12 inches FF Elevation Varies 18" min. ..:. ...:: :.. :.: • -- •,:.:..:; ; ��: III = 171111111111 ' ° Date Feb. 2003 ° ° ° ° 0 0 00 ° °° oo ° °0 • 0• •Oi.:�.o. Surface Seal; Native Soil or other low granular soil having no more than 5 .:' 0 I Z,0 ° Oo0 � ° O 0 ° o op o000 tJ� t',• ��. percent passing the #200 sieve and o° ° ��a;::i Excavated Slope 0 0 ° ° o ° ° o 0 0 000 0 • -;' 0 ♦� •o o 0 0 ° 0 0 - 096 0 0 0 ° •'' 00 0 a QOO .•• ; diameter. The percentage of particles a o 0 0 0 00 0 O passing the #4 sieve should be between 0 0 00o° 0 0 °0 0° "' •' 0 25 and 75 percent. , %1 Structural Fill Backfill 90 percent relative 0 0 0 00 0 ° 0 ° p o° 0 o •1•c• rO- '� ° '" 0 o0 0 0 c oo 0 o°°000 0 0 0 00 0p o 000 ° ° 0 Perforated Pipe •'; 1 inch Drain Rock ° °o a o 0 0 00 ° ° - °= = , o Wrapped with O D O O O D DD D Filter Fabric placed at or below the optimum moisture ,O 1) Free draining backfill should consist of Date Feb. 2003 Pro]. No. 2579 -44 Checked RAC Surface Seal; Native Soil or other low granular soil having no more than 5 .:' permeability Material percent passing the #200 sieve and no particles greater than 4 inches in o 0 0 ° 0 18 inches minimum of Free Draining diameter. The percentage of particles ° ° Backfill passing the #4 sieve should be between - •. 25 and 75 percent. _ .�;�-:o: Structural Fill Backfill 90 percent relative rO- '� ° '" compaction 2) Structural Fill backfili should be free of organics, clayey soils, debris and other o00 0' o a 1 inch Drain Rock deleterious materials. It should be O D O O O D DD D placed at or below the optimum moisture content. 3) Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Drain line should be bedded on and surround with free draining 1 inch drain rock. The drain• rock may be encapsulated with a geotechnicai drainage fabric at the engineers discretion. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnlcal Engineers. Geologists & Environmental Scientists Construction Testing 6 ICBO / WABO Inspection Services FOUNDATION WALL DRAINAGE AND BACKFILL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Pro]. No. 2579 -44 Checked RAC Date 2/18/03 Plate 14 y , !/• .e +�nrww�n�rK�M�a.! +m. r!rye.,•n••.:n • .......er�.s.r:..tirz:FVlY' 4 vAV�CpY.!'.{..7 1'f =�'f � Y-`: u ..` > — x WJ'��i.M.Kt13t1 +'�!'.wr n z Z Q: 2 �U UO W = U Wo U Q co D = f - W Z t-- O z 1— W5 U� O N (3 H WW 2 F- u. O ui z U= O �• z Free Draining Backfi II J Min 2" c 12 inches Weep H `Pe 0 : C Mn. 6" a °° oo ° � 1 "Drain 11111 '° ° ° O ° Rock 0° 00 OC WEEP HOLE DETAIL afoot min. 18 i nches min. i .s: G v O 0" 000 0 a 0 0 0000 °00 0 O _ •.�•• -•t 00 0 0 0 �j 0 0 p 0 ° ° o 0 00 O .., 0oo °0 poo °oo °00 p ,• ca.. 00 c o 0 0000 ° ;.. 00 00 0 0 ° 0 0 0 ° 0 0 ° ��•� ' O O 006 ° p 0 p °,•; , °. oop 0 0 000 .•• �;�r 0 .'O i p 0 o0 oo °00 0 o ° ° O ° 0 •� O. 0 �.�' 00° O 0 0 .'�i�•' ° 00 0 Oo C O 0 0 000 0 0 o .c • �• c' 0°00 °00 c 000 o °0°O 0 - p0 0 ° o O 000 ,•; 0 0 0 0 O 0 0 0 po O 0 O _C .. 0 0 .o:: / 0- 1 foot min. Compacted Subgrade 1) Free Draining backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4 inches in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent. 2) Structural backfill should be free of organics, clayey soils, debris and other deleterious materials. It should be placed at or near the optimum moisture content. 3) Where weep holes are utilized, surround each weep hole with 3 cubic feet of 1 inch drain rock. Maximum horizontal spacing of weep holes should be 6 feet. 4) Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Drain line should be bedded on and surround with free draining 1 inch drain rock. The drain rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. 0 °0000 O° 0 0 0 0 ° Excavated Slope Perforated Pipe Wrapped with Filter Fabric SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING U Earth Consultants, Inc. Geotechnlcal Engineers, Geologists a Environmental Sclenttsts Construction Testing d ICBO / WA130 Inspectlon Services RETAINING WALL DRAINAGE AND BACKFILL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Proj. No. 2579 -44 Checked RAC Date 2/18/03 Plate 15 z Q SZ �w UQ to W J CO u w O LL Q U) : Z fJ �w Z Z� w U� O— o F- W W H �O W Z U= O Z ��,i,d!✓r•"?: �:�st�9 40 ., •t n +.w+ .':.»..° ' is�,,'': a, :: � • ..._ .............._...... •..::'w�}`. •S ;.R J7;"' iyv �?XW'. .'i ''f?; %S�s^eL ,i'!rY.tY;. ?h;h'c�,', {r4��'.�. - ' "' 'Slope To Drain 6 inch min. Inch nin. o O 0 0 • ° 0 6 0 o 0 0 o 4M.0 0 _ n 2 inch min. / 4 Inch max. 2 inch min. 12 inch min. Surface seal; native soil or other • :'.' low permeability material. ° 0 ° °° ° 1" Drain Rock 000 0 SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Drain pipe; perforated or slotted rigid O PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not be building downspout drains Into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. i Earth Consultants, Inc. Geotechnical Engineers, Geologists a Envtrorvnenial Scientists construction Testing & lCBO / WASO Inspection Services TYPICAL FOOTING SUBDRAIN DETAIL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Pro]. No. 0 °0 0 ° O 0 oa 00 00 °0 0 4 p o 00 00 °0 o O p 0 Checked RAC o q, 0 000 00 0 %0 000 ° o0 000 0 ° o °0C 0 ° oo° 000 ° o 2/19/03 000 , °0 O 16 0° 0 O 0 0 00 0 °0 0 0 O 00000 °0 O O 0 0 0 000 ° 0 0 0 0 0 00° O 0 0 0 0 °� c O O o Q° ° 0 0 0 Q ° O O O 0 0 0 0 — o O O 00 0 0 00 000 0 0 °°0 °Op a 000 0 0 0 0 0 0 °0 0 ° 0 0 00 00 4 inch min. O oo O ° O ° ° p0 ° O ° ° 00 ° O °0 °° o °p°0 00 °° Diameter o 00 0° ° o ° 0 ° o oa O o 00 0 °°° 0. Perforated Pipe °000 °000cb° 000 00 ° o o 0 000 o 0 Wrapped in Drainage o0 ° ° 0 0 0 000o0 °0 o ° 0 0 0 0 00 Fabric ' °o o° ° °o°0 000 °° o 0 0% 0 Inch nin. o O 0 0 • ° 0 6 0 o 0 0 o 4M.0 0 _ n 2 inch min. / 4 Inch max. 2 inch min. 12 inch min. Surface seal; native soil or other • :'.' low permeability material. ° 0 ° °° ° 1" Drain Rock 000 0 SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Drain pipe; perforated or slotted rigid O PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not be building downspout drains Into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. i Earth Consultants, Inc. Geotechnical Engineers, Geologists a Envtrorvnenial Scientists construction Testing & lCBO / WASO Inspection Services TYPICAL FOOTING SUBDRAIN DETAIL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Pro]. No. 2579 -44 Checked RAC Date 2/19/03 Plate 16 .•. S+ �tY. a. cas •v++ww:+t��celRmc+ -..r .4..r, ... n ^. ��, rirr��e" r:;' �1, �^ ,7i''}'MF `T,'Y�+'+( C��.e�.ma��+.��.�.w ,. .. ... .. ei ' .+3i.n:...:r� : + Y:"""". w....+.. ww'". e�:« �.: v.+..,wai»,.rr+a.m�t•e+crs•.•t* ii i. R �1y 't` Z }= Z W aaD JU U N o C0 Uj J � C0 U WO J U. U) CY. = W Z �". O W H �5 U� C0 aH W U u- - 0 • Z • W U= O Z w Backfill Bedding - Asphalt or Concrete Pavement or Concrete Floor Slab 0 0o Base Rock or Capillary Break, o as Appropriate Backfill; Compacted On -Site Soil or Suitable Imported Fill Material Minimum Percentage of Maximum Laboratory Dry Density as determined 90 by ASTM Test Method D 1557 -91 (Modified Proctor), unless otherwise specified in the attached report text. Bedding Material; material type depends ' on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. Varies 1 foot min. Varies Varies SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnicai Engineers. GeobgLsls & Environmental scientists Construction Testing a ICBO / WASO Inspection Services TYPICAL UTILITY TRENCH FILL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Prof. No. 2579 -44 Checked RAC Date 2/19/03 Plate 17 Z �Z t~ W Q: 2 D JU 0 UU J = H Cl) LL WO U_Q rn D = �w z H I- O z F_ U� O N' a WW U_ w z U = O z .. IS s;x?., m» .• �.w;mr..a ^�.r�e.nMrw _ , <` w•t*�. ^4 �.,: sa�x:.TQ.; ia,Y�r7K5irY4'' jIM4?. S: nRTC 'Cjjf,;NM!'*'c4';4ditY; ^�Ss' 3NVt5 "- .tSIN'S __.._ .. ... .. _.. L.. P. CiX.,. k3. a...._..,......✓-.. .i«.. ».....w.i..._�..T.t:.:n::. . - ». :�:::._,... ,. _ -. . _.s' _._ ....i::ih'� I Non -Load Supporting Floor Slab or Arnme 0 f%1M. %A1n%/ A Vfln^ APPENDIX A FIELD EXPLORATION E- 2579 -44 Our field exploration was performed during May, June, and July, 2000, March 2001, December 2002, and January 2003. Subsurface conditions at the site were explored by observing a series of borings and test pit excavations. The approximate boring and test pit locations were determined from existing landmarks presented on avail able' The locations of the borings and test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plans, Plate 2 and Plate 3. The field exploration was continuously monitored by an engineer or geologist from our office, who classified the soils encountered and maintained a log of each boring, obtained representative samples, measured groundwater levels, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System that is presented on Plate Al, Legend. Logs of the test pits are presented in the Appendix A, Plates A2 through A103. The final logs represent our interpretations of the field logs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Consultants, Inc. 5 z 3 U N D. J = TU. w O. J U. ¢ _d �w ? f-. H- O. z F— W5 U� O N o� wW - O. ui z co O F ' z Topsoil ' y y y y -1 Humus And Duff Layer GRAPH LETTER Highly Variable Constituents MAJOR DIVISIONS (SYMBOL SYMBOL TYPICAL DESCRIPTION Q e Q e o Q GW Well- Graded Gravels, Gravel -Sand Mixtures, And Clean Clean Gravels 9 Little Or No Fines CoarSe Gravelly Soils (little or no fines) M 4 11111111, 4 • • GP Poorly-Graded Gravels, Gravel - Grained gp Sand Mixtures, Little Or No Fines GM Silty Gravels, Gravel- Sand - Soils M ore Than 0% Coarse Gravels With g ip Silt Mixtures raction Fines ( appreciable GC Clayey Gravels, Gravel - Sand - Retained On amount of fines) No. 4 Sieve gC Clay Mixtures Sand SW Weil- Graded Sands, Gravelly And Clean Sand v c ° o ° SW Sands, Little Or No Fines More Than Sandy Soils ( little or no f Ines "- ?±;::? , Q: Ox:, SP Poorly- Graded Sands, Gravelly 50% Material ?; r.� C :: <::;�: 'Q;�::: #:�y Sp Sands, Little Or No Fines Larger Than No. 200 Sieve More Than 50% Coarse ' ' ; SM Silty Sands, Sand - Silt Mixtures Size Fraction Sands With : ; 1 StTI Passing No.4 Fines (appreciable amount of fines) SC Sieve ME S Clayey Sands, Sand -Clay Clay Mixtures I (I I ML Inorganic Silts & Very Fine Sands, Rock Flour,Silty- rpl Clayey Fine Sands; Clayey Silts w/ Slight Plasticity Fine Silts Liquid Limit CL Inorganic Clays Of Low To Medium Plasticity, ed Soils C Ys Less Than 50 ^ C) Gravelly Clays, Sandy Clays, Silty Clays, Lean QL Organic Silts And Organic 1 1 1 1 1 1 OI Silty Clays Of Low Plasticity I M Inorganic Silts, Micaceous Or Diatomaceous Fing. More Than I mh Sand Or Silty Soils 50% Material Smaller Than Silts And Liquid Limit CH Inorganic Clays Of High No. 200 Sieve Clays Greater Than 50 Ch Plasticity, Fat Clays. Size Organic Clays Of Medium To High i � O h Plasticity, Organic Silts Highly Organic Soils PT Peat, Humus, Swamp Soils With Contents pt High Organic Topsoil ' y y y y -1 Humus And Duff Layer Fill Highly Variable Constituents The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS are used to indicate borderline soil classification. C TORVANE READING, tsf I 2" O.D. SPLIT SPOON SAMPLER qu PENETROMETER READING, tsf W MOISTURE, % dry weight 24" I.D. RING OR SHELBY TUBE SAMPLER P SAMPLER PUSHED * SAMPLE NOT RECOVERED i WATER OBSERVATION WELL pef DRY DENSITY, lbs. per cubic ft. LL LIQUID LIMIT, % 2 DEPTH OF ENCOUNTERED GROUNDWATER PI PLASTIC INDEX DURING EXCAVATION 1 SUBSEQUENT GROUNDWATER LEVEL W/ DATE Earth Consultants Inc. (awla(uUr:al Idngp K:ers, <itrdu6LS15 6 lfivlrautuaual SCk:nIIS15 LEGEND Proj..No -44 I Date Jan.2003 I Plate Al' t�": W'! Yt' vS": 4" y �' k` '�"hO,'iA" ;. �vas�e,.r,wn :, m.- ,.. e MtY'+ 5 Xr'Sli"t".5'wp,�. �� n, - ..w�.e�. i. - - �...,,c ,o;.n,...,. .�- .rm ,. .. .. . ifi 15,`c� ,f7+C;^�J...� f9�.�� rwnre- ^r- _ --•�c_ . rr�i�- �,+:, �r�-„ �r- er..+ �+ r. r�+..,, ea» a...»;..+...... a. rv.., � .»,.,.:....,..•.�..n.'ri.;�w... .. . I•. Z iH Z �W QQ � JU UQ N C0 U.1 J = f� Co LL WO U d = W H = Z� H O W LLJ �5 U� C0 0 I' W H LL Z W U= O Z Boring Log { .i 4 ; rt ,, <;1 9 Project Name: INS Building Sheet of 1 4 Job No. 2579 -44 1 Logged by: 1 MGM Start Date: 1/14/03 Completion Date: 1114/03 Boring No.: B -201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±120' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. �? o ° E O cn d ° CL LL u> w a v a > rn Surface Conditions: . a 5 G L 13 10 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SM Brown silty SAND with gravel, loose to medium dense, moist to wet (Fill) -trace cobbles - becomes medium dense, moist - becomes greenish gray, medium dense - contains asphalt debris, small ML Dark brown sandy SILT, loose to medium dense, moist (Fill) - contains wood debris SM Dark brown to black silty SAND, loose, moist to wet (Fill) -trace brick debris N Earth Consultants Inc Gnowimlralnigtrxr hcnr* %N&rnvlmnn>rnr 1!k.4 ntL,YS Boring Log INS Building Tukwila, Washington z Z m Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A2 Subsurface conditions depicted represent our observations at the time and location of this a )ploratory hole, modnlea oy engineering tests, analysis ana j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfr.r *6^n rwaconIGri M We IM i z JU UO N0 CO W W = f- CO LL W O 9 _ LL Q C61 = �... W Z� H O w U� .O N D H W W LL O W Z U= ~O F- z r Boring Log Project Name: INS Building sheet of 2 4 .fob No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Sufface Elevation: ±120' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. " o E CO A o u_ CO N o ? E U) ? u i 15 17 71 74 21 22 23 24 25 26 27 za 29 30 31 32 33 34 35 36 37 38 39 ML Blue gray sandy SILT with gravel, medium dense, moist (Fill) SM Brown silty fine SAND, medium dense, moist (Fill) -trace small gravel SM Brown silty fine SAND, medium dense, moist - contains poorly graded sand with silt T 1T Uff SM Grades to brown silty SAND with gravel, medium dense, moist - scattered gravel - predominantly small gravel - becomes very dense - subangular gravels - pockets of poorly graded sand g i3 Earth Consultants Inc ,3 G:on c. inlral msinw - s. G:f*> isN & Fmltatuttrnral sclryittim, J Boring Log INS Building Tukwila, Washington Z 51 Proj. No. 2579 -44 1 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21103 Plate A3 Subsurface concralons depicteci represent our observations at the time and location of this e)ploratory hole, mocI11W by engineering tests, anaiysis ano J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrr+�of" nnxonlm nn We I^n z W Q� JU U 0 w= f CO LL WO LL ¢ U� = �W z P ZO W W �p . 0— CO 0 F- W U1 LL 0 O 111 z CO) U— H _ O z Boring Log Project Name: INS Building Sheet of 3 4 Job No. 2579 -44 Logged by MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Sufface Elevation: ±120' Hole Completion: ❑ Monitoring Wel ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W '�o ( ) No. Blows Ft. o a E 0 u m d u. E v> N o u) E > cn i ? L 40 33 35 38 c o:. >a d2a <a: , a o a >' ; a :: ; 41 az 43 44 45 46 47 48 49 50 51 52 53 54 55 57 58 59 SM Brown silty SAND with gravel, dense, moist - contains interbeds of poorly graded sand - decrease in gravel SP -SM Grades to brown poorly graded SAND with silt, dense, moist 7 A Earth Consultants Inc 3 Grorecl�nlralFngtneeas Gc�k�gLtin6Fnvlmnnknrfl5cirnrlry 9 Boring Log INS Building Tukwila, Washington n Prof. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A4 sunsunace conattions aeptcaea rep resent our ooservattons at the time and location of this exploratory hole mootttea try engineering tests, analysts ano j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nirvn�ottnn nroenntm nn We Inn l I, I 0 Z IZ � W JU U Co 0 w� CO LL.: W LL. Q co _ CY 1... W ?H Z0 LLJ W gy O N: o�__ WW U �O .• Z W U CO O Z 0 Boring Log Project Name: Sheet of INS Building 4 4 Job No. I Logged by.: Start Date: -- 7 - /14/03 OM* ion Date: Boring No.: 2579-44 MGM 1/14/03 B-201 Drilling Contactor Drilling Method: Sampling Method: Gregory Drilling HSA SPT Ground SuRace Elevation: Hole Completion: ±120' ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General W B NO. ws M cL E CL E U E Niles otes M Ft. ( 00 LL 0 U U) D Z� SP-SM Brown poorly graded SAND with silt, dense, moist 43 61 Boring terminated at 61.5 feet below e)dsUng grade. No groundwater encountered during drilling. Boring backfilled with entonite and cuttings. NOTES: Borings drilled by Gregory Drilling using a CME 85, track mounted drill rig. Boring elevations based on topographic data shown on Site Plan provided by client. U L Boring Log Earth Consultants Inc. INS Building ctxxedinlaw Pn&rrA-,.ai4D8t-W3& Fnv1Kxmxnf'a1.Sdm.A,;N' Tukwila, Washington Proj. No. 2579-44 1 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A5 Subsurface conditions depicted re Ole m Is present our observations at the time and location of this e)Voratory h , modif by engineering tests, analysis an d juc!Lment are not necessarily representative of other times and locations. We cannot accept responsibil ity for the use or Interpretation by others of nf anfM ^n th;a I^n Z Z W 2, D U 0 cf) 0 (1) LU W C0 U- 0 LL co :3 CY W 3: Z i.- F- 0 Z LU LLI 5 D a U N. UJ LLI LL I .— —0 Z CO' Z� Boring Log Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -202 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground SuHace Elevation: ±108 Hole Completion: ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonite General Notes W /0) 611ouvs Ft. — n e E tO A! o �; CL L- E ° cn d 0 M N E D to Surface Conditions: a u L 41 8 24 1 2 3 4 5 ti 7 8 9 10 11 12 13 14 15 15 17 18 19 SM Brown silty SAND with gravel, medium dense, moist (Fill) - becomes black - becomes gray, becomes dense - asphalt debris SM SM Dark brown silty SAND with organics, loose to medium dense, moist (Fill) - contains abundant wood - contains gravel Brown silty SAND with gravel, medium dense, moist - interbeds of poorly graded sand 9 A 3 Earth Consultants Inc k roof IInlail Finglnm-r.;, G-04bws & Finvinximenr l s kim SK Boring Log INS Building Tukwila, Washington Z Proj. No. 2579 -44 1 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A6 5ubsunaoe conaaions oepiaea represent our observations at the time ana location of this e)Ioralory hole, moanreo ay engineenng tests, anarysts ana J uC ment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfi moli^n rxnean1M nn We Irv, T - ..•..L:. - - .ar.r� kNrt4�A�'k�efl.�.,�BY7A�'C1Ff ' I z �Z W JU UO. 0 'w= CO U . wO 9� W Q = FW Z F- z O. LLJ W U� :O CO, W W t— tL 0 ' z P O z Subsurface conditions depicted represent our observations at the time and location of this mooratory hole, modified by engineering tests, analysis and iudgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnm�oftnn mocnnIM nn Ihtc IM . j Boring Log Project Name: S Sheet of INS Building 2 2 2 Job No. L Logged by. S Start Date: C Completion Date: B Boring No.: 2579 -44 M MGM 1 1/14/03 1 1/14/03 B B -202 Drilling Contactor. D Drilling Method: S Sampling Method: Gregory Drilling H HSA S SPT Ground SuRace Elevation: H Hole Completion: ±108 E El Monitoring Well El Piezometer ® Abandoned, sealed with bentonite General W W N No. t t t t a E, Notes o o� B Ft. ( T u W E > '0 ML G Grades to SILT, dense, moist 33 2 21 -trace interbeds of sand 22 - -trace small gravel -iron o)ade staining 23 - 24 25 - -trace small rounded gravel 28 2 - becomes blue gray 26 - -thin interbeds of poorly graded sand Boring terminated at 26.5 feet below eiasting grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. e a 0 U W a Boring Log Earth Consultants Inc I INS Building t7 CotrclmkatFnglrwc��, GtLsr�hFrvlrcMnxnrflticlttitt� T Tukwila, Washington 2 0 Proj. No. 2579 -44 D Dwn. GLS D Date Jan. 2003 C Checked MGM D Date 1121103 P Plate A7 Z Q� Z � W a� JU 00 0 w W NLL W O U. ?. � F- _ ? l.- I_ O w LLJ �p U : 0 1— W HU LL' O .. Z W fn U =; O Z Boring Log Project Name: INS Building Sheet of 1 3 Job No. 2579 -44 Logged by: 1 MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -203 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W � No. Blows Ft. r C E 0 to w o w u. E N c ai E > cl) Surface Conditions: e o w 'a 6 4 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SM Brown silty SAND, loose, moist to wet (Fill) ML Blue gray SILT with sand, loose, wet (Fill) - contains organic wood debris - mottled ML Blue gray SILT, very loose to loose, moist to wet (Fill) -trace slag debris ML Dark gray sandy SILT, loose, wet (Fill) 4" thick layer of slag ' Earth Consultants Inc (� GxHrct�i�k of Fngtix� s Gc McL rs k FnvlrcHinxmrtl Stlrnfl t7 Boring Log INS Building Tukwila, Washington o Prof. No. 2579 -44 1 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A8 SUDSUrTaOe GOFIUIEIOMs 06pIG[EU r esenT Ou OO5eVicHW11S U1 Ulu 11111V U11O Iu dilull uT 11115 UWLR4*uny IKAW, II WWII v7 v U...w.... r .w ......... ........... L ud Innn mgent. n n They are not necesSan representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of 1 o / inroconfm nn lhic IM 1 Rig 1!111 Z 1Z W. UO CO 0 CO W CO) LL w O U Q CO ) _CY w Z _H t— O w ~ w U� O N o t— w W' —0 z U CO) O t... z Boring Log Project Name: INS Building Sheet of 2 3 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -203 Drilling Contactor: GTgory Drilling Drilling Method: HSA Sampling Method: SPT Ground SuOace Elevation: ±98 Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonhe General Notes W °) 4 O N o. Blows Ft. r a s a � T d ,� m 0 co U) 0 .n � E co q 5 12 10 31 21 22 23 24 25 26 27 28 29 30 <`o 31 32 a` < 33 34 35 a o.,: 37 38 '.i: 39 SM Dark gray to black silty SAND, loose, moist to wet (Fill) -trace glass and brick debris SM Brown silty fine SAND, loose to medium dense, moist to wet - becomes wet, light seepage at 25' - becomes medium dense, moist SP -SM Grades to brown poorly graded SAND with silt, loose to medium dense, moist - becomes dense, wet to saturated -light seepage at 35.5' Eart Consult Inc Cko,�linIcdlrn t wiraIWrn�; z Boring Log INS Building Tukwila, Washington Z m Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A9 $Ut>SUf1aCe ConCfltloriS C1eplCte(7 r esent our oDservations m ine ti ano iocation of inis expiormory hole, muunfe� vy Ciiynwai nn� lcata, miaiy°w aliu j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnrrofiM rvocanfuf turn Ohio tnn p z Z W 5 JU U CO 0 U1 !— U) LL. w O 9 : LL. � �_ z 0. U� o H_ w u. O W z CO O z Boring Log Project Name: Sheet of INS Building 3 3 Job No. Logged W. 1 Start Date: Completion Date: Boring No.: 2579 -44 MGM 1/14/03 1/14/03 B -203 Drilling Contactor: Drilling Method: Sampling Method: Gregory Drilling HSA SPT Ground SuRace Elevation: Hole Completion: ±98 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General W No. Blows t- s n w 6 JQ w Notes � Ft. E >' 0 w m ° CO a > cn SP -SM Brown poorly graded SAND with silt, dense, moist 40 41 a:. 42 0 Q. 43 . . 44 c:fY 45 58 - becomes very dense -3" interbed of silt 47 48 a > s 49 1 a; .. 50 -2" silt interbed 54 °<' 51 Boring terminated at 51.5 feet below e)asting grade. Perched groundwater seepage encountered at 25.0 & 35.5 feet during drilling. Boring backfilled with bentonite and cuttings. 0 c� u w a Li Boring Log Earth Consultants Inc INS Building ccoftlinlydlFnorx " n 'L-;N& Tukwila, Washington t7 Z $ Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate Al Subsurface Conditions oepictea rep resent our observations at the time ano location of finis exploratory nose, moartlea oY engineering tests, anwpis anu j u lnrmol dgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of ninn nroennfui nn We le" z Z w J U' U N(3 J � CO LL W U. Q U. N=) 2 a LU Z F- 1 Z F- W �p O CO O F- W W H U' LL — 0 t� t Z O F ' Z_. Y Boring Log Project Name: INS Building Sheet of 1 3 Job No. 2579 -44 Logged by: MGM Start Date: 1/15/03 Completion Date: 1/15/03 Boring No.: B -204 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonhe Notes Genera W ( %) No. Blows Ft. ° 6 C E 0 CO X: d m u. E � to to 6 to 5. � to Surface Conditions. 0 q U W a 6 6 7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SM Brown silty SAND with gravel, loose to medium dense, moist (Fill) - becomes blue gray, loose - becomes wet -trace wood and glass debris - becomes moist to wet -trace wood debris - contains pockets of silt ML Blue gray sandy SILT, loose, moist (Fill) -trace wood debris - contains gravel Earth Consultants Inc c7 C" W* dii, Ica INiShxws.Ci*)&us&F3wlmmiiwwaISI.mi %s O J Boring Log INS Building Tukwila, Washington Z Ow Prof. No. 2579 -44 1 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A11 Suti.surfaoe conditions nepictetl represent our observations at the time ana location of this wporatory nose, mociaiw vy engmeenng lesis, 7naryslb anu j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfewmofinn nrnennfuf nn We Inn nanamn'=R! 022 l z J U UO CO 13 CO 1111 J = CO) U_ w O J : L? N Cd = w Z I... F- O. Z w U� O N � O t— . ww —0 z CO O F-, z Boring Log Project Name: Sheet of INS Building 2 3 Job No. Logged try: Start Date: Completion Date: Boring No.: 257944 MGM 1/15/03 1/15/03 B -204 Drilling Contactor: Drilling Method: Sampling Method: Gregory Drilling HSA SPT Ground Surface Elevation: Hole completion: ±88 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General W No. Blows `-' o E d 1% E Cl) o j E Notes %� Ft. 0 cn o fn U) SM Greenish gray silty SAND, loose, moist (Fill) 7 21 -trace gravel 22 23 - becomes brown -metal debris in cuttings 24 25 SM Brown silty SAND with gravel, loose, moist (Possible Fill) 8 2s - mottled - contains pockets of silt 27 28 SM Brown silty fine SAND, medium dense, moist to wet 29 30 21 :< SP -SM Brown poorly graded SAND with silt, medium dense, moist 31 32 i .::. 34 35 26 a; 36 37 rl 38 X . 39 iil R_ Boring Log Earth Consultants Inc INS Building c9 Gcc)trcl ullral FnghMC tt; Grt>kl�tt51; & Fnvlmlmxnrll Sdrtitlr; o Tukwila, Washington Pr oj. No. 2579 -44 Dwn. GLS Date Jan. 2003 checked MGM Date 1/21/03 Piate Al2 Subsurfaoe conomonS Oeplctea represent OUT OOSePiMIODS at lilt) 11111@ dM ILIUM011 OI 11115 t upu dto y 111710, 1I1w,„cu vy G„y„ ioc, n iy ,ww, PI IGIy JIJ V„� ludgment. They n frvtwnfi7vl nroc are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of &nfaA nn fhie IM .. �. .-. ...u.•wx...ax:.'.c. �� .r.,ww- .nn.er�M_*!T ror3'R.!°?£++ ^�,r.,t'd.;.s�ivvcba. S z UJ JU UO, 0 J CO LL W O 9 : LL CO ? I— O w I_ w U� 0 � _ =U - z U= O z„ s a Boring Log Project Name: Sheet of INS Building 3 3 Job No. Logged try: Start Date: Completion Date: Boring No.: 2579 -44 MGM 1/15/03 1/15/03 B -204 Drilling Contactor: Drilling Method: Sampling Method: Gregory Drilling HSA SPT Ground Surface Elevation: Hole Completion: ±88' ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General W BNoows a E ° n. u. E 6 A E Notes ( %) Ft. (9 co d ° v> cn > CO SP -SM Brown poorly graded SAND with silt, dense, moist 31 p; e. 41 MAI 42 43 o; 44 p::: 45 - becomes water bearing 31 ao. 46 Boring terminated at 46.5 feet below eAsting grade. Groundwater seepage encountered at 45.0 feet during drilling. Boring backfilled with bentonite and cuttings. D O U W C7 Boring Log Eart Consultants Inc INS Building r9 Gro1rdinkalM81r -.m. Occ"Ltits&EnvlramknralSdmi1Ur.: Tukwila, Washington C7 Proj. No. 2579 -44 1 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A13 Subsurfaos conditions aepictea represent our observations at the time and location of tnis e)ioratory nose, moonvea oy engrneenng tests, anarysm anu udgmeni. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n fromo/ inn .,.naw. for) n,. N .ia 1.,.. z �Z '~ W W� JU UO U U. wi J H CO LL WO L L CO = a F- W z t� Zo W W U� Q F- W W. ~� O. .z w O t " z ` Boring Log Project Name: INS Building Sheet of 1 4 Job No. 2579 -44 Logged W. 1 MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B -205 Drilling contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General (W No. Blows Ft. `-' o 12 E, C9 N L d o LL. E CO c o o j E CO Surface conditions: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 GM Gray silty GRAVEL With sand, dense, moist (Fill) SM Blue gray silty SAND With gravel, loose to medium dense, moist (Fill) - becomes dark gray -trace wood & brick debris - increase in wood debris Z z : LU UO CO) D CO) CO LL WO LL ?. N d = W z� 0 W LU �o O D F- W W. F=- U F- O , z W U =, O z ;.3 r Boring Log Project Name: INS Building Sheet of 2 4 Job No. 2579 -44 Logged try: MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B -205 Drilling contactor: Gr gory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98 Hole Completion: ❑ Monitoring Well ❑ Piiezmeter ® Abandoned, sealed with bentonite General Notes W ( %) No. t ° p CL Blows ° E d u E >1 a Ft. U) C cn (o cn 8 21 23 24 25 38 26 27 28 29 30 17 31 32 33 34 35 3a ML Blue gray sandy SILT with gravel, loose, moist (Fill) -trace wood debris ML Dark gray to black SILT with sand, dense, moist to wet (Fill) -trace slag and glass debris - difficult drilling due to large debris in fill -metal and brick debris in cuttings - SM Brown silty SAND with gravel, medium dense, moist SM Brown silty fine SAND, dense, moist z iF' z �W � D U U CO 0 wF CO) U_ WO 9-1 V_ N = W z I— O w 2� D 0 U O N' o I— w W L' O ..z w CO O ~. z \\ Boring Log t 9 � \ P Project Name: heet Of INS Buildin g P 3 4 Job No. Logged by: Start Date: Completion Date: Boring No.: 2579-44 MGM 1/28/03 1/28/03 B-206 Drilling Contactor Drilling Method: Sampling Method: Gre - gory Drilling HSA SPT Ground Surface Elevation: Hole Completion: 98 ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General W B! o. ws Z R '0 CL k E E (D '6 0 �O E N Notes Ft. 5- 12 >� C , W 0 Cn CO Cn >1 Cn SP-SIVI Grades to brown poorly graded SAND with silt, dense, moist 42 41 -contains interbeds of silty fine sand 1 42 � \: 43 44 45 41 46 4 : 48 49 '0 -becomes very dense 57 \: 51 52 53 54 55 -becomes gray saturated to water bearing 72 -increase in silt content 56 z 5 50 CO 0: U) 11.1 W U) U_ 0 U. W O UJ 0: z �_ UJ UJ. 5 Cni 0 L . U-! z U) 0 z B6ring Log ProJect Name: • Sheet of INS Building 4 4 Job No. Logged by. Start Date: Completion Date: Boring No.: 2579-44 MGM 1128/03 1128/03 B-205 Drilling Contactor Drilling Method: Sampling Method: Gregory Drilling HSA SPT Ground Surface Elevation: Hole Completion: ±98 ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Notes W ( No. Blows Ft. L cL E c L E P_ ;^ ' M 0) 0 0 m u 3 E =) >' SID -SM Gray poorly graded SAND with silt, dense, water bearing 45 61 62 -contains pockets of silty fine sand 63 6 A 5 65 becomes very dense -decrease in silt content 74/1 66 -heaving sand at 69 67 68 69 70 92JI 1 .......... 71 72 -;ii#jI 73 74 75 7 z tu 00 CO a CO LU LIJ X, CO U_ 0 W Ei LL CO) CY } � � Z �� LU OR } � W LLJ 5, } . �R �� 0 CO W L X U- 0 z O .z Boring Log Project Name: INS Building Sheet of 1 5 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B -206 Dulling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124 Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. `—' o a E cn _ a " n ° r N o sn Surface Conditions: A W W a 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SM Dark brown silty SAND with gravel, loose, moist (Fill) ML Gray SILT with sand, loose to medium dense, moist (Fill) - becomes blue gray SM Brown silty SAND with gravel, loose to medium dense, moist (Fill) Earth Consultants Inc l9 Gnoftl ink: alFngMft -jy,CwxHogkah&Fnvlcrxinxnr ► ltickntl L7 Boring Log INS Building Tukwila, Washington 2 $ Pr ol. No 2579 -44 1 Dwn. GLS I Date Feb. 2003 Checked MGM Date 2/5/03 Plate A18 Subsurface conditions depicted represent our observations at the time and location of this expioratory note, moarrlea aY engineering tests, analysts ano udgment. They are not necessari r representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnnr�ofinn r.ie�oonfM nn Ihr° IM z 1 H J_ w W� U O V) o CO W J � CO U_ WO J LL = d. F. W Z O. U� O N O H WW H� u. O ..z w to O Z ,:. ..: »:..e:r U�sx` "ld�,t- '�,±S.s. }77n:P i%.+s; %!i�?K &S+4s5Rtr' ��n Boring Log Project Name: INS Building 1 Sheet of 2 5 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B -206 Drilling Contactor. Greg Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ± 124 ' Hole completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W °!° No. Blows Ft. t � � a CO t a o W rn a b E". rn a S U W a 7 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 37 3s 39 SM ML Brown silty SAND, loose, moist (Fill) -trace gravel - contains pockets of silt Gray sandy SILT, loose to medium dense, moist (Fill) - difficult drilling from approArnately 30'- 34' due to gravel and brick debris in fill -no recovery - becomes dark gray Earth Consultants Inc (7 Cr" t- 0 tnk'.itFngtnnm Cw L ve. nQIl icYrntM ' Boring Log INS Building Tukwila, Washington o Pro]. No. 2579 - 44 Dom. GLS Date Feb. 2003 checked MGM Date 2/5/03 Plate A19 Subsurface conditions depicted represent our observations at the time and location of this e)loratory tole, modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of fnnr�otL ►vracnnfCA nn We Inn Z ;Z Z t,.t . U V O CO 0 wi J � CO) LL W O U. N = W z� t- O w ~ w 25: D 0 0 �' o rr w W LL O Z U CO); O Z f � Boring Log Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor: D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: General W W B BNB a a LO E C CL n N i i 7 4 41 42 - ML M Mottled greenish gray SILT, loose, moist (Fill) ML D Dark gray sandy SILT, loose, wet (Possible Fill) SM G Gray silty SAND, medium dense to dense, moist ::. 5 : 5 SP -SM B Brown poorly graded SAND with silt, dense, moist Earth Co Inc I Boring Log Subsurface conditions depicted represent our observations at the time and location of this e)loratoiy hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnofinn nrocanfarl nn ftiic Ievi Z �Z !~ w JU 0 Cl) J = H CO) LL w O. J LL Q CO) = w ZH H- O Z t- w �5 O CO ol__ wW 2 �U u O 111 Z p_ O Z \ Eloring Log 13 Proj�Nam■ T INS Bu do 4 5 Job No. 257 Logged by. MGM ea Date 1/28/03 Completion Date: 1/29103 Wm N: B-206 Drillin Contactor: Groory Drilling Drilling Method: , HSA Sampling Method SPT Ground Srface merino: ±124 Hole Completion: ❑ Monitoring Well ❑ Pike Abandoned, sealed withbemsb GNU Notes ® (Z) N. §� Ft o kf 5- E R £ ° C tn o Sf / CO . 66 5 6 t\ . <» 6 \ §� \ G \ \. \ \ 6 \ \ m !\� m : \\ 9 ' 6 \\ 6 \ 2 m / \\ 7 } \: 7 7 » A .�\ »: 7 SP SM B ovm poorly graded SAND with silt very dense, moist . . . . 2 : ƒ Z � U 0� CO LU m o. : �w � CO U. W LL \ O. �W l'- . • W LLI p � �k .© W � Z . - Q . W Z. . �CO) O 2 ° .. \ � \ � D � .� � � � Boring Log Proj�Nam« , INS Bu�dn S 5 5 Job No. 2579-44 Logged by'. MGM Start Date: 1%8/03 Completion Date: 1/29103 Boring No.: &206 Drilling Contactor: Gr Drilling Drillin Method: HSA Sampling Method: SOT Ground Surface Elevkon ±124' Hole Completion: ❑ ¥m■ori9 Well ❑ Pike Aba ndoned, sealed with bent b Gen (0/6) N o. | F! E� 5- E e c° q § E 2 U) . 92111 B 6 114/1" \> ' §:81 ' »\ 8 «w. \\ 8 . v. � <» \ \' 84 � \§ � «§ A\: 8 7 * >� m :I 2. p \ 88 \� \\ 8 y: m � »\ � \\ k� Q k\ 94 /\ \: \ \ '9 «: m SP SM Brown poorly graded SAND gms,t very dense, moist . -becomes wat rbearin� g . -heave b sand at 8E to 92 2 �7 Z. UJ � � U0 CO : W � U) LL W 0. L CY: �W W O W } R 2� WW : . U. Q. W z . CO o .2 . Boning Log Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by. MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: B -207 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surf5ce Elevation: ±78' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. �? o o f 1! 5' r d a �: n. M N a V .n > CO Surface Conditions: 0 a 11 4 50 I: T 1 2 3 4 5 s 7 8 9 10 11 12 13 14 15 1s 17 18 19 SM Brown silty SAND, loose, wet (Fill) ML Gray sandy SILT with gravel, medium dense, moist (Fill) -trace wood debris SM Reddish brown silty SAND, very loose, wet (Fill) -trace gravel SM Brown silty SAND, medium dense, moist to wet - contains pockets of sandy silt and poorly graded sand - becomes dense to very dense -trace small gravel N Earth Consultants Inc O C�rrctrnlral Fn�tn��. Crr>�1ttin b F]rvlmnnXnril Sctrnrlar: � Boring Log INS Building Tukwila, Washington Z Proj. No. 2579 -44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A23 subsurtace conoitions oepictea represent our opservations at the time ana location of this e)toratory note, moornea Dy englneenng iesis, anarysis anu j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n6wmolinn nrncontm nn We IM i Z H itr Z L U �U UO Cl) CO) LU J = H NW WO �Q N� = a F- W Z = H H O: Z F- 5 U� O CO' 0H W U_ LL —O LLI Z. U CO) H H. z Boring Log �1 { .�y •a i Project Name: Sheet of INS Building 2 2 Job No. 1 Logged by: Start Date: Completion Date: Boring No.: 2579 -44 MGM 1/29/63 1/29/03 B -207 Drilling Contactor. Drilling Method: Sampling Method: Gregory Drilling HSA SPT Ground SuRaoe Elevation: Hole Completion: ±78' 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, seated with bentonite General Notes W (o /,) No. B � !° s E. (n r n o "- m 0 N .n V) SM Brown silty fine SAND with gravel, dense, moist 45 21 22 - mottled 23 24 25 - mottled 72 26 27 28 29 - increase in sand content 37 T . ; 31 - pockets of poorly graded sand Boring terminated at 31.5 feet below e)asbng grade. No ggroundwater encountered during drilling. Boring backfilled with bentonite and cuttings. 0 U W a q q Earth Consultants Inc Boring Log INS Building GrnrrctnlydlFnEthin�xGMn (tt�AhFnvlmnnxnrlScirntt+r: Tukwila, Washington 2 m Proj. No. 2579 -44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A24 Subsurtace conditions depicted represent our observations at the time ana iocation of tnis e)ior nose, mooinea Uy enginee [esls, anarysis ano u dgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of fMmollnn ►xocnnlod nn We 1^n 0 Z Z` !aL LU . _3 UO 0 CO) H NU. W UQ N� = �w Z F- Z� w 5. U CO O = U: H � U. O 111 Z U N O z Boring Log Projed Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged try: 1 MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: B -208 Drilling Contactor. G regory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W N No. � — L ?� Blows r E d u: E Ft. '4 ° CO Cn — u)i E CO Surface Conditions: a 1 2 3 4 5 16 6 7 8 80 s 10 11 12 78111" 13 14 15 16 17 54 18 1s SM Brown silty SAND, loose, moist (Fill) - household debris - carpet -no recovery (possible fill) - becomes medium dense - gravel or debris zone from 6' to 7.5' ML Brown sandy SILT with gravel, very dense, moist - - mottled -mottled SM Brown silty SAND with gravel, very dense, moist - mostly small gravel, mottled - ockets of poorly graded sand q Boring � Earth Consultants Inc C7 CiorcctmkSlPn81rwrj Cq-* gk;N &FYiNmnnx t'%1' t-n* .: o tl Log INS Building Tukwila, Washington 3 m Proj. No. 2579 -44 1 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A25 . J SUDSURaCB cvnamons oepicteu r esern our eustYrauviis ni uia ui��n ww �wa71 u� 11" =w"C Ay Juno, n�w��ti.+.+7 ...y...w.u.y ...., , judgment. They are, ...., j ,....... e not necessari representative of other times and locations. We cannot acce responsibility for the use or interpretation try others of nf„n„oHnn nramonfM nn We t^n 0 Z ;H Z W �U UO No CO J � W O t J Q N _d H Z� w �o LLJ o w 60 w Z CO) O Z Boring Log a Projed Name: INS Building Sheet of 2 2 Job No. 2579 -44 Logged by: 1 MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: B -208 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W { %) N0 ' BFlows s A 1 E c� t n o" E M ` u) EE 57 10014" 21 29 24 25 26 27 28 SM Brown silty SAND with gravel, very dense, moist - seepage zone at 21.5' -moist to wet ML Gray sandy SILT, very dense, moist -trace laminations -no recove Boring terminated at 28.0 feet below e)asting grade. Groundwater seepage encountered at 21.5 feet during-drilling. Boring backfilled with bentonite and cuttings. Z , 3:Z � W QQ � JU U WO J � N IL . WO Ca d = W t— _ Z x Z O W �5 U O N t] t-- WW T. L) Ll. O ..Z UCO O Z 8 x; 111-1 Tist Pit Log Subsurface conditions depicted represent our observations at the time and location of this e)#oratory hole, modified by engineering tests, analysis and rivrnofi necessarily not representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nnn anfaA ^n #hie IM k Proms Name: Sheet Of INS Buildina I I I •1ob No. Logged 17f. Dal Test Pit No.: 2579-44 MGM 11/29/02 TP-201 Excavation Contactor: Ground Surface Elevation: NW Excavating 76 Notes: CL General Surface Conditions: Depth of Topsoil & Sod 3"- 4": grass .0 W a- E cL E E Notes ( 0 /.) 12 it co M >- (n SM Dark brown silty SAND with gravel, very loose, moist (Fill) 12.0 2 -abundant large metal, asphalt and concrete debris 3 -24.5% fines 4 SP-SM Brown poorly graded SAND with silt, loose, moist 5 6 7 8 6.4 SID Grades to brown poorly graded SAND, loose to medium dense, moist 10 -trace small gravel 12 -becomes medium dense 13 SP-SM Grades to brown poorly graded SAND with silt, medium dense, moist 14 o 15 -contains V- 2" thick interbeds of silt, becomes moist to wet 12.7 Test pit terminated at 15.5 feet below wdsting grade. No groundwater encountered during excavation. Test Pit Log Earth Consultants Inc. INS Building cuxxr inknal EnSInftr., Occk)SI-as & Envirmnrwal S*dt.-"tb;N Tukwila, Washington 0 z Z W 0 00 CO) LU W CO) U_ WO _j LL LLJ z 1-- 0 z1!_ LU W 0 O CO: LLI uj Z) LL —0 z CO 0 Z. Proj. No. 2579-44 — 1 Dwn. GLS_ Da Jan. 2003 Checked MGM Date 1/2/03 Plate A2 z Z W 0 00 CO) LU W CO) U_ WO _j LL LLJ z 1-- 0 z1!_ LU W 0 O CO: LLI uj Z) LL —0 z CO 0 Z. Test Pit Log Project Name: Sheet Of — INS Building I I I Job No. Logged by. Date: Test PH No.: 2579-44 MGM 11/29/02 TP-202 Excavation Contactor. Ground Surface Elevation: NW Ecavating 92' Notes: Surface Conditions: Depth of Topsoil & Sod Z'- 3": sparse grass Genera l Notes W r 0 cL E E %L rL E R u) E 5, U) CO :) CO SM Dark brown silty SAND, very loose, moist (Fill) 2— -contains abundant organic debris and trace plastic and metal debris 3 3.3 4 SP_SM Brown poorly graded SAND with silt loose, moist 5 -11.7% fines 6 -becomes medium dense, 2"- 3" interbeds of silt 7 T. 8 9 SID Grades to brown poorly graded SAND, medium dense, moist 10 12 13 14— 15 — 5.0 16 — Test pit terminated at 16.0 feet below eAsting grade. No groundwater encountered during excavation. CL Test Pit Log 1 C14 Earth Consultants Inc. INS Building 18 ct:otedinicul nnormrh ci-( ttsm & nivir"imenral 4dtfitl-us Tukwila, Washington ki rn .1 Proi. No. 2579-44 1 then. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A28: I __1 Subsurface condftMs "ctecl represent our otiservations at ine time aria mcaxion or inis wpormory nose, moomea u7 w9inming tmiu, anarybib ano J �gETI, , They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of 11 z Z W J U 0 ND CO UJ' Ui X J i.- U) LL W O 2 � 9 :3 LL CO) CY W z �- 0 z �_ W W 5 O N WW T_ L) F_ — u. 0 z CO 0 z ti T Pit Log Project Name: Sheet Of INS Building I I I Job No. Logged by. Test Pit No.: 2579-44 1 MGM 11129102 TP-203 Excavation Contactor: Grou Surface Elevation: NW Excavating 91 Notes: - 6 2 -6 Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass General W CL E M '0 M LL E cn Cj �O E Notes (0/6) 1! W (0 CO SM Dark brown silty SAND, very loose, moist (Fill) -contains construction debris 2 3 4 SP-SM Brown poorly graded SAND with silt, loose to medium dense, moist 6 Test pit terminated at 6.0 feet below eAsting grade. No groundwater encountered during excavation. Test Pit Log Earth Consultants Inc. INS Building cmy ml i n ic a I r-.n si n r." - c roftis N A r. n vi ro n i i r. n i ii I IklM. t ws' Tukwila, Washington 21 Prof. No. 2579-44 1 Dwn. GLS Date Jan. 2003 1 Checked MGM Date 1/2103 Plate A2971 Subsurface conditions depicted represent our observations at the time and location of this wooratory hole, modified by engineering tests, analysis and judgment 1�= are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Q#L nnfm f%n thic Inn Z W C.), U 0 CO LLI W J 0 LL W O U. Co CY Uj O. Z t- LU 5 CO� 0—, UJI U 0 tii Z CO) U — O Z . . . . . . . . . . . . Test Pit Log `i �t Project Name: INS Building - 7 1 Sheet of 2 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pk No.: TP -204 Excavation Contactor. NW Excavating Ground Surface Elevation: 104' Notes: General Notes W ON u — a 0 fn d �; n Q " V S � CO surface Conditions: Depth of Topsoil & Duff 2% 4 Li w a t� 12.2 10.5 1 2 3 4 5 6 7 li 9 10 11 12 13 1a 15 16 17 18 19 ML Gray SILT, medium dense to dense, moist (Fill) -trace gravel - contact dipping out of slo :: TA: T SM Brown silty SAND with gravel, dense, moist (Fill) - contains large asphalt debris + -relatively flat contact SM Reddish brown silty SAND, medium dense, moist - contains gravel -24.1 % fines SM Reddish brown silty SAND with gravel, medium dense to dense, moist Earth Consultants Inc Cxxmcl mfcal Pnglnrc�, Cx:nkgl:tti & F7wlmnnXnrfl SclrntL� CL Test Pit Log INS Building Tukwila, Washington _T_ Proj. No 2579 -44 1 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A30 Subsurtace con(jinons ctepictea represent our ooservatwns at the t ime ana location of tnis a )Voratory nose, moairiea oY engineering tests, anarysis ana j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnn�+oliiv+ rvmonfm nn We IM Z W JU U O 0 CO CO LL WO J' LL Q N� = a W w o W U� O CO C1 t--' WW H� IL O til Z CO) Z Test Pit Log Project Name: Sheet of INS Building 2 2 Job No. Logged by. Date: Test Pit No.: 2579 -44 1 MGM 11/29/02 TP -204 Exavation contactor. Ground Surface Elevation: NW Excavating 104' Notes: General W `c _ o. � J3 E Notes �� (/, L° � 0 U) o `L ,Eo CO SM Reddish brown silty SAND with gravel, medium dense to dense, moist 21 - interbeds of poorly graded sand 9.1 22 -pockets of wet silty sand 23 Test pit terminated at 23.0 feet below eAsting grade. No groundwater encountered during excavation. a U W a CO Test Pit Log Earth Consultants Inc INS Building cK"ectln - a Fngine% Grk)gtvs & mvlmnnrnral sdrntl rs Tukwila, Washington t a Proj. No 2579 -44 Dwn. GLS Date Jan. 2003 Thecked MGM Date 1/2/03 Plate A31 SUbSUrfaCe COr MOnS oepiaets esent our owervations m the time ano location of inks expiormory nose, moonkeo oY ungmuut tMM, anaiy= cu IM fudgment. They are not necessari r representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of „fn.,r,o+ inn ...noaMad nn lhic te" Z '~ W JU U Cj) CO W J l.- to L WO IM CO) = �W t- O z .f- 2� U O C& 0 W W. U_ LL. 0 . — O. .. Z W U U— H x� O Z M Test Pit Log Project Name: INS Building1 Sheet of 1 Job No. 2579 -44 Logged by. MGM Date: 11129/02 Test Pit No.: TP -205 Excavation Contactor. NW Excavating Ground Surface Elevation: 108' Notes: General Notes W ( %) — 1 rn „ _ a o `L W rn 1; 0 N Surface Conditions: Depth of Topsoil & Duff 2 "- 3" a 0 P U W a P 21.1 30.0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 ML Gray SILT, medium dense, moist (Fill) - contains abundant concrete, plastic and miscellaneous household debris ML Gray SILT, medium dense, moist (Fill) - pockets of dark brown organic silt SM Reddish brown silty SAND, medium dense, moist (Possible Fill) Test pit terminated at 15.0 feet below existing grade. No groundwater encountered during excavation. m N ]Earth Consultants Inc Cr.0r'. tmkaIRighmx,,Q:0 n &nivImxmrnr,11* M. tUs, J H 0. _T Test Pit Log INS Building Tukwila, Washington w Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A32 Subsurtaoe oonaltlons aepicxea represent our observations m the tine ana location of this exploratory nose, moainea Dy engineering iesis, anarysls ano j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmof4 nrmonIM nn fh;a bw, Z W �7- �O U 0 0 CO CO) LL WO 2 9¢ U D = �W Z t•— HO Z H W5 U O N 0 H WW LL O W Z U= O Z • f Test Pit Log Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: 1 MGM Date: 11/29/02 Test Pit No.: TP -206 Excavation Contactor: NW Excavating Ground Surface Elevation: 98 Notes: General Notes W (�� — o aE rn t „ n+: o LL cEn o U E Surface conditions: Depth of Topsoil & Duff 3 "- 4 3 L 1 22.s 9.2 1 2 3 4 5 .s 8 9 10 11 12 13 14 SM Brown silty SAND with gravel, loose, moist (Fill) -trace miscellaneous household debris -plastic along contact ML Dark brown sandy SILT, loose to medium dense, moist (Fill) - appears to be topsoil used as fill -trace plastic debris - abundant roots along contact - GM Gray silty GRAVEL, loose, moist (Fill) SM Brown silty SAND with gravel, medium dense, moist (Fill) ML Reddish brown sandy SILT, medium dense, moist to wet SM Brown silty SAND, medium dense, moist to wet - contains ravel Test pit terminated at 14.0 feet below existing grade. No groundwater encountered during excavation. Y Earth Consultants Inc �j Ckixrcilnkal Fnglnr,YS, Cr.c tWs R Fnvlronnlrnral xlm. AsN Test Pit Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 112/03 Plate A33 Subsurface conditions depictea represent our observations at tre time and location of this exploratory twee, moaifiea by engineerng tests, anmysis ano judgment. They are not necessary representative of other times and locations. We cannot aooept responsibility for the use or Interpretation by others of IRr/MfNO�1M /XO'anfM M We tM z it- z �W Q � JU UO �o J = H CO LL WO U_ Q CO d = W I.- 3: z� HO. z t— U� O N; o� W U lL F- z LU U= O z t Test Pit Log Project Name: INS Building Sheet of 1 1 Job No. 2579-04 1 Logged by. MGM Date: 11/29/02 Test Pit No.: TP -207 Excavation Contador: NW Excavating Ground Surface Elevation: 8 Notes: General Notes W (a / o 2 E, c� = „ o `L M CO o j ,E rn Surface conditions: Depth of Topsoil & Duff 3 "- 4" a L 8.3 19.7 1 2 3 4 s s 7 8 9 10 11 12 13 14 15 ML Gray sandy SILT, medium dense, moist (Possible Fill) - highly fractured SM Reddish brown silty SAND with gravel, medium dense to dense, moist - contained large 3'x4' boulder -30.4% fines ML Brown SILT, dense, moist - massive - blocky Test pit terminated at 15.5 feet below e)asbng grade. No groundwater encountered during excavation. N Earth Consultants Inc Cx:cxctiymkal Fngtrtnr:, Cw- ttk>RLU�6 Fnvlmrmxtnrfl Sck7t11 Test Pit Log INS Building Tukwila, Washington d Proj. No. 2579 -44 1 Dwn. GLS Date Jan. 2003 checked MGM Date 1/2/03 Plate A34 Subsurtace commons oepiaea esent our owervations at the ume ana location or tnts expiormory nose, moomea oy engmeermg rests, anarys�s ano j udgment. They are not necessari r representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nf�•noFiM �vocon /nri nn lhic livr ,,, � '�"hR1rK^ - •-,. nwaue.t r..r!kcrn?". - tw�?' _ YF#t�}�4'F t�, I �. I • Z W t � JU 0 N � CO J t... �U_ W O LL Q = W t- _ Z F... t— O w O� D t— W W LL- O, Z' 111 CO O Z t i Test Pit Log Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by 1 MGM Date: 11/29/02 Test Pit No.: TP -208 Excavation Contactor. NW Excavating Ground Surface Elevation: 95' Notes: General Notes — d W ° ( %) L >, o �- A c� U) Cn rn o C >, U) Surface Conditions: Depth of Topsoil & Duff 3 " 4" a Li U L 0. C7 1 2 3 4 5 6 7 8 9 10 11 12 27.7 13 1a 15 16 17 ML Mottled brown and gray SILT, medium dense, moist (Possible Colluvium) - highly fractured - appears disturbed -more intact at 3.5' - contains cobbles and boulders -very large boulder along contact ML Dark brown SILT with organics, medium dense, moist (Possible Colluvium) SM Gray silty SAND with gravel, medium dense, wet - contains angular silt clasts Test pit terminated at 17.0 feet below e)asbng grade. No groundwater encountered during excavation. Earth Consultants Inc GcAlml Fnghx'rxs. C,-o4tsN' k EnArNi Test Pit Log INS Building Tukwila, Washington CL a Proj. No. 2579 -44 1 Dwn. GLS Date Jan. 2003 I Checked MGM Date 1/2/03 Plate A35 Subsurface conailms aeprctea represent our ooservatlons at the time ana location or tnls exploratory nose, mowieo oy engineering rests, analysis anu judgment They are rid necessan representative of other times and locations. We grind accept responsbllrtyr for the use or interpretation by others of nfivrnofinn nraannfaA nn lhia fN c' • ..._._......�.�� an< mtarmt�! �• w+. s .,, rsz�cra�MSS* r . � wna+ �� ... . ,•. _�i �i �k?14 'Cf�+IR45#J�P�*4S'YbHTiIfIM1 Z Z U O 0 CO H CO U. w O. �5 u_ to Z) = �w z =. z Off. LU 2� U� 0 h- Lu =U u. O 111 Z U� P _: O Z Test Pit Log t i 5 Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged try: 1 MGM Date: 11/29/02 Test Pit No.: TP -209 ExowMion Contactor. NW Excavating Ground Surface Elevation: 82' Notes: General Notes W ( $ i n L CL o U_ M U S :3 N Surface Conditions Depth of Topsoil & Sod 2 "- 3 ": sparse grass 0 U W a 10.8 1 2 3 4 5 s 8 9 10 11 12 13 14 15 16 SM Dark brown silty SAND, loose, moist (Fill) - abundant large blocks of concrete and asphalt -trace wood debris o O X ` :.• ML Reddish brown SILT, medium dense, moist (Fill) SM Brown silty SAND, medium dense, moist - contains pockets / interbeds of poorly graded sand and silt - buried pipe at 8.5' but appears to be in old trench line SP -SM Gray poorly graded SAND with silt and graver, loose to medium dense, moist SM Brown silty SAND, medium dense, moist - contains interbeds of silty sand and poorly graded sand SP Brown poorly graded SAND loose to medium dense moist Test pit terminated at 16.0 feet below existing grade. No groundwater encountered during excavation. c� Earth Consultants Inc Crcxrctnk `�IFnglnna�,Gtt�; &FnvtmnnKnr.l iclrnrl t Test Pit Log INS Building Tukwila, Washington LL W Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 1 MGM Date 1/2/03 Plate A36 $upsurtace oonc%tons oepttcxea esent our oosefwwons at the m unu toumm of [my cwtm franc, titiruu+irvu uy vi�yn�vc�ny �ww, pogaw �.... 1 n nrac They are not necessari representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of anfwi nn thk L. ... ... x.+.. . r.,.« ,..,....:,»o�ww.+.nw,.,.w. ;r.»•:vr � rr�++�rhteMhm'Y .fry. z Z �w QQ � JU UO CO 0 CO CO) LL w J Q N� �. w z� t– O z t— w U� O CO W F_- 0. z O z Test Pit Log Pr*ct Name: — 71 Sheet of INS Building 1 Job No. Logged by. Date: Test Ph No.: 2579-44 MGM 11/29/02 TP-210 Excavation Contactor: Ground Surface Elevation: — NW E)cavafing 94 Notes: u) Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass General Notes W - E CL E LL W c o E U) ML Brown SILT, loose, moist (Fill) 2 3 SM Reddish brown silty SAND with gravel, medium dense, moist (Fill) 11.0 4 5 SP -SM Brown poorly graded SAND with silt, medium dense, moist 6 7— Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. 3 L Test Pit Log Earth Consultants Inc. INS Building Gtoe.dinical Tukwila, Washington L Proj. No. 2579-44 1 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 I Plate A3:7:] Subsurface conditions depicted represertt, our observations at the time and location of this wooratory hole, modified by engineering tests, analysis and They are not necessanry representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n faA nn fh;a Lnm z Z W 0 UO N C w= U.: O . 5 N ot W 3: z P F- 0 z 1�- W UJ CO LU Uj L ) O iii z CO :C� 0 z Test Pit Log a a Project Name: S Sheet of Job No. L Logged by: D Date. T Test Pit No.: E) cavatton Contactor. G Ground Surface Elevation: Notes: General W W a c L L „ N N o S Surface conditions: Depth of Topsoil & Duff 3 "- 4 s 1 2 3 4 5 6 M ML B Brown SILT with sand and gravel, loose, wet (Fill) ML B Blue gray SILT, medium dense, moist (Fill) SM B Brown silty SAND, loose to medium dense, moist (Fill) SM B Brown silty SAND, medium dense, moist, pockets of poorly graded Test pit terminated at 12.0 feet below existing grade. No groundwater encountered during excavation. r T Test Pit Log Subsurface conditions depicted represent our observations at the tune mW location of this eVloratory hole, modified by engineering tests, analysis and judg the judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for use or interpretation by others of rnfiwmol,r.n rvaaanfaA nn Ihia IM z �Z J U UO CO) CO LU J = H NW W O. Q � LL Q CO) D = d. �W H O z W LL j � Q O CO) WW U 0' w z U CO O z Li. . Test Pit Log i i i i i i i i Project Name: Sheet of INS Building 1 1 Job No. Logged by: Date: Test Pit No.: 2579 -44 MGM 11/29/02 TP -212 ExcwMion Contactor. Ground Surface Elevation: NW Excavating 701 Notes: w W s $ a c , surface conditions: Depth of Topsoil & Sod 2 "- 3 ": sparse grass General Notes %) _ °- o N = 0), SM Dark brown silty SAND, very loose, moist (Fill) - concrete debris <' SP -SM Brown poorly graded SAND with silt, loose, moist 2 3 0, . 4 Test pit terminated at 4.0 feet below e)asting grade. No groundwater encountered during excavation. s i i i 9 Test Pit Log Earth Consultants Inc INS Building C4-xx Yin Ica I Piistnnxr;, Gt-oh> ,^, & Mivlmnnx nmI8drnILim Tukwila, Washington 3 Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Dale 1/2/03 Plate A39 Sunsurrace conmons oeplaea represent our owervauons at the time ana location of tnss eVoratory note. mociaw by engmeenng tests, analysis ana M t. They are not necessariN representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ofinn �rocnnlu nn this 4, z �Z D J U' UO Cl) o J Uj CO tL W IL d �w z t z0 W LLJ �o O Co w w LL O . z ui CO U O H z ..• ,. .. . ��zxJ... ,dkaµ:i`...tsa:,;1'u�"��k'c,:hs azv.��:sa r,�xay.'�Yi El Boring Log 5 Project Name: International Corporate Campus East Sheet of 1 1 4 Job No. 2579 - 31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 8 Drilling Contactor: Associated Drilling Method: HSA Samplirig Method: SPT Ground Surface Elevation: 128' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W M N °' Blows Fl. — a -° y a 0 to a. m s rn v g u) E fn Surface conditions: Gravel Parking Lot nS v 0 q w 'a 53/6" 18 19 1 2 3 4 5 _T 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SM (Crushed Rock Surface to 6 ") Brown to gray silty fine to medium SAND with gravel, loose, moist to wet (Fill) ML Gray SILT or CLAY, medium dense, wet, medium plasticity (Fill) Earth Consultants Inc c, �xrc�in�ca�RnemM�c�o� ;nvFnWmnnnra�sctrn��n n Boring Log International Corporate Campus East Tukwila Washington z R S 1 Prol. No. 2579 -31 1 Dwn. GLS Date April 2001 Checked RAC Date 4110/01 Plate ,A40 5UD$Urlace oononlons oeplReo represent our oosermons ai me ume anu jocauon or inis exploratory noln, n1VWJ1W U h' cnynmvpUna tww, wiUaga a °„' J udgment. They are not necessarily representative of other limes and locations. We cannot accept responsibility for the use or Interpretation by others of n /nrmofinn ►woaanf -4 nn fhla Irv. U z IZ a� U O N J = H NU. WO L L fA _ C1 �W Z I— t— O z t—' W �p U ON OH W W �U lL O W Z U N E- X' O z Boring Log Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 - 31 Logged by: RAC Start Date: 1 /26/01 Completion Date: 1/26/01 Boring No.: 8 - 101 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surfalbe Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonite General Notes W (off) No. Blows Ft. _ ' 2 E cn t n. o r% E in CO a ; E cn c? a 20 39 66 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 ML Gray SILT, medium dense, moist to wet (Fill) -some slight organics - Shelby tube - -gray silty sand, possible fill /native contact ML Gray SILT, medium dense, moist (Native) SM Brown silty SAND with occasional poorly graded sand interbeds, dense, moist to wet ° Earth Co ns ult ants Inc g 0rVm1m1Cd1Rnttmnn .c"eUr.:&EnvirmnxnrdlSdmr6N Proj. No. 2579 -31 1 Dwn. GLS Date ApH1 2001 Boring Log International Corporate Campus East TUICWIIa, Washington Checked RAC Date 4/10/01 Plate A41 _ J 5umurrace cononlons oeplctea repr esent our oDservauons at the time ana iocation or mis exptoratory nvre, Irrvwncu vy aaiajl#c 1 niy %w 1 ° /°"' " udgment. They are not necessari y representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of fnrenalinn rvacaMaA nn thro 1i t z i t" z tY LU 10 UO Cl) 0 CO LU J ~ U) LL WO 9 L L N �. = W Z tr- t- O z H � p` v O— o�_ W W X �O lil z O z ' r Boring Log Project Name: International Corporate Campus East 1 Sheet of 3 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 8-101 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W c M �) No. t t n Blows E w u E Ft. to to v n° to E to 0 q 59 R o 45 41 ijf 42 43 44 45 24 48 47 48 49 so 27 It I 51 52 53 54 55 50/4 56 57 58 S Brown silty SAND grading to brown SILT, dense, moist to wet - possible groundwater seepage ML Brown silty CLAY with silty sand interbeds, dense, moist to wet, trace organics - SM Gray silty SAND grading to plastic SILT /CLAY, dense, wet, with sandy interbeds ML Brown SILT /CLAY dense, wet, grading to silty SAND, dense, moist to wet Earth Consultants Inc g CccxrctmltalFngmee+� Gcokgt.�n &FrvlmnnxnralSctrnnsn Z $ Proj. No. 2579 -31 Dwn. GLS Date April 2001 Boring Log Intematlonal Corporate Campus East Tukwila, Washington Checked RAC Date 4/10/01 Plate A4 Su bsurrace conanions aepiaeu te ntative Our OOSerrdUUMP dl UIG U1 11V 0114 1V%,duU1I VI U11J CAFAVIaWIr IIV10 V. , 111nn.. a v) � y .•... • .. ...... - � dgment. They are not necessan y representative of n other times and locations. We cannot accept responsibility for the use or Interpretation by others of lnnnallnn �voconle,l nn /tiia Lv. . - - - •t+4 � e _ _ .,,,,, raEVttat+�J _ - 'difA'MtRp.�xY1'i!NQ -- z _Z `~ W lz UO N W = H CO U. W O 2 F- IL Q C �. = W H =. ZH I— O w ~ w U� :O � H WW LL —O •z W CO) z Boring Log Project Name: Sheet of International Corporate Campus East I 4 4 Job No. Logged by: Start Date: Completion Date: Boring No.: 2579 -31 RAC 1/26/01 1/26101 B -101 Drilling Contactor. Drilling Method: Sampling Method: Associated HSA SPT Ground Surface Elevation: Hole Completion: 128' 1 ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonhe General W N0 ' Blows = a a CO .°n Note N Ft. cn a tq t T N 70i6" SM Brown/ gray silty SAND very dense moist to wet Boring terminated at 60.5 feet below e)asting grade. Groundwater seepage encountered at 40.0 feet during drilling. Boring backfilled with cuttings and bentonite. s i i s a Boring Log Earth Consultants Inc International Corporate Campus East 9 Gcorrcl�n�atFn�Irxcn; ccoko.9s &FnNttxinKnrat.-kIM ;, , Tukwila, Washington C Proj. No. 2579 - 31 Don. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A43 Subsurface conatrons aepictea represent our observations at the time ana Location or fns wporatory nose, moatttea try engineering tests, anafps anu J udgment. They are not necessari representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of n /nrmaltnn ...,ocn fao4 ^n We tM l I. z ILI UO moo. CO) CO) L w O. LL a' Cj) = W I— O zI_ w w U� O N: O I— = U. LL O: 111 z U CO z Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: &102 brilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W M No. Blows Ft. L E v 9 a .: O U v N Surface Conditions Gravel Parking Lot C w sa 12 33 1 2 3 4 s s 7 8 9 10 11 12 13 14 15 16 17 18 19 SM Gray black silty SAND with gravel (Fill) ML Green SILT /SAND, medium dense, moist -gray sand with silt Earth Consultants Inc t7 CrciinlralFngfier ».Cgtws &FnNmnnxnrnl5ctrntl 8 Prof. No. 2579 -31 Dwn. GLS Date April 2001 si iha I rfaoe wndflions depicted represent our observations at the time and location Boring Log international Corporate Campus East Tukwila, Washington Checked RAC Date 4/10/01 Plate A44 of this e)wtoratory hole, moconed by engineering tests, analysts and L udgment. They are not necessarily representative of other times and locations. We cannot accept responsminy Tor me use yr lntt:lPMduvfl UY vuIaia In►mallnn nraK!'1OA nn thlo tR 4 z �Z `~ W �2 �U 0 Cl) ° CO LU J = H CO LL WO J LL- Q . N D �W H O z r_ LU U O CO ° I— W W �- O W z CO z 0 ' Boring Log Project Name: International Corporate Campus East Sheet of 1 2 4 Job No. 2579 -31 togged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B -102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W c� No. Blows Ft. E C7 CO c a „ LL EE ° v> N N Ems. > CO u L 9 14 15 19 21 22 23 24 2$ 26 27 28 29 30 31 32 33 34 35 36 37 38 39 ML Gray sandy SILT with gravel, medium dense, moist to wet with trace organics (Fill) - Shelby tube sampler -becomes-stiff o Earth Consultants Inc Comdin Ica IFng w" s. Cco►ngtu, & FnArmm enrnt .1c1rnftsN $ Proj. No. 2579 -31 1 Dwn. GLS Date April 2001 Boring Log International Corporate Campus East Tukwila, Washington I Checked RAC Date 4/10/01 Plate A45 sut)surrace oonatuons oeptctea represent our onservauons at the ume ana l=oon or inls e)loratory nose, mvumeu uy %mull MVI n I %r.;A;;, 01IaIrQ4;� a) j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Iron +a,lin� nroaon#o 4 nn Wim Lv+ z zd S- Z' W JU U O (/) J � CO) LL WO 2� U Q �W t— O z t-, w w U U � O CO W W H LL O• _ W to U— H =; O z L 3 I Boring Log Projed Name: Intemational Corporate Campus East [ Sheet of 3 4 Job No. 2579 - 31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: &102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' 1 Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ��) N0 ' Blows Ft. U c -° rn 2 n o M CO M ? E. CO s i # ' 13 54 53/6" 60 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 I SM Gray silty SAND grading to sandy SILT, medium dense, moist with ocassional gravel (Native) - becomes brown silty sand, dense, moist to wet - becomes very dense H i Earth Consultants Inc Crorr.�l�nical PnglnMS. CcnbgL� k FnvlmnnxnMl Sclrnrl.�s Proj. No. 2579 - 31 Dwn. GLS Date April 2001 Boring Log International Corporate Campus East Tukwila, Washington Checked RAC Date 4/10/01 I PlateA46 Subsurface conaaons oepiaeo re our observatlons at the Ume anct t ocatW n of this wooratory nose, moanea oy engineering tests, anagws ana L udgment. They are not necessarily representative of other times and locations. We cannot accept responslbilrty for the use or interpretation by others of ff, flnn wocon►url nn ►hfo In.. yyy� p ._. x[p .r rt cr i fie A i � 4j �+i - 'I 'r' �� +.'�: .� " �"" '"++ r' r w"" 1' ..�..w..��t7�wwem'.r..e'►+czw.. �'� `��.c�u..r��+at.saw�.o'a'�� +� a Q �W. QQ� J U. UO to o J � N LL WO 4 J LL Q CO) _ d �... W t` O. w U� UJ O N O t-- W H L O Z U CO H= O Z Boring Log W Project Name: S Sheet of International Corporate Campus East 4 4 4 Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: 2579 - 31 R RAC 1 1/26/01 1 1/26/01 B B Drilling Contactor. D Drilling Method: S Sampling Method: Associated H HSA S SPT Ground Surface Elevation: H Hole Completion: 126' 1 1 ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonite General W W N N0 ' . .n C CL . . Notes � �°�) B Ft. c T o o L ? a 66 M ML B Brown SAND with silt very dense dam Boring terminated at 60.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. 0 'a Boring Log Earth Consultants Inc I International Corporate Campus East Subsurface conditions depicted represent our observations at the time and location of this e)loratory hole, modified by engineering tests, analysis and 1 udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nr Hnn n►000nl 4 nn {hfo Inn _ ♦ra. . td�H!�ianr a...+....,�� _.�.__._ _. m•n'MlAF!YfY'aJ '., .. . 0 z I z '. �W J0 0O to 0 CO W W = H CO LL WO U . rn �. = �W z I— O z l— U� O N 0 h- WW u. O tit z P X. O z Test Pit Log � t , �.j A I Project Name: International Corporate Campus East 7 Sheet of 1 1 Job No. 2579 - 31 Logged by: 1 RAC Date: 3/8/01 Test Pit No.: TP - 101 Excavation Contactor. Schwindt Ground Surface Elevation: 86' Notes: General N \N M E E �n m W E o M CO a v E Surface conditions: Graded Slope a 0 c� d W a 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 SP Gray silty fine to medium SAND with gravel, loose to possibly medium dense, moist (Fill) -some sloughing of fill from 2:1 slope above SM (Organic layer- Native Surface Horizon) Light brown silty fine to medium SAND with gravel, medium dense, moist to wet - becomes dense, increasing silt content ML Light brown SILT, dense, moist - increasing plasticity, hard Test pit terminated at 17.0 feet below e)dsting grade. No groundwater encountered during e) cavation. d 1 N Earth Consult Inc CcxxrclinlcalFn�Inxn Ctttin &FnNmnnrrnral ictrnrl J Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 T - I;Tn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A48 Suosurrace conartions oepictea represent our ooservations at the time ano location or tnis exploratory nose, mou vy ei'yn 1CV1 IV «` 01 1 Q 1 r° 10 ° �" { udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of �G m ►vnco�+lor1 nn fhto I.+n Z �~ W tY 2 WD UO CO J = CO LL W O Ua N� _ CY �w f Z !-- 0 Z F_ LU C W G 7 U� O N OH w —0 111 Z U =. O ~' Z Project Name: International Corporate Campus East - — Sheet of I I I Job No. 2579-31 Logged by: RAC Date: r 318101 Test Pit No.: TP-11 02 Excavation Contactor. Schwind Ground Surface Elevation: k' Notes: General Notes W E 1! >' a CO CL w u. E C3 M U) - 6 U) 0 .0 U) E =) 5, U) Surface Conditions: T I 2 3 4 5 6 7 8 9 10 12- SM Brown silty fine to medium SAND with gravel, medium dense to dense, moist (Till) -becomes dense to very dense, moist -becomes light brown to gray, very dense, moist -light seepage -6" standing water in bottom of hole after 90 minutes Test pit terminated at 12.0 feet below eAsting grade. Groundwater seepage encountered at 10.0 feet during ex�;avation. Z Z LU U 0 0 CO W LU W _j LL Zi a J . LL CO y CY W 0 Z H. UJI LLJ 5 CI W W U _ 0 tii Z CO Z Test Pit Log Project Name: International Corporate Campus East Sheet of I 1 1 Job No. 2579 -31 Logged by: 1 RAC [rate: 3/8/01 Test Pit No.: TP -103 Excavation Contactor. Schwindt Ground Surface Elevation: 86' Notes: Genera! Notes W M 0 o T C7 t m o �- M (0 o >, Cl) Surface Conditions: y 1 2 3 a 5 s 7 8 9 10 11 12 13 14 15 18 17 18 19 SM Gray to black silty fine to medium SAND, heavy organics, loose, moist (Fill) - organic layer - sticks and branches - continued fill, silty sand with considerable organics - loose, organics - -large concrete fragments, 18 "x18 "x48" - continued gray fill, concrete rubble and organics -12" concrete storm line, possible light seepage, possible contact Test pit terminated at 19.5 feet below eAsting grade Groundwater seepage encountered at 18.0 feet during excavation. D N Furth Consultants Inc Gccxrtl in�al Fn¢Inc:c7r„ Gc:nk>gLtir.: & Fnvlmnmenrnl 5ctrnh.� Test Pit Log International Corporate Campus East Tukwila, Washington a Proj. No. 2579 -31 Dwn. GLS =Date April 2001 Checked RAC Date 4/10/01 Plate A50 Subsurtace concttttons oepictea represent our ooservadons at the time ana iocaaon or tnts exploratory nose, moalneu try enumeennu teas, a►rarysts anu � udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Inir�+oHM nraew�lorl nn #Mo L.n 0 Z �Z M W 6 U 0 CO CO LL W O J LL < N C% = W r~ _ h O Z H 2 5 U �. O CO: � H- WW H U—t— LL' O U_ CO O Z U S 6. 'i Test Pit Log Projed Name: International Corporate Campus East Sheet of I 1 1 Job No. 2579 -31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -104 Excavation Contactor. Schwindt Ground Surface Elevation: 82' Notes: General Notes — r cL " E d LL. E a U) cn Cn E . CO Surface Conditions: 0 �? W a 1 2 3 4 s 6 7 8 9 10 11 12 13 14 1s 16 17 18 SM Light brown to gray silty fine to medium SAND, loose, moist (Fill) ML Light brown SILT, medium dense to dense, moist (Native) -some gravel interbeds ML Gray SILT and SILT with sand, dense to very dense, moist - - seepage at 10', light to moderate seepage - continued gray silt and sandy silt, very dense • - increased plasticity, hard Test pit terminated at 18.0 feet below eAsting grade. Groundwater seepage encountered at 10.0 feet during excavation. d Forth Co nsultants I n c. CcxHreiinlcalPn¢Ineas Ceologt�n;hFnNmnnxnretyctrnd J Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 - 31 Dam. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A51 Subsurface conditions depicted re our observations at the ume and location of tnis exploratory nose, moainea oy engineering tests, analysis a1 w Lud They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of linn �v are .q nn #hie 1. ggpp I' Z �Z W QQ �. D 0 Cl) o • J CO LL W O. UQ CO) D _ CY I.. W Z t— F- O Z !-- W �p U O N � H WW LL H� — 0 W Z. U =. ~ O Z Test Pit Log Projed Name: In tematio nal Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC hate: 3/8/01 Test Pit No.: TP -105 Excavation Contactor: Schwindt Ground Surface Elevation: 66' Notes: General Notes W ( °,6) c n� uE�i n u- N .°n j Surface Conditions: Rl V. 1 2 s 4 5 s 7 8 9 10 11 12 SM Light brown silty fine*to medium SAND with gravel, medium dense to dense, moist -very dense - till - difficult digging - continued very dense - till - -very dense Test pit terminated at 12.0 feet below eAsting grade. No groundwater encountered during e) cavation. a Earth Consultants Inc 3 CT.( yinkaI Fin sr 3 -- ct: -wh & Fn vi rm i i v n ra I -;d m. tags L — F Test Pit Log Intemational Corporate Campus East Tukwila, Washington u Proj. No. 2579 -31 Dwn. GLS pate April 2001 Checked RAC Date 4/10/01 Plate A52 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified vy engineenng cents, anarysis and j u In►mo dgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nIL �vnccnf -4 nn W. IM ' Z �Z W 2 �U UO N 0 CO) �' J CO) LL W O L L to D = w ' ?3: t— O Z t"-. W U� O N' WW H LL O 111 Z U CO) O t" Z Boring Log Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General No W o� No. Blows Ft. ° o ° E 'T ,' 0 CO t ° .: CL v M to 6 v -0 N T ,ur Surface Conditions: ' ;3 22•0 14.6 25.3 16.0 15.9 16 15 17 21 22 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) ML Brown sandy SILT, medium dense, moist (Fill) SM Brown silty fine to medium SAND, medium dense, moist (Fill) ML Brown sandy SILT, medium dense, moist (Fill) - - contains fine gravel SM Brown silty fine to medium SAND, medium dense, moist to wet (Weathered Glacial Till) - becomes gray and wet, light seepage at 15' - becomes very dense N Earth Consultants Inc k $ Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 Boring Log International Corporate Campus East Tukwila, Washington Checked RAC Date 8/15/00 TPIateA53 subsurface conartions aepictea represent our observations at the ume ana iocation of this wooratory noie, moomeo aY engineering tests, anarps anu j udgment. They are not necessarily representative of other limes and locations. We cannot accept responsibility for the use or interpretation by others of nrnnnafinn nn fl+ta Inn I 0 Z = Z JU UO Cl) o Uj J F.. CO) U. WO J. LL Q. CO) = !— _ Z0 W W U� ON = W. t— t1- O 111 Z UCO z Boring Log subsurface conditions depicted represent our observations at the time and location of this e )loratory hole, modified try engineering tests, analysis and •'�''' "` ey are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation try others of •��` n n.oeo.. /ud k Project Name: International Co orate Campus East Sheet of 2 2 Job No. Logged by: Start Date: Completion Date: Boring No.: 2579 -31 WRJ 5/24/00 5/24/00 B.1 Drilling Contactor. Drilling Method: Sampling Method: Gregory HSA SPT Ground Surface Elevation: Hole Completion: 80 ❑ Monitoring Well El Piezometer ® Abandoned, sealed with bentonite General Notes W N No Blows Ft. a �o y rn ° iq v .a °. v 91 SM Gray silty fine to medium SAND, very dense, moist (Glacial Till) 50/5.5 " : T :' 21 - contains trace gravel 23 24 9.4 25 - contains gravel 82/10" 26 27 28 29 LL =51 PL =25 19.0 30 CH Gray fat CLAY, hard, moist 131=26 74 31 Boring terminated at 31.5 feet below e)asting, grade. Groundwater seepage encountered at 15.0 feet during drilling. Boring backfilled with bentonite and cuttings. NOTE: Elevations estimated from Site Plan provided by Client. 0 c� w 0. a N Earth Consultants Inc tl Cccxr<tinfcal Fngtne ray G.nk¢l�^ R Fnvlmnnx:nrnl.Sdmtt. .� Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate ASS+ Z iH W U. U U) o CO LL WO L L CO = C! �W z �. 1= O wI �5 U ON O H- W U lL O W CO z Boring Log Project Name: Intemational Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: 1 WRJ start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: g.2 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT' Ground Surface Elevation: 75' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W c� — �, No. s r n Blaws m E a) u. E Ft. 0 cn U) V) 0 w E v'i Surface Conditions: �? 'u W - a 16.5 15.9 9. 7 9.9 1 2 3 4 5 23 6 7 8 s 10 84 11 12 13 14 15 6s 16 17 18 19 SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) SM Brown silty fine SAND, medium dense, moist (Glacial Till) - mottled ..... - medium dense to coarse grained sand with gravel, very dense -iron o)ade stained - becomes gray fine grained sand with gravel c� N Earth consultan Inc L� GrinclinkniIFn(ilnrns,Crck ta, &Fn its n Boring Log International Corporate Campus East Tukwila, Washington o Pro]. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A55 subsurtace conanions oepictea represent our ooservauons at the time ana Iocauon of tnis exloratory nose, inuumcu uy eliuo = aiy «xO, o1 1"Iy � j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of n /nrrnofinn rvnconfdl nn Ihic Inn Z Z W QQ 2, JU UO 0 Uj J H_ ' CO U WO r r LL Q N D = a �.. W z� ZO W LU � p' O N OH W LL' O _ z. U= ~O F—: Z Boring Log 13 Project Name: Intemational Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5124/00 Boring No.: B..2 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' 1 Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (0/6) No Blows Ft. s ° E u�i t n. c�i u. E ° to `n .n N E cn LL =33 PL =23 P1 =10 3 a � U U i 12.7 20.2 19.5 21.7 38 34 60 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 SM Gray silty fine SAND, dense, moist (Glacial Till) ML Gray SILT, dense, moist CL Grades to gray lean CLAY, hard, moist - becomes very dense Earth Consultan Inc. Caardinlcal Pn¢h ms. Crck Ii N & Pnvlmnn"ral Wrnrl n Boring Log International Corporate Campus East Tukwila, Washington 52 Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A56 Z �Z 1 U UO 0 w= J F— WO }} J LL Q N d' = W H = F— O ZH W gy O U O E- W UJ. LL O U.1 Z. U= O Z.. subsurface conorcions oepictea reesent our observations at the time anb location of this e)Ioratory hole, moditiea try engineering tests, amiss; anu i j u /m gmen m�oHn dt. They are not necessari pf representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n n rvuaonierl nn fhio Inn Projed Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 - 31 Logged by: 1 WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: g. Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (off) B ows a E °• _ a t° ,, o " , E o Ft. � cn cn v .n CO T � cn 8 F_ 5 o � W W R 24.1 26.3- 26.7 26.3 I 47 41 42 43 44 23 23 46 47 48 49 50 25 51 52 53 54 55 31 56 57 58 59 I ML Gray SILT, dense, moist medium dense - contains very fine grained sand laminations - becomes dense R Li -E Earth Consult Inc C7 Ccarct�n�alFnghxati, CR :(kKiWlCFnvlrmhx:nralkyrnFt;N Boring Log International Corporate Campus East Tukwila, Washington i Z 1 0 2 1 Pro). No 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8115/00 Plate'A57 Subsurface conC11tions depicted re our observations at the time ana location of inls wporatory note, moolneu oy engineenng tests, ill alpia ai w udgment. They are not necessanty representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnm�ofinn rva anla.l nn Ihia Inn z Z W UO N o CO W J = H CO LL WO } Ei LL Q; d = W Z F- H O W ~ W f U� O N o�_ W W H L). lL O, .. z w CO O F- z Boring Log a 0 Project Name: Sheet of International Corporate Campus East 4 4 Job No. Logged by: 1 Start Date: Completion Date: Boring No.: 2579 -31 W 5/24/00 5/24/00 &2 Drilling Contactor. Drilling Method: Sampling Method: Gregory HSA SPT Ground Surface Elevation: Hole Completion: 75' ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W o,� NO ' Blows Ft. ~c a° T cn s a LL to n E �. cn 25A ML Gray SILT, medium dense, moist 22 61 62 63 64 25.9 6s - becomes dense 32 66 Boring terminated at 66.5 feet below e)asting grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. A O W a t� Earth Consultants Inc Boring Log Intemational Corporate Campus East c9 Gcc xr. lm Icel C ,:c"Wri,&Fnvlmrn%xnt?ASdmlims l7 Tukwila, Washington Z $ Pro). No. 2579 -31 1 Dwn. GLS Date Aug. 2000 Checked RAC Date 8115/00 Plate A58 subsuriace conanions oeplcteo represent our otiservatlons at the time ano location of inls exploratory nose, moa tiletl vy enyniCenny W ;>tD. anairao j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibll►ty for the use or interpretation by others of Rf^r " %J #t/,R rw as , +pfd RR 1ki. 1M z Q SZ W W� 00 CO 0, J �. CO LL WO J LL Q' (4 I d �W E _ Z H 0. w 5. UO OH W w '. T_ O` . Z. W L) O ~. z Boring Log '.i �i Project Name: Intemational Corporate Campus East Sheet of 1 6 Job No. 2579 -31 Logged by. WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (,�� No. Blows o $ o. _ a o u- r E v Surface Conditions: q c W a 16.0 30.5 11.1 19.5 8 10 33 1 2 3 4 5 6 7 8 9 10 11 .12 13 14 15 16 17 18 19 SM Gray silty fine to medium SAND, loose, moist (Fill) - becomes loose, contains wood debris and organics - contains organics ML Gray SILT, dense, moist - contains trace of fine grained sand N Farlh Consultants Inc Cr. cord in" Rnphm %.Grzc"Ls^* &EnvirmlltrnralSdM. It,;n J d Boring Log Intemational Corporate Campus East Tukwila, Washington Z m Pro]. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15100 1 —,+c Plate A59 n^ k—ia nnrf bUDSUriaCe WIIUIIIVII, UCIAtACU IC MC11l VU1 UUr--CI Ydt1V11J dl UIG Unly anU Jwauvn W1 UUa ....•• - J -••a••- - --- " - - - - -. - -- j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnm+olinn nroannloi{ nn Ihio I.v. 4, Ib 0 z H i� Z . UQ N J :C NU_ WO } J u_ Q co F. W Z t— ZO U� 0 H' W F_ L' O z. 111 UN H 2. O ~; z. Boring Log .. i Projed Name: Intemational Corporate Campus East Sheet of 2 6 Job No. 2579 -31 Logged by. 1 WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: &3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80 Hole Completion: ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonite General Notes W I No. s a Blows 2 E, o M Ft. c9 CO N to $ (n �. Cn $ a q U W 2 0.2 19.6 243 26.4 55 21 22 23 24 25 51 26 27 28 29 30 39 31 32 33 34 35 21 36 37 38 39 ML Gray SILT, very dense, moist - becomes dense - becomes medium dense N Earth Co Inc GccxmlinW FnQmn+s.G:n 4t 4I nrn�tr; Boring Log International Corporate Campus East Tukwila, Washington Z Prol. No. 2519 -31 1 Dwn. GLS Date Aug. 2000 Checked RAC Date 8115/00 PlateA60 Subsurface conditions oepictea represent our o at the ume ana rotation or MIS eporatory nose, moa o engineenng fists, anmy�s am w j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnnrvslinn nru OMOA nn thio Inn z W W D 00 CO) 0. J = I.- CO) tL W O LLQ ND m Z� F- O W H LLJ � Q O N 0 F- W �U LL 0 W W co)' F- ~ O z Boring Log Project Name: International Corporate Campus East Sheet of 3 6 Job No. 2579 - Logged by: 1 WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: &3 Drilling Contactor. Gregory Drilling Method: HSA • Sampling Method: SPT Ground Surface Elevation: 80' 1 Hole Completlon: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (0/11) NO ' _ = o. Blows ,� E v U- E Ft. c9 CO in ` � E ? <n v w 'a 27.8 26.5 25.9 26.3 17 41 42 43 44 45 23 46 47 48 49 50 24 51 52 53 54 55 21 56 57 58 59 ML Gray SILT, medium dense, moist q Earth Consultants Inc C9 Ccx�rtximlralPn¢ ficxa�Cnk >¢t�n4Fnvlrtxu�xwnl�ctrnna [7 Boring Log International Corporate Campus East Tukwila, Washington 21 . Proj. No. 2579 -31 1 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A61 5udsurrace conanions oepictea re esent our ooservations at the time ano iocauon or cols expioratory nose, moolrieu uy engmeenng ►eats, ailai�a at IM j udgment. They are not necessari representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnm+e� inn rxxnnlo.l nn fl+io Inn z �Z � W WD U O CO) 0 J H N LL. W O J W Q N� ' Z 3: H O W H �D U� WW 3: W � —O iu z U= .O ~' z Boiling Log y' Project Name: International Corporate Campus East Sheet of 4 6 Job No. 2579 - 31 Logged by: WRJ Start Date: 5124/00 Completion Date: 5/25/00 Boring No.: 13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80 Hole Completion: ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonite General Notes W (°b) No. Blows Ft. _ Cn c CL ° o N U N a L 7 1 25.5 26.7 29.7 29.3 24 28 33 37 /z 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 ML Gray SILT, medium dense, moist - becomes dense CL Grades to gray lean CLAY, hard, moist. . Earth Consultants Inc l,earttmkal Fnglnces, C�logtu� b FnNmnnxnral �clrnrUn n Boring Log International Corporate Campus East Tukwila, Washington Z $ Proj. No. 2579 -31 1 own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 PlateA62 Subsurface conomons oep►ctea re our observations at the time ana location of this wooratory hole, mooinea Dy engineering tests, anarysrs aria j udgment. They are not necessariiy representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of n /nrmoli+n rvoconlorl nn Ilia Inn ,,� II IY Z Z �W 2 D JU UO 0 wW J C0 LL WO W? co ) d �W Z _H ZO_ W ' 5 U� O rn; o I— W 3: L ) U- O. tij Z O ~ : Z a tYi `F Boring Log Project Name: International Co orate Campus East Sheet of 5 •6 Job No. 2579 - 31 Logged by: W RJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: &3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surrace Elevation: 80 Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W �o�j NO ' Blows Ft. t Q T a in a o m U) 0 $ ? a . U) LL =33 PL =24 PI =11 $ 0 � 'u w 'a 26.4 35.2 30.1 7.9 30 26 38 5016" 81 82 83 84 85 86 87 88 89 91 92 93 94 95 96 97 98 99 CL Gray lean CLAY, very stiff to hard, moist - becomes very stiff -contains sand interbeds . - becomes hard - containing silty sand layer SM Grades to brown silty SAND, very dense, moist N Earth Consultants Inc GfXXc IInlCdl Fnghx:�-S. Ccnbg1s^' & FnNmnmcnrat - mm o Boring Log International Corporate Campus East Tukwila, Washington Checked RAC Date 8/15/00 Plate A63 Z $ Proj. No. 2579 -31 Dwn. GLS D 000 ate Aug. 2 5ubsurtace conortions oeplctea re pr esent our ODservations at the time ana location Or tnts wporatory note, mocinea oy englneenny regs, analp+s Oil � udgment. They are not necessari yl i representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nl Lofinn nrnannfaA nn thla Inn e 0 Z QQ W W� UO N CO) CO) L W O U . CO) w H O w ~ w U� O N � H W L ~ Z L1J I O Z Boring Log Project Name: Sheet of International Corporate Campus East 6 6 Job No. Logged try: Start Date: Completion Date: Boring No.: 2579 -31 • WRJ 5/24/00 5/25/00 &3 Drilling Contactor. Drilling Method: Sampling Method: Gregory HSA SPT Ground Surface Elevation: Hole Completion: 80 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General W N0 ' Blows r $ E a. 0 .8 Notes j % � Ft. E a CO o ,;; M (n j T D Cn SP -SM Gray poorly graded SAND with silt, very dense, water bearing 80 ;,q . !, got - medium grained sand Boring terminated at 101.5 feet below eAsting. grade. Groundwater seepage encountered at 100.0 feet during drilling. Boring backfilled with bentonite and cuttings. 0 U W a Boring Log W Exarth Consultants Inc International Corporate Campus East Cct>f infralFngtnr .vmCk1*)S1USRFAV1M11M1'41SC(M. d9.S Tukwila, Washington I Pro]. No. 2579 -31 own. GLS Date Aug. 2000 Checked RAC Date 8(15/00 Plate A64 . Subsurface conditio depicted re esent our oDservations at the ume ano location or tnls e)loratory nose, moamcu try tmvm=m j!j t% xz;, as iaryoa airy j udgment. They are not necessari y representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n /mm��Hnn nroennlarl nn Ihic Inn x z Z', � W D UO Cl) 0 CO UJI J H CO) LL W O L L CO) CY �w K �. �o LIJ z� w U O N 0 !— W W U _ O Z`. ll! U= Z , Boring Log Project Name: Intemational Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite Notes Genera o,� � ) No. Blows Ft. _ '" c E C9 U) c o ti E U) N N E rn Surface Conditions: 13.5 10.0 15.5 14.9 18.5 21 18 5 8 9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 GM Brown silty GRAVEL with sand, medium dense, moist to wet (Fill) SM Grades to black silty SAND, medium dense, moist (Fill) -trace brick fragments - contains asphalt, concrete and brick fragments - becomes loose, moist to wet -trace brick ML Gray sandy SILT, loose, wet (Fill) -light seepage at 10' -trace slag tailings SM Gray sandy SILT, loose, moist (Possible Fill) - H 0 z — z Q W. WD UO Co 0 J H NW W O. 2 Q LLQ CO) D = W Z t- O w� 25 U O co, O t— W LIJ �- O li l z O z Boring Log Projed Name: Intemational Corporate Campus East Sheet of 2 g .lob No. 2579 - 31 Logged MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: I SPT Ground Surface Elevation: 120' 1 Hole Completion: ❑ Monitoring Well ❑ Piezometer ®. Abandoned, sealed with bentonite General Notes W ( %) NO ' Blows Ft. $ E, c9 u� a o ,;: M rn N .8 ? E. cn 24.1 13.2 9.0 8.6 12.0 10 19 15 35 80 21 22 23 24 25 26 27 28 29 30 31 32 33 35 36 37 38 39 CL Grades to brown lean CLAY, medium stiff, wet (Possible Fill) ML Brown SILT with sand, loose to medium dense, moist (Possible Fill) -2" sand interbeds -trace gravel - mottled, wet ML Brown sandy SILT with gravel, medium dense, moist - 1 11 SM Grades to brown silty fine SAND, medium dense, moist -trace interbeds of poorly graded sand -26% fines -trace gravel, becomes dense -still pockets of poorly graded sand ML Grades to brown sandy SILT, very dense, moist -trace gravel -trace sand interbeds 1 71 Earth Consultants Inc ccxxMmkW FngtnNm . Cf..041 A 6 F7wlmnnwwal s(Im .,r.; Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 checked RAC Date 8/15/00 Plate A66 5uosunace conaraons oeplaea represent our observations at the time and location of this exploratory hole, modified by engineering tests, ana"s ana P dgmer They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of In►mo1I nrnconl.4 nn Ih(c IM Z IZ IX W 1 JU U 0 CO) CO) U_ wO LL to = W Z P. Z � uj w D o o tn' C1 t- WW H U' LL O Z U= O N . Z q.. : e ✓. .,. i.L.7.... ..e 11 � ,.:. . ..:�..,.,1� >sFrsil:..wr�3' �}: e::i11bb..31}je:'ld�gt�.irit MU .�,.. Boring Log c.j "I i I i I Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and ment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of +7,►rr��flnn rvoeanha l nn 4h1a Inn Project Name: Sheet of International Corporate Campus East 3 3 Job No Logged by: Start Date: Completion Date: Boring No.: 2579 -31 MGM 6/16/00 6/16/00 B-4 Drilling Contactor. Drilling Method: Sampling Method: Gregory HSA SPT Ground Surface Elevation: Hole Completion: 120' ❑ Monitoring Well El Piezometer ® Abandoned, sealed with bentonite No. u r t °—' CO a Notes Genera Blows E d LL E CO T � ) Ft. 0 C/) � W > cn 5.5 SP -SM Grades to brown poorly graded SAND with silt, very dense, moist 59 41 ,:.:. 42 '.v:. 43 44 4.9 45 56 ;; a 46 47 O . N .. 49 - 5.7 p' So - becomes dense 51 Xl 1 Boring terminated at 51.5 feet below e)dsting grade. Groundwater seepagge encountered at 10.0 feet below e)asting grade. Boring backfilled with bentonite and cuttings. i I 1 1 1 1 Boring Log Earth Consultants Inc International Corporate Campus East p J Gcxm.dink Pn�i ftm CMkr8ti & nivlmnnwnr�fl:;c: mt1-; ; Tukwila, Washington 2 Checked RAC Date $ Proj. No. 2579 -31 T �;- GLS =Date Z Q1- - -T _Z W. 2 U U Cf) CO = J I..- CO LL WO �5 U_ Q N i I— W Z = Z O 2 5; U O N, � H W W �U �O .. Z W r O ~' Z Aug. 2000 8/15/00 Plate A67 Z Q1- - -T _Z W. 2 U U Cf) CO = J I..- CO LL WO �5 U_ Q N i I— W Z = Z O 2 5; U O N, � H W W �U �O .. Z W r O ~' Z a, Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 - 31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B Drilling Contador. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Notes W �,�� v — „ N0 ' a, Blows E, o M Ft. U) U) 6 $ j T v) Surface Conditions: 18.4 25.0 26.7 30.1 18.0 1 2 6 3 4 5 3 6 7 8 4 9 10 5 11 12 13 14 15 3 16 SM Brown silty SAND with gravel, loose, moist (Fill) ML Brown SILT, loose, moist (Fill) -trace brick fragments (small) - becomes very loose -trace brick, plastic ML Mottled brown and gray SILT, very loose to loose, moist (Possible Colluvium) - - contains roots - comprised of angular silt fragments in fine grained sandy silt matrix - becomes loose -trace organics (wood) - becomes very loose z Z UO ND wi NU_ w �a: N CJ =w Z� w o w �5 U� O Cl) w UJ �U U O Wz CO 1= _ O ~ z Boring Log •u I Project Name: Intemationai Co orate Campus East I Sheet of 2 4 .lob No. 2579 -31 Logged try. MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completlon: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W N No. Blows Ft. s — ° E 2 C7 v� a z .; CL 0o " cn rn v $ cq LL =29 PL =21 PI =B is $ a 24.0 26.5 27.9 23.3 24.7 2 5 3 7 7 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 CL Gray lean CLAY, very soft to soft. moist to wet (Possible Colluvium) - comprised of small angular clay fragments in fine grained matrix - becomes medium stiff . - becomes soft - contains 3, 1/4" sticks - mottled, trace organics, medium stiff ML Dark brown to black sandy SILT, loose, moist (Possible Colluvium) -trace organics, organic odor N Earth Consultants Inc q C�rcdiniralFnghr"%.Ceo , ;N &Fnvlmnnwriva dt-nit. O , Proj. No. 2579 -31 1 Dwn. GLS I Date Aug. 2000 Boring Log International Corporate Campus East Tukwila, Washington Checked RAC Date 8/15/00 Plate A69 subsurface oonamons oeprctea re esent our ooservatlons at the time ana wcauon of trns oporatory nose, moomea ny englneenng tests, anaiyNti anu ludgm use or Interpretation by others of A They are not necessari representative of other times and locations. We cannot accept responsibility for the nrnm+oHnn rvoennlaA nn 11+10 Inn Z lf' W 10 UO w� CO LL WO }} J wQ = W H O z 1- w U� O - o I-. w ill 2 LL H —O .z w U= O F- z Boring Log i Project Name: Intemational Corporate Campus East Sheet of 3 4 ,fob No. 2579 -31 Logged by: MGM Start Date: 6/16/00 C pletion Date: 16 100 Boring No„ B-5 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonhe General Notes W t % � No. Blow Ft. . ° E � u z o u. E ° U) 0 U) E ° CO 18.3 33.8 6.3 5.1 6 11 ss 74 41 42 43 44 45 � 47 so 51 52 53 54 55 56 SM ML Grades to greenish gray silty SAND, loose, wet (Possible Colluvium) -trace small gravel -small rootlets Grades top mottled brown SILT, medium dense, wet - appears to be undisturbed SM Brown silty SAND with gravel, dense to very dense, moist contains gravel - becomes very dense TIT SM Grades to light brown silty SAND, very dense, moist 0 2 UO t] WX CO LL W O LL U d �W I— O W t_ �p U �O N ILU O t— =U L W Z ` U CO 2' Z Boring Log I El Subsurface conditions depicted represent our observations at the time and location of this e)loratory hole, modified by engineering tests, analysis and L udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of In►snoHnn nrocan/a'r nn We Inn Project Name: S Sheet of International Corporate Campus East 4 4 4 Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: - 2579 - 31 M MGM 6 6/16/00 6 6/16/00 B B Drilling Contactor. D Drilling Method: S Sampling Method: Gregory H HSA S SPT Ground Surfacb Elevation: H Hole Completion: 125' ❑ ❑ Monitoring Well ❑ Plezometer Abandoned, sealed with bentonite I W W B No. C r c c °—' 6 Cn r Notes I M F Ft. v v c cn = ( 0 E 4.1 S SM L Light brown silty SAND, very dense, moist 61 6 61 Boring terminated at 61.5 feet below e)dsting grade. Groundwater seepage encountered at 40.0 feet during dnlling. Boring backfilled with bentonite and cuttings. Z I � M QQ W JU UO CO o . U) III �_ Cf)U wO L L =d I^ W 5 � i I— I— O Z t W U O N' 'W W H� LL O` z Z Boring Log .ti Projed Name: Intemational Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged try: MGM Start gate: 6116100 Completion Date: 6/16100 Boring No.: B-6 Drilling Contactor: Gregory . Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ,� — No. _ .c a Blows c m E ,°, LL. E Ft. 0 CO ° U)i to u) E D .co Surface Conditions: 10.3 14.1 14.5 15.0 26.8 1 2 10 3 4 5 5 6 7 s 5 9 10 3 11 12 13 14 15 14 ,_ SM Brown silty SAND with gravel, loose to medium dense, moist ML Brown sandy SILT, loose, moist - contains gravel - becomes dark brown, very loose I ML Mottled brown SILT, medium dense, moist z IZ '~ W JU UO CO 0 I H CO u-. WO 9Ei 1L Q N _ CY f. W Z H Z I. LU 2 5. U O N. O H WW - LL O .. Z W U X. O z El Boring Log Project Name: Intemational Corporate Campus East Job No. Logged by: Start Date: Completion Date: Boring No,: _T 2579 -31 MGM 6/16/00 6/16/00 &6 Drilling Contactor. Drilling Method: Sampling Method: Gregory - HSA SPT Ground Surface Elevation: Hole Completion: Sheet of 2 3 105' ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonhe ;i 27 General W No. _ — c a U) E 27.2 20 N Blows E u, E cn :3.65 33 34 35 Ft. (7 CO W 36 37 24.9 38 ML Mottled brown SILT, medium dense, moist 39 15 LL =39 PL =26 21 PI =13 - massive ` -trace vertical hairline fractures S 23 24 25 25.5 23 26 ;i - becomes gray CL Grades to gray lean CLAY, very stiff, moist -trace fine sand laminations dipping at appro)amately 15 -20 degrees Boring Log N Earth Consultants Inc International Corporate Campus East q GrvedinlralFn ¢1nMaGck�SlnbFnA=n)cnra1.Sdrnnen Tukwila, Washington J $ Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A73 Subsurface conditions depicted represent our observations at the time and location of this wooratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrmollnn nrnean nn {tiic Inn - rte..,.- _.�._. -_- -----_._ .._.___�.....w.•_...__...._.__. .— _�....,,...e....ea e1ro...nra.a.u.abrowaru Z Z W UO N D J = N U. WO L L rn D = a W Z F- H O W F_ � p ON o f_ =U H� u. O, ill Z O� Z 27 28 29 30 27.2 20 31 32 33 34 35 25.1 29 36 37 8 38 39 - becomes gray CL Grades to gray lean CLAY, very stiff, moist -trace fine sand laminations dipping at appro)amately 15 -20 degrees Boring Log N Earth Consultants Inc International Corporate Campus East q GrvedinlralFn ¢1nMaGck�SlnbFnA=n)cnra1.Sdrnnen Tukwila, Washington J $ Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A73 Subsurface conditions depicted represent our observations at the time and location of this wooratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrmollnn nrnean nn {tiic Inn - rte..,.- _.�._. -_- -----_._ .._.___�.....w.•_...__...._.__. .— _�....,,...e....ea e1ro...nra.a.u.abrowaru Z Z W UO N D J = N U. WO L L rn D = a W Z F- H O W F_ � p ON o f_ =U H� u. O, ill Z O� Z r: i Project Name: Intemational Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor. Grego . Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W N Blows Ft. a$ ( cn n .: o 0 in v ' tn LL =49 PL =24 PI =25 $ n O U W a 28.2 24.6 25.9 3.2 29 43 41 41 42 43 44 46 47 48 49 50 51 52 53 54 55 56 CL Gray lean CLAY, very stiff, moist - massive, trace fractures - becomes hard -trace pockets of wet sand -trace vertical fractures, slickensides along fractures - becomes dark brown at 46', trace gravel ML Grades to gray SILT, dense, moist to wet - massive SM Grades to light brown silty fine SAND, very dense, moist -1/8" thick silt interbeds Boring terminated at 56.5 feet below e)asting grade. Groundwater seepage encountered at 45.0 feet during drilling. Boring backfilled with bentonite and cuttings. N c7 Earth Consultants Inc cc.mc•tinMairpsir .",* Cc *nt%S&Fmtmnnrnrauwcnrtn Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 DHm. GLS Date Aug, 2000 Checked RAC Date 8/15/00 Plate A74 SuDsurace conunium aeptaea iept ejesik VUi VU5e1 r dUUM! dl tilC 11111C d11U I VI III' c nVl alvly IIVM n�wi -1 �. y•� -••••a • - -v - j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of .. /nm�ofinn rvocenln`I n.� 1i+io I..n • y. t ..•aM' z H Z UO Cl) 0 U) J CO LL WO U J Q to = a W z t- W �D U O N 0 H WW u. O z CO 1=- H z Project Name: International Corporate Campus East 1 Sheet of 1 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: &7 Drilling Contactor, Gregory' Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: 1 ❑ Monito Well El Piezometer ® Abandoned, sealed with bentonite GNotes enera ,� No, r CL Blows c E d G- E Ft. c9 cn ° rn co. E Surface Conditions: $ q U W 4 11.9 10.1 10.9 1 2 11 3 4 5 28 6 T. 7 8 9 10 62 1t 12 13 14 15 15 16 17 18 78 19 SM Dark brown silty SAND with gravel, loose, moist (Fill) SM Brown silty SAND, medium dense, moist (Weathered Glacial Till) - contains small gravel _ SM Brown silty SAND with gravel, very dense, moist (Glacial Till) SM Grades to brown sandy SILT with gravel, medium dense, wet (Glacial Till) -no recovery - becomes very dense, moist c� J Earth Consultants Inc Cccxrct�nlcalFngtnen�Gcgt�n &FnWmnnMnralticlrnrta: Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579 -31 Dw GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A75 Subsurface conditions depicted represent our observations at the time and location of this e)loratory hole, modified by engineering tests, analysis and _J udgment They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of _�,�nnr+ +t�l!�',�tbf. z Z D UO Cl) 0 Ul J t^ CO) LL WO U. Q CO ) CY = W t`- H O w ~ w U� ON � H- WW LL ~O Wz coi O z f � Boring Log Projed Name: Intemational Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged bar MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-7 Drilling Contactor. Gregory. Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite Notes I % � ) No. t J o. Blows , E v u_ E Ft. cn v) a Cn E D. U) LL =30 PL =20 P1 =10 9.6 9.s 18.7 41 21 22 23 24 25 78110" 26 27 28 29 30 45 31 ML Gray sandy SILT with gravel, dense, moist (Glacial Till) -light seepage at 25' - becomes brown, very dense - CL Grades to gray lean CLAY, hard, moist - massive, trace silt laminations Boring terminated at 31.5 feet below eAsting grade. Groundwater seepage encountered at 15.0 and 25.0 feet during drilling. Boring backfilled with bentonhe and cuttings. z �Z �W � UO Cl) 0 W H CO) W W O 9 IL Q CO = d. i.W Z H t-- O. w �D U� O N O f— W W U LL ~ O 11J z U CO), z tA � idgrnent. They are not necessarily representative of other times and locations. We cannot accept responsibility n for the use or interpretation by others of fnrmoflnn nroenn "A n fh1a Irvi __ nwat�as , +� ?' :.. �.:as'�`.r.'�`.z �''•4...LW..C�„"�'�".�rr+"�' w� Project Name: Intemational Corporate Campus East Sheet of 1 3 Job No. 2579 - 31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: 8 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: El Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite Notes General � ) No Blows Ft. = — c E c7 (n m d it E cn N (n E Surface Conditions: a a 14.8 13.5 18.0 14.9 9.5 9 14 13 9 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 SM Dark brown silty SAND, loose, moist (Fill) -trace gravel - becomes black - contains organics and sandy silt layers - becomes dark gray, medium dense -trace organic debris -36% fines - becomes loose -trace wood - becomes medium dense -trace organics -trace brick, painted wood Earth Consultants Inc xx (7 Gc Ink Fngtnew .ccr.Mg-ws&nnimnnxnra1wmfis; O Boring Log International Corporate Campus East Tukwila, Washington z Proj. No. 2579 - Dwn. GLS Date Aug. 2000 Subsurface conditions depicted re went our observations at the time and location Checked RAC Date 8/15/00 Plate A77 of this wo ratory hole modified by engineering tests, analysis and zz SZ '~ W � D 0 Cl) 0 CO w w =. J F. CO LL WO LL? cod �w w� 25 U0 O N D H w U1 LO .. Z W U= O Z Boring Log > r c t i i Project Name: Intemational Corporate Campus East Sheet of 2 3 Job No. 2579 - 31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B Drilling Contactor: Gregory . Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonfte General Notes W (° /6) No. Blows Ft. `—' o a E cn c a, u. E v� C o V E . cn i i ' i i 14.0 14.8 14.1 5.8 13 21 7 21 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 ML Dark gray sandy SILT, medium dense, moist (Fill) -trace slag, small wood debris -large piece of wood in sampler SM Dark brown silty SAND, medium dense, moist (Fill) -trace glass debris (blue) IT SM SM Brown silty SAND, loose, moist -trace gravel, trace of wood (red) Grades to light brown silty SAND, medium dense, moist - contains small gravel - contains interbeds of poorly graded sand i Earth Consultants Inc i CcrtinlralFn�lnn��GcokglynRFnvlmnmrnral �clMitl Boring Log Intemabonal Corporate Campus East Tukwila, Washington i Proj. No. 2579 -31 1 Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 Plate .A78 sumurface ooncmions aeplaea re our omervatl at the time and location of this wo oratory hole, modified Dy engineering tests, a nalyws ana j udg n re representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of •� =�: Y ' w�,',...R. �� ,.,,.,M��•x!airrr.�ea!gsctitx . : �; ssraas�n5k '•�!4E2tf�f7��+!t�tdc�?!rm�+. Z Z �W 10 0 0 , to 0 w= J F. CO U. wO �aEi LL co = W Z I— O Z t— �5 U� O N. WW LL IJ Z U co O F Z Proled Name: Sheet of International Corporate Campus East 3 3 Job No. Logged by: Start Date: Completion Date: Boring No.: 2579 -31 MGM 6/19/00 6/19/00 B4 Drilling Contactor. Drilling Method: Sampling Method: Gregory HSA SPT Ground Surface Elevation: Hole Completion: 92' 1 ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonite General W No. Blows r E . o M LL E 2 0. Ems. Notes N Ft. r 0 CO ° u> > (n 6.2 ::`> SP -SM Light brown poorly graded SAND with silt, medium dense, moist 26 :• o 41 Boring terminated at 41.5 feet below e)dMing grade. No groundwater encountered during drilling. Boring backfilled with entonite and cuttings. 0 zz W >. W� J U. 0 0. N o UJ J � CO LL WO LL Q CO = C% �W z �O z t- �5 U� • O N' W UJ �U LL W z 1= _ O z Boring Log Project Name: International orporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75 Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite Notes I 96 No. Blows Ft. — E 0 m c a) ti m cn E D CO Surface Conditions: a 12.7 15.3 21.1 24.0 3 20 11 9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1e 1s SM Brown silty SAND, very loose to loose, moist (Fill) - becomes gray - contains abundant glass fragments SM Reddish brown silty SAND, medium dense, moist (Possible Fill) -trace gravel -trace wood debris -43% fines / / / � �.� OH Dark brown organic SILT, loose, moist SM Gray silty SAND, loose, wet 0 Earth Consultan Inc g Cc vMinlral Pro). No. 2579-31 T GLS Date Aug. 2000 Boring Log International Corporate Campus East Tukwila, Washington Checked RAC FDTat8/15/00 Plate A80 " J wasunace commons aepictea represe our o userva tlons at Ale time anu muduon of im;s wp unatuly Itutn, 111V%H11v a uy cttyrr 'OviMry r caw, arra,ya,a �... � udgmeM. ltiey are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnnno4inn tvocnnfad nn We Lnm RE tx I' I 0 z �Z �w D. U. UO. CO 0 w� CO) LL wO �a rn �. = P. W Z H t— O z t— w w U� O CO)' O t— W w , U. O Ill z. CO) O ~. z I 0 Project Name: Intemational Corporate Campus East Sheet of 1 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor. Gregory. Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: 1 ❑ Monftoring Well ❑ Plezometer ® Abandoned, sealed with bentonfte Notes i No. t M n. Blows T M Ft. U) ° U) N E cn LL =15 PL =14 PI =1 w a 26.1 16.9 19.9 28.8 7 21 22 23 24 25 1 26 27 28 29 30 31 32 33 34 35 24 36 37 38 39 ML Grades to mottled brown SILT with sand, loose, saturated - becomes gray very loose, water bearing T SM Gray silty SAND, very loose, water bearing - becomes brown, medium dense . -trace gravel -layer of gravel at appro)amately 31.5' - contains Silt laminations Earth Consultants Inc g cr"f''"'ca, Ni m"F, "mniiwnra1!k1MtL'M.. Proj. No. 2579 -31 1 Dwn. GLS Date Aug. 2000 Boring Log International Corporate Campus East Tukwila, Washington Checked RAC Date 8/15/00 Plate A81 5uosurraoe eononions aeplaeo represeni our o menrauons a i me ume Ana Ivcauvn vi uim uApvl am y 11v1n, 11 lwllivu Wry cl lull I4 11 .....,�.....+..,. dgment. They are not neoessad representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of /nrmollnn rvnenn4ml nn #k1c Inn Z W WD UO N CO) J � CO) LL WO J LL Q F.. W ' Z H H O Z t— 2 j; U ON Q t— W �O .Z W U= O .Z Boring Log Project Name: Sheet of International Corporate Campus East 3 3 Job No. Logged by: Start Date: Completion Date: Boring No.: 2579 - 31 MGM 6/19/00 6/19/00 B Drilling Contactor Drilling Method: Sampling Method: Gregory , HSA SPT Ground Surface Elevation: Hole Completion: 75' ❑ Monfto Well ❑ Plezometer ® Abandoned, sealed with be nton n e General W N o. Blows z' E r o. � N g D Notes � ) Ft. C7 U) 0 M U) E .cn ts.s SP -SM Brown poorly graded SAND with silt, medium dense, water bearing 29 ? :: 41 Boring terminated at 41.5 feet below eAsting. grade. Groundwater seepage encountered at 16.0 feet during drilling. Boring backfilled with bentonite and cuttings. U tL a Boring Log Earth Consultants Inc International Corporate Campus East (9 CrcardmlralFnglnms.0"n ,�6Fmlmnnwnralfklm*ms Tukwila, Washington Cl Z a Date Aug. 2000 Proj.No. 2579-31 D4;. GLS Checked RAC Date 8/15/00 Plate A82 ih�u Ow-A mndkinns denlded represent our observations at the time and location of this eWoratory hole, m odified by engineering tests, analysis and M . They are not necessarily representative of other times and locations. We cannot accept responsiallry Tor xne use or I rnerpmauun vy uum G+n nracanfaA nn fhia Inn 0 Z Z �w QQ� JU UO CO) o LU J H CO u- w 0 u_ to � H= t— O z w o0) o� w r L 0 : Z rJ N . O Z El 'i i .'i Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 completion Date: 6/16/00 Boring No.: B-10 Drilling Contactor. Gregory " Drilling Method: I HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole completion: 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W gb ) M v 9 Bows ° $ a �: n. m E u E Ft. u'i ° in V a rn . E ° in Surface Conditions: _ $ a 0 �i w R a 12.6 11.2 10.7 24.2 1 2 20 3 4 5 32 6 7 8 9 10 64 11 12 13 14 15 30 16 17 18 19 ML Brown sandy SILT with gravel, medium dense, moist (Possible Fill) SM Brown silty SAND with gravel, medium dense, moist (Weathered Glacial Till) - - becomes very dense (Glacial Till) ML Mottled brown SILT, medium dense to dense, moist Earth Consultants Inc O Q-xxr. inlralFnpex» Cr.Noq.+skFmtmnnxnrolsdrnrhr Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Prate A83 ,subsurface conanions oepraea represent our odservauons at ine time ana locauon of tnis a )poratory nose, moal Dy englneenny kea+a, al 101yma al w judgment. They are not necessarily representative of other times and locations. We cannot accept responsrbllity for the use or Interpretation by others of zz W: D UO CO o. CO CO LL W }O, J LL ? �U = W ?H r— O W 0 U fn O —: D F- W LL o . Z. O� z I udgment. they are not n ecessarily representative or other umes and iU(auNtIS. V Ve WI lllul Qsµ ,G n/t t.aL n °I, tv1 wIV "w �• _., ._- _.._ -. -, _ -- in / nm+elinn rvocnnlo+t nn lhic Inn >+I w. rtat�aM1& �nRkNq't l�' UiR7Y1R 'tR1'a ZZ S I- i~ W t QY � JU 0 C O D CO LU CO ~. W O: LL ? N = W H =. f- O Z W U W LL F- -O. W Z. W N Z Boring Log Project Name: Sheet of Intemational Corporate Campus East 2 2 Job No. Logged by: Start Date: Completion Date: Boring No.: 2579 -31 MGM 6/16/00 6/16/00 B-10 Drilling Contactor. Drilling Method: Sampling Method: Gregory. HSA SPT Ground Surface Elevation: Hole Completion: 80' ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonite G enera l W No. Blows Ft. _ E 0 co c n a) u. E rn U) v EE cn 29.3 CL Gray lean CLAY, stiff, moist LL =46 PL =24 PI =22 14 21 22 - massive 23 24 23.6 25 ML Grades to gray SILT, medium dense, moist 24 26 27 -6" wet zone 28 ` -; 29 i 24.8 30 31 31 ' Boring terminated at 31.5 feet below eAsting, grade. Groundwater seepage encountered at 26.0 feet during drilling. Boring backfilled with bentonite and cuttings. is 0 U W a . N Earth Consultants Inc U Gtr. inICalFngtnrrmCcoftt-vsRFnv1=n :nreJWrntW.s Boring Log International Corporate Campus East Tukwila, Washington J 0 fRj. No. 2579 - Dwn. GLS Date Aug. 2000 Subsurface conditions depicted represent our observations at the time and location Checked RAC Date 8/15/00 Plate A84 of this wooratory hole, modified by engineering tests, analysis and f— Ilk. /ten nr intPrrYPtltlon by others of I udgment. they are not n ecessarily representative or other umes and iU(auNtIS. V Ve WI lllul Qsµ ,G n/t t.aL n °I, tv1 wIV "w �• _., ._- _.._ -. -, _ -- in / nm+elinn rvocnnlo+t nn lhic Inn >+I w. rtat�aM1& �nRkNq't l�' UiR7Y1R 'tR1'a ZZ S I- i~ W t QY � JU 0 C O D CO LU CO ~. W O: LL ? N = W H =. f- O Z W U W LL F- -O. W Z. W N Z i Boring Log Projed Name: Intemational Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor Gregory - Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite Notes i t ) No. Blows Ft. r T C� CO w a 1% W ° C9 u) -6 � E v'i Surface Conditions: LL =30 PL =19 PI=11 w n 30.1 29 30.0 23.2 26.7 1 1 2 3 3 1 2 3 4 5 6 7 8 9 1 0 11 12 13 14 15 16 17 18 19 GM Brown silty GRAVEL with sand, medium dense, moist (Fill), comprised of angular gravel ML Brown SILT, very loose, moist (Possible Fill) CL Brown lean CLAY, very soft, moist (Possible Colluvium) - comprised of highly fractured angular clay fragments in silt / clay m atrix - massive _ - becomes soft -trace wood debris - appears disturbed, trace wood debris - appears disturbed, trace gravel, charred wood - becomes blue gray with pockets of brown -no gravel, trace organic stringers Furth Consultants Inc p Gc< xccltnKulFngfirc %%C.TAC;glynkFnvlmnnxnralticlrniin a a Proj. No 2579 -31 Dwn. GLS Date Aug. 2000 Boring Log International Corporate Campus East Tukwila, Washington Checked RAC Date 8!15/00 Plate A85 _.,_- _..tee_ C -o ...nri , 4 ., e..ntnnnrinn Ind* annKr Jc anti SUDSUrrace cononlons aeplcaeu rr C.lCllt VUI V4ACIYaNV1 W m Inc u�l�c any. wwavn v� wn.a �: �wv. •• —. — � udgrnent. They are not necessan representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnm+otlnn rvnconlnd nn We Inn • rxY.rtl+I+wNmfiVdlYK,"M. M11�iM %N+,V,+ A 9f� µ�iy,!y., rn• .... _ ....... ... .... .........._....... �.«••, r. a. wx+ P�• MCt. IMntRMMM'NPIM�Yr.Arwr..cnesnu•. w,. «.:x....r/�vJa,.,.......... Z Z W aa� JU U O 0 CO) H CO L w 9a CO) = P W Z = t— ZO 5 U� O N o t-- w W. 3:0 LL tll Z U CO), O ~' z Project Name: Intemational Corporate Campus East Sheet of 1 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: 8-11 Drilling Contactor: Gregory , Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Notes W 96 No. t . a Blows E v u. m Ft. c9 Cnn ° cn 0 . 8 vUi >% D Cn LL =38 PL =26 PI =12 29.8 11.1 24.4 20.7 2 21 22 24 ; 25 68 ff 26 27 28 29 30 45 31 32 33 34 35 45 36 CL Gray lean CLAY, very soft, moist to wet (Possible Colluvium) - becomes dark brown SM Brown silty SAND with gravel, dense to very dense, moist ML Grades to brown SILT, dense, moist - contains vertical laminations, iron o)dde staining along laminations -light seepage in sand pocket at 35' - contains 1/4" thick vertical sand laminations -trace gravel z W W UO N CO W J = CO LL: WO = �W z !-- O W t— 5 U� O N; W UJ HU LL O W z CO H X. Z Project Name: International Co orate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by MGM . Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory * Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136 Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( °b) No. Blows Ft. t � n• E. (9 U) w a ° " ° W U) ° a 6 ° W 12.6 9.0 73/10" 80 If T. 41 42 43 44 `5 46 SM Brown silty SAND with gravel, very dense, moist - contains pockets of wet sand Boring terminated at 46.0 feet below existing, grade. Groundwater seepage encountered at 35.0 feet during dnllmg. Boring backfilled with bentonite and cuttings. 0 Z LU U CO 0 CO LU J H. N LL. W O 9_j U. Q CO d 3: r z � LLI W. �p U O - w w —O W Z U_ Col t` X 0 Z i Boring Log Project Name: Intemational Corporate Campus East Sheet of 1 3 Job No. 2579 - 31 Logged by: MGM start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B Drilling Contactor: Gregory . Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hote Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite Notes Genera o� � ) No. r r n Blows E ti E Ft. C9 V) r U) -6 co E � U? Surf Conditions: 2.5 of Asphalt LL =34 PL =25 PI =9 u w a 20.7 19.0 26.9 26.9 26.5 1 2 1 3 4 5 3 5 7 8 2 9 10 6 11 12 13 14 15 2 16 17 18 19 ML Brown SILT, very loose, moist (Possible Fill) -trace gravel ML Mottled brown SILT, very loose, moist (Possible Coliuvium) - mottled, no gravel - contains angular silt fragments in silt matrix -trace organic debris -some massive - - becomes blue gray with pockets of greenish gray -trace small gravel q Earth Consultants Inc tl G xftl%nknuIP n Ww.r, 0ccAn19 Ws Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 CD Boring Log International Corporate Campus East Tukwila, Washington Checked RAC Date 8/15/00 Plate A8 Subsurface conattlons aep cteo re pr esent our onservauons at the time ana location of inns wporatory nose, mvanea try englnee 1119 aaas, QII<nrJ ZO 01 w 1unt dgme . They are not necessari representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of n o {inn rvocnntaA nn We Inn '"�''� ._... .n.s «w.ror.nn..ar.wv. , r!�w>.t!.u'trHa�rmn _ ww.••wswr _.. 4 P�7; x4ryfllK ?s�d"..M4t4f�ravrie...+wuo„ i 0 Z �Z '~ W � JU U NO CO UJI J = H. CO LL WO U. N C1 = W t— _ ZO W5 0 (0 . t] t— WW LL U CO i L O z 0 Boring Log Proled Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 - 31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ,� � ) No. L s a Blows E u: M Ft. c� u'i ° CO v .0 v) E CO $ 5 ° 0 R a 48.4 15.4 26.7 14.2 2 2t 22 23 24 25 10 26 27 28 29 30 11 31 32 33 35 13 36 37 38 39 CL -ML Greenish gray lean CLAY, very soft, wet, massive, does not appear disturbed ML Dark brown SILT with organics, very loose, moist ML Mottled brown sandy SILT with gravel, very loose to loose - becomes loose to medium dense ML Brown SILT, medium dense, moist - vertical laminations with iron o)dde staining SM Brown silty SAND with gravel, medium dense, wet -light seepage at 35' ML Brown SILT, medium dense, moist - massive - contains gravel interbeds - contains cobbles I Earth Consultants Inc 8 G�ortcinlr�IFn¢hmas. GcMnglu+hFnvlmnnxnralSclrnrMr; ..r 0 Boring Log International Corporate Campus East Tukwila, Washington $ Proi. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A89 5ubsurrace commons ceplaev to e5e oul outiclrativlls at tilt: tnna anu iva.auvn vi a no wwVlatwr i roic, 111- cv W[ j udgment. They are not necessari representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnmafInn rvnconfm nn 41,10 Inn . S Z ~ W JU 0 M 0 CO 111 J � CO LL WO LL to �. = t.. W ' Z t— H O Z H W U� O -. `U r _ WW O. .Z w U= O Z Boring Log i Project Name: S Sheet of International Corporate Campus East 3 3 3 Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: 2579 -31 M MGM 7 7/13/00 7 7/13/00 B B-12 Drilling Contactor: D Drilling Method: S Sampling Method: Gregory H HSA S SPT Ground Surface Elevation: H Hole Completion: 130' ❑ ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonfte General W W N No. t t n n U U) N Notes ( (96) B Ft. 0 12 > o o �- m :n 16.5 M ML B Brown SILT, dense, wet 34 4 41 - vertical laminations, trace gravel at 40.5', sand in ti Boring terminated at 41.5 feet below wdsting, grade. Groundwater seepage encountered at 35.0 feet during drilling. Boring backfilled with bentonite and cuttings. a Subsurface oondtgons depicted repr esent our observations at the Ume and location of this e)loratory hole, modifled try engineenng tests, anarysrs ano �dgment. They are not necessarily i representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nmcorOwi „n +hlo i,,,. z Z `~ W WD UO NO W =, J H; CO) LL W O, U . ND = F- W z t- O z r. �5 U O N 0 1_' WW U'. L O .. z W CO) O f. z Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 - 31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: 1 ❑ Monitoring Well ❑ Piezometer ® AbanOoned, sealed with bentonite Notes Genera � ) No. .2 — � n Blows c E v u_ EE Ft 0 CO ° do do E D do Surface Conditions: Gravel Parking Area $ B S U W IL IL 16.2 25.1 25.5 29.6 31.1 1 2 3 3 4 5 2 6 7 2 a s 10 2 11 12 13 14 15 2 16 17 18 19 GM Brown silty GRAVEL, dense, moist (Fill) ML Brown SILT with sand, very loose, moist (Possible Fill) -trace small gravel ML Brown SILT, very loose, moist to wet (Possible Coliuvium) - comprised of angular silt fragments in silt matrix -trace organic debris - distinct iron 0Ad staining ML Blue gray SILT, very loose, moist to wet, massive ML Brown sandy SILT, very loose, moist - contains organic charred wood -trace small gravel CR Ex Consultants Inc p CrofflinkmIRngiu." ,^' &F.WrmIImralSdmit --"' '0 Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 W c. ►, a i&Ary; rnnd iitlons depicted reoresent our observations at the time and location Boring Log International Corporate Campus East Tukwila, Washington Checked RAC Date 8/15/00 Plate A91 of this emloratory hoie, modified by engineering tests, analysis and { udgment. They are not necessarily representative of other times and locations. We cannot accept respommity tor the use or mterpretauon Qy omens of n,nnrolinn ,voennierl nn Ihla IM I I1 Z '~ W �aa � JU UO N CO) LU W = NLL wO LL Q 0 �W z= t— l-- O z H W w U O CO D (_ WW O. w z U= O z Boring Log Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Plezometer Abandoned, sealed with bentonhe General Notes w No. CL _j CL Blows c E U_ E >. M Ft. (n Cn CO 0 0 .0 (n E =) >' U) 3 21.2 13.9 10.0 31 21 22 IT. 23 ... 24 T 25 13 26 27 28 29 30 76/10".....: XT 31 32 T 33 . 76/10" 34 1:141: 35 36 37 38 SM Blue gray silty SAND with gravel, dense, moist to wet -recovered only small sample IVIL Grades to brown sandy SILT, medium dense, wet -trace small gravel SM Grades to silty SAND with gravel, very dense, wet SM Brown silty SAND, very dense, moist -trace gravel -thin silt interbeds, becomes dense -34% fines N Earth Consultants Inc. Oncxt-link Fnsinm.p, Fmimimnral Scimtkirs R �79-31 D ate Aug. 2000 0 GLS T;- Boring Log International Corporate Campus East Tukwila, Washington Checked RAC Date 8/15/00 Plate A92 Subsurface conaftions Gepictea represent our observations at tne time ana location of this woor nose, mouinea ay engineering tens, analyses anu luc ,�= nt. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of ,,,n rwaaanfaq nn #hie IM z 3: W it 2 D L) 00 CO 0 CO) LLJ W 3: J �_ CO) U_ 0 _j LL < CO D LU 3: 0 z �_ W UJ 5 COX !— W 0 z LLI CO) 0 z Boring Log ' Project Name: Intemational Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' 1 Hole completion: ❑ Monitoring Well ❑ Piezometer ®Abandoned, sealed with bentonne General Notes W (ql,) Blows Ft. .0 ° E E >, C.9 co °- .: n. o LL M co U $ ? E in LL =56 PL =26 P1 =30 10.e 23 19.4 27.6 30 46 73 47 41 42 43 44 46 47 48 49 50 51 52 53 54 J5 56 SM Light brown silty SAND, medium dense to dense, moist - contains silt and poorly graded sand interbed -trace gravel CH Grades to brown fat CLAY, hard, moist (Older Collu - highly fractured, comprised of angular clay fragments in silt / clay matrix -trace gravel -trace pockets of sand ' - becomes blue gray, massive at 50'- 51' - becomes brown, highly fractured - comprised of angular clay fragments in silt / clay matrix, some of the fragments contain laminations, others are massive - moderate seepage at 55' ML Brown SILT, dense, moist Z �Z �w D JU UO CO J � CO) U_ w O �Ei U_ ¢. N � = d. �w Z = ZO W W U f7 O N O t— ww w O• — Z UN O Z Boring Log Projed Name: Sheet of International Co orate Campus East 1 4 4 Job No. Logged by: Start Date: Completion Date: Boring No.: 2579 -31 MGM 7/13/00 7/13/00 B-13 Drilling Contactor: Drilling Method: Sampling Method: Gregory HSA SPT Ground Surface Elevation: Hole Completion: 126' ❑ Monitoring Well ❑ Piezometer Ibl Abandoned, sealed with bentonite General W Bows ° ° a v Notes M Ft. c7 C-/) 0 LL v> > CO 6.9 ML Brown sandy SILT with gravel, Very dense moist 51 SP -SM Brown poorly graded SAND with silt, very dense, moist P fit Boring terminated at 61.5 feet below eAsting grade. Groundwater seepage encountered at 55.0 feet during drilling. Boring backfilled with bentonite and cuttings. 0 Z �Z � W WD J U UO N o W =. J � CO LL: W O L L to �. = CY �w z �O z t- w UJ Do U O CO: � H W W. H �O — Z CO P X, O Z `i Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -1 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes W c Q r „ o " CO o Surface Conditions: Depth of Topsoil & Duff 6" 24.3 i 2 3 4 s 6 7 SM Brown silty fine to medium SAND with gravel, loose, moist (Fill) -roots at 2' -some 4" to 6" cobbles SM Light brown to gray silty fine to medium SAND with gravel, medium dense, moist to wet, mottled (Native) Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. 0 Z 2 W W JU U N CO U.1 J � CO U_ W O LL a D: �w Z �. 10 Z H LLI w U� =U li. O 111 Z CO) O Z Test Pit Log Project Name: International Corporate Campus East Sheet or 1 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -2 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes W m o E E, 0 r N o C N o CO U) Surface Conditions: 18.0 V. 1 2 3 4 s s SM Gray silty fine to medium SAND with gravel, loose, moist to wet (Fill) - becomes wet, trace organic debris, branches -caving, asphalt fragments, branches SM Brown silty fine to medium -SAND with gravel, medium dense, moist to wet (Native) Test pit terminated at 7.0 feet below eAsting grade. No groundwater encountered during e) cavation. Z Z �W 2 JU UO. U o J_-- N W W O. Ua C CY. =w Z H. Z O O w LLJ �o ON DH w H� O .. Z w CO O Z �i t '•3 �1 •I Test Pit Log - Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: 1 RAC Date: 5/15/00 Test Pit No.: TP -4 Excavation Contactor. Client Provided Ground Surface Elevation: Notes: ' General Notes W (%) o '�°� 5. U) t �, o " M CO o >' CO Surface conditions: Depth of Topsoil & Duff 18 ": branches 1 2 3 4 s 6 TPSL Duff and roots to 18" ' SM Gray silty fine to medium SAND with gravel, loose, wet (Fill) - occasional wood debris -large concrete rubbles obstruction Test pit terminated at 6.5 feet below existing grade. No groundwater encountered during excavation. Z i� Z W 5 J U. U Uo CO) LIU J = H CO) LL.. W O Ei LL- Q CO) = CY �w z X �O zF_ W U� O N o rr- w LL- H � O W i O F " Z `Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -5 Excavation Contactor: Client Provided Ground $urface Elevation: Notes: General Notes W (0,6) a E � a o `� N v Surface Conditions: Depth of Topsoil & Duff 6" 16.5 38.3 1 2 3 4 5 6 7 8 s SM L''ht brown silty fine to medium SAND with gravel, loose, moist to wet (Fill) - increasing coarse sand, fill ML Gray SILT, medium dense, moist, varved (Native) 1 Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. Z F. -w tr 2 D JU U 0 , _J N u_ WO �a_ LL N CY. = W Z �. F- O: Z H W U j U� O �. O t— W W LL iii z co. H � O Z Test Pit Log 5 Project Name: Sheet of Intemational Corporate Campus East 1 1 Job No. Logged by: Date: Test Pit No.: 2579-31 1 RAC 5/15/00 TP-6 Excavation Contactor. Ground Surface Elevation: Client Provided Notes: Surface Conditions: Depth of Topsoil & Duff 6" General W = -0 CL E M LL E U) 0 0 .0 E Notes U) SM Light brown silty fine to medium SAND with gravel, loose, moist to wet J: 2 -becomes medium dense-to dense, till like, near optimum 3 J . 4 -lightly coarse, mottled 5 6 Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation. W Li Test Pit Log N Earth Consultants Inc. International Corporate Campus East & Tukwila, Washington Proj. No. 2579-31 1 Dwn. GLS Date Aug. 2000 I Checked RAC Date 8/31/00 plate A99 SUbsUrTace concitions oepicteci represent our oDservations at ine time ana location or imu e. nose, MuUmeu l qJ11 itmi u I!j =*b, C11 141pla 01 lu lu��me g e e use rpr s m j t iL They are not necessarily representative of other times and locations. We cannot accept responsibility for or linte etation by other of n r% rwxantaA nn finia 1 v 0 Z Z1 W JU 0 U) W LU _j CO U.. wo 2 � 9:3 tL < cr) a y CY LU M 0 : Z F_ W W 5' !0 �w LU M c.) u. O . Cd z CT 0 Z BORING NO 1 AM Logged By Date 8/20/88 ELEV. 731 Graph CS So il Description �ft)h Sample (N) Blows Ft. (o sm Black silty SAND, some-.medium gravel, damp, medium dense "fill" 12 6 5 11 18 *and ML Gray sandy SILT, trace clay gravel, damp to moist, medium dense 10 qu= 2.25ts Pieces of logs coming up in cuttings "fill" T 11 20 sm Gray -brown silty SAND, trace fine -�- ravel and wood, moist to damp, medium 5 -- use., -= �i11 "_ - -_ • sp - Brown fine SAND, some silt, damp; loose "fill" 0 T 9 12 TAR gravel, sm Brown -gray mottled silty SAND, trace 33 15 damp moist, dense -- - _-- ._ - -.r -- 25 = 8/23/88 Spy Grayish -brown fine SAND, some silt, wet, SM medium dense to dense = 29 23 30 •�• Grayish brown fine SAND, some silt, �; � : wet, dense I 46 20 XT —35 ��::•• - becomes very dense 75 25 Continued BORING LOG Earth EAST MARGINAL WAY CORPORATE PARK Consultants Inc. O 'Geotechnical KING COUNTY, WASHINGTON Engineering and Geology Proj. No2579 -13 Date. Sept 1 88 Plate. A100 0 z = z 3 UO W = H CO U_ WO U. Q = �W l ?H WO W U� O - OH WW LL -0, .. z w 0- H 3:. O z BORING NO. 101 Logged By AM Date 8/20/88 ELEV. 73'± Graph us. ~ S oil Description Depth (N) Blows Ft. (W1 Sp Grayish brown fine SAND, some silt, wet, 67 23 •:;; :• SM very dense •' Gray to gray -brown fine SAND, wet, very 70 22 T. dense 0 Gray fine silty SAND, wet, very dense I L 91 32 5 Gray fine to medium SAND, some SILT, 69 21 very dense 0 91 21 Boring terminated at 64 feet below existing grade. Groundwater encountered at 28 feet during drilling. 3/4" PVC standpipe installed to bottom of boring. Lower 10 feet slotted. Boring backfilled with cuttings and capped with concrete.and locking monument. Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. BORING LOG Earth EAST MARGINAL WAY CORPORATE PARK OGeotechni'cal Consultants Inc KING COUNTY, WASHINGTON Engineering and Geology Proj. No.2579 -13 Date Sept' 88 Plate A101 .. kr"�Ir- (rorntS fl • wrrhmrYrclRsw•+ t�•v >!MM+i�- ,rvwnN .... .•...4......,,. .,a:railrmrF;ea•�!ees e�vr: Y:, ew�JOVau�r;. r.± c-• BA. �wm3!if?*+l�e+eK.�.v........... C z �Z '~ W JU 000 CO a W M H NLL W J co) LL 0 W = Z H Z O W UJ W U� O N: � H W LL —0 iii z U CO O Z BORING NO. 1 . 02 __ ; F I Logged By AM Date 8/20/88 ELEV. Graph CS� Soil Description ( ft )" Sample (N) Blows Ft. N sm Black silty SAND, some trace black glassy material,'dry, medium 11 11 dense "fill" 5 M,_ Gray -blue sandy SILT, trace wood chunks, moist, medium dense "fill" 13 19 10 sm Black silty SAND, trace gravel and green fine SAND, moist, medium dense 14 18 "fill" — ----- - - - - -- 15 ML. Black .sandy SILT trace gravel and 8 20 organics, damp to moist, loose "fill" 20 sm Black to brown silty SAND, trace glassy material and wood fragments, damp to 1 6 20 moist, loose "fill" 25 7 20 sp Tan fine SAND, trace silt, dry to damp, dense 48 8 Continued BORING LOG Earth EAST MARGINAL WAY CORPORATE PARK Consultants Inc • KING COUNTY, WASHINGTON Geotechnical Engineering and Geology Proj. No ?579 -13 Date Sept'ss Plate A102 z Z �W Q � JU UO W� N LL W O. 9� LL Q. U� = a �W z I— WO w �5 U� O� o h_ WW U - 0, UI z H =; O z �� .. �2 cs:nfrc� .:.�. 4�+�'ri"°'�*. war; �t,, n"' � ��mtrtNxmner .•s..:� s^.�unz�.�._..._.,._... _._......., �..: u�.:., M�.» �".. ar�eswr^ ax:+ �g + rq�+ r. trywr�vs� +,rg.�:?�1!,4�^'rA{g7K"zS��x, s.�m�x� i. z Z U y0. W = CO LL W }O. �J UQ � a = H =. Z z Off. 5 U O- 01-- = U. LL O LiJ z U =. ~O _ z BORING NO. 102 AM Logged By Date 8/20/88 ELEV. 118'± Graph CS So il Description �ft)h Sample (N) Blows ( %) sp Gray fine SAND and..silty SAND. ..•...::::.: • ••'•••••' sm damp, medium dense I 30 16 sm Brown silty fine SAND with thin silt lenses, moist, dense 31 19 — •------ - - - - -- 45 •;; W sp Gray fine SAND, damp, dense .:..: 48 8 • � "' 50 '' �'•' 43 8 __L_ • 55 53 8 Boring terminated at 59 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with cuttings and bentonite cap. z Z U y0. W = CO LL W }O. �J UQ � a = H =. Z z Off. 5 U O- 01-- = U. LL O LiJ z U =. ~O _ z . : :.. .;.' {:. ..: =: l '^S 't;:' 't.f4 .a ti= R_•lile »fir: 'r•J� r .y. .• .� , � �� .. - _ a�.. ..i1 . '•.ir"- wL ... •iy� ._r "�.::' _•u;.:. .:.._.. �_ <. .,.7.. ..�h... a?�... .'x'3 .r� •r,�^ ?t•"•'.:" ..,;r.r`< �:' �'^r't:''.'.�Ys,,;r'•`^+ .� --......,v_ ..: _.. e. �_. �,.._:. z...._._ �....... �... 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' �IIi111111111111111 1111111111111111111l111111111f� �/ IIfIIIIIIIIIf1111111111111111111111111111111111! . 111111111111111111111111111111111111111111111111 � � llllllllilllllllitlllllllllllltlllltlllllllliilll 11111111111111 f i 111111111111111111111111111111111: :11111111111111111111 111111111111111111111111111111 1 loo' zoo' J J I I I I 1:.R. E00' r-i r-I _ M �En 90' cr1 1700' C U 900' L N 800' Z 3 W1 l0' u. Z H z M EO' Vol r-i r-I �En 90' L O 3 W1 IL Z H z R 3 W u U q M E . E w z J 17• J 0 M N b g• z z a r-1 b0 S. W Cn to L N _� w r-1 P N z CC W N Cr St O E a 0 A 17 U N � 9 8 z U En 0L LL D t�'n J oz O W N .7 W o f [L 1 O ' t N o17 a o Z O O U t d N N 09 o y H H 08 m 00L w } M Y LU ooz o � O 00£ GRAIN SIZE ANALYSES Earth Consultants Inc International Corporate Campus East Geotechnical Engineers. GeologLsts & Environmental Scientists Tukwila, Washington Prof. No2579 -44 Drwn. GLS Date 1/3/03 Checked RAC Date Jan. 2003 Plate B1 .. £'.: t 9t_.,B' 173? t"! C; P; Yj, S�tk:,,' Y!?{. R! Ni! fE' Y( ?n.,Y.n >6t•M tm•^ y Y�r�w.F., «.,......,,..... ,.a. - - - � ....... .........«.,,., .. _..+. ae:.J.......a:nr +� ... ,....._ �-•.» r.:•+.- c„_ r: e.... r.-> �. a• �, r>-- �ri.. R:........... ».,,.,,..`.,,....•......,...,.» .,.. .. ,,.. IM z `~ W D U N C0 W j� U) LL Lu 0 2� 9 J LL U LL, Z F- W 0 W U o� W LL1 F- U-0 UJ Z " z �111�1111111�11�111�11111�11 '111111111111111111111. ■■■■■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■SEMEN ■■ ww��wwww�wwww�r iww■ ww�uwww r•wtaw�wriw�wwwwrw�wwriw�w■ � cc '" 2 S t c 0 0 cc Q 0 Z p Q i F- ti I i U z W cn GRAIN SIZE ANALYSES Earth Consultants Inc. International Corporate Campus East �Gc biechnlml Engineers, Gm foglsls &Envlronmenlalsclernlsis Tukwila, Washington Prof, No2579 - L Drwn. GLS DateJan.2003 Checked RAC Date 1/3/03 Plate B2 J 1 1 n • J J � � a 4-- ►n M = c c 0 00 U ZO' ¢ W CO W O b0' OE N cc 90' o .7 r" Ob Q 80' o Z O O U L M 4f N N Z O 0 H H H 08 y W m h- a Cd N Z' F z co DC W W -� >- 1 LU E in LU 3 b J O o O A z 9' z a 8 W O N L N p -j tj CO W g r--I r—I z ri •rq a U) Z CC y Uj Q ,�3 O O E O to � U 9 8 W Z U (n N 0L LL ? 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C O .-a Ln ° c Cn M O r+ U GRAIN SIZE ANALYSES 1 1 Earth ConsLiltants Inc International Corporate Campus East f i I l 1 Crum hnk .,I I n w• c ' ti \�,�.,�� .,,,, .. c .., I,tiLtisdlinvinnu,w•rnld�lrna „ti Tukwila, Washington Proj. N0 .2579 -31 Drwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate B3 ' UA!” Y� "+'..S' ^ )Htl .«•.r.vrr.u..u....u.a..Jr.. .v.r...f9 - .tr �,y ur- w�wrxwna t � h M .. »v ii } . .. `+'^ _}C. '. .>. .. .T._ -.h , .' l 2Tf'yx•r.p.f ^./..f` ..«. —MI «« w�wra. �.v+ .x+.K^4ryY. tp..tpa:,p� .,� r•�-Th; r ;.. •�•r ai..iw, - •.�cr: :. 4r...:, - ..;. a+YnyZY.!IaEtE.`— `t!i:t�... .... ....... .... _... ^R�tt..G.•'. . .. . ........ p .t.} -. �rY:]N.ti "'Sm: W ?' t• • a•M.++... PERCENT COARSER BY WEIGHT 0 Loo' zoo' E00' V00 900' N 800' LU Z LO u. Z J— Z W W JU UO Cl) J = WLL WO L L co D = d I.- W Z H W 5 U� ON o�- W H� O Z CO) O Z 0 0 0 0 0 0 a 0 o M co n 0 to v r'1 PERCENT FINER BY WEIGHT 11111111111 , 11111111111 , 1111111111' � 1 - �IIIIIIIII� 1111111111.: 1111111111: loin iioiii ; ., IIIIIIIIII� 1111111111= MINIMUM IM1111111 III IIIIIG , . III 1111111 ,. .. I GRAIN SIZE ANALYSES 1 1 Earth ConsLiltants Inc International Corporate Campus East f i I l 1 Crum hnk .,I I n w• c ' ti \�,�.,�� .,,,, .. c .., I,tiLtisdlinvinnu,w•rnld�lrna „ti Tukwila, Washington Proj. N0 .2579 -31 Drwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate B3 ' UA!” Y� "+'..S' ^ )Htl .«•.r.vrr.u..u....u.a..Jr.. .v.r...f9 - .tr �,y ur- w�wrxwna t � h M .. »v ii } . .. `+'^ _}C. '. .>. .. .T._ -.h , .' l 2Tf'yx•r.p.f ^./..f` ..«. —MI «« w�wra. �.v+ .x+.K^4ryY. tp..tpa:,p� .,� r•�-Th; r ;.. •�•r ai..iw, - •.�cr: :. 4r...:, - ..;. a+YnyZY.!IaEtE.`— `t!i:t�... .... ....... .... _... ^R�tt..G.•'. . .. . ........ p .t.} -. �rY:]N.ti "'Sm: W ?' t• • a•M.++... PERCENT COARSER BY WEIGHT 0 Loo' zoo' E00' V00 900' N 800' LU Z LO u. Z J— Z W W JU UO Cl) J = WLL WO L L co D = d I.- W Z H W 5 U� ON o�- W H� O Z CO) O Z 0 0 0 0 0 0 a 0 o M co n 0 to v r'1 PERCENT FINER BY WEIGHT Ll SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES NUMBER OF MESH PER INC U.S. STANDARD GRAIN SIZE IN M �• _ _ _ __ —0 O m . m N _ O O O O O O x �y � q O O O O O O O O O co (D v M N r 00 (O V m N r CO to IT M N ao W Q m N r O O O O O O O N lIl 100 � 90 COARSE MEDIUM FINE FINES GRAVEL SAND O =m COBBLES o _ c� m 80 cl x m 70 C/) "' c n D a• w Z KEY _ x r - n Z 60 DESCRIPTION �-. m 50 f CD 9 _ X � c o ::�j 40 00 m O 0 f 30 C) � m C) 20 n CD fa. � rr 10 � w rr SM 0 30 m n m Z 40 --1 C') 50 D Cf1 m 60 W 70 m G7 2 80 _71 90 100 0 10 20 N, ;f NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR - THAN _ THE DOCUMENT. THIS NOTICE IT IS DUE TO THE QUALITY OF c r• ' O O O O O O O O O co (D v M N r 00 (O V m N r CO to IT M N ao W Q m N r O O O O O O ;n D O O 0 00 c0 V M N r O O O O O O M N r GRAIN SIZE IN MILLIMETERS FA- F Z F COARSE FINE COARSE MEDIUM FINE FINES GRAVEL SAND O w C] (n COBBLES 00 V O N m :E: ,b "' c n D a• w Z KEY Boring or DEPTH USCS DESCRIPTION Moisture Content W LL L C) D Test Pit No. ft. C) -< cn OQ o w O B -9 10 SM Reddish brown silty SAND 21.1 - -- - -- m 3 --- B -13 35 SM Brown silty SAND 9.1 - -- - -- CD f w O """"•" B -15 30 SP -SM Brown poorly graded SAND with silt and gravel 8.0 - -- - -- • —' — B -16 2.5 SM Gray silty SAND 15.5 - -- - -- 0 10 20 N, ;f NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR - THAN _ THE DOCUMENT. THIS NOTICE IT IS DUE TO THE QUALITY OF �• x60 cl z } U N 40 g (L LIQUID LIMIT �?0 Natural Key Boring/ Depth Soil Clossification USCS L.L. P.L. P I. Wafer Test Pit (ft) Content • B -5 20 Gray lean CLAY CL 29 21 8 24.0 B -6 20 Brown SILT ML 39 26 13 24.9 ``— A -Line C � O CL- ML 20 4n Rn I LIQUID LIMIT �?0 W� JU UO cj) co U_ WO V. N Cy �W z� ►- 0 z�_ 25 U O N OH WW H� O .. z W U= O~ z Natural Key Boring/ Depth Soil Clossification USCS L.L. P.L. P I. Wafer Test Pit (ft) Content • B -5 20 Gray lean CLAY CL 29 21 8 24.0 B -6 20 Brown SILT ML 39 26 13 24.9 W� JU UO cj) co U_ WO V. N Cy �W z� ►- 0 z�_ 25 U O N OH WW H� O .. z W U= O~ z V • w so W 60 0 z } H 40 a 2C 0 20 40 so 80 100 LIQUID LIMIT Natural Key Boring/ Depth Soil Classification USCS L.L. P.L. P I. Water Test Pit (ft) Content • B -11 10 Brown lean CLAY CL 30 19 11 23.2 A B -11 30 Brown SILT ML 38 26 12 24.4 ``-- A -Line C 8� 0 ■ I "I, P A- CL- ML L 0 20 40 so 80 100 LIQUID LIMIT 0 z Z �W DQ: � JU UO U) o J F-- CO) U- WO UQ CY I �. w �- O z t- w W Ucl off w w U. O .z W U= O z Natural Key Boring/ Depth Soil Classification USCS L.L. P.L. P I. Water Test Pit (ft) Content • B -11 10 Brown lean CLAY CL 30 19 11 23.2 A B -11 30 Brown SILT ML 38 26 12 24.4 0 z Z �W DQ: � JU UO U) o J F-- CO) U- WO UQ CY I �. w �- O z t- w W Ucl off w w U. O .z W U= O z 6 Copies flip`] �1 t k S DISTRIBUTION E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Ralph Hagler I Reviewed by: li t 1 f'I • ' Scott D. Dinkleman, CEG :I 4, Associate Engineering Geologist 'y Earth Consultants, Inc. .i.. MlSka ®kl�r~u�.n 0 �A June 24, 2005 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Jim Harmon Sabey Corporation 12201 Tukwila International BI 4` Floor Tukwila, WA 98168 i RE: Release of Performance Bond Bond No. 52BSBCQ3974 Dear Mr. Harmon: This letter hereby authorizes the release of the performance bond referenced above in the amount of $25,000.00 for the property located at 12500 Tukwila International B1, Tukwila, Washington. If you should have any questions, please contact our office at (206)431 -3672. Sincerely, I Brenda Holt Permit Coordinator end xc: Permit No. D04 -026 q;ldocuments%ond release \d04 -026 — release letter — misc utility work.doc bit 6300 Southcenter Boulevard, Suite !#100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 9 Fax. 206 - 431 -3665 Z z � W D: JU UO moo_ CO) W. J H CO) LL W O` J cl) _. _ d' Z � F- O Z �- w Do 1O U W W U o. ui Z U CO O ~` Z ILA, City of Tukwila CITY OF p 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 SEP 2 8 2004 Igoe ...206-4-31-3670 ' PEPtMI • .� DEVELOPER'S PROJECT WARRANTY REQUEST FORM ;rSection 1 r. be:completed.liy ;Developer`. °, Name of Development: U .S. Dept. of Homeland Security Date: 9/27/04 Address: 12500 Tukwila International Blvd. , Tukwila, WA Permit No.: T104 -026 International Gatewa East III LLC byy Release should be sent to: Name: Sabey Corporation A- .Tim Harman_ lrtanaaer Address: 12201 Tukwila International Blvd., 4th Floor City /State /Zip Seattle, WA 98168 Description of items to be completed (reference plans /documents where items are described): Miscellaneous Utility Work for Site Repairs at N. Parking Ra` r,'�jt)j As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 29 (150% of value to complete work above) and attach support documentation for value of work. I will have this work carried out and call for a final inspection by this date 1217,104 , or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property and carry out completion of the above deficiencies. I further agree to complete all work listed above prior to requesting inspection and release of these funds. Signed: ames N. Harmon Title • ecretary & _T_r_ _SII Section'2 = =to' completed by;City "'staff ':THIS FUND "IS'AUTHORIZED TO. BE ACCEPTED'�'� Signed: ALI Department Head: Amount: $ 2.6 Deposited this Date. ❑ Cash /Check ❑ Cash Assignment Bond City Receipt No.: 62 FMS D8 Received By: ::Section to be'comp d'd by Deirel oper; All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash /cash equivalent/bond. Developer's Representative: Date: � ; :IO�ne completea, ; py ; �irystat I have reviewed the above w ca /cas P equ•valent/bonS�_ Inspector: rk and found it accepta Date: and therefore authorize the release of the above Authorized By: Section_4' ,16' be` �15 '.Citji;`staff; ' ' '- f`; j f =.f,; ` '"' • r Amount Released: $ Ji roo ❑ Check - Check No. ❑ Cash Equivalent -Letter attached Date Released: --Z, Released by: ipolley mul proccdurestred bookWlveloper's project lmrmmy foriu Cre:rtcd: February 21KI3 V ..._ i" •��..HN.... .. , ..: .. ... ...... �. ,. ., � ... . _..�. �. .. .. .Fil=es. Bond - Letter attached Z a Z �w _j (3 UO Co 0 w= 1- CO U_ WO UQ Co = �W Z H 1- O Z F_ W W 0 D j3 O� � E- wW F- LO w Z UW i` _ O Z W N PERFORMANCE BOND Bond # 52BSBCQ3974 KNOW ALL BY THESE PRESENTS, That we, International Gateway East 111 LLC by Sabey Corporation (hereinafter called the Principal), as Principal, and Hartford Fire Insurance Company , a corporation duly organized under the laws of the State of Connecticut (hereinafter called the Surety), as Surety, are held and firmly bound unto City of Tukwila Public Works Department (hereinafter called the Obligee), in the sum of TWENTY -FIVE THOUSAND AND NO /100T11S ($ 25,000.00 ) Dollars, for the payment of which sum well and truly to be made, we, the said Principal and the said Surety, bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. Signed and sealed this 24th day of September , 2004 WHEREAS, said Principal has entered into a written Contract with said Obligee, dated for Department of Homeland Security - Misc. Utility Work for Site Repairs in accordance with the terms and conditions of said Contract, which is hereby referred to and made a part hereof as if fully set forth herein: NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION .IS SUCH, That if the abovb bounden Principal shall well and truly keep, do and perform each and every, all and singular, the matters and things in said contract set forth and specified to be by said Principal kept, done and performed, at the times and in the manner in said contract specified, or shall pay over, make good and reimburse to the above named Obligee, all loss and damage which said Obligee may sustain by reason of failure or default on the part of said Principal so to do, then this obligation shall be null and void; otherwise shall remain in full force and effect. NO SUIT, ACTION OR PROCEEDING by the Obligee to recover on this bond shall be sustained unless the same be commenced within two (2) years following the date on which Principal ceased work on said Contract. International Gateway East III LLC by Sabey Corporation , h1,ck'%,� Principal � H artford Fire Insurance Company B 1 Susan . Larson 6 ' ttorney -in -Fact S- 07571GEEF 10199 Z Z . QQ W J U UQ CO W =. J N LL W O LL Q = �W Z= H F- O Z H W LLI �p CO O H WW IL O W Z U N O Z 6A 5tir:1r= J....,. 7.... L. r. a .rr..Y:....a,:r+.�w..�•.M��...: wi:e + xturr , »au. .......... .........._...- ...... .< ..,........ ... .. . . .. Direct Inquiries /Claims to: THE HARTFORD BOND, T-4 P nW?'ER OF ATTORNEY 690 ASYLUM AVENUE HARTFORD, CONNECTICUT 06115 call: 888- 266 -3488 or fax: 860 - 757 -5835 KNOW ALL PERSONS BY THESE PRESENTS THAT: Agency Code: 52- 815037 0 Hartford Fire Insurance Company, a corporation duly organized under the laws of the State of Connecticut Hartford Casualty Insurance Company, a corporation duly organized under the laws of the State of Indiana 0 Hartford Accident and Indemnity Company, a corporation duly organized under the laws of the State of Connecticut Hartford Underwriters Insurance Company, a corporation duly organized under the laws of the State of Connecticut Twin City Fire Insurance Company, a corporation duly organized under the laws of the State of Indiana Q Hartford Insurance Company of Illinois, a corporation duly organized under the laws of the State of Illinois Hartford insurance Company of the Midwest, a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of the Southeast, a corporation duly organized under the laws of the State of Florida having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the "Companies") do hereby make, constitute and appoint, up to the amount of unlimited: Charles A. Szopa, Shauna L. Henry, Barbara R. Johnson of Anchorage, AK, Peter H. Hammett, Carl Newman, Tim Church, Pamela Nelson, Karen P. Dever, Deanna M. Meyer, Jill Wallace, Stuart A. O'Farrell, Susan B. Larson of Bellevue, WA their true and lawful Attorneys) -in -Fact, each in their separate capacity if more than one is named above, to sign its name as surety(ies) only as delineated above by ®, and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature thereof, on behalf of the Companies in their business of guaranteeing the fidelity of persons, guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. In Witness Whereof, and as authorized by a Resolution of the Board of Directors of the Companies on September 12th, 2000, the Companies have caused these presents to be signed by its Assistant Vice President and its corporate seals to be hereto affixed, duly attested by its Assistant Secretary. Further, pursuant to Resolution of the Board of Directors of the Companies, the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney. 7rI 'j %liLrs ,, �cleaA,, " ��yr�yt�� .``i, e9■.rr. ■rr �i„ L4 a r _ 4 �� = `,Faro °4rtc: �_ � ,x��rto 91 «• . • q li of 1664 ♦ e; r v �►�► ! y 1 ot`re9sinc9J� haatAN ► s,t8T9 cy o` - 1 �T 9 g 2929 '�► '� '�kli \9\ 1�M�rao +� iy��.. l + `! n� `...... • JRtita Iq lHO1 MwUrw�W` � ot . f�� Paul A. Bergenholtz, Assistant Secretary STATE OF CONNECTICUT ss. Hartford COUNTY OF HARTFORD Colleen Mastroianni, Assistant Vice President On this 25 day of October, 2002, before me personally came Colleen Mastroianni, to me known, who being by me duly sworn, did depose and say: that she resides in the County of Hartford, State of Connecticut; that she is the Assistant Vice President of the Companies, the corporations described in and which executed the above instrument; that she knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals; that they were so affixed by authority of the Boards of Directors of said corporations and that she signed her name thereto by like authority. R Scott E. Paseka �� Notary Public CERTIFICATE My Commission Expires October 31, 2007 I, the undersigned, Assistant Vice President of the Companies, DO HEREBY CERTIFY that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies, which is still in full force effective as of September 24, 2004 Signed and sealed at the City of Hartford. bstwar, ■�n„ �trlr4, >ta tlu P ttr1 ' ,� L ei to,,, diav,,�. C �' .`:0j■■rl E�tfil F tear h .ir'i: ,lc9r°y��j ^i< `�x�A9olWr�p o �N•• s ��" � al 1664 ,,^, � + 8 � • �� • lar ca * ffi • AMAr j s 7x ! w \ r aK■ntM - y rAaIAM► }' ; � 28 7 9 o :�i r �t 87 9 0 = �Q 191, 9 • �'r+nntsol9�1 ` ��W�rso � '■ 1•� +J + *� 44 Uwiiww Yves Cantin, Assistant Vice President POA 2003 Z =Z �QQ � JU UO N CO) Lu J X N W W O IL = CY �W Z H F- O Z H W U� O Cl) 0 H W . ~ I LL' O W Z U N O Z . - .:,.;::� Name City of Tukwila Public Works Departments Obligee's /Insured's Mailing Address Tukwila, WA 52BSBC93974 IMPORTANT NOTICE TO OBLIGEES /POLICYHOLDERS — TERRORISM RISK INSURANCE ACT OF 2002 You are hereby not that, under the Terrorism Risk Insurance Act of 2002, effective November 26, 2002, we must make terrorism coverage available in your bond /policy. However, the actual coverage provided by your bond /policy for acts of terrorism, as is true for all coverages, is limited by the terms, conditions, exclusions, limits, other provisions of your bond /policy, any .- endorsements to the bond/ policy - and generally- applicable..rules_of. law ..__.__._._._.___.._..._._._.__ Any terrorism coverage provided by this bond /policy is partially reinsured by the United States of America under a formula established by Federal Law. Under this formula, the United States will pay 90% of covered terrorism losses exceeding a statutorily - established deductible paid by sureties /insurers until such time as insured losses under the program reach $100 billion. If that occurs, Congress will determine the procedures for, and the source of, any payments for losses in excess of $100 billion. The premium charge that has been established for terrorism coverage under this bond /policy is either shown on this form or elsewhere in the bond /policy. If there is no premium shown for terrorism on this form or elsewhere in the bond /policy, there is no premium for the coverage. Form 'ii- 3333 -0 Terrorism premium. 1 $0 0 2002, The Hartford Z �4 -: �� W 2. �U U NO W = J � Co LL W O U _ ND = CY. �. W Z H_ O Z H W �`. U j3 O N' o� W w H U. L — O� ui Z CO 0 Z N11LA ° ,k 2 City of Tukwila G� Steven M. Mullet, Mayor Department of Community Development Steve Lancaster. Director June 24, 2005 Jim Harmon Sabey Corporation 12201 Tukwila International Bl 4 "' Floor Tukwila, WA 98168 RE: Release of Performance Bond Bond No. 52BSBCQ3972 Dear Mr. Harmon: This letter hereby authorizes the release of the performance bond referenced above in the amount of $150,000.00 for the property located at 12500 Tukwila International Bl, Tukwila, Washington. If you should have any questions, please contact our office at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator end xc: Permit No. D04 -026 0 Z Z D: W u� D J U . 00 Cl) W = N LL W 0 LL Q ca = d LU H O. Z 1—. W = 0 ! O CO; 0 H: W L L —O iii Z O F' Z s ��'"`•`J`- "'�,� City of Tukwila a 6300 Southcenter Blvd, Suite 100 g Tukwila, WA 98188 206 - 431 -3670 RECEIVED CITY OF TUKWILA SL- 2 8 2004 PERMIT CENTER DEVELOPER'S PROJECT WARRANTY REQUEST FORM `.Section ,1 to be completed by ;Developer Name of Development: U.S. Dept. of Homeland Security Date: 9/27/04 Address: 12500 Tukwila International Blvd, Permit No.: _ D04 -026 i nternational Gateway East III LLC by Release should be sent to: Name: Sabey Corporati6n ATTN: Jim Harmon, Manager Address: 12201 Tukwila International Blvd., 4th Floor; City /State /Zip Seattle, WA 98168 Description of items to be completed (reference plans /documents where items are described): Move dirt stockpile from N. Parking Facility As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 150.000.00 (150% of value to complete work above) and attach support documentation for value of work. I will have this work carried out and call for a final inspection by this date: J :g1L risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I tail to carry out the work, I hereby authorize the City to go onto the property and carry out completion of the above deficiencies. I further agree to complete all work listed above prior to requesting inspection and release of these funds. Signed: _ . N. Harmon. S ectio n 2 '; to _be „ mp106. by .City,staff „THIS.FUND IS AUTHORIZED TO BE ACCEPTED` Signed: - C Department Head: /� Amount: $ 6D DOD Deposited this Dat 0 -1 ❑ Cash /Check ❑ Cash Assignment Bond City Receipt No.: � Received By: Section 3 - fo:b "e Developer All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash /cash equivalent/bond. Developer's Representative: Date: To;be completed by City 'staff , I have reviewed the above work and found it acceptable and therefore authorize the release of the above ca h /cash equivalent/bond� Inspector: [/1� (1:11 1'� 0 `7 � � Date: Authorized By: Section 4= ,to.be completed by .'City staff Amount Released: $ 1501 0-0o ❑ Check - Check No. _ ❑ Cash Equivalent -Letter attached Bond - Letter attached Date Released: Released by: ""ley and procedurvstretl bookkIn eloper's project uarmnly fonu Cre;l1w: Fcbnrvp 11X13 �{✓� Z �W 0 D CO = H CO) LL WO 9_j U_ ¢ co) = W Z H I- O Z I— W W U� ON OH W u_ O . w Z U CO O I.. Z PERFORMANCE BOND Bond # 52BSBCQ3972 KNOW ALL BY THESE PRESENTS, That we, International Gateway East III LLC by Sabey Corporation (hereinafter called the Principal), as Principal, and Hartford Fire Insurance Company , a corporation duly organized under the laws of the State of Connecticut (hereinafter called the Surety), as Surety, are held and firmly bound unto City of Tukwila Public Works Department in the sum of ONE HUNDRED FIFTY THOUSAND AND NO /100THS , (hereinafter called the Obligee), ($ 150,000.00 ) Dollars, for the payment of which sum well and truly to be made, we, the said Principal and the said Surety, bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. Signed and sealed this 24th day of September , 2004 WHEREAS, said Principal has entered into a written Contract with said Obligee, dated for Department of Homeland Security - Move Dirt Stockpile in accordance with the terms and conditions of said Contract, which is hereby referred to and made a part hereof as if ftilly set forth herein: NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, That if the abovb bounden Principal shall well and truly keep, do and perform each and every, all and singular, the matters and things in said contract set forth and specified to be by said Principal kept, done and performed, at the times and in the manner in said contract specified, or shall pay over, make good and reimburse to the above named Obligee, all loss and damage which said Obligee may sustain by reason of failure or default on the part of said Principal so to do, then this obligation shall be null and void; otherwise shall remain in full force and effect. NO SUIT, ACTION OR PROCEEDING by the Obligee to recover on this bond shall be sustained unless the same be commenced within two (2) years following the date on which Principal ceased work on said Contract. International Gateway East III LLC by Sabey Corporation , �a+•o —�a.� Principal By H artford Fire Insurance Company By !A'6M aA';wA san B. Larson Attorney -t -1 -act S- 0757 /GEEF 10199 • Z UO CO 0 CO) W J F. C0 L W O J ti Q to = H =. Z �. H O Z I— W U O N o�- WW F- -- �O W Z UN O Z Direct Inquiries /Claims to: THE HARTFORD BOND, T-4 POWER OF ATTORNEY 690 ASYLUM AVENUE HARTFORD, CONNECTICUT 06115 call: 888- 266 -3488 or fax: 860 -757 -5835 KNOW ALL PERSONS BY THESE PRESENTS THAT: Agency Code: 52- 815037 rX Hartford Fire Insurance Company, a corporation duly organized under the laws of the State of Connecticut 0 Hartford Casualty Insurance Company a corporation duly organized under the laws of the State of Indiana FX Hartford Accident and Indemnity Company, a corporation duly organized under the laws of the State of Connecticut Hartford Underwriters Insurance Company, a corporation duly organized under the laws of the State of Connecticut Twin City Fire Insurance Company, a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of Illinois, a corporation duly organized under the laws of the State of Illinois Hartford Insurance Company of the Midwest, a corporation duly organized under the laws of the State of Indiana Hartford Insur ance C of the Southeast, a corporation duly organized under the laws of the State of Florida having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the "Companies ") do hereby make, constitute and appoint, up to the amount of unlimited: Charles A. Szopa, Shauna L. Henry, Barbara R. Johnson of Anchorage, AK, Peter H. Hammett, Carl Newman, Tim Church, Pamela Nelson, Karen P. Dever, Deanna M. Meyer, Jill Wallace, Stuart A. O'Farrell, Susan B. Larson of Bellevue, WA their true and lawful Attorneys) -in -Fact, each in their separate capacity if more than one is named above, to sign its name as surety(ies) only as delineated above by Z, and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature thereof, on behalf of the Companies in their business of guaranteeing the fidelity of persons, guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. In Witness Whereof, and as authorized by a Resolution of the Board of Directors of the Companies on September 12th, 2000, the Companies have caused these presents to be signed by its Assistant Vice President and its corporate seals to be hereto affixed, duly attested by its Assistant Secretary. Further, pursuant to Resolution of the Board of Directors of the Companies, the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney. rrraty, ,P ��,trs ra w �aew� �'•" a . , a { 9 f �� r °:�tla.te.rii,. � 1.00'l q �•MV� � � \ FJ,aeroiu�� J ��roM Q '+ I 19117 ^ • i 9 'V?r : j� j !t \ �aatttnlr � �e•IAM► ► � to ? X97% . % lA \9\� , Net�rO , � r � "�aL+• • K a+y t RlnolS ►4 � j Paul A. Bergenholtz, Assistant Secretary Colleen Mastroianni, Assistant Vice President .?: I -� STATE OF CONNECTICUT ss. Hartford i COUNTY OF HARTFORD .t On this 25 day of October, 2002, before me personally came Colleen Mastroianni, to me known, who being by me duly sworn, did depose and say: that she resides in the County of Hartford, State of Connecticut; that she is the Assistant Vice President of the Companies, the corporations described in and which executed the above instrument; that she knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals; that they were so affixed by authority of the Boards of Directors of said corporations and that she signed her name thereto by like authority. Scott E. Paseka Notary Public CERTIFICATE My Commission Expires October 31, 2007 I, the undersigned, Assistant Vice President of the Companies, DO HEREBY CERTIFY that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies, which is still in full force effective as of September 24, 2004 Signed and sealed at the City of Hartford. ��ytr rtlw �b�� lr2 t \ i t r s ,+ i eo•,y J' ��• ' 9 •.. ay` luaen \a.. o ♦.r I 1gB7 ", X I gt r 9q t� lQ �► Ater w`�arinnlrf" �•b1AM' s {, c o} 1 9 7 8 I 49 •` r , V • � 7L .� 19� 4r"a•rw a J �yr "+a�4 • *� �!x�lrooK h"rMS' �'*.n�� `�routlr N Yves Cantin, Assistant Vice President • tt S Z �aa W � UO N O CO W J C0 LL WO J I N = W H Z1-- !— O W ~ W U� O N W = U Ir— Z UW 0 Z El {11 City of Tukwila Public Works Ma Tukwila, WA Bond/Policy Number 52BSBCQ3972 IMPORTANT NOTICE TO OBLIGEES /POLICYHOLDERS TERRORISM RISK INSURANCE ACT OF 2002 You are hereby not that, under the Terrorism Risk Insurance Act of 2002, effective November 26, 2002, we must make terrorism coverage available in your bond /policy. However, the actual coverage provided by your bond /policy for acts of terrorism, as is true for all coverages, is limited by the terms, conditions, exclusions, limits, other provisions of your bond /policy, any -- - endorsements -to the bond / policy and generally applicable. rules of.- law.. ___ -_ Any terrorism coverage provided by this bond /policy is partially reinsured by the United States of America under a formula established by Federal Law. Under this formula, the United States will pay 90% of covered terrorism losses exceeding a statutorily - established deductible paid by sureties /insurers until such time as insured losses under the program reach $100 billion. If that occurs, Congress will determine the procedures for, and the source of, any payments for losses in excess of $100 billion. The premium charge that has been established for terrorism coverage under this bond /policy is either shown on this form or elsewhere in the bond /policy. If there is no premium shown for terrorism on this form or elsewhere in the bond /policy, there is no premium for the coverage. Terrorism p remium: $0 Form B- 3333.0 Page 1 of 1 © 2002, The Hartford Z Z 1X W V 00. CO) 1 'W= J F.. CO U W O. J U. Q N d = W H Z �. F- O 2 5 U 0_' � H = U. LL ..z W U =; Z t" 12/0 -6/04 MON 15:42 FAX 206 281 0920 CORPORA'fl fJ 001 7/ December 6, 2004 VIA FACSIlVII — 206-431 -3665 Brenda Holt City of Tukwibi 6300 Southceiver Boulevard, Suite 100 Tukwila, WA 98188 Re: Developer's Project Warranty Request Form Permit No.: D04 -026 Dear Brenda: This letter is to request an extension for a final inspection due per the attached Developer's Proj ect Warranty Request Form to move dirt stockpile from north parking facility from 12/7/04 to 4/30/05. We anticipate using the stock piled dirt on a future project. If you require .additional information or documentation, please contact Beth Rheinschmidt at 206- 277 -5202. Thank you in advance for your consideration. Sincerely, International Gateway East III LLC by Sabey Cor1►oration, Manager J N. Harnion S cr ary & Treasurer RECEIVED Attachment As stated r.iTV OF Ti IKWII a DC `W 0 6 2004 PERMIT CENTER Sabey Corporation z Z LLJ D U O' U 0 : CO) W. W= U) L W O LL Q CO) a; = w Z f- , Z ~` � p' U 0 U '. :W w: H LL w z, U N` _, O z 12/0$/04 MON 15 :42 F 206 281 09 . 20 Sabey Corporation 11002 sow* City of Tukwila 6300 : outhcenter Blvd, Suite 100 Tukwila, WA 98188 ... 2064,. -3670 _ ,.._ ..... . DEVELOPER'S PROJECT WARRANTY REQUEST FORM 'Sed� '. r:.:a .a 'K, +T�t "v.�� ;'r•• - -n :4 :u.n. ,,. -„ w �..�.. .. , cr�nr'a'i'.i �', a• �� ion��1., -`to � �co �1 "'ted 'b "� �Dev ".� r.. r.,��' >:, ." ,,;,�::,_ �•�. � ,�� - ,:��Y} ,,. t:�' -. � �;:•M! :'.�;L: �:,. _.,�.�. ..pia mp,�_ .,Y.�» a open,: . {.�. :'�;�;, .�: �'�'.�,• :. : >;... �.� r: � . {t�� .. ..r ... ... "w:: :J...b °� -:. -+. .. Cl. +, .a,. .• +. ;» �. ,. .. •:• -: r . .i .r s. .�1 A.�. �f' k.,; ?r_'.t�`P •t. +. � ""•' ,:.. t!: +sit . t:, <: yr r: �;i', ?:!'. °... Name of Development: U. S.- Dept. of Homeland Security Date: __9/27/04 Address: 12500 3:uUwi la I an al J5 1yd , Permit No.: n04 -026 nternat onal G ateway East III LLC by Release should be sent to : Name: Sabey Corporation ATTN: Jim Harmon. Manager Address: 12201 Tukwila International Blvd., 4th Floor'; City/State /Zip Seattle, WA 98168 Description of Items to be completed (reference plans /documents where items are described): Move dirt stockpile. from N. Parking Facility As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 150.00 ( of value to complete work above) and attach support documentation for value of work. I will have this work carried out and call for a final inspection by this date: 12/7/04 , or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the -work, I hereby authorize the City to go onto the property and carry out completion of the above deficiencies. I further agree to complete all work listed above prior to requesting inspection and release of these funds_. 9 0_1 Y e''co "� le #e'ci<b' "=Ci sta 4rT [ ,. q p y.,. .ty .H S FUND AUTiORizED .TO�BErACEPTEO:.:,,.. Signed: Department Head: Amount: $ Deposited this Date: ❑ Cash /Cheek ❑ Cash Assignment ❑ Bond City Receipt No.: Received By: Se'ctio'n ;:3: to.y e"coni letetl`jbY Deyefo` All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty, l hereby request inspection and release of my cash /cash equivalent/bond. Developer's Representative: Date: I have reviewed the above work cash /cash equivalent/bond. rize the release of Inspector: Date: Authorized By: ' ).:. : �� :.v. i.1:• :rl _ ..�' •i�; .�'1 'It. I.:{� -• :1...:.. :'� ',�'' :.ri, '�N�,l�:rl "� , ,.. •: S ction' 4. 'to; 6 'con e t i to ;by P ity , , Amount Released: $ p Check - Check No. ❑ Cash Equivalent - Letter attached ❑ Bond - Letter attached Date Released: Released by: 'Polfc ?' wW pcoca& M EwM& vdop.t'a pfgcc. wwrmuy fonts clWok FGOnxr3W) Z �z ' o � JU U J = H 52 w w UQ CO D = F.. w Z= �_o Z�_ w w U ON o� =w �U U_ O w L) CO 0 Z -J City of Tukwila Steven M. Mullet, Mayor i `O Department of Community Development Steve Lancaster, Director '• .................. 1908' December 27, 2004 SENT VIA FACSIMILE 206 - 282 -9951 Beth Rheinschmidt Sabey Corporation 12201 Tukwila International 131, 4"' Floor Seattle, WA 98168 -5121 RE: Developer's Project Warranty Request Form Permit No. D04 -026 Dear Beth: This letter is to confirm your request for an extension to the Developer's Project Warranty Request Form and Bond in the amount of $150,000.00 (Bond No. 52BSBCQ3972). Your request has been reviewed and has been granted an extension. Your Developer's Project Warranty will expire on April 30, 2005. If you should need any further information, please feel free to contact me at 206- 431 -3672 Sincerely, Brenda Holt Permit Coordinator z z w; _3 UO to CO =. J CO) U. w O' LL Q TO F- O Z I— CO- O —. w 4 0 111 Z. CO H 2; O z encl ``' Xc: D04 -026 I I Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Phone: (206) 431 -3670 Fax: (206) 431-3665 T °: �I/Q.h 1 {� �.�Ll/�}��/ From: 1 �V `t/l�l Ao� Fax: 2 D�D - � 2 '�� Date: Phone: Pages: �. Re: ❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle - Comments: � r y ��, i, �IA 44" z � W W JU U O CO) CO U) LL. W O. Q J LL Q S2 d = W Z� W 2 a U� :O O H W W, u. O z H= O� z City IN TukvWfa T °: �I/Q.h 1 {� �.�Ll/�}��/ From: 1 �V `t/l�l Ao� Fax: 2 D�D - � 2 '�� Date: Phone: Pages: �. Re: ❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle - Comments: � r y ��, i, �IA 44" z � W W JU U O CO) CO U) LL. W O. Q J LL Q S2 d = W Z� W 2 a U� :O O H W W, u. O z H= O� z r� AZ �l ILA, `} C itv o .f Tukwila , = Department of Community Development 1908 February 7, 2005 Steve Lancaster, Director Jim Harmon Sabey Corporation 12201 Tukwila International BI 4"' Floor Tukwila, WA 98168 RE: Release of Performance Bond Frontier Bank Account No. Dear Mr. Harmon: This letter hereby authorizes the release of the performance bond referenced above in the amount of $25,000.00 for the property located at 12500 Tukwila International BI, Tukwila, Washington. If you should have any questions, please contact our office at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator end xc: 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 Steven M. Mullet, Mayor Z C e W D U O' CO U) J �. CO) W, W u- ¢ z Cy �-W ZH Z U� O N o F- . W M W W 0 .. Z' W CO O 2 im '". ��'" ""• ��, City of Tukwila Q 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 206 -431 -3670 RECEIVEC CITY OF TUKWILA SAP 2 8 2004 PERMIT CENTER DEVELOPER'S PROJECT WARRANTY REQUEST FORM ;,Section 1 '>to:be corripleteif?by, =Developer Name of Development: U.S. Dept. of Homeland Security Date: 9/27/04 Address: 12500 Tukwila International Blvd.. Tuk la,_ WA_ P?6rV No.: D04 -026 e'�'1Ti d itb a� III LLC by Release should be sent to: Name Sabey Corporation ATTN: Jim Harmon;' Manager Address: 12201 Tukwila International Blvd, 4th Floor City /State /Zip Seattle, WA 98168 Description of items to be completed (reference plans /documents where items are described): Clean Storm Drainage System at N. Parking Facility As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 25,000.00 (150% of value to complete work above) and attach support documentation for value of work. I will have this work carried out and call for a final inspection by this date: 12/7 /04 , or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property and carry out completion of the above deficiencies. I further agree to complete all work listed above prior to requesting inspection and release of these funds. Signed: -4 • 4.4_� Jtfj N. Harmon Title S atary k Traacrirar Section 2 ° =:.to "completed by.City staff THIS:FUND IS'AUTHORIZED TO.BE'ACCEPTED Signed: -- _ _ _ Department Head Amount: $ '. 6 7, DOC -- Deposited this Date Zit -OLL ❑ Cash /Check ❑ Cash Assignment Bond City Receipt No.: ftn.j ;W Received By: Section. 3;-- . to' tie'completed by Developer All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash /cash equivalent/bond. Developer's Representative: Date: ;To be staff I have reviewed th ve work and found it acceptable and therefore authorize the release of the above cash /cash equ'v bond. Inspector: '2 Date: 2 - Authorized By: Se6ti664 : to'be completed by .0 tity saff Amount Released: $ do ❑ Check - Check No. ❑ Cash Equivalent — Letter attached Bond — Letter attached Date Released: - /I-- I- Ob Released by: ""icy and procodurcMred bookVicecloper's pmjcci eamnly farm Cmiled: Fcbnwry M13 n . ... .... ,� • uync• �.. a+ �rs^mm!ssxr+me+rrs *kyl<f.4�"t4 V Z Z W Q � Q 2 JU UO W LU CO) U. WO LLQ CO)� 2 �W Z F- F- O Z F_ W W U� O N o F- WW U. O LLI Z U =. O Z s + - h r 1` I A { I _ PERFORMANCE BOND Bond # 52BSBCQ3973 KNOW ALL BY THESE PRESENTS, That we, International Gateway East III LLC by Sabey Corporation (hereinafter called the Principal), as Principal, and Hartford Fire Insurance Company , a corporation duly organized under the laws of the State of Connecticut (hereinafter called the Surety), as Surety, are held and firmly bound unto City of Tukwila Public Works Department (hereinafter called the Obligee), in the sum of 'IIVENTV -FIVE THOUSAND AND NO /100TI1S ($ 25,000.00 ) Dollars, for the payment of which sum well and truly to be made, we, the said Principal and the said Surety, bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. Signed and sealed this 24th day of September 2004 WHEREAS, said Principal has entered into a written Contract with said Obligee, dated for Department of Homeland Security - Clean Storm Drainage System in accordance with the terms and conditions of said Contract, which is hereby referred to and made a part hereof as if frilly set forth herein: NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, That if the abovb bounden Principal shall well and truly keep, do and perform each and every, all and singular, the matters and things in said contract set forth and specified to be by said Principal kept, done and performed, at the times and in the manner in said contract specified, or shall pay over, make good and reimburse to the above named Obligee, all loss and damage which said Obligee may sustain by reason of failure or default on the part of said Principal so to do, then this obligation shall be null and void; otherwise shall remain in full force and effect. NO SUIT, ACTION OR PROCEEDING by the Obligee to recover on this bond shall be sustained unless the same be commenced within two (2) years following the date on which Principal ceased work on said Contract. International Gateway East III LLC by Sabey Corp oration AIt Principal H artford Fire Insurance Company By Susan B. Larson Attorney -in -Fact S•0757 /GEEF 10199 Z I '~ W t 2 JU U UU ' �H N LL WO 9 _ LL NCY f W ZO LU W U13 O O H: .W w �O .• Z W U= O Z Direct InquirieslCiaims to: THE HARTFORD POWER OF ATTORNEY 690 ASY AVENUE HARTFORD, CONNECTICUT 06115 call: 888 -266 -3488 or fax: 860 - 757 -5835 KNOW ALL PERSONS BY THESE PRESENTS THAT: Agen C 52- 815037 Hartford Fire Insurance Company, a corporation duly organized under the laws of the State of Connecticut Hartford Casualty Insurance Company, a corporation duly organized under the laws of the State of Indiana Hartford Accident and Indemnity Company, a corporation duly organized under the laws of the State of Connecticut Hartford Underwriters Insurance Company, a corporation duly organized under the laws of the State of Connecticut Q Twin City Fire Insurance Company, a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of Illinois, a corporation duly organized under the laws of the State of Illinois Hartford Insurance Company of the Midwest, a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of the Southeast, a corporation duly organized under the laws of the State of Florida having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the "Companies ") do hereby make, constitute and appoint, up to the amount of unlimited: Charles A. Szopa, Shauna L. Henry, Barbara R. Johnson of Anchorage, AK; Peter H. Hammett, Carl Newman, Tim Church, Pamela Nelson, Karen P. Dever, Deanna M. Meyer, Jill Wallace, Stuart A. O'Farrell, Susan B. Larson of Bellevue, WA their true and lawful Attorney(s) -in -Fact, each in their separate capacity if more than one is named above, to sign its name as surety(ies) only as delineated above by ®, and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature thereof, on behalf of the Companies in their business of guaranteeing the fidelity of persons, guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. In Witness Whereof, and as authorized by a Resolution of the Board of Directors of the Companies on September 12th, 2000, the Companies have caused these presents to be signed by its Assistant Vice President and its corporate seals to be hereto affixed, duly attested by its Assistant Secretary. Further, pursuant to Resolution of the Board of Directors of the Companies, the Companies hereby unambiguously affirm i that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney. trlrk, UO rot�s tii �}r ��mrnorl� AIA sj+ � +r . 1 a7 0 * ) W�M � ♦r.1 -� �'�L � • * n,,,rgwrw°w� '� ,n ,� r', '�;M o 'r Paul A. Bergenholtz, Assistant Secretary Colleen Mastroianni, Assistant Vice President STATE OF CONNECTICUT SS. Hartford COUNTY OF HARTFORD s. On this 25 day of October, 2002, before me personally came Colleen Mastroianni, to me known, who being by me duly sworn, did depose and say: that she resides in the County of Hartford, State of Connecticut; that she is the Assistant Vice President of the Companies, the corporations described in and which executed the above instrument; that she knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals; that they were so affixed by authority of the Boards of Directors of said corporations and that she signed her name thereto by like authority. •--.�- '�� « Scott E. Paseka Notary Public CERTIFICATE Nly Cotrunission Expires October 31, 2007 I, the undersigned, Assistant Vice President of the Companies, DO HEREBY CERTIFY that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies, which is still in full force effective as of September 24, 2004 Signed and sealed at the City of Hartford. iYIRA J' Ala � , [dt8d ic} c0i pT c` .. r ♦ � 9 �iIW� ��earre.rr/l ♦� L907' $ t9- � ��car�r�oti �a?� 10137 � t Je 9 Al 187 J k nhhN l,w�?,y,0« ".,,,,,yrrwrr rug►' ''«;RR Yves Cantin, Assistant Vice President POA 2003 Z JU UO W �. CO u_ WO }} J U. Cl) = CJ F. W Z H H O Z W U� O co); W W ti- O .. Z W H M O Z •.a,. , . .:::f�w•c,x�. .:S...d.:,- +i.L:�1.as...+...a.: `.:Wc::cw.iza�: "' -' '4if. tivu ..a« , -:a:u} .u�,w. •,�ska'•awx,�dTaAL _ �,'t„ . �it',�� =_�i: • �,..., it Obligee's /Insured's Name City of Tukwila Tukwila, WA 52BSBCQ3973 Address IMPORTANT NOTICE TO OBLIGEES /POLICYHOLDERS -- TERRORISM RISK INSURANCE ACT OF 2002 You are hereby not that, under the Terrorism Risk Insurance Act of 2002, effective November 26, 2002, we must make terrorism coverage available in your bond /policy. However, the actual coverage provided by your bond /policy for acts of terrorism, as is true for all coverages, is limited by the terms, conditions, exclusions, limits, other provisions of your bond /policy, any - -- - endorsements -to the bond/ policy - -and generally. applicable-rules .of. law. Any terrorism coverage provided by this bond /policy is partially reinsured by the United States of America under a formula established by Federal Law. Under this formula, the United States will pay 90% of covered terrorism losses exceeding a statutorily - established deductible paid by sureties /insurers until such time as insured losses under the program reach $100 billion. If that occurs, Congress will determine the procedures for, and the source of, any payments for losses in excess of $100 billion. The premium charge that has been established for terrorism coverage under this bond /policy is either shown on this form or elsewhere in the bond /policy. If there is no premium shown for terrorism on this form or elsewhere in the bond /policy, there is no premium for the coverage. Terrorism p remium: $0 Form B- 3333,•0 Page 1 of 1 © 2002, The Hartford 0 Z Z ' a: 2 iU UO NO UJ H; CO) LL WO J U. Q co) CY W ZF F_ O z W 2 �: U O N' D� WW U O: ll.I Z U =; Z j J:4 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Z May 6, 2004 LU D 0 U 0 . CO ) Philip Brazil CO) LU Reid Middleton LU 728 - 134th Street SW, Suite 200 52 LL: Everett, WA 98204 0 LU :3 RE: Structural Review cy , DHS — Stormwater Detention Vault (D04-026) - Redesign LU 12500 Tukwila International 111, Tukwila Z Z Dear. Mr zil: LU W , 5, CO; Per our telephone conversation today, enclosed please find two complete sets of plans and one set of .0 documents for the review of the vault redesign. Please review these plans and documents for compliance J3 z 3 ; '- Au with the 1997 Uniform Building Code. ul : Could you please send a separate bill, with the approved plans, to our attention for the costs associated U- O: Z 0? with this review. LU If you should have any questions, please feel free to contact me at (206)431-3672. ON Sincerely, 1 1 1 " Brenda Holt, Permit Coordinator 1-A encl xc: Permit File No. D04-026 DOO Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax.- 206-431-3665 fob"" Reid iddleton { 1 May 7, 2004 File No. 262004.005/00103 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Revised Submittal DHS Detention Vault (D04 -026) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. We have made the following "red- lined" revisions to the drawings per the direction of the Structural Engineer of Record: 1. Sheet VS1.1: add comment at Foundation section of General Notes. 2. Sheet VS1.2: revise note at Section A -2.1. Enclosed are one complete set of the structural drawings (bound with the originally submitted architectural drawings) and an additional copy of the revised structural sheets. We are also forwarding the structural calculations, geotechnical report, and correspondence from the structural engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Mid Teton, Inc. O o�� Engineers Planners Surveyors z w JU U O ' CO) 0, CO) LU U. wO u_ a a: F w., z �. H- O z� LU ; O N; w LL. O! ui z U O z INVOICE Structural Code Compliance Plan Review Professional services from March 20 through May 7, 2004 Amount Due $ 206.87 (See attached detailed report) Washington Oregon z =: vO J F CO) LL W O CO U. = q U � O Z tr U 0. O CO) � tr W W . 2 U. H CO) U O Z May 7, 2004 Client No. 1338 File No. 262004.005 Invoice No. 0405030 Engineers Planners City of Tukwila Surveyors Contract No. AG99 -038 r 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attention: Bob Benedicto dis INVOICE Structural Code Compliance Plan Review Professional services from March 20 through May 7, 2004 Amount Due $ 206.87 (See attached detailed report) Washington Oregon z =: vO J F CO) LL W O CO U. = q U � O Z tr U 0. O CO) � tr W W . 2 U. H CO) U O Z Reid Middleton, Inc. Detail Billing Report i :i May 7, 2004 Project No: 262004.005_ .000 City of Tukwila Invoice 0405030 a: City Engineer " 6300 Southcenter Boulevard Tukwila WA 98188 -0000 ` Project: 262004.005.000 Tukwila Plan Review 2004 Professional Services: March 20, 2004 through May 7. 2004 <_' =} Task: 00102 Dept of Homeland Security, D04 -026 Professional Personnel r,�r,ra Hours Rate Amount i Senior Engineer 1.50 120.00 180.00 Project Administrator 0.25 75.00 18.75 i ;yfJ Totals 1.75 198.75 „g Total 198.75 a Total this task $198.75 Task: 00202 Segale Business Park, D04 -046 r a Reimbursable ± Courier and Postage 4.06 Total Reimbursables 4.06 4.06 a Total this task $4.06 r Task: 00302 Westfield Shopping Town, D04 -073 a Reimbursable Courier and Postage 4.06 Total Ralmbursabies 4.06 4.06 Q D J U: U O J� o w 9 a' N D = CY �w F- O. w UJ �p U ;O N L TU W , i M- U u. 0 - z w 0 z 1 City of Tukwila Structural Code Compliance Plan Review REID MIDDLETON File No. 262004.005 Summary Billing Report Through May 7, 2004 Total 1,952.16 206.87 2,159.03 z Z ; UJ u� D' .3 U UO . N Q' W = J 1— t o LL : w 1L ¢: co d' �w Z �.. z� U �; ;O co. O H. _ UU. F , U L o t Z; UJ mi O z Job Description Job Number Previous Billing Current Billing Proiect to Date 262004.005 Task 001 Dept of Homeland Security D04 -026 597.08 198.75 795.83 Task 002 Segale Business Park D04 -046 612.58 4.06 616.64 Task 003 Westfield Shopping Town D04 -073 742.50 4.06 746.56 MAR 0 X40 ENVY 4 ENGINEERS NORTHWEST, INC., P.S. V Y ;k STRUCTURAL ENGINEERS - 6869 WOODLA%W AVE. N. E., SEATTLE, WA 98115 (206) 525 --7560 FAX (2 6) 5 v 1lyr February 26, 2004 REID MIDDLETON 728 134 " Street; Suite 200 Everett, WA 98204 ATTN: Phillip Brazil RE: DHS Detention Vault (D04 -026) Phillip: 2. 0 4. 5. I have corrected the spacing call out. Thank you. Since the walls on AB and 1 are fully backfilled any water pressure would be supported by the soil. We discussed the possibility of saturated soils and incorporated footing drains so it would not be an issue. I added a footing drain to A2.1 and a note for free draining backfill for clarification. A 70 psf surcharge is equivalent to a 250 psf vertical surcharge. This is too high for a parking lot. We discussed this with the soils engineer in other phases of the project. For this vault a 100 psf surcharge is plenty. In this situation only walls A and B will be subject to this, as you pointed out. Since I have ignored the two way action of walls due to the two interior walls, I felt justified in resisting any surcharge component with this surplus. 70 psf spanning 24 feet horizontally would require #4 @ 12" which is less than the #5 @ 15 provided. The layout of the parking provides a wide landscape area between the edge of wall and parking. Thus, I did not design for a vehicle barrier. 4 0 Z W J U: 00, Co C w =. J �. to LL W 0 U- Q. c � = a. F .. w. s Z� � o Z �; 2 -1:. U� N: W W LL 0. ui Z U c; Z V February 26, 2004 REID MIDDLETON DHS Detention Vault (D04-026) Page 2 of 2 If you have any questions, please do not hesitate to call. Sincerely, ENGINEERS NORTHWEST, INC., P.S. Robert Raichle,-Jr., P.E. President' RR:tn ENW Project No. 02110000 O 1908 April 22, 2004 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Dave Leng Sabey Construction 12201 Tukwila International Boulevard Tukwila, Washington 98168 RE: CORRECTION LETTER #2 Development Permit Application Number D04 -026 DHS Parking Facility —12500 Tukwila International Boulevard Dear Dave: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Department. At this time, the Building, Planning and Fire Departments have no comments. Public Works Department: Mike Cusick, at (206) 431 -2441, if you have any questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /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 (206) 433 -7165. Sincerely, Stefani pencer Permit Technician encl xc: File No. D04 - 026 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 9 Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Z - w JU UO 013 U1 �LL w LL Q co) =) = Z� F- O Z F- w UJ �o O CO: w W: U �O W Z co_ O }' . Z i PUBLIC WORKS DEPARTMENT COMMENTS f DATE: April 21, 2004 PROJECT: DHS Parking Facility z PERMIT NO: D04 -026 PLAN REVIEWER: Contact Mike Cusick at (206) 431 -2 ( ) 441 if you have any questions M W D � D regarding the following comments. 0 o 1) The plan set is missing drawings from the architect. '^ W X . { y 2) The drain line from the vault needs to be a minimum of 8" per King County standards. N o 3) Provide a detail for a valve box on the plan set for 8" valve at the east side of the vault. Ei 4) Revise piping for storm drain line entering the vault from the south. The pipe from the LL N a south needs to enter the vault on the northwest corner of the vaults. _ 5) Sheet C11 - Why are vents shown on the east side of the vault? z� p, ZF w w, 6) Sheet C11 - The orifice strainer detail is missing wire mesh type. o. 7) The vault plans were not signed off by Engineers Northwest. o co i w. iL ~O — Z } (Plaurie Admin/Mike /Comments D04 -026 042104) W to U Z i F r 0 W s� March 2, 2004 City of Tul"ffa Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. David Leng Sabey Construction 12201 Tukwila International Blvd. Seattle, WA 98168 RE: CORRECTION LETTER #1 Development Permit Application Number D04 -026 12500 Tukwila International Blvd. — DHS — Parking Facility Dear David: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and : reflected on your drawings. I have enclosed comments from the Public Works Department. At this time, the Building, Planning and Fire Departments have no comments. Public Works Department Mike Cusick, at 206 431 -2441, if you have any questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions roust be made in Person and will not be accented through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician encl xc: File No. D04 -026 6300 Southcenter Boulevard, Suite #100 - Tukwila, Washington 98188 - Phone: 206 - 431 -3670 - Fax: 206 - 431 -3665 Z �_-- Z mo w. u� D . .� U 00 C J 0) LL w U. CO) D = �. W z� F— 0 Z F— W LU Dp U O N WW U. LLI Z. P M , O F ' Z .4 .a.. -.*'7r .i�yy(r,;y.,,t ,� �m:%i�.'7.inrN .i; i'.4 u rw•+ rl,�..•..��i rva...... .b +.nn•a:n�riwsSr t�,+VA'?Rt+F yS� 'r�:�1W0%.i*le 4f,d, 2:;'.'..`w ✓.c PUBLIC WORKS DEPARTMENT COMMENTS DATE: PROJECT: PERMIT NO: PLAN REVIEWER: February 20, 2004 DHS Parking Facility D04 -026 V, Contact Mike Cusick at (206) 433 -2441 if you have any questions regarding the following comments. 1) Sheet A1.3 and A1.4 - Remove text "Lot line to be relocated." The lot line has already been relocated. 2) Sheet L2.02 - Please provide model number and make of backflow device on the plan sheet. 3) Sheet C4 - Remove "proposed BLA" note from sheet. 4) Sheet C5 - Footing drains for walls shall be a minimum of 6" in diameter. 5) Sheet C9 - Provide pipe anchors on storm drain pipe marked on drawing. 6) Sheet C9 - Provide thermoplastic marker detention tank. See detail on sheet. 7) Sheet C11 - See marked sheet for comments. 8) Bing County Surface Water Design Manual requires 1 foot of sediment storage in the first cell. Please provide calculations showing the vault meets storage requirement with 1 foot of dead storage in first cell. 9) Sheet VS1.1 - Use only stainless steel for grating and stairs. This requirement from the manual. 10) Redesign vault so there are only two cells. The current manual limits vaults to two cells. 11) Sheet VS1.1 - Provide water stops at all cold joints. 12) Sheet VS1.1 - See sheet for added Fomments. 13) Provide calculations showing the length to width ratio of the vaults pool is 5:1 or greater. 14) What drawing sheet shows the stairs by others into the vault? (P:Laurie Admin/Mike /Comments D04 -026) i.sK t . . �� t i.'x' . ' F. �;p ( <l:S.as✓F..y u.}.,;., i�'.4 i.t.F: ,}�..�:,yJ..>�.r�, . :.;: ..,... .... �.. .'. . .. ..:;.;..�.' _ �,e.. .` „u:r, >, �r. ,...,:. >'�:.`� a...�:.}<},�....,,: m•.'a ..�.., . c. �n,.n�w'kiLV'ii,1.i:.,.1:+..> .�,,,Sa:vbSt>�: z Z �0 UO. CO) 0 CO) UJ J = CO) w wo 9-5 U- �D = i .. w z� �O w ~ W U ON w U W 8. ui z P _ . O E- z Reid Mid March 4, 2004 File No. 262004.005/00102 RECEIVED 'MAR 0 5 2001; 0EVEL0,p N7 Engineers Mr. Bob Benedicto Planners City of Tukwila surveyors 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal DHS Detention Vault (D04 -026) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are one complete set of the structural drawings (bound with the originally submitted architectural drawings) and an additional copy of the revised structural sheets. We are also forwarding the structural calculations, geotechnical report, and correspondence from the structural engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Philip B azil, P. S.E. Senior Engineer Enclosures Washington ..n• nnv,,A 7 u"n Cohav Orannn z u� D U O' CO) o' CO) =. J �. N LL, W O W' z� D Z j ' u 0 z' U N!., :z , e February 20, 2004 File No. 262004.005/00101 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal DHS Detention Vault (D04 -026) Dear Mr. Benedicto: z l q RR �E� FF �RD B 23 C MM Planners � i Surveyors j We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. Copies of this letter were forwarded to the project contact and structural engineer for your convenience. Architectural. 1. No comments.:: Geotechnical 1. No comments. Structural General 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2:. ;. , The vertical wall reinforcement at Grid 4 in the Wall Reinforcement Schedule on Sheet VS2.1 should be reversed. See pages S13 -S15 of the calculations. 3. The design of the vertical wall reinforcement at Grids A, B, and 1 in the Wall Reinforcement Schedule on Sheet VS2.1 is not clear. It appears that the case Washington Oregon Alaska Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 W� V O. �o LU CO) 0 W _ U - CO a. = w Z �. Z t- w U O �: o rr- w w . � � O ..Z O F': z Reid iddleton February 20, 2004 File No. 262004.005/00101 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal DHS Detention Vault (D04 -026) Dear Mr. Benedicto: z l q RR �E� FF �RD B 23 C MM Planners � i Surveyors j We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. Copies of this letter were forwarded to the project contact and structural engineer for your convenience. Architectural. 1. No comments.:: Geotechnical 1. No comments. Structural General 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2:. ;. , The vertical wall reinforcement at Grid 4 in the Wall Reinforcement Schedule on Sheet VS2.1 should be reversed. See pages S13 -S15 of the calculations. 3. The design of the vertical wall reinforcement at Grids A, B, and 1 in the Wall Reinforcement Schedule on Sheet VS2.1 is not clear. It appears that the case Washington Oregon Alaska Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 W� V O. �o LU CO) 0 W _ U - CO a. = w Z �. Z t- w U O �: o rr- w w . � � O ..Z O F': z Mr. Bob Bendicto City of Tukwila February 20, 2004 File No. 262004.005/00101 Page 2 of maximum earth pressure and minimum water pressure was considered, but the case of minimum earth pressure and maximum water pressure was not considered. Please comment. 4. The detention vault is located beneath a parking area as shown on Sheet C4. The geotechnical report recommends a horizontal surcharge of 70 psf for passenger vehicles (see page 16). This condition appears to apply at least the foundation walls and Grids A and B. It does not appear that this design load was considered in the calculations. Please comment. 5. A concrete wall is proposed at the east edge of the vault per Section C -2.1A. It does not appear that the vehicle barrier load of 6 kips specified in UBC Table 16 -B and required by UBC Section 311.2.3.5 was considered in the structural analysis. Please comment. Although not a parking garage, the surface of the detention vault apparently will be used by vehicular traffic. The review comments listed above should be responded to in itemized letter form. We recommend the permit applicant have the Engineer of Record respond and resubmit two copies of the revised set of structural drawings and one copy of the supplemental calculations directly to our office. { t Corrections and comments made during the review process do not relieve the project 1 applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. , Sincerely, Reid Middleton, Inc. i Philip razil, P.E., S.E. Senior Engineer t cc: David Leng, Sabey Construction Ted McDonald, Engineers Northwest sjs \26se \planrevw \tukwila \04 \t001 rl .doc \prb Reid iddleton :Z Z w JU L) 0, N O w =. J CO) L ; O 1 5. U. Q' CO = d, �w y z� �O Z�- W 2 5. U o' O N: W w t u. z ui CO) O f, Z L�k.t. ... ... :.: ..� ....... _, ,,.�. �.�:.,:._.:.,..:,r._...,:.:.y ....�,+.•..,.a, s.:.� <;. s��t . ::�a�;<4.:,.n...�,.i.:;:,:.;.�. :...:iw`.u��,.L.:i:a.i:�. :a.:n�.ti::�.`s:wt .ee,'.�<R ... rS. u�iit %wF1;.tL'aia4,:n':a.`e.ei,a.G. IIA, .... o f: City of Tukwila 4� =O °•. z Department of Community Development 1908 February 10, 2004 Steve Lancaster, Director Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review DHS - Parking Lot/Detention Vault (D04 -026) 12500 Tukwila International BL, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance, with the, 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, Brenda Holt, Permit Coordinator encl xc: Permit File No. D04 -026 i i 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 y Steven M. Mullet, Mayor .z Z . , J V' UQ Cl) . W= J CO LL WO LL cr) = C� t- U.J. z �' . U.1 O o E-• =U _ U N H � z W ILA O k • . 2 _j: ° O City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director ''• • •.......... •' ` 190B January 30, 2004 Mr. David Leng 12201 Tukwila International Blvd. Seattle, WA 98168 RE: Letter of Incomplete Application #1 Development Permit Application D04 -026 DHS — Parking Facility — 12500 Tukwila International Blvd. Dear David: This letter is to inform you that your application received at the City of Tukwila Permit Center on January 22, 2004, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Building Department: Ken Nelsen, Senior Plans Examiner, at 206 431 -3677, if you have questions concerning the following: 1. The application documents must include a soils report. Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted throyZh the mail or by a messeimer service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely f �rtlsc..1 Stefania S ncer / Permit Technician Enclosures File: Permit File No. D04 -026 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax. 206 - 431 -3665 Z W JU UO N ❑ W = CO H WO } F-: U. N_ = W Z0 W 5 O UY WW ~ H L lil Z CO) O Z A PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -026 DATE: 04 -26 -04 PROJECT NAME: DHS - PARKING FACILITY SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BLVD Original Plan Submittal _Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # afteribefore permit is issued DEPARTMENTS Building Division ❑ ,�/� Fire Prevention ❑ Planning Division Public Works Pc 50 Structural Permit Coordinator 5- .- DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 04 -27 -04 Complete [� Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO TING: Please Route [Structural Review Required [ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS DUE DATE: 05 -25 -04 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2.28 -02 PERMIT COORD COPY z �z �w QQ JU UO Cl) W= CO) LL w LLQ ND = �O z F- W CO o�- W w. �O •z W U= ~ O z PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -026 DATE: 04 -08 -04 PROJECT NAME: DHS - PARKING FACILITY SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BLVD Original Plan Submittal _Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # after�before permit is issued DEPARTMENTS: Quildi ivi i n EN Public W o rk s AAAA Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete [� Incomplete ❑ Comments: DUE DATE: 04 -1 - 04 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS 7"Structural TING: Please Route Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS DUE DATE: 05 -1 1 -04 Approved ❑ Approved with Conditions El Not Approved (attach comments) [f Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW Staff Initials: S46 Documents /routing slip.doc 2 -28.02 ❑ No further Review Required DATE: z ;r z W JU 0 Co Q CO Lu J = F- �U_ w O �Q �M = �w z� H- O w �5 U� O N 0�_ WW H ti. O W co F- H O z DV PLAN SLIP ACTIVITY NUMBER: D04 -026 DATE: 02 -04 -04 PROJECT NAME: DHS - PARKING FACILITY SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL Original Plan Submittal i i Response to Incomplete Letter # 1 _Response to Correction Letter # Revision # after /before permit is issued DEPAR Building Divisiionn Public Works Fire Prevention ❑ Planning Division ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TOES /THURS ROUTING: Please Route [d Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only ' CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW Staff Initials: DATE: Documents /routing slip.doc 2 -28 -02 PERMIT COORD COPY z ;� Z �w QQ � 3 UO CO W J = S2 U_ W O. LLQ U) D = �_ w z f- E-- O z f- 5. U� ON off wW LL O . LLi z �z z 0 [7 No further Review Required DATE: _. DUE DATE: 03 -09 -04 Not Approved (attach comments) [T n. • "�' t'n1 'y.k. +.>, .41 i.tAt ✓ ?.�i.'J..v...tu.�:�.LC:n F )�re�:�:.:r Y�nr1MC5. �PA +wUR»Siin:(�'f�4.:.93n >ii;:.i:a .141':..:..Y..'..w., .... ,. .. r Pw' x. �i. �'. rwtl. M1: AI:: F1vJ, A% J�+. ItA J�'tA'44w�r:.lfri':ci.t.5:.1r L'.i DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 02 -1 0 -0 Complete [� Incomplete ❑ Not Applicable ❑ Comments: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -026 DATE: 01 -22 -04 PROJECT NAME: DHS - PARKING FACILITY SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL X Original Plan Submittal _Response to Incomplete Letter # _Response to Correction Letter # Revision # after /before permit is issued DEPARTMENTS: //�� 8Nt At I -?..I Buildi Di V'rmo'#'� X Fire Prevention Planning Division Public Works X Structural ❑ Permit Coordinators DETERMINATION OF COMPLETENESS (Tues., Th rs.) DUE DATE: 01 -27 -04 Complete ❑ Incomplete Not Applicable ❑ Comments: Permit Center Use only INCOMPLETE LETTER MAILED: 1 ' 3O-O , LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: Se:S TOES /THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: i� APPROVALS OR CORRECTIONS DUE DATE: 02 -24 -04 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2.28.02 PERMIT COORD C op y ❑ No further Review Required DATE: z z �w �U UO Cl) L_ S2 U. w LL S2 D =d �w z WO w �p O N: o�__ wW (U LL O W z U U) Z " bv:, ,.1:.•a r:u.; +.. 4 , 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, fix, etc. Date: _ �//'2 /c n Plan Check/Permit Number: 0 0 2( Response to Incomplete Letter # Response to Correction Letter # 2 ❑ 0 Revision # after Permit is Issued E] Revision requested by a City Building Inspector or Plans Examiner Project Name: 0 Project Address: Contact Person: V)4,- Summary of Revision: TOO /f� Cl! 21004 Phone Number: 206 Z 2 77- S" - z 6 r-e F S. 5 & /A/7 ec 4, Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: SJ X Entered in Permits Plus on /' ZG 2q 08/06/03 .ka I z �Z o � JU UO 0 CO W H CO W wO J V_ Q CO = �w z� I— O W ~ w U� CO off WW HL) LL z w U= O z -Po %A v'a I%e e N IIr r•A'� i City of Tukwila J Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL Revision submittals must be submitted its person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: v / 04 Plan Check/Permit Number: D04 -026 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after/before Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DHS — Parking Facility Project Address 12500 Tukwila International Blvd. - Contact Person David Leng Phone Number Su I s /� � I ' t cY Summary of Revision: �v►2✓11G� �co�.ic r-� 1 "•^ Le +�Y � a � �✓! 2 2 o - G- i s 9- VA�II 4o 2 ccffi- , ve-c S'gr Ys 1. f \(SZ( Sheet Number(s): ef G l 2 (, I T, C (.0 I [,,,, I. c> Z "Cloud" or highlight all areas of revision including date o revision Lz' •o2 Received at the City of Tukwila Permit Center by: Entered in Sierra on - 7 g � 03/02/04 z Z �D UO N o. J � LL WO -. U- Q �D =d �w Z WO Uj Do ON o E- wW LL .. z w U =; z ► 0 REVISION SUBMITTAL' w gsy �Z �o 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, fa.Y, etc. Date: '. / / 0 t-/ Plan Check/Permit Number: D04 -026 ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # afterlbefore Permit is Issued r ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DHS —. PARKING FACILITY Project Address 12500 Tukwila International Boulevard - Contact Person David Leng Phone Number 2UG 2� Summary of Revision: S ° 15 g, t4�2 l" r �kWi / AC Sheet Number(s): 00' c;e "Cloud" or highlight all areas of revision in Received at the City of Tukwila Permit Center by: R` Entered in Sierra on ' 'y' y gig date of revision 01/30/04 z �Z � JU UQ CO) J H S2 U- W� �-J LL < ND = f .. w z� �o w ~ w D O. O� W LL z. ui z DEPARTMENT OF LABOR AND INDUSTRIES ' I REGISTERED AS PROVIDED BY LAW AS CONST .CONT GENERAL REGIST # ,EXP DATE I CC01 SABEYCT033�KM 01/06/2005 EFFECTIVE DATE 05/14/1997 SABEY CONSTRUCTION INC 12201 TUKWILA.INT'L BLVD 4TH FLOOR SEATTLE WA 98168 -5121 i F625.052.000 (3/97) Detach And Display Certificate I . "Dpq-owe 9 f Z Q H. W; JU UQ CO Lu CO) 1. W O: u - cj) = W ` ZH F— O' Z E-:. U iO O H W W 1=- U W 0 lli Z U CO): O Z REGISTERED AS PROVIDED BY LAW AS - CONST CONT GENERAL Please Remove REGIST. # EXP. DATE And Si CC01 SABEYCI033KM 01/06/2005 EFFECTIVE DATE 05/14/1997 Identification Card Before SABEY CONSTRUCTION INC Placing In 12201 TUKWILA INT' L BLVD Billfold 4TH FLOOR SEATTLE WA 98168 -5121 SlLnatture ISSUed by DEPARTMENT OF LABOR AND INDUSTRIES tITyRED�V op �l(A F625.053.000 (8/97) JAN 2 2 200 PERMIT C�NT�R I . "Dpq-owe 9 f Z Q H. W; JU UQ CO Lu CO) 1. W O: u - cj) = W ` ZH F— O' Z E-:. U iO O H W W 1=- U W 0 lli Z U CO): O Z kwl pftn Chg* aye I un d er stand th it am OW i ppro m d u � o d to wrors and . r .- d WN PIZ� I pedle cw ordi plans RocW S* adumboww-P-11111- t I r1s wo CM d appmvw Dow or Oak - t v A dmL 0 0 cKe bf J1.1 1 1 4P 4 L OF 40 SHEET A1.4 .. * air SHEET A1.3 ��t'r L — ' :' -� Q E ET Al .2 -4 r m4F JP qwft i a y f J 1 / , Ol - F i. � � .`_ 1 r I ' • I 1 k � :! _ _ �•� -- ••, ti,_ � � i b f w �` _ i • • • ` .« ��r•MI !- -•�''- / ,� f .. ' i - . -. ��. „f.. ' , I j � i . 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BOLD FACE PANELS PAINTED PMS REFLDX BLUE MOUNTED FLUSH TO THE SIGN no. r eylsion o t e I ..... —. . -� _. _ ..- ..... --- __- -.__ -- —�- — — ....�- - - --- -- .....+.�- .,�.. �...__,.. s Sc... r4rr .,..wl'ar t �11�1!'aa'• FACE PANELS PAINTED PMS REFLEX ,�r'i.!'�•Ae.L.,�.,� Id[t - BO DY PAINT WHITE UP r WUE .BLUE M « ' N J Department of • f Immigration ad � ! C11_ t° PARKING GARAGE PRIVATE DRIVE 1/2w __ 1._ON 12 1 = 1 ._ 0 " ^ NON- ILLUMINATED PYLON SIGN, I Naturalization r a F ACE PAINTED P M S ` `~ REFLEX Service ` r Z ALUM. FABRICATED REVEAL PAINTED 12500 Tukwila International Blvd. WHITE ;�, CAST -IN -PLACE CONCRETE BASE. -- .. • • .. 41 , `r . 7 - - SEE STRUCTURAL FOR REINFORCING AND FOOTING. 4' HIGH CUT OUT LETTERS, TIMES ROMAN BOLD h' ALUM. PLATE MOUNTED FLUSH TO THE SIGN BO PAINT WHITE PROJECT SIGN 112" - 1 1- 0 9' a v 4' HIGH SCOTCHLITE 3M REFLECTIVE WHITE VINYL COPY - TIMES ROMAN BOLD NON - ILLUMINATED SIGN, ALUM. FACE PANELS PAINTED PMS REFLEX BLUE ■ t N S' -0' ile ALUM. MOUNTING POSTS PAINTED WHITE Public Entry R.* Parking Garage Access PARKING GARAGE ACCESS 1/ = 1 , _ 0 „ ... �. �, ..�, �.. t,, ,�y� r, A.. �,.y.. .,, , ,•I"i. r•�r '� :yw:..pR ,, Ji1 J'*" �•.►: II/ KyL+ �ifI. �YMAhN W'Wl�ri.MkMaR *.!'"'+�71��'J. >�.Ar�•,r� �kai�QM1�A�+�i/dAA M • • 5' 5`_O• ALUM. MOUNTING POSTS PAINTED "�--- ALUM. MOUNTING POSTS PAINTED WHITE WHRE Employee Entry Public Entry N Service Vehicle Parking Garage 1-4 Entry N -� ,Access rN 1 4' HIGH SCOTCHLITE 3M REFLECTIVE 4 HIGH SCOTCHUrE 3M REFLECTIVE WHITE VINYL COPY - TIMES ROMAN WHITE VINYL COPY - TIMES ROMAN BOLD BOLD NON - ILLUMINATED SIGN, ALUM. NON- ILLUMINATED SIGN, ALUM. , FACE PANELS PAINTED PMS REFLEX FACE PANELS PAINTED PMS REFLEX BLUE BLUE 3 EMPLOYEE ENTRY SIGN 1/2 = 1, - O" N a 3 , -0 . = Q� \ \— X.UM. MOUNTING POSTS PAINTED WHITE Employee N Parking •' Only N 4 HIGH SCOTCHUTE 3M REFLECTIVE WHITE VINYL COPY - TIMES ROMAN BOLD NON- ILLUMINATED SIGN, ALUM. FACE PANELS PAINTED PMS REFLEX BLUE BUS ACCESS 1/2 N = 1' -0 r 10 ro "' ` 0 0 '" I F4 01 1� u I I i I , LANCE MUELLER it ASSOCIATES A A C H I T W C T• 1 A 130 LAKESIDE • SEATTLE, 'WA 98122 • 206 325 2553 I it I �jm —4 MBSEEMENNOW--Ey CORPORATION M If r n" AM 2 6 4 P&%W CWTen pool- 02(v DEPARTMENT OF HOMELAN SECURITY 02 -135 ob no. SITE SIGNAGE I SHEET 4' HIGH SCOTCHIlTE 3M REFLECTIVE 4' HIGH SWTCHLITE 3M REFLECTIVE f 9076 REVIEW SET 8-5 -03 WHITE VINYL COPY - TIMES ROMAN .roe• *11"IE VINYL COPY - TIMES ROMAN 4'' HIG H SCATCHl1TE 3M REFLECTIVE -- BOLD BOTH 5jQQ OF SIGN AT _ _ __ 5 SOLD MM GARAGE ENTRY POINT ONLY WHITE VINYL COPY - TIMES ROMAN ` NON - ILLUMINATED SIGN. ALUM. BOLD FACE PANELS PAINTED PMS REFLDX BLUE NON U.UMINATED SIGN, ALUM. f ` . FACE PANELS PAINTED PMS REFLEX NON- ILLUMINATED SIGN, ALUM. no. r eylsion o t e I ..... —. . -� _. _ ..- ..... --- __- -.__ -- —�- — — ....�- - - --- -- .....+.�- .,�.. �...__,.. s Sc... r4rr .,..wl'ar t �11�1!'aa'• FACE PANELS PAINTED PMS REFLEX ,�r'i.!'�•Ae.L.,�.,� Id[t - ,• UP r WUE .BLUE M « ' • f � ! PARKING GARAGE PRIVATE DRIVE 1/2w __ 1._ON 12 1 = 1 ._ 0 " ^ I r a r 10 ro "' ` 0 0 '" I F4 01 1� u I I i I , LANCE MUELLER it ASSOCIATES A A C H I T W C T• 1 A 130 LAKESIDE • SEATTLE, 'WA 98122 • 206 325 2553 I it I �jm —4 MBSEEMENNOW--Ey CORPORATION M If r n" AM 2 6 4 P&%W CWTen pool- 02(v DEPARTMENT OF HOMELAN SECURITY 02 -135 ob no. SITE SIGNAGE I SHEET N H 9076 REVIEW SET 8-5 -03 SEATTLE DISTRI�,T OFFICE PROPERTY OF THE UNITES STATES � M � 2 -6- drawn R 11T 4_ - B. FADOEN C I P CONCRETE BID OGRESS SET S _ 2 _ _ __ 5 2 5 0 0 T U K W 1 I NTE RNATI ON AL LA N E R NAT BLVD. f�OVERNMENT FOR OFFICIAL LOSE ONLY, DO NOT chocked , SIT ,� 6 - 1 _ SEATTLE WASHINGTON REAKM THIS NOTICE. PROPERLY DESTROY DOCUMENTS WHEN NO LONIM NEEDED n o. revision ate no. r eylsion o t e ..... —. . -� _. _ ..- ..... --- __- -.__ -- —�- — — ....�- - - --- -- .....+.�- .,�.. �...__,.. s Sc... r4rr .,..wl'ar t �11�1!'aa'• � .�+��- �.rw.er��.a.r.■.�.._ .,iitmi..jl,s ,�r'i.!'�•Ae.L.,�.,� Id[t - UP M � • � j .. �� • fr o ., Y l i PUBLIC ENTRY SIGN 5 � ± 1/2 N - 1' -0" J NON nr + • — _ S -0' 3'_0• t ALUM. MOUNTING POSTS PAINTED ALUM. MOUNTING POSTS PAINTED WHITE -WHITE ALUM. MOUNTING POSTS PAINTED WHITE t Bus Access ev N Parking N Only Garage � �» Private � N g 3 Drive .� • "' Entry Exit N f. ' N • :, t • No cess .- I,* Y - O Volk AA@ A \Irr w A /\•I•b, •A 1 I I I PLAN DIM. PLAN DIM. , ♦ - PLAN DIM. PLAN DIM. 1 � 3/4" R. CONT. EXTRUDED CONC. CURB '• 6" w SCORE JTS at 15;_C" o.c �I ** FINISHED GRADE ± CONT. CAST IN PUCE CEMENT 6x6 W1. $/W1.4 W.W.M S. at 50 o.c. i CONC. CURB W/ EXP. JTS. AT RE'NFORCING TYP AT , 5 0. ASPHALT C SC JTS 1 . AT WALKWAYS) (CAL PAVING ASPHALT j 3/4' R. PAVING �• .' • i I** ! P V.C. DRAIN at �+ EPDXY BONDING a v' -- - I I I I I I 10 -0 O.C. - - - AGENT � I I I i z 1 1= IM 1 1- R- f ' #4 REBAR TOP do 1- 13OTTOM (TYP) 0_ 1 CONC. CURB DETAIL 2 C.I.P RK DETAIL E: 1' = 1' • c w •, O +i 0 1 N WHITE LETTERING do SYMBOL ON A BLUE BACKGROUND PER STATE H.C. CODE METAL SIGN BOLT TO POST 3 "0 GALV. PIPE - PAINTED EMBED IN CONC. 1' - 6" FINISH GRADE 8 "0 CONC. F00 i !NG 7 H.C. SIGN DETAIL SCALE. 112' = 1 -0 3/16 x 6" x 6 GALV. STL. PL. w/ 2 - 1/2 "� W.H.S. at 3' O.C. a • • CAST IN CONC. • 4 2 -3 t 6" x 1 1 /2" GALV. F.B. ELD TO TUBE - PAINT 3/4 "o x 4" M. B. w ---' WWASHER & 1 x 3 GALV. PIPE SPACER 8TWN. - PAINT 2 -3/16 x 1 W2 GALV: STL. .B. WELD PLATE - PAINT • � d • v • • I v- 2 1 � /Z' A 2 x 4 x 1/8" STL TJBE FRAME - PAINTED c i mom SYMBOL DETAIL N.T.S. P LAN DIM. PLAN DIM. i O 2 1/20 (2 REINF. BARS (5' -6• LONG) SECTION ADHERE TO FLOOR /ASPHk T WITH EPDXY BONDING AGENT. PRE -CAST CONCRETE CURB SCREEN WALL 1 SCALE: 3/8" _ 2 (GUARDRAIL '" O SCALE. 3/8' = V-0" I '6I i%L .. 'n i+. +n`v,.',w ! i Y �•' t► 11►ii1,�lY,IgC/.yf'f? "+1�C�Orce i .7�N+Ift11' t e•t `1i�: qE 1.iAl'4iil�w:ldht t F 4. P LAN DIM. CONT. EXTRUDED CONC. CURB w/ EXP. JTS. at 15' -0" o.c. do Sc ORREE JTS at 5' -0' o.c. ASPHALT PAVING is \ 3/4' R. - --• PLAN DIM. 6 FINISHED GRADE a �.. EPDXY BONDING AGENT EXTR�E�FO�"C�*W�Rl SCALE R I -A s � o w NOTE: SEE SITE PLAN FOR LOCATION OF WHITE PAINTED DIRECTIONAL SIGNS (SEE SHEETS A2.5 THROUGH A2.7 FOR PARKING LEVEL DIRECTIONAL SIGNS) D 9 TRAFFIC ARROW DETAIL - � SCALE: 3/8' = 1' -0 SPUN ALUMINUM COLLAR 3000 PSI CONCRETE (MIN.) 2 NON SHRINK GROUT ' HARDWOOD WEDGES REMOVE AFTER TAMPING SAND DRY SAND TIGHTLY TAMPED (AFTER ALIGNING POLE I I GROUND SLEEVE - HOT GALV. — STEEL CORRUGATED PIPE _ FLAGPOLE PER SPECIFICATION WITH CONCRETE BASE. STEEL CENTERING WEDGES ' 3/8 THICK STEEL BASE PLATE I I (10 SQUARE) STEEL SUPPORT PLAT W I I TO GROUND SPIKE GROUND SPIKE PER MANUFACTURER'S --- RECOMMENDATIONS — �I I 28" . e I a tI d a a d 10" .2 -6 f d I f _ I -I I i � 1 I- *__ _ PLAN 6x6 WI.4/W1.4 W.W.M. REINFORCING (TYPICAL AT WALKWAYS) - .....� • Y SURFACE TEXTURED W/ DETECTABLE WARNINGS FULL WIDTH & DEPTH OF RAMP: DETECTABLE WARNINGS SHALL CONSIST OF RAISED TRUNCATED DOMES HAVING A DIAMETER OF 0.9" NOMINAL. A HEIGHT OF 0.2' NOMINAL AND A CENTER -TO- CENTER SPACING OF 2.35 NOMINAL, AND SHALL CONTRAST VISUALLY W/ ADJOINING SURFACES. gyp' TAPER CURB TOOLED EXP. �? a DOLED EDGE 4 (.�°�' k \. \ • ' CONC. WALK FINISHED W/ SCALER 8r MESH GRADE ` IANDSCAPE , cli - 01 o a . ■ 5' - 0'x5' -Ow LANDING ' ' 1/2 MAX. UP MI)SCAPE — m=1 AT TOP & BOTTOM (BEVELED AT 1:2 t� /2" MAX. UP I I OF CURB RAMP (1:48 BEVELED AT 1:2 , ZZ �T I I I ( I I 1=1 I E I II1 I 1 . SLOPE) -- _ _ SL SURFACES TO PREVENT SLOPE ALL SURFACES TO PREVENT ACCUMULATION OF WATER AND ICE � ACCU MULATION of WATER AN ICE COMPACTED SOILS F PER SOILS REPORT CONC, SIDEWALK DETAIL H.C. CURB CUT DETAIL H.C. CURB CUT DETAIL 4 ,SCALE: 1" - ,' -c• 5 w SCALE: 1 = t -C SCALE: 1 • 1' -0' * 1 A • -: ••an.. —w ! .ice— - ��y +-..rrrn+r ■i .�..,rr-■ '� I � E - • A CHAMFER EDGE f 6x6 W1.4/W1.4 W.W.M. LIGHT STANDARD REINFORCING (TYPICAL AT AN00. ALUM. WALKWAYS SQUARE TUBE POLE w ) 24 ROUND FORMED PLAN DIM. PLAN DIM. I II II CONCRETE BASE - FILL ° VOIDS - PAINT u ,� n .3/4 R. � ENT FINISH GRADE PRECAST CONC. CAST -IN -PLACE CONC = SIpEWALK Ile/ MIHEEL STOPS w/ EXP. JTS, at 15' o.c. ' ! PER PLAN — & SCORE JTS. at 5' - 0 0 o.c. NOTE: CYCLOOPS 2170 -11 -S DESIGN UGHT STANDARD BIKE RACK r 3 ..�"" r BASE FOR 90 M.P.H. i = cr ,WINO LOAD ASPHAL T o PER ML — III I I I 1 l oll I III III „ • ; . • LOO Y BONDING I Y Y 1 on J P.V.C. CONDUIT o •� I I I,I III li 8' DW FOOTING - a 4 - #4 VERT. w/ TIES • • at 12" o.c. • ,f' BIKE RACK DETAIL LIGHT POLE BAS � p E DETAIL EXTRUDED CONC. CURB • • N.T.S. R , w 1 2 SCALE: 1 = 1 . -0 SCALE: 1 • I ,�--- CONC. WASH 12 _. � GRADE AROUND , OPENING .s CONCRETE WALLS. SEE STRUCTURAL DRAWINGS. REMOVABLE BOLLARD. 12 0 x 2 -6 s• w p� �p g6gW YELIO P LOCKIIG� SABLE BASE PLATHE. � STEEL GRATING PROVIDE EXTERIOR LOCKS FOR EACH r (GALV.) TYP. BOLLARD KEYED ALIKE. DURA ART HOLD DOWN PB -H4, BASE 'F OR Z� /— ASPHALT PAVING APPROVED EQUAL fiv CLIP 0 i SUI PER SOILS 18"o CONC. FTG. oek- " a, 10 V 1` 0 " FLAG POLE BASE (BOLLARD � acq 15 SCALE. , - - 1 -0• 16 M,+ _- _ 1 SCALE. 1/2• = 1' -0• NOTE: METAL EDGE FORM AT ENTIRE COORDINATE ALL ISLAND EQUfPMENT PERIMETER OF ISLANDS PRIOR TO CONCRETE PLACEMENT. (PAINT SAFELY YELLOW) AMU —. .w. •..w .— ...�_. — 7 CAST -IN -PLACE CONCRETE CURB CAST -IN -PUCE CONCRETE CURB j PROFILE TO MATCH EXTRUDED CURB w/ EXP JTS. at 15' O.C. (TYP-) do SCORE JTS. at 5' -0 o.c. i t -; III III III —III �I III II I�- a` ,III II ASPHALT ! PAVING ^ INF 14 REORCING BARS PER CIVIL I AT TOP do BOTTOM -. _• I j i III CONTINUOUS I I 1 i ! ZE B DETAIL : 1" = i' -0• �---- ASPHALT PAVING ( ISLAND CURB EDGE PROTECTION 2 2 PADLOCK RINGS ---- -- BASEPLATF AND HARDWARE BY BOLLARD MANUFACTURER — CONCRETE PAVING v ,8 • L_ J NOTE: NON - REMOVABLE BOLLARD AT SIM. SECTION. INSTALL PER MANUFACTURERS RECOMMENDATION SURFACE TEXTURED W/ DETECTABLE WARNINGS FULL WIDTH Nk DEPTH OF RAMP: DETECTABLE WARNINGS SHALL CONSIST OF RAISED TRUNCATED DOMES WAVING A DIAMETER OF 0.9 NOMINAL A HEIGHT f OF 0.2 NOMINAL AND A CENTER -TO- CENTER SPACING OF 2.35" NOMINAL, AND SHALL CONTRAST VISUALLY W/ ADJOINING SURFACES. , Or . . - LANDSCAPE Q I BARS 0 1 )i 0/C GALV. STEEL ANGLE PER - M , ,a STRUCTURAL TYPICAL �� I • -- III I Y REMOVABLE BOLLARD I p EXHAUST' VENT GRATI 17 SCALE: 1 1' -0' � 18 OOF I i I i I TOE KICK W/ I I DRAINAGE SLOTS K' 1 BEYOND , + 1 +�• 1 "ER GAP. SLOPE TOP T¢ �K F +vm I I I a� 1MI STAN_ESS STEEL + _ __ .— A I I I Fus-l'�rG — BACK RODi � 2' -0 3 1120 s c LANDSCAPE AREA I I i PLAZA , i l li! II 8 ._ 0 N.T.S. a v 7/8 GRANITE PANELS W/' JOINTS 2' -O i A3/4' DEEP REVEAL i 1 1 10 CONC WALL PER STRUCTURAL. OPE 2X - --- CONCRETE BENCH W/ #4 BARS AT EACH Q� • � 4° r AT EACH �P �(1�ORN SLOTS I I I a ' . r 1 ( i i , • � � COWARDS CEWNTER OF P J , ` OIINT 3• PROVIDE 1 1/2 CHAMFERS TYP. - , I I r I CON PLAZA 4 a I I 124.00' TOE KICK W/ DRAINAGE SLATS e BEYOND - I o a \ e � I C141 1 1/2' CONCRETE BENCH AT PLAZA GRANITE CAP AT PUNTER 23 SCALE: 1' - V- � 4 • = 1 ' - • � SCALE: 3 - 0 v I I ii 0� 1 11111 6. lirll� - t l METAL DECKING PAINTED 4 I 1/4" 4" B j i 6'-00 PLAN TRASH ENCLOSURE GATE WHEEL STOP T I ALUM. RAIL SEE 4/A 1.7 HEIGHT TO MATCH GENERATOR o SPECKLED PAINT • cv FINISH 7 N �i CONC. WALL - PAINT ooNC. WALL i PER STRUCT. FM GRADE FINISH GRADE - FINISN GRADE CONC. SLAB i W I . Crj Lj SCREEN WALL 1 SCALE: 3/8" _ 2 (GUARDRAIL '" O SCALE. 3/8' = V-0" I '6I i%L .. 'n i+. +n`v,.',w ! i Y �•' t► 11►ii1,�lY,IgC/.yf'f? "+1�C�Orce i .7�N+Ift11' t e•t `1i�: qE 1.iAl'4iil�w:ldht t F 4. P LAN DIM. CONT. EXTRUDED CONC. CURB w/ EXP. JTS. at 15' -0" o.c. do Sc ORREE JTS at 5' -0' o.c. ASPHALT PAVING is \ 3/4' R. - --• PLAN DIM. 6 FINISHED GRADE a �.. EPDXY BONDING AGENT EXTR�E�FO�"C�*W�Rl SCALE R I -A s � o w NOTE: SEE SITE PLAN FOR LOCATION OF WHITE PAINTED DIRECTIONAL SIGNS (SEE SHEETS A2.5 THROUGH A2.7 FOR PARKING LEVEL DIRECTIONAL SIGNS) D 9 TRAFFIC ARROW DETAIL - � SCALE: 3/8' = 1' -0 SPUN ALUMINUM COLLAR 3000 PSI CONCRETE (MIN.) 2 NON SHRINK GROUT ' HARDWOOD WEDGES REMOVE AFTER TAMPING SAND DRY SAND TIGHTLY TAMPED (AFTER ALIGNING POLE I I GROUND SLEEVE - HOT GALV. — STEEL CORRUGATED PIPE _ FLAGPOLE PER SPECIFICATION WITH CONCRETE BASE. STEEL CENTERING WEDGES ' 3/8 THICK STEEL BASE PLATE I I (10 SQUARE) STEEL SUPPORT PLAT W I I TO GROUND SPIKE GROUND SPIKE PER MANUFACTURER'S --- RECOMMENDATIONS — �I I 28" . e I a tI d a a d 10" .2 -6 f d I f _ I -I I i � 1 I- *__ _ PLAN 6x6 WI.4/W1.4 W.W.M. REINFORCING (TYPICAL AT WALKWAYS) - .....� • Y SURFACE TEXTURED W/ DETECTABLE WARNINGS FULL WIDTH & DEPTH OF RAMP: DETECTABLE WARNINGS SHALL CONSIST OF RAISED TRUNCATED DOMES HAVING A DIAMETER OF 0.9" NOMINAL. A HEIGHT OF 0.2' NOMINAL AND A CENTER -TO- CENTER SPACING OF 2.35 NOMINAL, AND SHALL CONTRAST VISUALLY W/ ADJOINING SURFACES. gyp' TAPER CURB TOOLED EXP. �? a DOLED EDGE 4 (.�°�' k \. \ • ' CONC. WALK FINISHED W/ SCALER 8r MESH GRADE ` IANDSCAPE , cli - 01 o a . ■ 5' - 0'x5' -Ow LANDING ' ' 1/2 MAX. UP MI)SCAPE — m=1 AT TOP & BOTTOM (BEVELED AT 1:2 t� /2" MAX. UP I I OF CURB RAMP (1:48 BEVELED AT 1:2 , ZZ �T I I I ( I I 1=1 I E I II1 I 1 . SLOPE) -- _ _ SL SURFACES TO PREVENT SLOPE ALL SURFACES TO PREVENT ACCUMULATION OF WATER AND ICE � ACCU MULATION of WATER AN ICE COMPACTED SOILS F PER SOILS REPORT CONC, SIDEWALK DETAIL H.C. CURB CUT DETAIL H.C. CURB CUT DETAIL 4 ,SCALE: 1" - ,' -c• 5 w SCALE: 1 = t -C SCALE: 1 • 1' -0' * 1 A • -: ••an.. —w ! .ice— - ��y +-..rrrn+r ■i .�..,rr-■ '� I � E - • A CHAMFER EDGE f 6x6 W1.4/W1.4 W.W.M. LIGHT STANDARD REINFORCING (TYPICAL AT AN00. ALUM. WALKWAYS SQUARE TUBE POLE w ) 24 ROUND FORMED PLAN DIM. PLAN DIM. I II II CONCRETE BASE - FILL ° VOIDS - PAINT u ,� n .3/4 R. � ENT FINISH GRADE PRECAST CONC. CAST -IN -PLACE CONC = SIpEWALK Ile/ MIHEEL STOPS w/ EXP. JTS, at 15' o.c. ' ! PER PLAN — & SCORE JTS. at 5' - 0 0 o.c. NOTE: CYCLOOPS 2170 -11 -S DESIGN UGHT STANDARD BIKE RACK r 3 ..�"" r BASE FOR 90 M.P.H. i = cr ,WINO LOAD ASPHAL T o PER ML — III I I I 1 l oll I III III „ • ; . • LOO Y BONDING I Y Y 1 on J P.V.C. CONDUIT o •� I I I,I III li 8' DW FOOTING - a 4 - #4 VERT. w/ TIES • • at 12" o.c. • ,f' BIKE RACK DETAIL LIGHT POLE BAS � p E DETAIL EXTRUDED CONC. CURB • • N.T.S. R , w 1 2 SCALE: 1 = 1 . -0 SCALE: 1 • I ,�--- CONC. WASH 12 _. � GRADE AROUND , OPENING .s CONCRETE WALLS. SEE STRUCTURAL DRAWINGS. REMOVABLE BOLLARD. 12 0 x 2 -6 s• w p� �p g6gW YELIO P LOCKIIG� SABLE BASE PLATHE. � STEEL GRATING PROVIDE EXTERIOR LOCKS FOR EACH r (GALV.) TYP. BOLLARD KEYED ALIKE. DURA ART HOLD DOWN PB -H4, BASE 'F OR Z� /— ASPHALT PAVING APPROVED EQUAL fiv CLIP 0 i SUI PER SOILS 18"o CONC. FTG. oek- " a, 10 V 1` 0 " FLAG POLE BASE (BOLLARD � acq 15 SCALE. , - - 1 -0• 16 M,+ _- _ 1 SCALE. 1/2• = 1' -0• NOTE: METAL EDGE FORM AT ENTIRE COORDINATE ALL ISLAND EQUfPMENT PERIMETER OF ISLANDS PRIOR TO CONCRETE PLACEMENT. (PAINT SAFELY YELLOW) AMU —. .w. •..w .— ...�_. — 7 CAST -IN -PLACE CONCRETE CURB CAST -IN -PUCE CONCRETE CURB j PROFILE TO MATCH EXTRUDED CURB w/ EXP JTS. at 15' O.C. (TYP-) do SCORE JTS. at 5' -0 o.c. i t -; III III III —III �I III II I�- a` ,III II ASPHALT ! PAVING ^ INF 14 REORCING BARS PER CIVIL I AT TOP do BOTTOM -. _• I j i III CONTINUOUS I I 1 i ! ZE B DETAIL : 1" = i' -0• �---- ASPHALT PAVING ( ISLAND CURB EDGE PROTECTION 2 2 PADLOCK RINGS ---- -- BASEPLATF AND HARDWARE BY BOLLARD MANUFACTURER — CONCRETE PAVING v ,8 • L_ J NOTE: NON - REMOVABLE BOLLARD AT SIM. SECTION. INSTALL PER MANUFACTURERS RECOMMENDATION SURFACE TEXTURED W/ DETECTABLE WARNINGS FULL WIDTH Nk DEPTH OF RAMP: DETECTABLE WARNINGS SHALL CONSIST OF RAISED TRUNCATED DOMES WAVING A DIAMETER OF 0.9 NOMINAL A HEIGHT f OF 0.2 NOMINAL AND A CENTER -TO- CENTER SPACING OF 2.35" NOMINAL, AND SHALL CONTRAST VISUALLY W/ ADJOINING SURFACES. , Or . . - LANDSCAPE Q I BARS 0 1 )i 0/C GALV. STEEL ANGLE PER - M , ,a STRUCTURAL TYPICAL �� I • -- III I Y REMOVABLE BOLLARD I p EXHAUST' VENT GRATI 17 SCALE: 1 1' -0' � 18 OOF I i I i I TOE KICK W/ I I DRAINAGE SLOTS K' 1 BEYOND , + 1 +�• 1 "ER GAP. SLOPE TOP T¢ �K F +vm I I I a� 1MI STAN_ESS STEEL + _ __ .— A I I I Fus-l'�rG — BACK RODi � 2' -0 3 1120 s c LANDSCAPE AREA I I i PLAZA , i l li! II 8 ._ 0 N.T.S. a v 7/8 GRANITE PANELS W/' JOINTS 2' -O i A3/4' DEEP REVEAL i 1 1 10 CONC WALL PER STRUCTURAL. OPE 2X - --- CONCRETE BENCH W/ #4 BARS AT EACH Q� • � 4° r AT EACH �P �(1�ORN SLOTS I I I a ' . r 1 ( i i , • � � COWARDS CEWNTER OF P J , ` OIINT 3• PROVIDE 1 1/2 CHAMFERS TYP. - , I I r I CON PLAZA 4 a I I 124.00' TOE KICK W/ DRAINAGE SLATS e BEYOND - I o a \ e � I C141 1 1/2' CONCRETE BENCH AT PLAZA GRANITE CAP AT PUNTER 23 SCALE: 1' - V- � 4 • = 1 ' - • � SCALE: 3 - 0 v I I ii 0� 1 11111 6. lirll� - I I NOTE: STAIR RAI'JNG SIM I BAR NO CURB ( Z ) REQUIRED AT STAIR AND 8 42 ' # L AT BOTTOM OF LANDINGS. STAIR. (1:48 MAX SLOPE) Be 1 X�` GA _V STEEL PIPE RAILING ' SCREEN WALL PER PLAN �_D• 4' (PAINTED) WITH 14TERMEDIATE 1 �' GALV. STEEL PIPE I � RAILING (WONTED) I RAIL. SIMILAR TO DETAIL IN" INTERMEDIATE I I 9.50, 1&16 /A1.; EXCEPT NO CURB T STAIR N 91.84' I 4 CONCRETE RAM^ WITH ° s �� ; Z HIGH CURBS AT ALL I ,� 3 4 - 6 - 3 91.96' 1:12 SLOPE AREAS. 1 O & o; _ . LIGHT BROOM FINISH. 11 4' -2" I N ,�.� r - 32 x48 AREAS OF PROVIDE POSITIVE SLOPE o+ - I _ EVACUATION ASSISTANCE FOR DRAINAGE AT ALL 6 RAMPS, STAIRS AND i - EQ. E0 92.00' LANDINGS. I I 1 x - ' _III I - -III III III =1 I I 111- - III III I � COMPACTED SOILS PER 6x6 WI A /W1.4 W.M.M. ----' I SOILS REPORT REINFORCING (TYPICAL AT WALKWAYS) CON AT RAMP ENLARGED STAIR AT P -3 NORTH) O_L T' SCAL E: 1" • " � SCALE: 1/8" -• , 7 AIR - - - - - -• SLOPE 112 DN - LANDSCAPE AREA --- ACCESSIBLE PARKING SIGN fTYP AT FAl_H Hr cTAI I1 -LINE OF CONCRETE/ASPHALT TRANSITION PRE -CAST CONCRETE WHEEL STOPS PER 14/A1.6 PAINTED ACCESSIBLE PATHWAY SCALE: 1/8" = 1' -0" LANDING AT 68.18 88.60' • i • .. • .1 • ,f'. ..v. '1'.._ -� ; „-r.. t ., r•. _ ,. t�: V.'. �, �....i/�:>�i, �Mr. QY�M�.'Z1�ia1'. 1�'Yy.f�l11'IM�. ""�',�'.�- 11►r:li«'1 • NOW •, isAft W-oo lot lirYyr+r►yl.tt>', N Al�lwl sir NOTE: TYPICAL. RILING MODULE IS 5' -0`. FIELD - VERIFY END DIMENSIONS AND ANGLES (WHERE CHIDING AT BOTTOM OF I SI � -� � 8910' 1• CLEAR ANODIZED ALUMINUM RAIL OCCURS). NOTIFY ARCHITECT OF CONFLICT AREAS. • ' (STAIR. (1:48 MAX. SLOPE) o . -- �_� SMOOTH INTEGRAL COLOR MAT FlNIS'H AT 1 4 -11 1 2` 1 4' -11 1 /2' A 1 5� CLEAR ANODIZED ALUMINUM VERTICAL POSTS • 5' S 1/4' 6 1/4" f 3' - 10 1 114 ♦ d9.41 . T. MAX ` PT' _ pop Y'DIAMETER CLEAR ANODIZED ALUMINUM TUBE WITH 1 1/2' 1 1 / 2 ' - 1 )j" GALV. STEEL PIPE RAILING Of ENDS CAPPE I .m (PAINTED) WITH INTERMEDIATE COUNTER SUNK S.S FASTENER 4 Z DIAMETER. CLEAR ANODIZED ALUMINUM (SCHED. 1° AWL. SEE DETAIL 16/A1.7 ' ' r A 1.7 40) PIPE PO! , ?, i ANODIZED ALUMINUM BASE PLATE • ROUND CLEAR ANODIZED ALUMINUM COVER VARIES -- ACID ETCH FINISH AT PRECAST AT DECK & ROOF INELLS AT EXTERIOR SIDE TYP. �o r U POSTS CONCEALED ANCHOR BOLTS SE ' I TO BRACKET WITH COUNTERSUNK S.S. '� ` �' , (FRICTION FIT) ^ y TA 3"- 4' -6' 3` 91.71' CLEAR ANODIZED ALUMINUM SILL PIECE. WIDTH WALL RAIL- M�ANUF •r ? AS REQUIRED B WALL THICKNESS. ENURGED STAIR AT P-3 SOUTH) ALUMINUM RAIL a 3 -0 : • I PT. 1 -- N CONCEALED 1AOUNTING S'UD SCALE' t /8` = 1' -0` � 1 S 3 -0 �' = SCALE: 1 ` 1' -0' ►" , - - - - > - e 32 . x48 . AREAS OF 02 -135 31 T Co. D ETA I LS 90% REVI . - -� �_� SMOOTH INTEGRAL COLOR MAT FlNIS'H AT SET .5_ dr aw n 8 ow by E • M . C ON STR TION 9-2- EVACUATION ASSISTANCE ��. � a v I checked by ul 0% RMAIT , - 4- - e. F. - - .. - •' 13 A1.6 o Wi LA. 12500 T U K W I LA INTERNATI B LVD. F ENT FM O�cuAL USE ONLY. DO Not PRECAST AT DECK & ROOF WELLS TYP. Of 40 - 91.96' PRECAST OR C.I.P. CONCRETE PER SECTK)NS. date 8 -5 -03 vs 1 ' - J %MTH VARIES WITH LOCATION. \ , ?, i ANODIZED ALUMINUM BASE PLATE • - 0111 92.00' VARIES -- ACID ETCH FINISH AT PRECAST AT DECK & ROOF INELLS AT EXTERIOR SIDE TYP. U POSTS CONCEALED ANCHOR BOLTS SE ' I TO BRACKET WITH COUNTERSUNK S.S. '� ` �' , ^ I •�' BY BELOW S AS REOiARED. WALL RAIL- M�ANUF LINE OF GRADE /FLOOR ANODIZED ALUMINUM SILL PIECE. WIDTH AS REQUIRED BY WALL THICKNESS BELOW. ENURGED STAIR AT P-3 SOUTH) ALUMINUM RAIL GUARDRAIL ELEVATION ~� 3 4 � • SCALE' t /8` = 1' -0` � 1 S 3 -0 �' = SCALE: 1 ` 1' -0' ►" , ;r • - �� FIl .23' - 5' 3 ' p 5' 23 ' - • PAINTED ACCESSIBLE PATHWAY ACCESSIBLE PARKING SIGN PAINTED ACCESSIBLE PARKING (TYP. AT EACH HC STALL) --� I SYMBOL ('TYP,) ____ -- ,2n ZE; 1:48 MAXIMUM Y \� OD u u J r SLOPE SAM. - ; 1:1 SLOE --1- - - - - UINDSCAPE AREA 6 17 5 23 S' 17' 6' ENLARGED HANDICAP PARKING PLAN SCALE: 1 /8" = 1' -0" - BOTTOM OF 68.68' I 74.70' STAIR. (1:48 L ! �, 77' �' r 5" THICK COLORED CONCRETE 5' SLOPE) - .+ 75.20 PEDESTRIAN WALKWAYS. SCORE 1 • 3' 1 TY ICAL �! EXTRUDED `{ � � � C � ! � PLAN. SEE SITE PLAN FOR C MS - -• , C C CONCRETE ^ 87.76' o i 1 }�' GALV EL PIPE CURB CONCRETE EXTR UDED SPECIFIC PATTERN AT EACH �' 87 .87' STAIR, LANDI GS 1 X GALV. STEEL PI E C U D N� PUBUC ACCESS WALKWAY. j C CRETE O RAILING (PAL D) WITH AND SIDEW RAI G (PAINTED) H U _ I I { N, C RB Cr. INTERMEDIATE RAIL. SEE ( INTE MEDIATE RAIL. E RB �! 1 X�" GALV. STEEL PIPE SCORE JOINTS. TYP. IM DOUR BLOCK DETAIL 1 6/A1�.7 1 1 X GALV. 88.99' D IL 16/A1.7 M DULAR BLOCK • • RAILING (PAINTED) WITH PROVIDE EXPANSION JOI NS AT 2'-O x Y-0' w AIMING WALL. 77.20' I STEEL PIPE S 4IN I RAILING •� 89.10' R AINING WALL. INTERMEDIATE RAIL. SCORE JOINT (15' - MAX.) CENTER P, L `' I PAINT W ITH r E CIVIL . 75.65' s f SECTION. ( ED) W _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 4 RADIUS ON STAIR NOSINGS, o QUANTITY PER - _ _ _ _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ I INTERMEDIATE - i - r 90 TYP. COLORED CONCRETE AT INTERIOR SITE PUN x 0 • i RAIL. SEE - g - ^ �+ CENTER SECTION TO BE COLOR APPROXIMATE 5. TOP .. • , , 7.50 OP DETAIL 16 A1.7 r , E / OF WALL / } - - - - - - - - I011 - /M07` _ _ _ _ b' _ _ _ 15T011 "/16B07` CONCRETE STAIRS WITH - OF ALL 2 w _ v All , / / _ I \ { �/ 12. (TO MATCH PLAZA - -- � LIGHT BROOM �� F1N'jH, PROVIDE POSITIVE "al I CONCRETE) WALKWAY z x x - ; 9 7' '100. TOP. 90.24' i. c -- - - - - - - - - - -- - - - - - - - - - - - - - I 90.28' - c - OF / ,,OPE FOR DRAINAGE AT r I �n c --�► ALL STAIRS AND COLORED CONCRETE AT s 1 In I 80 90• LANDINGS. SEE PERIMETER BAND TC BE COLOR 4 - - -- - - - - - - - - - I - i' LIGHT POLE. SEE I n M ,. f d STRUCTURAL FOR �11. (TO MATCH PLAZA I O 0 , , R. • CONCRETE # N O ELECTRICAL & * !� - 4 ) cr 90. 3' as a .5 4' 0" HIGH BLAC ` , 4' -0` HIGH B K � j / / 90.37 O ATOP,/ SLEEVE FOR BLAZING - 1 - ` I�� I1" . + VI _ COATED 92-58' VINYL COATED I LI-� -,�- RISER • t C N LINK FENC CHAIN LINK CE x- -- x _ POSTS. SET RAILING AND I _ „ 'x HEIGHT PER 3' S' 9 x -.-- " - .. „ GROUT SOLID. 102.00' (7 . , PLAN ` �- - ) ° 85.73' 37011 /4RO6.75` • ' I COMPACTED SOILS PER 4'-0 HIGH BLACK SOILS REPORT • VINYL COATED - } 85.33' , CHAIN LINK FENCE Illl . ENLARGE S LAN ENLARGED STA C ENLARGED ST CONCRETE STAIR aR06S�AlK PLUM ONLY SCALE 1/8' =1 -0" 5 SCALE: 1/8 " =1' -0" SCALE: = -0" SCALE: 1` = V -0` TOP OF MODULAR 1/ F TOP OF MODULAR BLOCK WALL it 1 )5 GALV. STEEL PIPE BLOCK WALL ( 1'' �`'I` �1 �'�`'�` 2 0 -0 8 RAIUNG (PAINTED) WITH INTERMEDIATE RAIL. 1 }�` GALV. I - 92.58' 92.58' STEEL. PIPE ° _85.73' I - - - - - - - - - RAILING I _9C.33 _ _ _ _ _ _ _ - 90.33' (PAINTED) WITH C D CONCRETE STAIR AND WTERMEDIATE �' I RAJ � LAN DING i 1 Xi' GALV STEEL PIPE RAILING .77.20' _ _ _ _ _ _ - - - - - - - - - - - - - - 77.30' i (PAINTED) WITH INTERMEDIIATE RAIL. TOP OF MOD" BLOCK WALL 2' - -- CONCRETE STAIRS �s.00' _ .- - - - - - - - - EXTRUDED '° of AND LANDINvS CUR i EXTRUDED CUR 2' - •" - 92.58' ,( -__- -� 90.33' .138. _ . Gun 68.99' r 1 • 87.76 - - - - -------- N 3 �.13r TOP OF MODULAR -N -50 _ \ _ _ _ L 1 _ _ _ _ -- - _ - 86.64' c BLOCK WALL CONCRETE • STAIR AND LANDING - .D5.73' _ E .� CON C R ETE MIDIJ DIN ST AIRS RAILING (PAINTED) W CURB INTERMEDIATE RAIL � ' % .� _ � - - - - - - - - - - - - - - - •- - 71.20' 89.101 90.22' -- - -88.99 EXTRUDED - 87.87' - - - - - - - 87.76' 1 )5' GALV. STEEL PIPE WAILING CUR ► - 66.64' - - - - - - - - - - - - - _ _ - - (PAINTED) WITH INTERMEDIATE RAIL. ?1108 , - - - - " ' - - _ _ 86.50' CONCRETE STM AND LAN B 1 F / STAIR RAILING ELEVATIONS STAIR I 19 S , RA LING ELEVATIONS ALE. 1/8" = 1 ' -C' LANCE MUELLER G ASSOCIATES A 01 C M I t IE C'r i A I CORPORATION 130 LAKESIDE • SEATTLE. WA 98122 206 325 2553 • 4% it 1 Xi' GALV. STEEL PIPE RAIUNG 1 . (PAINTED) WITH INTERMEDIATE RAIL CONCRETE ;�, 319.67' STAIR AND _ _ J02 LANDING -r - - - - -- • -- - - - - -- � H TOP OF MOD ULAR LV. 1 h` GA STEEL PIPE RAILING (PAINTED) WITH INTERMEDIATE FAIL. CONCRETE STAIR AND .a LANDING � iv - 90.34' ------- •`'�- • -l��.� - - - -� - - - - - -- 90 BLOCK WALL � - - -- 102.00' - - 99.67 1 )5" GALV. STEEL PIPE RAILING LV. , 1 h GA STEEL PIPE (PAINTED) WITH INTERMEDIATE RAIL `rte'- K RAILING (PAINTED) WITH INTERMEDIATE RAIL. r t _ or CONCRETE STAIR AND 90.24' -- _ -- _ ___----- ____ -- 60.34' LANDING--% CONCRETE STAI R AND LANDING J50-90 J STAIR RAILING ELEVATIONS L MODULAR BLOCK WALL SCALE: 1/8 - V - O ' 80.90' (PLAN DIM. PLAN DIM. EXPANSION JOINT CONCRETE SLAB PER PLANS ASPHALT PAVING PER CIVIL _ • �a a a o THICKENED EDGE SUB -BASE PER PER SOILS ENGR. Cm Of TUMA A" MAY 10 M4 AS NOItD �.`•'. D�Ir'4 01vtS10N �T CONC RETE PAYING 1 SCALE: 3" _ -0' ALIGN TOP OF GATE WITH TOP OF WALL r PROVIDE CANE BOLT W/ LOCK �- PROVIDE NEOPRENE ACOUSTICAL FLAP AS REQUIRED PRECAST BENCH 4 X4 1 V GALV. STEEL PIPE OR Z NY RAILING (PAINTED) WITH T c". INTERMEDIATE RAIL. 0 . �} is RADII ON STAIR 6 0 : NOSINI TYP. i N SLOPE TO PRAI N II II . y CONCRETE STAIRS WrTH 2' w / LIGHT BROOM �- FINISH PROVIDE POSITIVE SLOPE FOR DRAINAGE AT ALL STAIRS AND LANDINGS. SEE III STRUCTURAL FOR -I -- • N REINFORCING. SLEEVE FOR RAIUNG POSTS. SET RAILING AND J! ' GROUT SOLID. i•._ - Iii - I _ COMP ACTE D SOILS PER I II --I I I ` ��- sou RIEPOIRT I • A'I 1` GATE ELEVATION CONCRETE STAIR 23 SCALE: 3/8 = V -0" 24 SCALE. 1" = V -0" job no. DE PARTMENT 0 HOMELAND SEC URIT Y 02 -135 31 T Co. D ETA I LS 90% REVI SHEET Q REGISTERED SET .5_ dr aw n 8 ow by E • M . C ON STR TION 9-2- SEATTLE DISTRICT OFFICE PROPERTY OF THE UNFTED ST ATE S ��. � a v I checked by ul 0% RMAIT , - 4- - e. F. - - Al 13 A1.6 o Wi LA. 12500 T U K W I LA INTERNATI B LVD. F ENT FM O�cuAL USE ONLY. DO Not .,, Of / date 8 -5 -03 / DOCUMENTS WHEN NO LOINIM NEEDED \ ISSUE DATE \ \ rWAL PROVIDE CANE BOLT W/ LOCK �- PROVIDE NEOPRENE ACOUSTICAL FLAP AS REQUIRED PRECAST BENCH 4 X4 1 V GALV. STEEL PIPE OR Z NY RAILING (PAINTED) WITH T c". INTERMEDIATE RAIL. 0 . �} is RADII ON STAIR 6 0 : NOSINI TYP. i N SLOPE TO PRAI N II II . y CONCRETE STAIRS WrTH 2' w / LIGHT BROOM �- FINISH PROVIDE POSITIVE SLOPE FOR DRAINAGE AT ALL STAIRS AND LANDINGS. SEE III STRUCTURAL FOR -I -- • N REINFORCING. SLEEVE FOR RAIUNG POSTS. SET RAILING AND J! ' GROUT SOLID. i•._ - Iii - I _ COMP ACTE D SOILS PER I II --I I I ` ��- sou RIEPOIRT I • A'I 1` GATE ELEVATION CONCRETE STAIR 23 SCALE: 3/8 = V -0" 24 SCALE. 1" = V -0" job no. DE PARTMENT 0 HOMELAND SEC URIT Y 02 -135 31 T Co. D ETA I LS 90% REVI SHEET Q REGISTERED SET .5_ dr aw n 8 ow by E • M . C ON STR TION 9-2- SEATTLE DISTRICT OFFICE PROPERTY OF THE UNFTED ST ATE S ��. � a v I checked by ul 0% RMAIT , - 4- - e. F. - - Al 12500 T U K W I LA INTERNATI B LVD. F ENT FM O�cuAL USE ONLY. DO Not .,, e7 SEATTLE, WASHINGTON no NOnCE. mmmy DESTI date 8 -5 -03 DOCUMENTS WHEN NO LOINIM NEEDED N0. ISSUE DATE N0. ISSUE DATE rWAL • . !` LANDSCAPE AREA ---- -- ACCESSIBLE PARKING SIGN _. . • (TYP. AT EACH HC STALL) ' 6 1 SAM. 7 t PARKING OVERHANG in SLOPE OPE PRE -CAST CONCRETE WHEEL j PAINTED ACCESSIBLE 1:1 ; 1 -*STOPS PER 14/A1.6 , PATHWAY - _ - - _ - -- -- _ _ - - _ - _ • r >- ENTIRE WIDTH ACCESSIBLE \ PATHWAY TO FLUSH WITH '. LANDSCAPE CONCRETE ALK ISLAND �. L - 8 YAX Y `',� XT1N, • r PAINTED ACCESMILE PARKING f 1 `•' �. ; , , SYMBOL (TV.) GATE \ - t � PAINTED ESSIBIE 8 PATHWAY 9' 9' 9 ' ENLARGED NANDI P PARKING PLAN SCALE: 1/80 _ ' ' -o` s . � ENLARGED HANDICAP PARKING PLAN I ♦ 1 J.6F&"l9A r\ I •> 1 . !•. I..B 'irt 111•.. # r� ..'r .►, :wF "•i . - tiT•M: f•..:1.,'��'iPrF.. pi�MlYtMd "4" rMre/MYCh.•MYu «>Ik'�, td16'b.'11 .r�`w. { WMr!'e. •�(. i t, [. <:. �.r •. � + . '� � v �M�p"�II'�'•..tiY -� J +wvu :14 ..: �'Mk "r►..i�.. �4►g •C�J•Wtf. r , � y k jp A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R. 4 E•, W.M. . CIV SHEET INDEX G ENERAL NOTES •. > BENCHMARK. DATUM: CI OVER 511E PLAN 1. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRJCTI I, CONTACT PUBLIC W1r WS UT%JTiES INSPECTOR AND I2. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE NTH THE 'STANDARD SPECIFICATIONS EAST ONE- QUARTER QUARTER ` C3 EXISTING CONDITIONS SCHEDULE A PRECONSTRUCTION MEETING. 1 FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUC110N, IMAy111 PROJECT DATUM-14.45 T23NR4E WM NGTON STATE DEPARTMENT OF SECTION O, .. . PROJECT OAYW -88 NAVII FEET ::..J..•+ • •rte . ; ; C3 HORIZONTAL CONTROL PLAN Q. NOTIFY THE UTLITIES INSPECTOR AT 206-433-C.79 AT (EAST 48 HOURS BEFORE STARTING PROJECT SITE WORK TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE TOP OF 2 PIPE W/SRASS CAP CHAPTER. 2002 EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKWILA ,• • HORIZONTAL CONTROL PLAN a. REQUEST A PUBLIC WORKS UTTUTY INSPECT AT LEAST 24 HOURS N ADVANCE �� DESIGN AND CONSTRUCTK�I STANDARDS. Hwy 5" ION . • CS GRADING AND PAYINt; PLAN OY CALLING 206- 433 -0175. 13, IT SHA:J. BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND AN C6 GRADING AND PAVING PLAN OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY. 91E 1�• a. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITI FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND � C7 GRADING AND PAYING DETAILS IMPROVEMENTS RESULTING FROM CONSTRUCTION 0 14. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD CS STORM DRAINAGE PLAN 6. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AN) CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE 'INLY AND NOT NECESSARILY COMPLETE. IT IS 'HE SOLE RESPONSOUTY OF Cg STORM DRAINAGE PLAN CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS CIO STORM DRAINAGE DETAILS 6• ALL WORK SHALL CONFORM TO THESE APPROVED )RAWNNGS. ANI CHANGES FROM THE APPROVED PLANS REQUIRE SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFFCTED BY THE IMPLEMENTATION OF THIS PIAN.OF THIS PLAN, THE C11 DETENTION VAULT DETAILS PRE - APPROVAL FROM THE OWNER, THE ENGINEER. AND THE CITY OF TUKWILA- CONTRACTOR SHALL ONTACT THE UTILITIES UNDERGROUNID LOCATION SERVICE (1- WO -424- 7. ALL METHODS AND MATERIALS SHALL MEET CITY A' 71WVALA INFRASTRUCTURE DESIGN AND CONSTRUCTION 5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS. SS1 SANITARY SEWER PLAN, PROFILE AND DETAILS STANDARDS. UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. �. SS2 SANITARY SEWER DETAILS e. THE CONTRACTOR SHALL MAINTAIN A CURRENT SET X RECORD DRAWINGS ON -SITE. THE CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL 10. THE CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCF- PLAN FOR PUBLIC WORKS APPROVAL BEFORE MAPLEMENTATION. 11. THE CONTRACTOR SMALL REPLACE, OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. S. 1249n `' ! 1 12611► VI CINITY MAP ' NO SCALE / a s -- ./ r/ � air � \ — • ---- -- � '• ' • wop 000' ,. ,� PROPOSED f •00' ✓ 'p INS BUILDING BUILDING 21-02 ► � . i PROJECT LIMITS r r '� _ doo - o r-- \.F 1 C] r I, 0 a� a ions= IF a ° ♦ O ° , ++.. . ANC i � .. i � _ • ° .,. •� ''r --� PROPOSED _. _ — - _ `../ �/ PARKING LOT dwo 1 r �.- Ar avow ..r �„ .. I APR t 6 zow I the PUblk 1� ^>�k plain have been >�vitwcd h'! ter r >cparcmcnt fm cola o+ "nim wrath mt em Osseo _r'' _ — '�.- �''`'- � w oo I � :its• ' >taodards. Arc �tasi� ids � r�ai �atW°e's� a� �_• ----' (�1'1�� , c which do arir�>+ted standst+ds o: ot+• T� lcm pm 111 lot the adequacy of the desi 'x'tt Lao lddit -,. ;.�..�. m these ,.atc will void this acaeptaioe require a te+tubatittti d t+ai�ea de■eio* ..- -...►. _ J _.. - -J !._ .. J . . -. - - - - for wlmgtxut wpotral• / I - I Final acceptam is subject 10 Feld '2*0cillle by the Public Works utihtm impeotoe: / - v DAVID EVAN 8 / 1 I AND A SSOCIATES 880CIATE8 F MC. 1620 W. Marine View Drive, Suite 200 - I i e F,A,� NVseltinntM as w%l Prxx►e: 425.259.4099 41 _ _ ph - 4 . I I . q . I � . . I . . . . I I - i - . - . � . I . - . . � . I . I k . � . � . . I I � � � i i � i .� I � I � � I � � _� I I � 1 i .1 I 1 1 I i -4 11 I I I � � 4 , i I I � j -1 1 A I � 4 1 " - � � I I I I � I I A : 1 • i 1' � 1 4 � I - 1 A 1 i I I 4 j I 11 A .1 i � I , 4 1 , I � 4 # T i r I * I I ( i 4 : i 49 1 - � ? , Ilf I ■ i I I � z I I '.� I I . I � , , , � ; , ; * -%- - - 4 '. i . a* : r . 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Illo 11 , : . : .Z.- - � - -.-I 46 fill "P 'ZOM *7 . - Qwma\%"%\baP\Z-=Poo#vo"w.,\; d - 4 to V W - UI t 0 - .1 , Ill IV i Y I - i I. � - I - , , I 4 � . I � --- % � 4 1 . .1 ,. 0 it 11 , � , 1 . " A . 0 S 1 i , i. . . . 111. L :i r , I - : 10 . • .- • •.. �.. - ,;. , ,. . :.. ,• ,. ,,. , ,� .+. , �t�: �... . t�. �r• su> i..-.. �3..: rur: �+.,+ ��s: ��wtr�+ rrwabwtR .:cc:�ktiw��.':►�at�.'�itau� �r�rr�MMw► r.+adInlD�ir1•�r6i�+�.., «�iwi••��Ji: , ,A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 Nt, R. 4 E., W.M. -r' i I I I I _ i _ 'y 1 ....... .... tj I . W g ' Z — _ co I s W S 12.00' 29.00' ♦ I » v, 6 Q 1 N07'52'07'w 212.87' 0 2 0 . ?0' IN Tic N 182 .52 • r r CURB CURB N 182539.09 N 182455.67 r' t 1640116.74 E 1640122.19 / 74 . 5 8 N 182362.35 r E 1640130.33 , N 182464.81 d E 164012138 i CURB . N 182374.76 - E 1640129.43 ; ' 400 r (Typ) • - y E 1 3. 28 ' i r N12'24'46 _ 4,r. 251.21' _ . 4�'�• E r Sir SO 36.00 A law '� sY i 499 wft. r , f 1143• -�•. � r r / r DATA ' R•42.50' 1A� 1 u ' R =37.50' IS wwo L- 59.26' l . t X90'3210 E 1639 6.38 -- �--... J r'�.'� 5•R _ I �� — — ww ww w S - _ ._� �... _ ` _ .rte— t�2M i o r+ev iewtd the T r�c�. clans havc been ..,a g' _ .'vrl s Dcpartment for conforms su bjec t snd ` c. Accept" i>; su to �� t'it� uandard. violst� of ;•miccicm3 which d not Sibility I adapted standards or Ordinancm The TCSPon of tits design reat:s totdly with the fnt the sdequacY I . a rCS grill TO this �tt�" and will req - —i - ---� - -- ---f -- - ----}— --{ - — —� ---- -� -- - -} - _ btnittal d sed drmnp I �':rawinECt ti this ate W t>r tt t'G'�i W B� for suhscgucnt apl'rcrva I b to 6dd i"c"M by Final acceptance 1S � tat I the public Works utilit �tnsf �•.• --- o e I I DAVID EVAN 8 OC 1620 W. 8 Marino 8 W I �E 8 Suit 200 a ® Everett Wsshinoon 98201 Phone. 425.259.4099 LANCE MUELLER i #%sEOCIATE• ' ^° ` DAS000 1 �IORIZONTAL CONTROL DEPARTMENT OF HOMELAND SECURITY ! ~by ifu BULMG POM T ALVIN WN T KT T A c H r 7 • c T A A k 1BEAIZLE Com 1 CT OFRCE Al 74 �r"°'°'° b REV F NEW T rrt 4 CORPORATION 12500 TUKW�.A BLVD. ,, � - 130 LAKESIDE • SEATTLE, WA 98122 206 325 2553 BEATTL.E, WASHWTON "M M"T &W SMMTTAL 412104 EWM WT 17, zoo4 NO. IE: DATE NO. NE: DATE ... .,.. n ;rJ .tv : . +r' �i1.r^MYirti•Nti.s+a• a.d aM,wrzlt rtal{r.rWUfOIrIh►wiFiW 4Nq.R ,A PORTION OF THESE 1/4 OF THE BE 1/4, SECTION 9 AND A PORTION OF THE STN 1/4 OF THE SW 1/4, SECTION 10 ALL IN T. 23 N. R. 4 E. W.M. x li H f � � NORTH � , . -: ,.. _ ' . • y ' ' 4 15 30 d0 ; DEA CONTROL PT 1102 � , N 163913.12 4 I E 1639833.50 � a I •� r ■ 2 35 e ?•: jb FD NAIL PT 1120 N 183677.37 0 +00 -BEGIN DRIVE STATION ,'� „ 1 E 1639627.60 'l I N 183975.0 ., g21 � E 1539707.73 JI dr- > r i 1 1 RETURN ,\Cp L w33 t s �' R-20.00 ti • 34.47 5:10 s 1 t i ! , L =33.98 N20' � _ 8 w ► ; N ; 6-97'20'19 \ ,•'`,' 1 ,�o°�p „�•.. _ N1"3'0rW 627.22' UFM RETURN 1 20.00' 29.58' • � ' v — i > ! r f 1 \ 150 `fi e+ o , . r ' y ?� 66.0' ' U. of - ! � � W IFJ •r ``�• ' ! .99.0' $ 97.0' C& DATA _ ; N10'23'03'W + 00' ev N . 66.0' 1 R =190.00' H _ _ 90.0' ui L- 232.16' / 6-70'00'29. '' _ S10'ZJ'03'E 40700 a If rr 8 •- N se e' 1 24 S 31600' 06 .o' _ 1 AEA CONTROL PT 1116 � y4•o• CURB TYP � `] X ( ) 1 / N 183773.03 99.0 , E 1639589.00 INTERSECTION 99.0' 90.0' 0 , ! S , o e" - _ S1O'2 3'03 139.36' N \�A\ HORZ PI S10'2''J3'E 157.49' ' " •.. _ 249.54' _ - ,r � HORZ PI 1 r ' $ M *33 127.38' IN ON _ --- -_-- _ APR 6 20W �- � l" �_ - _ .'•..ter'.. -- r—'_ r__ _- BLVD ------ w_--------- '^ - -- W " HTEPW ' ___ - ~`-- _ '` -�-- ` � 1�.� l ��.��`�9c re•.. wow ..- j -MA Ina �'" _ - �� ,• .,,,..ter' � � tai �� ,r ��t rod «rgrw ~ DAVID EVAN S ts raw waft b apom ANDASSOCIATES ANC. ' = 1620 W. Marine View D e, SuRe 200 h f 3 0 Everett Washington 98201 _ Phone• 125 2591(199 ... — . — • - _. — f •• t . - • • . _ • • . f _ Akile . • • • • • An li if Y .� _r_ •.•w.•_ -ifs► 1 rW tr 11" X 1T VALVE BOX. INSTALL FLUSH W FINISH GRADE -- FINISH GRADE —� --� 3/4' bE OF 1 /4 /4 _,` Mr8'•:�. PER DET,41,- 'E • , % w... �. i. r. �.. _.� ,�- 514' x- /4' _ 2 9/4 bt �! ' _, /4' I • /4 ALL- P. SLV 3 , , 4 ? 1 / - i W." .�.._ .... ■� r�.f, 3 / 4 ' 1 - V 4' 1• 3 / 4 ' f /4' 1 • I/4' ' 3/4' J 4 SLV >s /4' i' I , - 3,4 I 5 I 3/4 1 -I/4' / / 1 \ ` I 3/4s ! SLV 3 /4 4 " 1' 1 - V 4� I. � 1 -I/4' 1 -1/4' ! 1 \ 3/4 14 36 • WI 1/4' 1 I/1' 1 .. \ I ' ' q SLV --••► /4• , 4 - 3,41 CNd 2' 46 OF" ? ' bw a 1 J ' 4" 6L _ 3/4' .►�' D' ' 2" • JAI 2 . v ` .'t /4•' 3/4' 9/4 a ., I � 2 �- p ) 314— VI SLv •' SLv ----•► 3,4• 3 � - „ SLV 3ab 3/4' _ r -1/4 ' 3/4 % 3S V I - 54.4 bib lrlGR"1 1 -I/1' 3~ X . .� API►+ V4 .�. �� 2. 3/4• j /4' "+�. 2• �� 2' a;4' � ffl i 1-I/4' _�• 3/4' 4 . �� ..' �� "Now "Now wiiiiiiIIpm �. wi — w� �■ �� w 1 I a ter. Is -4 Jim 3 /4 ` " " -' -- I 4 3/4 1' 1 -1 I , .`- M.`- 0 `- w� �w I FA l ' /'J 3/ ' a /4' 1'� 8LV • 1 5i4' /4' WAS \ . • .I ` _ _ •� ` 314 1.1/4' 2• 1.1/4' 1• 1 2 �v 4► ��2" SLv 3/4' t I%k + 4 S "?'.` 5/4' 4m� 3/4' /4' 1 -I/4' /4•\ �• 3/4 ~" SLV /4 9 /4 rl 314 ,� " 459 G4 � 1- 4 ' r . 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'I Reproduction and dissemination beyond the recipient is prohibited "hout ��-�-� _ ___ - ! ;57 r 1 of Security Security Operations Services Branch �•�—�- - --��' ' - ,• t WRTH SCALE 1 = _O N prior approval of the Off ce ty, ty peratio r` �� _ � L f3LVp ,+ at (202) 305 -9999 or the Administrative Center Laguna Security Office9} --�' _ TIONA - 11 11 -,- i v W 11 A INTERN A - -- -.- �, r - !� � - .._ - • art_ .�•�- ,.-. w- .. 1 ' 360 -3178. -- 1---r' 1 FINISH GRADE SHRUB or LAWN HEAD TOP FLUSH w/FINISH GRADE PVC TEE or ELL. NIPPLE Y LONG FINISH GRADE - I WITH BUSHING — I LIF 1115 REQUIRED 4 (2) THxT H SC H ELL I I -1 I III- 0 3/4" SCH 80 NIPPLE `I USE BOTTOM INLET ON -Y — w7' x PVC RISER i PVC TH SCH W NIPPLE SAME SIZE AS INLET - - ✓✓ (2) 1111 STREET ELLS W LONG wro NIPPLE R 'N B R XER -BL;C: X°✓ -20 k)-- "RAY QUICK COUPLER SCH 40 THxTH ELL or MARLEX STREET ELL ul 12" X 3f4' SCH 60 NIPPLE PVC TEE or ELL. BUSHING F FAIS REQUIRED PVC LATERAL _I burs depth Per SWACabons NOTES - 1 TEMPORARILY CAP RISERS FOR PRESSURF TESTING 2. SEAL ALL JOINTS w/TEFLON TAPE ON MALE - HREADS ONLY 3 DO NOT OVERTIGHTEN GALV to PVC JOINTS 4 ALL THREADED PVC PIPE SHALL BE SCH 8C ALL PVC FITTINGS SHALL BE SCH. 40 5 NO CLOSE NIPPLES PERMITTED 6 ALL FITTINGS and PIPE SAME dra AS I P S FEMALE CONNECTION OF SPRINKLER HEAD o• O.0 7 INSTALL SO PIPING WILL NOT CONTACT LA`ERAL EL EVATION 1#3 5:NGL.E - O.;TLE' E"' TTER: RAIN BIRD XERI -SL:G E"''ITT X !5-20 (PRO\sI "1 (2) OU"�E"I E'"i TTERS PER S�RuB AND FOUR ' - � PER TREE VIN`'%_ D'STR'B,;T TUBING: RD D? -1x25 144-INC" TUB' I' IG 5 F : R'A INBIRD • r5 - 02 5 �"'"" = INSER' FITTINCs: .r: •••. •• ..n w '.• . •' •'.• ' .: •''•- '•; •'"'• ` R• B =•IN BIRD I /d- IINCN SELF - PIERCING * % . A , ;: ••.•"•: ' t4RB GONNE C''OR 3 °5-025 .. 1, ., y • •:. :� ,, . :• Afro , f �'. • '1 •• r'' �\ .., 4= �• •' ••.y Is 9*- • : •�, •: .. •t.: ,.. � •• ;;;. •• �c- �!NB�RD 3CER - Tl,1BE XT-72�m �`; tip• a :�:• *� '.ma c: ••' �(8 Pr_�4N FOR _OCA . TION • : • �/ •• M • • ..� / � .. D'.�SER BUG C4 1 /4'' O' S 'rR Bw`V 1G01"'ORESS�Oti END C XER -TUBE --- 51.1 V1171 TU81� SEE 1 664EE PVC XERI CONIN RE1`1C (5EE TREE MASTER VALVE-INSTALL SIMILAR I 61 � NOTE RE-E - 0 "E'S L 1.0' AND L 110•: FOR _OCA'IONS AND SIZE, 5 TE FuRNITARE SCkED. AND AC>DIT ON4L NOTES. r wall -r1• DRIP LAY OUT � PEL/ A UBBLER DECO POT E TION EMITTER INTO 1/4" TUBING CONNE CTION G TYPICAL O T e - NTS PVC RISER TOXERI_ TU BING CONN C OF 0111- E SECTION -NTS SECTION - NTS PLAN -NTS Am N COtTFIKJITE NO 3M am PVC SCH 60 NIPPLE d' min LENGTH PVC MAINLINE bunal depth per specifiUm s PVC TH X TH W deft ELL / (NO STREET ELL) ELEV ATION AMETEK 5.114 POLYIRON VALVE BOX. TOP SECTION. W COVER. ", Vl Ak I'd ► + I BUSHING AS REQUIRED - GALV NIPPLE VARIABLE LENGTH AS REQUIRED -- (2) GALV STREET ELL w (1) SCH 80 SHORT NIPPLE (NO MARLEX) r PVC TEE or ELL, Wr BUSHING AS REQUIRED PVC TH SCH TO PVC TH SCH TO PVC TEE or ELL. NIPPLE Y LONG `-- PVC TEE or ELL. 121 GAL V ST ELLS WITH BUSHING (2) PVC ST ELLS - 1115 REQUIRED SHRUB �� PVC TH X TH 9C deg ELL LAWN HEAD - PVC TH SCH W NIPPLE S'NC's�E OUT W LONG PLAN R 'N B R XER -BL;C: X°✓ -20 k)-- "RAY HEAD TS ul 1#3 5:NGL.E - O.;TLE' E"' TTER: RAIN BIRD XERI -SL:G E"''ITT X !5-20 (PRO\sI "1 (2) OU"�E"I E'"i TTERS PER S�RuB AND FOUR ' - � PER TREE VIN`'%_ D'STR'B,;T TUBING: RD D? -1x25 144-INC" TUB' I' IG 5 F : R'A INBIRD • r5 - 02 5 �"'"" = INSER' FITTINCs: .r: •••. •• ..n w '.• . •' •'.• ' .: •''•- '•; •'"'• ` R• B =•IN BIRD I /d- IINCN SELF - PIERCING * % . A , ;: ••.•"•: ' t4RB GONNE C''OR 3 °5-025 .. 1, ., y • •:. :� ,, . :• Afro , f �'. • '1 •• r'' �\ .., 4= �• •' ••.y Is 9*- • : •�, •: .. •t.: ,.. � •• ;;;. •• �c- �!NB�RD 3CER - Tl,1BE XT-72�m �`; tip• a :�:• *� '.ma c: ••' �(8 Pr_�4N FOR _OCA . TION • : • �/ •• M • • ..� / � .. D'.�SER BUG C4 1 /4'' O' S 'rR Bw`V 1G01"'ORESS�Oti END C XER -TUBE --- 51.1 V1171 TU81� SEE 1 664EE PVC XERI CONIN RE1`1C (5EE TREE MASTER VALVE-INSTALL SIMILAR I 61 � NOTE RE-E - 0 "E'S L 1.0' AND L 110•: FOR _OCA'IONS AND SIZE, 5 TE FuRNITARE SCkED. AND AC>DIT ON4L NOTES. r wall -r1• DRIP LAY OUT � PEL/ A UBBLER DECO POT E TION EMITTER INTO 1/4" TUBING CONNE CTION G TYPICAL O T e - NTS PVC RISER TOXERI_ TU BING CONN C OF 0111- E SECTION -NTS SECTION - NTS PLAN -NTS Am N COtTFIKJITE NO 3M am PVC SCH 60 NIPPLE d' min LENGTH PVC MAINLINE bunal depth per specifiUm s PVC TH X TH W deft ELL / (NO STREET ELL) ELEV ATION AMETEK 5.114 POLYIRON VALVE BOX. TOP SECTION. W COVER. ", Vl Ak I'd ► + I BUSHING AS REQUIRED - GALV NIPPLE VARIABLE LENGTH AS REQUIRED -- (2) GALV STREET ELL w (1) SCH 80 SHORT NIPPLE (NO MARLEX) r PVC TEE or ELL, Wr BUSHING AS REQUIRED PVC TH SCH TO NIPPLE 3' LONG PVC TEE or ELL. WITH (4) BRICKS -TYP. CO f=RcSS ON Y '/? - INC• -� FP"' �I'TING "` 121 GAL V ST ELLS Y AS REQUIRED QUICK PVC TH X TH 90 deg ELL . E' E,,,. p • .`... S'NC's�E OUT .' '. •' } ' .l. •: :t R 'N B R XER -BL;C: X°✓ -20 ul I ( R�•INB FcD CF -2? a ;� �---• T I E- D OL N 5T,4<=: LLj << 1 PE °;PE: RAIN �3IRD R�1N -T�fl` X' -100 P , /C 5C" 80 NIPP_E (LENG'►4 AS REO,:IRED) LATER•�L ='ME AND F'TTING (ELL OR TEE) 1#3 5:NGL.E - O.;TLE' E"' TTER: RAIN BIRD XERI -SL:G E"''ITT X !5-20 (PRO\sI "1 (2) OU"�E"I E'"i TTERS PER S�RuB AND FOUR ' - � PER TREE VIN`'%_ D'STR'B,;T TUBING: RD D? -1x25 144-INC" TUB' I' IG 5 F : R'A INBIRD • r5 - 02 5 �"'"" = INSER' FITTINCs: .r: •••. •• ..n w '.• . •' •'.• ' .: •''•- '•; •'"'• ` R• B =•IN BIRD I /d- IINCN SELF - PIERCING * % . A , ;: ••.•"•: ' t4RB GONNE C''OR 3 °5-025 .. 1, ., y • •:. :� ,, . :• Afro , f �'. • '1 •• r'' �\ .., 4= �• •' ••.y Is 9*- • : •�, •: .. •t.: ,.. � •• ;;;. •• �c- �!NB�RD 3CER - Tl,1BE XT-72�m �`; tip• a :�:• *� '.ma c: ••' �(8 Pr_�4N FOR _OCA . TION • : • �/ •• M • • ..� / � .. D'.�SER BUG C4 1 /4'' O' S 'rR Bw`V 1G01"'ORESS�Oti END C XER -TUBE --- 51.1 V1171 TU81� SEE 1 664EE PVC XERI CONIN RE1`1C (5EE TREE MASTER VALVE-INSTALL SIMILAR I 61 � NOTE RE-E - 0 "E'S L 1.0' AND L 110•: FOR _OCA'IONS AND SIZE, 5 TE FuRNITARE SCkED. AND AC>DIT ON4L NOTES. r wall -r1• DRIP LAY OUT � PEL/ A UBBLER DECO POT E TION EMITTER INTO 1/4" TUBING CONNE CTION G TYPICAL O T e - NTS PVC RISER TOXERI_ TU BING CONN C OF 0111- E SECTION -NTS SECTION - NTS PLAN -NTS Am N COtTFIKJITE NO 3M am PVC SCH 60 NIPPLE d' min LENGTH PVC MAINLINE bunal depth per specifiUm s PVC TH X TH W deft ELL / (NO STREET ELL) ELEV ATION AMETEK 5.114 POLYIRON VALVE BOX. TOP SECTION. W COVER. ", Vl Ak I'd ► + I BUSHING AS REQUIRED - GALV NIPPLE VARIABLE LENGTH AS REQUIRED -- (2) GALV STREET ELL w (1) SCH 80 SHORT NIPPLE (NO MARLEX) r PVC TEE or ELL, Wr BUSHING AS REQUIRED PVC TH SCH TO NIPPLE 3' LONG PVC TEE or ELL. WITH (4) BRICKS -TYP. WITH BUSHING 121 GAL V ST ELLS Y AS REQUIRED QUICK PVC TH X TH 90 deg ELL COUPLER - PVC TH SCH W NIPPLE W LO NG PLAN QUICK COUPLER NTS NTS NTS _•n CA PVC BUSHING MAINLINE - -•-�•� lei[ " F CONTROL WIRES AND SPARE, TAPE TO BOTTOM OF MAINLINE -TYP. PVC S X TH ADP INSTALL 3 DEPTH MIN OF 314 DRAIN ROCK IN BOTTOM OF VALVE BOX NOTE PROVIDE VALVE BOX EXTENSIONS AS REQUIRED ,,. , , . .• r.. . ,'.. ... ... . � wr�•..•:a .�,1tw n:.r�tt se; + IcMd1'. �... Y�It �M' �1tk+ AGi+ Oi�„ Nltt^ i111Yk .'t'+!•M11�/•t+Ml��!IItFY/ �Wi � . Aw 41 1 , ' ► ' , ,M �.+rr+' 00I E xER ING I ' TIs AS REQ TO MINIMIZE 1 , I •'• D Tup "6. • • .r It IN STALL. 4' -O' O.G. TYP. f,• • ,�•�, ..�'"�' „• STALL PER DETAIL 'E' , .^ •Ir 3s1 . "ET L2ID2 � � a, i 1 t N ' top dow � 1 �/4' 1 j/4' ... 0110- r ; 46 MS ' Q " SLV - -� S/4 - ! ' 1•V4' I SLV / 14 7�"SLV--- . 7 31/4' /4' SRI _ TupIN� �" bL V -- •♦ 3/4' ' + 0 i I AUTOMATIC CONTROL VALVE CONTROL WIRE A SPARES w/21.1 COILED IN BOX •LOS AUTOMATIC CONTROL VALVE .IUM1110-SIZED PLASTIC VALVE SOX. INSTALL FLUSH wffmsm GRADE MANUAL DRAIN VALVE w VALVE sox EXTENSIONS AS II DOUIILF CHEM - v- 13ACKF1 OW PREVENTER �-- MIN 60 I DRAIN ROCK SUMP NOTE: 1. PROVIDE ONE QUACK COUPLER AT P O.0 AND ELSEWHERE AS SHOWN ON PLAN 2. INSURE POSITIVE ORN%AGE PROM P O.0 COMPONENTS. PROVIDE DAYLIGHT DRAIN AS NECESSARY II PROVIDE SI& A QUANTITY OF VALVE SAXES AS NECESSARY TO ACCOMmOOATE ALL COMPONENTS I POINT OF CONNECTION '— SUPPORT EACH VALVE sox MRTH (4) BRICKS. TYP PR£SSURE4lEDUCMVG VALVE (4 d+o+m On MQWV) STRATI q E Y t • i �t F l ./- 1=u..:. GIRDLE �JJS ?d$iE B+:BBLER ON R SE R **q: N 3' ABO ✓E I°OT R Z)' ND.aRD NURSER` - TLom Pi-L TO MIN I•/2' FROw. °CT Ril I°OL_'-ET►•;`I'LENE IcI`ER • SEE ISII 5, SEE bL.AN5 FOR L.00AT!ONS DEN'ER ON CsRA VEi_ PAD � w "Wvw I/? MM SA*I RISER, CENTER !N III APR 2 6 2OW EN _4RGE DRAIti ►4OLE AS REOL.IRED TO FIT P PE AND PROV`DE DRAIN 46E. , R vSR ROCK 1- I.LCII MIN. 6' DEI'To+. 1' - 3' R ,/ER ROCK A5 AV AB.E 1•"AREWAK06 RCCK CENTER 425 - 392 -33 In' XER' -TL.BE ''00 PROVIDE I -`r;NI AS NECESSAR'e -0 CONNECT 5w5B_E TO NEAREST ZONE iATER.%._ ..tw��. -.. c.. ...►.•. ,...�i't :..:�.•..... +r•- - � .. - .i �•�r.ww�r. -•�' +r- _- w- +•�- ....�.-- ....�... �► - � ___ _ _� -. �... - -_ __ _ .. _._._- �.►. _ _ ____... - -.. ._ _. .. �. _ -._ _.. ___ _ . _. .. N 10 0 .6 E' p M , SUPPORT VALVE BOX WITH (4) BRICKS -TYP. PVC UNION MIN 4 PVC SCH W NIPPLES (BOTH ENDS of VALVE) BUSH DOWN TO VALVE SIZE AT VALVE ONLY AUTOMATIC CONTROL VALVE .IUM1110-SIZED PLASTIC VALVE SOX. INSTALL FLUSH wffmsm GRADE MANUAL DRAIN VALVE w VALVE sox EXTENSIONS AS II DOUIILF CHEM - v- 13ACKF1 OW PREVENTER �-- MIN 60 I DRAIN ROCK SUMP NOTE: 1. PROVIDE ONE QUACK COUPLER AT P O.0 AND ELSEWHERE AS SHOWN ON PLAN 2. INSURE POSITIVE ORN%AGE PROM P O.0 COMPONENTS. PROVIDE DAYLIGHT DRAIN AS NECESSARY II PROVIDE SI& A QUANTITY OF VALVE SAXES AS NECESSARY TO ACCOMmOOATE ALL COMPONENTS I POINT OF CONNECTION '— SUPPORT EACH VALVE sox MRTH (4) BRICKS. TYP PR£SSURE4lEDUCMVG VALVE (4 d+o+m On MQWV) STRATI q E Y t • i �t F l ./- 1=u..:. GIRDLE �JJS ?d$iE B+:BBLER ON R SE R **q: N 3' ABO ✓E I°OT R Z)' ND.aRD NURSER` - TLom Pi-L TO MIN I•/2' FROw. °CT Ril I°OL_'-ET►•;`I'LENE IcI`ER • SEE ISII 5, SEE bL.AN5 FOR L.00AT!ONS DEN'ER ON CsRA VEi_ PAD � w "Wvw I/? MM SA*I RISER, CENTER !N III APR 2 6 2OW EN _4RGE DRAIti ►4OLE AS REOL.IRED TO FIT P PE AND PROV`DE DRAIN 46E. , R vSR ROCK 1- I.LCII MIN. 6' DEI'To+. 1' - 3' R ,/ER ROCK A5 AV AB.E 1•"AREWAK06 RCCK CENTER 425 - 392 -33 In' XER' -TL.BE ''00 PROVIDE I -`r;NI AS NECESSAR'e -0 CONNECT 5w5B_E TO NEAREST ZONE iATER.%._ ..tw��. -.. c.. ...►.•. ,...�i't :..:�.•..... +r•- - � .. - .i �•�r.ww�r. -•�' +r- _- w- +•�- ....�.-- ....�... �► - � ___ _ _� -. �... - -_ __ _ .. _._._- �.►. _ _ ____... - -.. ._ _. .. �. _ -._ _.. ___ _ . _. .. N 10 0 .6 E' p M , M 1 G7 ,'>� .� . w! ^ . , .,.... lw�l.Y! :.d,:...' .R.':.' f!• i•ti, r. .. Ai.r, J, 0. 4•` �1111Yr .C�•r'.r•[�iyNsj1i•Mf.�wr�•l�i ,. 1 ! 7 / r lob "I \ �"Oft GINI f 4 4 o f s o ` • .;., c' a '�-� -mss.. / o f .1 -- 1 J___.1 \ r..* BOTTOM '53.00 .01 .1 / i 1 1 •-. , -_ t $1A MINI alLoft of o f Gnomon is WARM / gloo.. •.ms _ _ = •' � ;:•, • r, : ;`.,• .. , _ �: -. .., , • �. , � !Controller + k�. , `: 1r N 41 : y. • ~ ., - y � `� ~ ; ' LOCATE CONTROLLERS ON THE OUTSIDE FACE OF T14E t4+tii +,` • 4�,:;!•� , `_ \ w w�„ -.c Win.' •'•: `• "'Kn SCREEN WALL N APIONOXIMATE LOCATION SHOJI VERIFY N •r ' '� �. a' �•� •• , '' '�- ,•ti -:• �,..,,::�, f WITH ARCHITECT. WALL MOUNT CONTIROL- LER',! AT EYE LEVEL. PROVIDE SEPARATE IS AI•%P CIRCUIT AND VC �i, ,• �• • . , ,. r `,, r , �i� :; V.A.C. POWER TO CONTROLLER PROVIDE 2 CONDUIT R" BELOW A FROM EACH C *MW -LER TO NEAREST PLANTING AREAS _�► - ~ 1111 PLANTING REA, - �•- •'i: ••-' •�; .:,,..;'.;, ;�.. ' - , • - 't : • ' • AS SHOJI EXTEND :4" _ i i -•:i; t• : -:: _:•: - . .:�'�2: •: .l -;. /� GRADE, CAP AND FLAIII ♦ `� ,.;,•' �;�''.i's;;;• ,.�::H�''�`•, l/ 9" SLv 3 1/2 2' sly Q r"Pt"+ a' 1�2' I/4' 1' 1 ��• _ • -•' •;:� ~•:••: •�•.,,-, ,'.ti+ -1• i•• ` SLR/ • 1 i ,� I \ 3/4 1 I -I/4' / jk �► 0 1/ I' 1 -1r1' S LV R 3 1d' 3/4' I 2 a S/4' / It " $ 3/4' 3/4 Jill ' _ '' ' 3/4' 3/4' 3/4' ter\ J V J 3/4 3/4' �•� 0 41153 13 2" 5LY 3/ O O 2 „ O 3/4 ' O O CsP�M I r1' 2' O 9 3/4' ••COORDNATE ALL PLANTER WALL 6LEEVW5.& AND , 1 s PAVING 6LEEVING LOCATIONS WITH CIVIL AND ARCHITECT PRIOR TO CONSTRUCTION DEQ21U I I . / �' eIV I.,r 3/ 6.27.03 ' / 14' \ / 3/ • / 6.27.03 3/4' Point of Con 4 _____ APPRIOXR -IA1f LOCATION OF P,OL TO 'NEW 2 I/2" 2• 8/4' 3/4' 1 % ki 411 SERVICE LINE AS SW+OWN ON CIVIL DR,AWWA. VERIFY 8 - CIPM AND ADJUST LOCATION PRIOR TO INSTALLATION IF RE=IREr;. PROVIDE R.O.C. COI✓PONENTS AS SHOLLN _ 3/4' d' I wl: 1 - -: ICY PROVIDE IN POINT OF CONNECTION DETAIL. NOTIFY eXNFR A SLV •� `+ •� '~ ] �~"' .,,�,� -,.rte. /`- 3/• /4' 31 I -+ Q ' - - -r- - -�-- - . � J �' '-- _ 5 IRRIGATION L kon • lIEOTOR NWIER POP- ADV -LA PS ANDJUIb• RAD AS REQUIRED. ' -� NOZZLE 6 P4LL l21 GPM) TALL PER DETAIL A SEE 6.99 L202 EXIST S1REAM , .,.../ tNOZXLE 3 I•+A�i (12 111 / NDZZ..EI GIUAR'ER (01 40 + e m a MOTOR WNWTER PGM- XX -A-v .+ 40 PS' ADJUST RADIUS AS REQUIRED, W FENCE ON /, / NOZZLE 30 FULL (3.0 GPI"'. # OTALL PER DETAIL A. SEE 6.49IET 1.202 ULTRA BLOCK WALL I NOZZLE IS WALf (IS GPM) _ / 104 -L Oi- SWNIiUD) , `_► _ * a j ' r' oi E SWaR4D LANNN HEAD RAINDIRD Will - UPS SAr' SERIES PS' ADJUST RADIUS AS REQUIRED, +.- ••� -•+'- •• /4' I + (MA -LAUk 19"- SWNBAB) T ALL PER DETAIL A SEE SWEET L202 ---- / _ ----- -- / O m e R &WPM / LA" WIEAC RAN15 Will - U ADJUST 12 &I SERIES 10 P6 AD RADIUS AS REQIR UED, r 151004 -LA11k 1006- SNR,ND) "TALL PER DETAIL A SEE SWEET L2.0?. \ .0 0 o c &blue Law HEAD ItAND:RD 1 1i - 10 S AM 6EQ- MPR 30 P61 ADJUST RAD AS REQU i 004 -LAIW. WW6-Sr•l") IhSTA" PER DETAIL A SEE SWEET i.2a?. (� t � 2'�JV. / � ® P 11114-1111 i LAWN HEAD RANDIRD 1a0x - 01 SAM SERIES MPR 30 PS! ADJUS RADIUS AS REG114MRED. - - - - - _ 1� (1004 -LAWN, 1i0i- S►IRUO) NS'ALL PER DETAIL A. SEE SWEET L202. � •1 !D 1 66-MO / LAI,N WIEAD IRANDIRD IOOX - 05 SAM SERIES MPR 30 P6 ADJUST R.All AS REQUIRED, r� I wJ 114 -LAIMI IlOb- SWMRl15) INSTALL PER DETAIL A SEE SWEET L202 ID STRIP SPRAY Y RANDIRD Will - 015 -SST, 1515 -EST PSI ADJUST RADIUS AS REQUIRED, ------ , i ZS - CWW4 -LAUK WW6-OW") SLL TA PEI! DETAIL 4 SEE SWEET L202. ' l I 4' I' �,�. - A NUDOLER RAINp11RD III SERIES !INSTALL P19:R DETAIL I SHEET L202. 2 54 60TTOM -53.00 ,' ,' ; / . J CONTROL, VALVE RAMIRD 100, 1SD, 20C PEe FWA - D PLASTIC C X4TMOL VALVE, INSTALL •= 34 6J _ l r M PER DETAIL C. SEE SWEET L202. s6 ' I C:ONTROLLEM& ItANBIRD ESP -MC -24 TWO (2) 24 STATION CONTMOLLEM6. WALL MOUNT (2 REQUIRED) rXNTIRO"EM M APPROX. LOCATION 0 - - -' I�1 HALF STREET IMPROVEMENTS ALONG FRONTAGE ,SHOWN ON PLAN. VERY1' LUTM ARIGWI. ,� Ty WITH Wil GUTTER AND 5' SIDEWALK AND PAVEMENT WIDENING. RAN 6WUT -OFF DEVICE RAIN011IRD RAM CHECK AUTOMATIC RAM SW IUT -OI'F DEVICE. LJ MOUNT ON TOP OF 6C*MN WALL M APPROX, _. +' LOCATION bMOU1N1 VERIFY W/ ANRl11i �. w _ _.34 ' , ' � - �'• 2 th 1 A NV ?� X I/2• �, _� `� �c• � +dACKF1.OW PREVENTOR LOCO 160U -DG (1 IR " ) DOUDL.E CWECK VALVE, INSTALL PER DETAIL D. SEE SWEET L202. 3/4' _ e bWUT -O� VALVE T or AG�4A fI III PSI TWIMEADED ENDS. INSTALL PER Is 3/4j / vt rr DETAIL D. BEE SWEE L202. ' r , 16TRAIPER �411 (I Il VOItA" STRAINER W/ III MESH SCREEK •+1' .Iv. --- I , �_ INSTALL PER DETAIL D. SEE SWEET 002 r f 3 / 4 1 ~�� O QUICK COUPLER RAI NDIIID 'SG Mr IRSTALL AT PDL AS PER DETAIL 15 L2O2- ` /4 , `. Z3 i SWa- 22 HOSE ELL 4 rIROVIDE (2) KE'I'b AND (2) ELLS- , . .. 16 1 ""MINING, 3/ U -•►_ MANIWA_ DRAM CHAMPION INSTALL AT POINT OF CGIRECTION AS PER 3/4' `�'� 1' DETAIL D. SEE SWEET L202. J .. 1 - 1/21 16" SLY , PRES&MW REDUCING WILKMb PRV 6" SERIES INSTALL PRESSURE M>UCMG VALVE � 9/4' 22 3/4' ." VAL WOE "15 PS�SEE b P "URE EXCEEDS F4 W 2 1 ' 3/4' 2• 4' S I r� � � I. ' /4' 1' B dMASTER VALVE R G ANDIRD 200 -D NSTAL.L AT POINT OF CGNIt A6 PER DETAIL D. SEE SWEET L202. ,. MAINLINE PVC -CLA66 200 2'' MIK SIZE, SIZES AS NOTED ON PLAN. 2 - 1/2" SEE 6PEC6. FOR MIN. BURIAL DEPTH. . 15 G1°I"1 .-- LATERALS !PVC -CLASS 200 SIZE AS PER PLAN, 3/4" MIN. UNL-ADEL-ED f ~ �`� D.I � PIPE SECTIONS TO MATCWI THE LAIRr #ST OF 3/4' 1' 3/4 1 TWINE ADJACENT PIPES. UNLAIDELED PIPE A' I . Z1 THE END OF LATERAL RNUNb TO DE 3/4" SEE SPECS. FOR MIN. BURIAL DEPTWN. 3/4' / f ' 3/4' 1454 +� -j /4' /,' = = = = = SLEEVES PVC -CLASS i0O INSTALL WERE MDIC:ATED ON PLC K ' 3/4• 1 14 � 3/4' GPM � SIZE SLEEVES PER PLANL MNIP%" 2" 6LVS. . I' NJ 6 1 v 4 DEPTH AS REGIUIPNM BY PIPE UTWNIK '.Iv. 3/4• GP1.1 1' VALVE NUMBER SEE .ZONE &JPtiARY FOR CsP1M. k ) 1' ' � ' I V ALVE SIZE `' •� 1 -I 14 12 54D 2' 3/4' I 1 Ins 11 � 4 ; ' ♦ . 7 I -1/4' r- ''.lV --� 1' DRIP COMPONENTS t 2'.1v. SID ,r • C.PI.1 3 /4' 11 r T NO. QESMP7X)"WM13 1 -Ir1' 5m4 15ID �-- 8 . 2" 1132111 r C9PM XE SG RI•TUft 1RANDIND XT -100 IUTE XERI TItOlNr� AS REQU TO MINIMIZE /41_1!x' 3/4' p 1! 1' Y 01TRIDUTION TUBING RUNS. STAKE 4' -0' O�C- 20 ?YP. INSTALL PER DETAIL 'G' , SWEET L202 Vol ' ELL OR TEE PER 3/4 1/4 INSTALL AT PI ELL 'i •Iv. � V �� ►. COIMPIRESb10N FLUSH CAP RAINDIRD C� - 21 $W$ET L202. 3/4 � r 3/4 �� 1 1 9\ 1 . J I COMFOOM681ON ADAPTER RAINDIRD 100 - CF - I INSTALL AT PVC E" OR TEE PER DETAIL 'E', '.IV 3/4 I, 1 �. . GPM SWEET L202- ' 3/4' 1 -114' / t !Ib 1' .10ERI-pU(3 EMITTERS OANDIRD XD -20PC 'PLACE EMITTERS 50 THAT THEY ARE 1 CIM 1 3/4' 3/ / 3/4' r EVENLY SPACED AROUND PLANT PER I VETAIL6 'E' AND 'F', SWEET 1202. - 2 -1/2" I V4" DISTRIBUTION TUBING IRAINDIIRD OT -025 INSTALL UNDER MULCH PER DETAIL III ' 2315 e SWEET L202, AND STAKE WITH TUBING 3 .-a ■� I V4" TUBING STAKE IRANDIRD TS -025 3/4 60 63.49 2 - 1/2 If 3/4' k /4' 10 1 CI riox ' � ( DIFFUSER Ill CAP RANDIRfl 01511 , GALV4NIZED TIE -DOWN STAKE RANSIRD TOO -050 A Irrigation Notes ---- - T UKWILA INTERNATIONAL 13LVD I 1 1 .1 •/ J� 'u s IgIU111p111 II 1 N � � (NIHl�tllll�lllllll�ll •` 1 1 0 .�4 Hai ��itv / 1. ADJUST ALL IRRIGATION �4EAD5 TO PRC' ✓IDE * ,"X ""IJ?`" COvER>�CsE, MINIMUM OvER5 AND NO FOcSGINIG SET IN L 1•»CADS B.aCK FRO" "R55, PAVING, AND W 2. LOCATION OF IRR!GATI A1'1 1-47ERA AND 5LI/iNcs 4RE SCE- IEMATiC ONL"Il AND vHAL. OGGUR !N P ;_ANTI%I aRE45 JNLE55 SLEEvING 15 SI ? '"11NOR ;NANGE5 TJ GOORD 'N47E %. ►C"I. AS -BUILT DI►" iENSill AND COND ;7!0N5. 3. 'REFER TO tRRISAT;O'� SpEG`= CG•TIOti roR ACD'TIO'�AI REQ�'RE"'ENTS i Tlncwn e This document has been designated as Department of Justice, Immigration APR 8 6 am . A It and Naturalization Service "Limited Official Use." Material marked as Limited„ Official Use must be safeguarded against unauthorized or inadvertent disclosure. It must be stored in a locked container when not in use and disposed of by shredding or burning when no longer useful. Reproduction and dissemination beyond the recipient is prohibited without prior approval of the Office of Security, Security Operations Services Branch, at (202) 305.9999 or the Administrative Center Laguna Security Office at (949) 360 -3178. STATE - OF W ALAN C0TN1J NQ 371 _.. �.- -. -. -_ - _.. ._. __- - ---�_ .---- -- - --- - • + -'+-. .._. ---- - - - . -_.. ..... __ _•�.•.a.+Lrr 1MM4- a..�W'�rl.Y.►t"r .a.:� fa � a ... rl" �i1d� .�.9.�.i/1a:.:L1 - i:_ � 1r�.011�.�ir�c►d.�... ,. � � r � .`_• --- _ - �._.: 1tt.:..;r w i >iLN1NIpi�liii. ` t ' ��N� v 4 1. b N �� I . � J �' '-- _ 5 IRRIGATION L kon • lIEOTOR NWIER POP- ADV -LA PS ANDJUIb• RAD AS REQUIRED. ' -� NOZZLE 6 P4LL l21 GPM) TALL PER DETAIL A SEE 6.99 L202 EXIST S1REAM , .,.../ tNOZXLE 3 I•+A�i (12 111 / NDZZ..EI GIUAR'ER (01 40 + e m a MOTOR WNWTER PGM- XX -A-v .+ 40 PS' ADJUST RADIUS AS REQUIRED, W FENCE ON /, / NOZZLE 30 FULL (3.0 GPI"'. # OTALL PER DETAIL A. SEE 6.49IET 1.202 ULTRA BLOCK WALL I NOZZLE IS WALf (IS GPM) _ / 104 -L Oi- SWNIiUD) , `_► _ * a j ' r' oi E SWaR4D LANNN HEAD RAINDIRD Will - UPS SAr' SERIES PS' ADJUST RADIUS AS REQUIRED, +.- ••� -•+'- •• /4' I + (MA -LAUk 19"- SWNBAB) T ALL PER DETAIL A SEE SWEET L202 ---- / _ ----- -- / O m e R &WPM / LA" WIEAC RAN15 Will - U ADJUST 12 &I SERIES 10 P6 AD RADIUS AS REQIR UED, r 151004 -LA11k 1006- SNR,ND) "TALL PER DETAIL A SEE SWEET L2.0?. \ .0 0 o c &blue Law HEAD ItAND:RD 1 1i - 10 S AM 6EQ- MPR 30 P61 ADJUST RAD AS REQU i 004 -LAIW. WW6-Sr•l") IhSTA" PER DETAIL A SEE SWEET i.2a?. (� t � 2'�JV. / � ® P 11114-1111 i LAWN HEAD RANDIRD 1a0x - 01 SAM SERIES MPR 30 PS! ADJUS RADIUS AS REG114MRED. - - - - - _ 1� (1004 -LAWN, 1i0i- S►IRUO) NS'ALL PER DETAIL A. SEE SWEET L202. � •1 !D 1 66-MO / LAI,N WIEAD IRANDIRD IOOX - 05 SAM SERIES MPR 30 P6 ADJUST R.All AS REQUIRED, r� I wJ 114 -LAIMI IlOb- SWMRl15) INSTALL PER DETAIL A SEE SWEET L202 ID STRIP SPRAY Y RANDIRD Will - 015 -SST, 1515 -EST PSI ADJUST RADIUS AS REQUIRED, ------ , i ZS - CWW4 -LAUK WW6-OW") SLL TA PEI! DETAIL 4 SEE SWEET L202. ' l I 4' I' �,�. - A NUDOLER RAINp11RD III SERIES !INSTALL P19:R DETAIL I SHEET L202. 2 54 60TTOM -53.00 ,' ,' ; / . J CONTROL, VALVE RAMIRD 100, 1SD, 20C PEe FWA - D PLASTIC C X4TMOL VALVE, INSTALL •= 34 6J _ l r M PER DETAIL C. SEE SWEET L202. s6 ' I C:ONTROLLEM& ItANBIRD ESP -MC -24 TWO (2) 24 STATION CONTMOLLEM6. WALL MOUNT (2 REQUIRED) rXNTIRO"EM M APPROX. LOCATION 0 - - -' I�1 HALF STREET IMPROVEMENTS ALONG FRONTAGE ,SHOWN ON PLAN. VERY1' LUTM ARIGWI. ,� Ty WITH Wil GUTTER AND 5' SIDEWALK AND PAVEMENT WIDENING. RAN 6WUT -OFF DEVICE RAIN011IRD RAM CHECK AUTOMATIC RAM SW IUT -OI'F DEVICE. LJ MOUNT ON TOP OF 6C*MN WALL M APPROX, _. +' LOCATION bMOU1N1 VERIFY W/ ANRl11i �. w _ _.34 ' , ' � - �'• 2 th 1 A NV ?� X I/2• �, _� `� �c• � +dACKF1.OW PREVENTOR LOCO 160U -DG (1 IR " ) DOUDL.E CWECK VALVE, INSTALL PER DETAIL D. SEE SWEET L202. 3/4' _ e bWUT -O� VALVE T or AG�4A fI III PSI TWIMEADED ENDS. INSTALL PER Is 3/4j / vt rr DETAIL D. BEE SWEE L202. ' r , 16TRAIPER �411 (I Il VOItA" STRAINER W/ III MESH SCREEK •+1' .Iv. --- I , �_ INSTALL PER DETAIL D. SEE SWEET 002 r f 3 / 4 1 ~�� O QUICK COUPLER RAI NDIIID 'SG Mr IRSTALL AT PDL AS PER DETAIL 15 L2O2- ` /4 , `. Z3 i SWa- 22 HOSE ELL 4 rIROVIDE (2) KE'I'b AND (2) ELLS- , . .. 16 1 ""MINING, 3/ U -•►_ MANIWA_ DRAM CHAMPION INSTALL AT POINT OF CGIRECTION AS PER 3/4' `�'� 1' DETAIL D. SEE SWEET L202. J .. 1 - 1/21 16" SLY , PRES&MW REDUCING WILKMb PRV 6" SERIES INSTALL PRESSURE M>UCMG VALVE � 9/4' 22 3/4' ." VAL WOE "15 PS�SEE b P "URE EXCEEDS F4 W 2 1 ' 3/4' 2• 4' S I r� � � I. ' /4' 1' B dMASTER VALVE R G ANDIRD 200 -D NSTAL.L AT POINT OF CGNIt A6 PER DETAIL D. SEE SWEET L202. ,. MAINLINE PVC -CLA66 200 2'' MIK SIZE, SIZES AS NOTED ON PLAN. 2 - 1/2" SEE 6PEC6. FOR MIN. BURIAL DEPTH. . 15 G1°I"1 .-- LATERALS !PVC -CLASS 200 SIZE AS PER PLAN, 3/4" MIN. UNL-ADEL-ED f ~ �`� D.I � PIPE SECTIONS TO MATCWI THE LAIRr #ST OF 3/4' 1' 3/4 1 TWINE ADJACENT PIPES. UNLAIDELED PIPE A' I . Z1 THE END OF LATERAL RNUNb TO DE 3/4" SEE SPECS. FOR MIN. BURIAL DEPTWN. 3/4' / f ' 3/4' 1454 +� -j /4' /,' = = = = = SLEEVES PVC -CLASS i0O INSTALL WERE MDIC:ATED ON PLC K ' 3/4• 1 14 � 3/4' GPM � SIZE SLEEVES PER PLANL MNIP%" 2" 6LVS. . I' NJ 6 1 v 4 DEPTH AS REGIUIPNM BY PIPE UTWNIK '.Iv. 3/4• GP1.1 1' VALVE NUMBER SEE .ZONE &JPtiARY FOR CsP1M. k ) 1' ' � ' I V ALVE SIZE `' •� 1 -I 14 12 54D 2' 3/4' I 1 Ins 11 � 4 ; ' ♦ . 7 I -1/4' r- ''.lV --� 1' DRIP COMPONENTS t 2'.1v. SID ,r • C.PI.1 3 /4' 11 r T NO. QESMP7X)"WM13 1 -Ir1' 5m4 15ID �-- 8 . 2" 1132111 r C9PM XE SG RI•TUft 1RANDIND XT -100 IUTE XERI TItOlNr� AS REQU TO MINIMIZE /41_1!x' 3/4' p 1! 1' Y 01TRIDUTION TUBING RUNS. STAKE 4' -0' O�C- 20 ?YP. INSTALL PER DETAIL 'G' , SWEET L202 Vol ' ELL OR TEE PER 3/4 1/4 INSTALL AT PI ELL 'i •Iv. � V �� ►. COIMPIRESb10N FLUSH CAP RAINDIRD C� - 21 $W$ET L202. 3/4 � r 3/4 �� 1 1 9\ 1 . J I COMFOOM681ON ADAPTER RAINDIRD 100 - CF - I INSTALL AT PVC E" OR TEE PER DETAIL 'E', '.IV 3/4 I, 1 �. . GPM SWEET L202- ' 3/4' 1 -114' / t !Ib 1' .10ERI-pU(3 EMITTERS OANDIRD XD -20PC 'PLACE EMITTERS 50 THAT THEY ARE 1 CIM 1 3/4' 3/ / 3/4' r EVENLY SPACED AROUND PLANT PER I VETAIL6 'E' AND 'F', SWEET 1202. - 2 -1/2" I V4" DISTRIBUTION TUBING IRAINDIIRD OT -025 INSTALL UNDER MULCH PER DETAIL III ' 2315 e SWEET L202, AND STAKE WITH TUBING 3 .-a ■� I V4" TUBING STAKE IRANDIRD TS -025 3/4 60 63.49 2 - 1/2 If 3/4' k /4' 10 1 CI riox ' � ( DIFFUSER Ill CAP RANDIRfl 01511 , GALV4NIZED TIE -DOWN STAKE RANSIRD TOO -050 A Irrigation Notes ---- - T UKWILA INTERNATIONAL 13LVD I 1 1 .1 •/ J� 'u s IgIU111p111 II 1 N � � (NIHl�tllll�lllllll�ll •` 1 1 0 .�4 Hai ��itv / 1. ADJUST ALL IRRIGATION �4EAD5 TO PRC' ✓IDE * ,"X ""IJ?`" COvER>�CsE, MINIMUM OvER5 AND NO FOcSGINIG SET IN L 1•»CADS B.aCK FRO" "R55, PAVING, AND W 2. LOCATION OF IRR!GATI A1'1 1-47ERA AND 5LI/iNcs 4RE SCE- IEMATiC ONL"Il AND vHAL. OGGUR !N P ;_ANTI%I aRE45 JNLE55 SLEEvING 15 SI ? '"11NOR ;NANGE5 TJ GOORD 'N47E %. ►C"I. AS -BUILT DI►" iENSill AND COND ;7!0N5. 3. 'REFER TO tRRISAT;O'� SpEG`= CG•TIOti roR ACD'TIO'�AI REQ�'RE"'ENTS i Tlncwn e This document has been designated as Department of Justice, Immigration APR 8 6 am . A It and Naturalization Service "Limited Official Use." Material marked as Limited„ Official Use must be safeguarded against unauthorized or inadvertent disclosure. It must be stored in a locked container when not in use and disposed of by shredding or burning when no longer useful. Reproduction and dissemination beyond the recipient is prohibited without prior approval of the Office of Security, Security Operations Services Branch, at (202) 305.9999 or the Administrative Center Laguna Security Office at (949) 360 -3178. STATE - OF W ALAN C0TN1J NQ 371 _.. �.- -. -. -_ - _.. ._. __- - ---�_ .---- -- - --- - • + -'+-. .._. ---- - - - . -_.. ..... __ _•�.•.a.+Lrr 1MM4- a..�W'�rl.Y.►t"r .a.:� fa � a ... rl" �i1d� .�.9.�.i/1a:.:L1 - i:_ � 1r�.011�.�ir�c►d.�... ,. � � r � .`_• --- _ - �._.: 1tt.:..;r w i >iLN1NIpi�liii. ` t ' ��N� v 4 1. b N �� • {� - ---- BROADLEAF TREE ` PECIOW" TREE 14' Dla BLACK RJBSER HOSE -� 12 GA. WERE a 4A" WERE AQ� A (S) 2X2 NEM -FIR STAKES OF. S ? Mph 0 ' F. V£ INTO &; BGRADE ORIN OUTSIDE OF ROOT - SPECIFIED MULCH = �- - ---- • _ DA1.r~ INTO 6UDGRADE �•, 14 • d i a . B� ACK RUBBER NOSE IFINIS•4 GR... 1 "" CREATE FLAT BENC«a PULL BI.RLAP OFF TOP '/3 0 - TO PLANT TREE AT SAME OF ROO'BaL I (p GRADE AS NURSERY 6j MUL 4 P1 TOPSOIL (SEE I i o--- FINIS► -4 GRADE SPECS) I 1348 CAR CONTAINER 1 - - - UND:5 . URBED NAT' ✓E 50 _ - (SEE LE!sEtiD) OR COt"PAC TE D PLANTING b BACKPLL 'I^ I ' I _I cv � \ pAYL.IG"T wLANT PIT TO 14 BREAK JP $ DES AND �••-- DRAIN, IF NE=ESSARY BOTT01` OF P'T MIN, TWIGS PLANTING DACKFILL MIN TWICE � ROOTBALL CIA BREAK UP SIDES AND CONTAINER DNA. 15OTTOM OF PIT. A DECIDUOUS TREE PLANTING C DECIDUOUS TREE PLANTING ON A SLOPE NTS NTS 4 2x2 WEM -FIR STAKE DRIVEN TO RE=USAL SECURE TO TREE WIT" (2) STRANDS NURSERY- MAN'$ TAPE POINT TOP OF ST TOWARD PREVAILING WIND SPECIFIED MULCH r-'NIS" GRADE IMPOR TOPSOIL (SEE OPECS ) PU BUR OFF TOP 1/3 OF ROOTBALL PLANTING BACKFILL UNDISTURBED NATIVE SOIL OR COf" IPAGTED PL ANT ING BACKFILL BREAK UP SIDES AND BOTTOM OF =IT. CONIFEROUS TREE PLANTING NTS C 2 U C u U U C1 to SHRUB PLANTING =.-ANT SHRUBS AT S AME GRADE AS NURSERY FOLD BACK OR REMOVE BORL A= FINISH GRADE SPECIFIED 1• 'Iu�G" R*I=ORT TOPSOIL !SEE &PECS PLAN 'rING BACKFI_L 845 OR GONTA!NER AS SPECIP E: UNDI5TL;RBED NAT' VE 50:L OR CO"'OACtED 10 ,_ANTING 15 ACKFILL ANT SHRUBS AT PL �ME GRADE AS IN • CREATE FLAT BENCH op" +ple" TO PLANT SMRSJB AT SAME GRADE AS NURSER''' SPECIFIED MULCI -► - FINISH GRADE I I ` CONT. SIZE AS SPECIFIED Cq I I� , V. 1 ' i t \ ,DAYLIG "T PLANT PIT TO RAIN, T'YP MIN. TWICE 'PLANTING BACKFILL CONTAPER Da BREAK UP SIDES AND BOTTOf" OF PIT, SHRUB PLANTING ON A SLOPE NTS NTS • I I I " \ f ' A :cess ar6a to Tr r e E rera_reer -•(� 1 yeae:at:or, T• ar5 r � ; mer i Approxitrate s ize? I , sere'atOr Sc•eer ;.la" .. Z A, Denae E'�e- green veget at'-or, Typ, I r.! � 1 , I 1 J 1 � I i • • ' 9 !I I LhN 3- GENERATOR SCREE', LJALL -- ( 2' µ�GµER THAN GENERATOR) E V1:+�,REEti µEDGE T1 P EVEGraREEN GROI..NDCOVER +..P PARKNO LOT P4VING to •a _ .. u - • :.iw.FA'nM'}. •1r•.;q. .••' : ww• ✓, d' C' N• r +:'I1"•Sutl!?Ai+YAMtC4.{IFYi/ ABM: �M14NRtkJi�:1!Ff:� , 9EC1011 6 OR C01oll"R000 TIME r •EOJPM TOME WITW (5) DIAGONAL V ga. Lclnd3cape Schedule 'TWAIL so rT. CP LA COCA11tE • I67,11M sa F" GALVANIZED STEEL GABLES WRAPPED IN RAX10.E PLASTIC OR RLOMOt WOES, y � ww 1 WCUMLY ATTAC 4n TO 1111,•roRTS SET CAMLES AROUND MOOT !TALL, MAINTAIN now 11� GpAIGIt� am ON %gt t MIN 4' CLEAR FROM TRUIC. • Y • IMP► M&PA 'A1wVW4' riwre"sg MW Pip& E' valor, W -0' Ua. OWL orl- wr wVd. 4 lAM eMO4.tw "w err s>rl Wdit rwLCN As &M R40 ra/�wry �'� Fewtlr 11e"Ma NK�t1sI Oltt�w"r 1-Vl' eal�rer, NV -w 1"AA. "II -kw&Vh d. PLANTER "&L (SEE ARCHITECTURAL N PRAWN") � Ram l.tMvlla IAwrw Aoh S• dqw►. W -0 K,/w, wN- branird. IIGNTIILKs61' TOPbOIL AS SPECIFIED ry"n aallwyw 'ArWoSret' III' eaMpw, 111 1 '•0' ht. RrL esll4wa Os", • �iitlMw Mao IMAM Art E•.4• ealow (M ewr oo d%am eN, r . , INSTALL WOOD BLOCKWa BELOW U10= FRAME p'•l4' Ne„ FrL.ell- �rre�swl� w ' F NECESOARY TO PET PLANT AT GAME GRADE WCT10N AS GROAN IN N UPMERY ,...�. 111x1.:+' r'r�rrtwrtr �• r' -o' ti. � «w- aa+r�.r. � • 11 1 Tim 4PAC00 AS ON PLAN Irlor OIa Inlw IIUpt Mw ♦'-W h ftit. #WI SW w1Mr V ' (4) PIlE86�JRE TREATED 2X4 - pOLT TOGETWEIR WITH STEEL 64& I NARDW'ft. - , • lwnls�l�ar wwslsNi �IIx1 I► •' lilt 1UN art" bwly t1 betta %� / • +. t r �� 4'-E' M 0#C %M an" bwtil to b4W i �» eor"IOrY _ w ' Qpelwoe�erl� Is�""d" Eyler/ C�/rMN Q' -K' � M'iCM'!r, RAI ad bwly • r to bawt am • `, I „ t� eIRlI6 aPAGN10 Ar NpTtrp - PLAN Roar as" Sad kw #00110 rw► 4-e' � awry to bum t 11/rb"Atr 4610" &VOW0 000w I MU* 24 hoaft. 1WI and Wft 111111I or amaNw. plala" era TREE PLAN TI N G I N PLAN TER F NT8 ., . Q . cb«n► p".pt.w. * '�''� .• r' RxM «d _ _ 4 M er ww, pl""e" 4' *AL . • O R,whr wM �'7�sn{ ' !'-4' hrA�M, RrL MIN- 1e�e110d, + >' ` ►' � w or ew"aftw, pl"rted 1' OA L o t 1N;,aww MOWWOV %S%V NAP/ &w r"Pwaw D'vo RA and_ awly , < ' s e� or btsr, 4 sus a f 0 ' carver wolwt tre 'Lana' 1w Amend 24 1411 p and ( N or t+tsr. l" " Y era © ; CetwwaR I�alei» I'Irxxy Ce r 84--1111111111" hslrrt ad q esd. RPM SW bwly, , ' y NR or ew" yw. plowd 4 ow. 0 6javiiiiiiI" aim r-wpwa' J A>wdw wrA 24-21" hoWft AM ad bU ft e40 or ow"atnw, 4-0& . (� PwwMMI 11"an"salb '. 1/MrrIyM1I1� 24-11' bwtip 940 or PLANT .NIMM AT V •Off, G" GRAM AS poem � / /ir%waxAtr 24-SW hsloa„ NM a" bwh1, M 4w plate" W Boa ' 34-MV het , MM wd bw11M M or �( POLO BACK OR 1•bt"w"s a *Me1Ws 2 vaMa�. platys" 4' OAL - 1!f'"OV! WJftAP • - , � - ,• R'1j/lar rM+enMw /wN11s Mrr N�t� 94-11' h@404. 1410 and bwtiL M or - ,, fM04 GRADE �: y r ,® • MUndlrr d TAMP"" lirr""* •aia" 24-A1' k ft%L lw and bwtii MNA dw -- ct►IeD rtx.a+ { �, e"maww, plane" 31* o,& < phno Iwa."w .� hww�r(talwr 11 4-SW 1"s%%k Rill atd butt s•ir dw "' t elor"aww, pl"tled 4' ela. r LKrM1TLEICiMT TOPa01L TO - , ow ~ f. 1 0 r wolowe "1 �Ot10 Mw "r wx 1A w+ W 24' spr M and 'Oft Owe ar PULL DRPIW OP PLANT(! ? r ew"aBlsr. Plot" ea• i ' • 0 I4"wr wousrw"r ?.bees.' sM.r LAns( 94-AW spreaA ho and bu ft 848 or _ aw"atnw, planed 4' olw A4 s1°EGlrla At►>EPe . _ 4 P11" IMwt �1rws' llwrse PM W N�w10 0-24' 4prerw RA ad bu ft M w • ea °`• > . � 1110r"/wrtA+r" 'AxtM" Kx"rs1+Me' ,�rd/ N11'ir1e1M" J~M� >a4 ->tI' N•L ad �preeal 11111 aria bwti1, t� • ` • , � ` �, a14l1► or e"etabw, paned S' ors. Q Splr'ss r1*p waft *wwwww' 'irswlww/ *~ Al' -24' hw%%k %A err" bm ft M or 0 vEFU+wi" pMeswrr teww"toaw DbrPYlrls Nwttwr 24-MV hL and •pr604 1411 ad bw% SHRUB PLANTING IN PLANTER � °�W SI "'..p'""OWI M '°b,w�,, G NTS M48 a►4s er ew"atr"sr, pIea" .' 46469. O vrr".e..Yvl"n AI+�AI I�Yrrr ' lb -w hL and .presA, tw ad bwly OWD or ewMatiw. p1ma " 4' oA6 ANMW N "x"IC' R R &IAXLD MLF 1ZANfe7 APCM ALL o&&C 1r #111111114 "P �/i �!{M e� IOt4N J•�� '�"Y It N' Ar 0011(' f TREE CANOPY COVERAGE CorowMMerdasw�rl1.0~ man *0If Ceraawv PROPERTY 51 ZE : 564,605 SF (12.92 Acres) .r+1ww" owirr *&ON" (CANOPY COVERAGE REQUIRED: 112,961 SF "'' ; "� wa-tnI NKi.rt�wt r (20% OF SITE)weA.. • pl"+► In elrin. a 20-111 or th" CANOPY COVERAGE PROPOSED: s� �; � 'how 1 '"""w " 10 "' 001011 E XI S TING TREES 2 ,95 S� a.rw+.rw M+.Moxv "lot - . 3111► 4' pot. • 24' 04. (PROPOSED NEW TREES (383 • 3145F) = 151,662 5F 1"Ir."I `"^"- 4• pow • 2 4• a&- lVl ws" IIIWo n weekw Sa Pty " I qmL pow « 36 or. TOTAL- 1154,61S SF (2 1% ) hYhm" ngmw ov "S am 40 pow • 24' aw. MM"onM � Ram Oro" essebw Lwr- arwllt ow" Per PLANTING NOTES 1. ALL NEW LANDSCAPE AREAS ARE TO BE WATERED LUITN AN Lacs" Lwrr AUTO" iATIC WATER CONSERVING IRRIGATION SYSTEM. Ile" -�'► w."erdAwo -Arr NFlolldl� 4 l�lgontwr A a t.ww ?. ALL NEW 81-1=:18 AND GROUND COVER AREAS ARE TO BE PESEP"AL ACCEgTS MJLC"ED WIT�4 A MINIMl1i` 2' DEPTH OF SPECIFIED M`ULCN. This document has been designated as Department of Justice, Immigration and Naturalization Service "Limited Official Use." Material marked as Limited Official Use must be safeguarded against unauthorized or inadvertent disclosure. It must be stored in a locked container when not in use and disposed of by shredding or burning when no longer useful. Reproduction and dissemination beyond the recipient is prohibited without prior approval of the Office of Security, Security Operations Services Branch, at (202) 305 -9999 or the Administrative Center Laguna Security Office at (949) 360 -3178. ovi * /k NOTE: ADDITIONAL SCREENING PR OVIDED ALONG PER!Voll"ETER OF SERVICE AREA. GENERATOR SCREEN WALL NTS ST ATE OF W RE FED T Cs►TACATrE ND. 321 "A&m ahu WU i sladL f od 1w..n Is (� w J14, EVERGREEN TREE 0 � 1 N..«+"alw tips. i paylt bsl....P.r...rn. (3) 2 x 2 X 10' N DOUGLAS FIR STAKES DRIVEN OUTSIDE OF ROOT- ll.l•v BALL INTO SUSGRAD I « OECURE TO TREE WITH 12 GA. �7 -+w STRANDED WIRE AND I ' 1x1" dla. BLACK RUBBER MOSS =r w CREATE FLAT BEN.''." MO TO PLANT TRE AT SAME • GRADE AS NURSERY , 0 SPECIFIED MULL" Wetpond F IN I SN GRADE .Ytrt _ CM B (or container) AS SPECIFIED a2: of CONXT04 • 2C oecou" Tom 4 e'IAR'r WA MIT1St cNewt>r Ci� ,�TC0W. 36 WT. ORM , 4 DAYLIGHT PLANT PIT TO — 0 33 —! DRAIN, TYP b GAIL, 36' 1R. Gl1011i O 20 PLANTING BACKFILL MIN. TWICE ® 43 BREAK UP SIDES AND CONTAINER DI A BOTTOM OF PIT. OUIIIO A A90CUM D1111111aw GRAPE 0 4e CONIFEROUS TREE PLANTING ON A SLOPE D C) b4 NTS tiJ 22 ANT SHRUBS AT PL �ME GRADE AS IN • CREATE FLAT BENCH op" +ple" TO PLANT SMRSJB AT SAME GRADE AS NURSER''' SPECIFIED MULCI -► - FINISH GRADE I I ` CONT. SIZE AS SPECIFIED Cq I I� , V. 1 ' i t \ ,DAYLIG "T PLANT PIT TO RAIN, T'YP MIN. TWICE 'PLANTING BACKFILL CONTAPER Da BREAK UP SIDES AND BOTTOf" OF PIT, SHRUB PLANTING ON A SLOPE NTS NTS • I I I " \ f ' A :cess ar6a to Tr r e E rera_reer -•(� 1 yeae:at:or, T• ar5 r � ; mer i Approxitrate s ize? I , sere'atOr Sc•eer ;.la" .. Z A, Denae E'�e- green veget at'-or, Typ, I r.! � 1 , I 1 J 1 � I i • • ' 9 !I I LhN 3- GENERATOR SCREE', LJALL -- ( 2' µ�GµER THAN GENERATOR) E V1:+�,REEti µEDGE T1 P EVEGraREEN GROI..NDCOVER +..P PARKNO LOT P4VING to •a _ .. u - • :.iw.FA'nM'}. •1r•.;q. .••' : ww• ✓, d' C' N• r +:'I1"•Sutl!?Ai+YAMtC4.{IFYi/ ABM: �M14NRtkJi�:1!Ff:� , 9EC1011 6 OR C01oll"R000 TIME r •EOJPM TOME WITW (5) DIAGONAL V ga. Lclnd3cape Schedule 'TWAIL so rT. CP LA COCA11tE • I67,11M sa F" GALVANIZED STEEL GABLES WRAPPED IN RAX10.E PLASTIC OR RLOMOt WOES, y � ww 1 WCUMLY ATTAC 4n TO 1111,•roRTS SET CAMLES AROUND MOOT !TALL, MAINTAIN now 11� GpAIGIt� am ON %gt t MIN 4' CLEAR FROM TRUIC. • Y • IMP► M&PA 'A1wVW4' riwre"sg MW Pip& E' valor, W -0' Ua. OWL orl- wr wVd. 4 lAM eMO4.tw "w err s>rl Wdit rwLCN As &M R40 ra/�wry �'� Fewtlr 11e"Ma NK�t1sI Oltt�w"r 1-Vl' eal�rer, NV -w 1"AA. "II -kw&Vh d. PLANTER "&L (SEE ARCHITECTURAL N PRAWN") � Ram l.tMvlla IAwrw Aoh S• dqw►. W -0 K,/w, wN- branird. IIGNTIILKs61' TOPbOIL AS SPECIFIED ry"n aallwyw 'ArWoSret' III' eaMpw, 111 1 '•0' ht. RrL esll4wa Os", • �iitlMw Mao IMAM Art E•.4• ealow (M ewr oo d%am eN, r . , INSTALL WOOD BLOCKWa BELOW U10= FRAME p'•l4' Ne„ FrL.ell- �rre�swl� w ' F NECESOARY TO PET PLANT AT GAME GRADE WCT10N AS GROAN IN N UPMERY ,...�. 111x1.:+' r'r�rrtwrtr �• r' -o' ti. � «w- aa+r�.r. � • 11 1 Tim 4PAC00 AS ON PLAN Irlor OIa Inlw IIUpt Mw ♦'-W h ftit. #WI SW w1Mr V ' (4) PIlE86�JRE TREATED 2X4 - pOLT TOGETWEIR WITH STEEL 64& I NARDW'ft. - , • lwnls�l�ar wwslsNi �IIx1 I► •' lilt 1UN art" bwly t1 betta %� / • +. t r �� 4'-E' M 0#C %M an" bwtil to b4W i �» eor"IOrY _ w ' Qpelwoe�erl� Is�""d" Eyler/ C�/rMN Q' -K' � M'iCM'!r, RAI ad bwly • r to bawt am • `, I „ t� eIRlI6 aPAGN10 Ar NpTtrp - PLAN Roar as" Sad kw #00110 rw► 4-e' � awry to bum t 11/rb"Atr 4610" &VOW0 000w I MU* 24 hoaft. 1WI and Wft 111111I or amaNw. plala" era TREE PLAN TI N G I N PLAN TER F NT8 ., . Q . cb«n► p".pt.w. * '�''� .• r' RxM «d _ _ 4 M er ww, pl""e" 4' *AL . • O R,whr wM �'7�sn{ ' !'-4' hrA�M, RrL MIN- 1e�e110d, + >' ` ►' � w or ew"aftw, pl"rted 1' OA L o t 1N;,aww MOWWOV %S%V NAP/ &w r"Pwaw D'vo RA and_ awly , < ' s e� or btsr, 4 sus a f 0 ' carver wolwt tre 'Lana' 1w Amend 24 1411 p and ( N or t+tsr. l" " Y era © ; CetwwaR I�alei» I'Irxxy Ce r 84--1111111111" hslrrt ad q esd. RPM SW bwly, , ' y NR or ew" yw. plowd 4 ow. 0 6javiiiiiiI" aim r-wpwa' J A>wdw wrA 24-21" hoWft AM ad bU ft e40 or ow"atnw, 4-0& . (� PwwMMI 11"an"salb '. 1/MrrIyM1I1� 24-11' bwtip 940 or PLANT .NIMM AT V •Off, G" GRAM AS poem � / /ir%waxAtr 24-SW hsloa„ NM a" bwh1, M 4w plate" W Boa ' 34-MV het , MM wd bw11M M or �( POLO BACK OR 1•bt"w"s a *Me1Ws 2 vaMa�. platys" 4' OAL - 1!f'"OV! WJftAP • - , � - ,• R'1j/lar rM+enMw /wN11s Mrr N�t� 94-11' h@404. 1410 and bwtiL M or - ,, fM04 GRADE �: y r ,® • MUndlrr d TAMP"" lirr""* •aia" 24-A1' k ft%L lw and bwtii MNA dw -- ct►IeD rtx.a+ { �, e"maww, plane" 31* o,& < phno Iwa."w .� hww�r(talwr 11 4-SW 1"s%%k Rill atd butt s•ir dw "' t elor"aww, pl"tled 4' ela. r LKrM1TLEICiMT TOPa01L TO - , ow ~ f. 1 0 r wolowe "1 �Ot10 Mw "r wx 1A w+ W 24' spr M and 'Oft Owe ar PULL DRPIW OP PLANT(! ? r ew"aBlsr. Plot" ea• i ' • 0 I4"wr wousrw"r ?.bees.' sM.r LAns( 94-AW spreaA ho and bu ft 848 or _ aw"atnw, planed 4' olw A4 s1°EGlrla At►>EPe . _ 4 P11" IMwt �1rws' llwrse PM W N�w10 0-24' 4prerw RA ad bu ft M w • ea °`• > . � 1110r"/wrtA+r" 'AxtM" Kx"rs1+Me' ,�rd/ N11'ir1e1M" J~M� >a4 ->tI' N•L ad �preeal 11111 aria bwti1, t� • ` • , � ` �, a14l1► or e"etabw, paned S' ors. Q Splr'ss r1*p waft *wwwww' 'irswlww/ *~ Al' -24' hw%%k %A err" bm ft M or 0 vEFU+wi" pMeswrr teww"toaw DbrPYlrls Nwttwr 24-MV hL and •pr604 1411 ad bw% SHRUB PLANTING IN PLANTER � °�W SI "'..p'""OWI M '°b,w�,, G NTS M48 a►4s er ew"atr"sr, pIea" .' 46469. O vrr".e..Yvl"n AI+�AI I�Yrrr ' lb -w hL and .presA, tw ad bwly OWD or ewMatiw. p1ma " 4' oA6 ANMW N "x"IC' R R &IAXLD MLF 1ZANfe7 APCM ALL o&&C 1r #111111114 "P �/i �!{M e� IOt4N J•�� '�"Y It N' Ar 0011(' f TREE CANOPY COVERAGE CorowMMerdasw�rl1.0~ man *0If Ceraawv PROPERTY 51 ZE : 564,605 SF (12.92 Acres) .r+1ww" owirr *&ON" (CANOPY COVERAGE REQUIRED: 112,961 SF "'' ; "� wa-tnI NKi.rt�wt r (20% OF SITE)weA.. • pl"+► In elrin. a 20-111 or th" CANOPY COVERAGE PROPOSED: s� �; � 'how 1 '"""w " 10 "' 001011 E XI S TING TREES 2 ,95 S� a.rw+.rw M+.Moxv "lot - . 3111► 4' pot. • 24' 04. (PROPOSED NEW TREES (383 • 3145F) = 151,662 5F 1"Ir."I `"^"- 4• pow • 2 4• a&- lVl ws" IIIWo n weekw Sa Pty " I qmL pow « 36 or. TOTAL- 1154,61S SF (2 1% ) hYhm" ngmw ov "S am 40 pow • 24' aw. MM"onM � Ram Oro" essebw Lwr- arwllt ow" Per PLANTING NOTES 1. ALL NEW LANDSCAPE AREAS ARE TO BE WATERED LUITN AN Lacs" Lwrr AUTO" iATIC WATER CONSERVING IRRIGATION SYSTEM. Ile" -�'► w."erdAwo -Arr NFlolldl� 4 l�lgontwr A a t.ww ?. ALL NEW 81-1=:18 AND GROUND COVER AREAS ARE TO BE PESEP"AL ACCEgTS MJLC"ED WIT�4 A MINIMl1i` 2' DEPTH OF SPECIFIED M`ULCN. This document has been designated as Department of Justice, Immigration and Naturalization Service "Limited Official Use." Material marked as Limited Official Use must be safeguarded against unauthorized or inadvertent disclosure. It must be stored in a locked container when not in use and disposed of by shredding or burning when no longer useful. Reproduction and dissemination beyond the recipient is prohibited without prior approval of the Office of Security, Security Operations Services Branch, at (202) 305 -9999 or the Administrative Center Laguna Security Office at (949) 360 -3178. ovi * /k NOTE: ADDITIONAL SCREENING PR OVIDED ALONG PER!Voll"ETER OF SERVICE AREA. GENERATOR SCREEN WALL NTS ST ATE OF W RE FED T Cs►TACATrE ND. 321 hrr num , AFW 2 6VW 4 pM/T cent.. LANDO MuE«MA A99901ATMN - D ISGN >r � 3� LA NDSCAPE SCHEDULE AND DETAILS A S+�E�? M � i ( �IYEISMAN __ _ - _ ___ „_ ; _ P _ 12 _ _ __. � _ -_ � D I 1 , I �/ { T drawn by N. P srW�g l ot _ .- n� arr t `� BAR 1lE -SUB*" , AI_ - 10 -03 -03 MML, J 61TEPLAN CwANaS 6 E A T T L E D 15 T R i C T OFFICE into M1All1 crdsC Ad kn 3 SWELL 4 COME SU ► NG ME W I t A - 30 -03 � it 0 0 M I IF 8 0 o f 0 A I A 2192L 0 MA 2 BA.11t RE- SUBM ITT4L 1 -21 - CORPORATIO 125(1 0 TUKLJIL A INTERNATIONAL '5LVD. m ��N I e A!! au0*:TTAi 12 .17 -0 .,� ..,d tn► �Atlon t�,�rl.Ipry 2 -4 -m4 130 LAKESIDE SEATTLE, WA 98122 206 325 2553 1109 date —"- -- • SEATTLE, WA54INGTON O. ISSUE DATE, 'NO. ISSUE DATE . , .. . , .�••....... •••.w ..rr• •- ._ -. _�_...�•,_-. r -. "_ '._f, +•..r.•. r.. ._. __ __ - � ... ._- _ _ _ �...- - ._ _. . _._._-. -.r.�» -... _ _ -_. .. . _ - _- ,,. .... .-•... ^. . -. _ .. • ... _ - ... _ . - r C H GENER� LANDSCAPE SCREENING _ - -- -'- -- - - -- "A&m ahu WU i sladL f od 1w..n Is (� w J14, N..«+"alw tips. i paylt bsl....P.r...rn. ay.M..i 7 OMM M&"G' / 'fir d'SrWIIA tewq*" A AUM ft" / AMUM P"we ll.l•v L.a.FUw .ra+ln"w" r.w P%mi*w* i spotted NotUe « ca wOe"a WAM porwter' wr"d&AM I as lion paw, 1WI and tuft Ul+.rO so am -+w rar0 0 oat.«» trbwPld.t. 'wtd+n' so ton I10y I gallon pow, pant adjacan► wall .h.r. Oww 617E mirkiT" rlddC Table MO Mlenoh • 'Trash Gan 0 PHA~ Wetpond Landscape Schedule .Ytrt _ CM NWA#ACOL twwe CX*AX N MNI! _ a2: of CONXT04 • 2C oecou" Tom 4 e'IAR'r WA MIT1St cNewt>r Ci� ,�TC0W. 36 WT. ORM , 4 M'ELAICIilm AL10mu 11 C U. 36 Irt. atmClow, Ir 0 33 —! it! TIMM ADO 1111ASA r' OC"I D= put b GAIL, 36' 1R. Gl1011i O 20 COMA COWA C 11 A MAMM 6 GAL Cart. 36' W. ORS, NPMW 40 MI ® 43 4'~ eTGlroli"" OWIM DOGWOD 2 GAL. COW. 0 .24• Wt. NLOO lRY GRAN Q 23 OUIIIO A A90CUM D1111111aw GRAPE 0 4e 0 7 MF0I11CAVM AM* Q 21 d&CK 400100^4 HOOKO" K.LNM C) b4 eEAMOn+r v1E ~ IllollelElel+ tiJ 22 "IGlII6 OMWTAKI6 el�tr+0�l1#eT' O ab MA AEiOSA Rau" 11M .•. :•:•::•••• LOW GROW SM %4X 9ASM DEAD STORAN!aE WATBt IN KOO COINT'r 11MACANTO 'LAN MIX IB"D MDC 14 L1* / km 0 • 0% MW TALL 1lIC><E �v1► LONS M111111111111111114 ItrE 'IerrrtAr hrr num , AFW 2 6VW 4 pM/T cent.. LANDO MuE«MA A99901ATMN - D ISGN >r � 3� LA NDSCAPE SCHEDULE AND DETAILS A S+�E�? M � i ( �IYEISMAN __ _ - _ ___ „_ ; _ P _ 12 _ _ __. � _ -_ � D I 1 , I �/ { T drawn by N. P srW�g l ot _ .- n� arr t `� BAR 1lE -SUB*" , AI_ - 10 -03 -03 MML, J 61TEPLAN CwANaS 6 E A T T L E D 15 T R i C T OFFICE into M1All1 crdsC Ad kn 3 SWELL 4 COME SU ► NG ME W I t A - 30 -03 � it 0 0 M I IF 8 0 o f 0 A I A 2192L 0 MA 2 BA.11t RE- SUBM ITT4L 1 -21 - CORPORATIO 125(1 0 TUKLJIL A INTERNATIONAL '5LVD. m ��N I e A!! au0*:TTAi 12 .17 -0 .,� ..,d tn► �Atlon t�,�rl.Ipry 2 -4 -m4 130 LAKESIDE SEATTLE, WA 98122 206 325 2553 1109 date —"- -- • SEATTLE, WA54INGTON O. ISSUE DATE, 'NO. ISSUE DATE . , .. . , .�••....... •••.w ..rr• •- ._ -. _�_...�•,_-. r -. "_ '._f, +•..r.•. r.. ._. __ __ - � ... ._- _ _ _ �...- - ._ _. . _._._-. -.r.�» -... _ _ -_. .. . _ - _- ,,. .... .-•... ^. . -. _ .. • ... _ - ... _ . - r C H GENER� LANDSCAPE SCREENING _ - -- -'- -- - - -- This document has been designated as Department of Justice, Immigration and Naturalization Service "Limited Official Use." Material marked as Llntfd� Official Use must be safeguarded against unauthorised or inadvertent x 6 disclosure. It must be stored in a locked container when not in use and ft4 disposed of by shredding or burning when no longer useful. • 1TCV Reproduction and dissemination beyond the recipient is prohibited without prior approval of the Office of Security, Security Operations Services Branch, at (202) 305 -9999 or the Administrative Center Laguna Security Office at (949) 360.3178. P O R A T I O N 12500 TUKUJIL4 INTERNATIONAL BLVD. 664E 4 CROW 15W LPING PEWIT i TUKWILA INTER BLVD , This document has been designated as Department of Justice, immigration and Naturalization Service "Limited Official Use." Material matoked as Limited Official Use must be safeguarded against unauthorized or inadvertent disclosure. It must be stored in a locked container when not in use and disposed of by shredding or burning when no longer useful. Reproduction and dissemination beyond the recipient is prohibited without prior approval of the Office of Security, Security Operations Services Branch, at (202) 305 -9999 or the Administrative Center Laguna Security Office at (949) i TUKWILA INTER BLVD , This document has been designated as Department of Justice, immigration and Naturalization Service "Limited Official Use." Material matoked as Limited Official Use must be safeguarded against unauthorized or inadvertent disclosure. It must be stored in a locked container when not in use and disposed of by shredding or burning when no longer useful. Reproduction and dissemination beyond the recipient is prohibited without prior approval of the Office of Security, Security Operations Services Branch, at (202) 305 -9999 or the Administrative Center Laguna Security Office at (949) tjojL ADD M�IALL THICKNESS E= 2 ZtPER PLAN 2" 2" CLR. CLR. REINF. PER SCHEDULE V. 5�1 1 5 ` 0C H. E.F. ea FTG. DRAIN , 0 0 5 FREE DRAINING - 4 l W 0240oc BACK FILL - - tPDXY COAT 0 0 ` I — CONT. --, \ SECTION A -2.1 i ft a it—on 4 (4) -/5 CONT. #5 024"oc [PER PLAN] i7 LOCATION THICKNESS (t) EARTH FACE INSIDE FACE V1 PER PLAN V2 w5 015"0C H. V3 16 #5 015 "oc E.W. FOR H < 21'-0": #9 013j"oc V. GRIDS G &@ • BEYOND PLANK BRG. FOR 21' -0" < H S 23' -0": #9 010 "oc V. N 0 coo #9 013 "oc FOR 23' -0" < H 1 25' -0`: 09 07j`oc V. ` p0 ` " NEOPRENE ° ' �� o 0 #6 014`oc V. BEARING STRIP, GRID 2� 12" #5 015 0 0c E.W. PER SECT. C -2.1 2" o TO FACE OF WALL ROUGHEN SURFACE PLANK a 2 " /5 015 "oc H. BRG. - PER PUN 2" #4 018 "0C GRAD - v• ,41 018 "o D C.I.P. WALL EXTEND 3' - 0" - ■ PER PLAN. INTO WALL 4 ' 1 REINF. PER '. SCHEDULE SECTION F -2.1 i s m V _ O N 6` C. STEM WALL 1 I.P. 2" 2' LR 1 C . LR. � 5 012'cc V. E.F. 5 01 8`0•- H. E. F. ' \ ' 2 4` oc PDXY COAT N - Sh ... SECTION 13-2.1 i s 8i 3 SECTION G -2.1 WALL REINFORCING SCHEDULE LOCATION THICKNESS (t) EARTH FACE INSIDE FACE V1 PER PLAN V2 w5 015"0C H. V3 16 #5 015 "oc E.W. FOR H < 21'-0": #9 013j"oc V. GRIDS G &@ • a: • " FOR 21' -0" < H S 23' -0": #9 010 "oc V. N #6 016 H. #9 013 "oc FOR 23' -0" < H 1 25' -0`: 09 07j`oc V. IL II Ht 25' -0` TO 28' -6" 18" ` /5 015 H. J "xi" NEOPRENE BRG. STRIP, #6 014 oc N. #6 014`oc V. FOR 25' -0" < H 1 28' -6 ": #9 06 "oc V. GRID 2� 12" #5 015 0 0c E.W. #5 015 "oc E.W. GRID 3O TO FACE OF WALL #8 09 - 0c V. #6 011 "0C V. • 14` /5 015 "oc H. i5 015 "oc H - _ �!�t�!1!"tt'+!1�M �•• -1q - P�IIP4? MR- 1�!�»r4 ,�t,6....� R+1.� lr•�». Ir! (H) • WALL CLEAR HT. BACKFILL WALL • PRIOR TO SETTING PLANKS. I 4 01 G*oc EA. WAY 05 CONT. V ` WALL ! +W1 SLOPE 30 CONIC. TOPPING W/ /3 012`oc V1 PER PLAN V2 PER PU1h t2 V3 'V4 N CLR. a _,.:,:•,r',� ` 1''' �;";7 OW CORE , -u PLANK • a: • " PER PLAN N #6 016 H. #9 013 "oc 09 012 "0c IL II Ht 25' -0` TO 28' -6" PER SUPPLIER PL IER (TYP.) ` v 3 " J "xi" NEOPRENE BRG. STRIP, #6 014 oc N. #6 014`oc V. TYP. U.N.O. ROUGHEN SURFACE - PLANK HOLD 1 " CLR. D PLANK BRIG. 4 BRG. TO FACE OF WALL o 8 • C.I.P. WALL PER PUN 2" #4 018 "0C GRAD VARIE v• SECTION P -2.1 ■ 112`oc SCHEDULE WALL ! +W1 W2 V1 H1 V2 H2 V3 'V4 I I t _e, 25' -0" 22" 11' - 6` 5'--0" SEE IBEL.OW #6 016 H. #6 016 "0c V. #6 016 H. #9 013 "oc 09 012 "0c IL II Ht 25' -0` TO 28' -6" 24" 13' -6" 5' -6" SEE IIBELOW #6 014 oc N. #6 014`oc V. #6 014 "0c H. #9 012 oc #9 011 0 0c TOP OF Y/.11 TOP OF 112`oc 112 "oc TOP OF WA11 -- TOP O -- ti * : t : y 1 .. .. .. ..:t�.. a .. t + :.•, ''tia ,.fit ..d . •Yd•v 1r Lii'w.�i. 8itfiM wF •i�dwi• d \.1 w �bYtWltwrt�k l ie "m PER OuTNG Wit. 4 "x3 "xi" CONT. TRMI AIVL.E 401 EXTEND CLR. RY -1MELD GRATNG W/ J "9x0' -a" W.H.S. 012 . SLAB REINF. P R x2' - 6" 018'oc , T - " " - � - PER PLM TYP. AROUND PERIMETER PER PLAN P LAN 011 AT BEND i r Ii - �S O10 "oc S. 1 - 0 TOP OF j ` WALL DETAIL d 1 7 8 C.I.P. SLAB 1a/ 05 010 "0c E.W. SOT. �• EXTEND 24• INTO 84. (TYP.) ;3 01 2"oc TA I * E L e1 N SLOPE TYP. SLAB REINF. PER PLAN '��'' PER PUN 4 1 y a p !> ><° o h PER PLAN [PER PLAN] • , POP Old Al o _ x - ' SLAB F. ., er - GROUT DAM q P I~ PER SUPPLIER (TYP.) a = ) "� EXTEND BEAM OR CLOSURE POUR fi p 3 " } NEOPRENE BRG. STRIP, 0 PER SECT. C -2.1 WITH BEAM TO ACCOUNT FOR PLANK ; •� MODULE 1 n o PLANK . BRC. ° - ' -0" IF MORE THAN Il". CONTACT E.N.W. N 5' -0" R.O. D 30" WIDE x 16` DEEP VFY. W/ CMLVDWOS. C.I.P. BM. W/ (4) -09 ►' tt" \ Q Li » C.I.P. WALL T.dcB. 6C �3 � oc 03$"oc f , Q PER PLAN f , , a p AT WALL 'Y 1 SPREAD VERTS. �- ADO (2) -#5 T.BB. a. S 1 OE CUT HORIZ. BAR TYPICAL WALL PENETRATION PIPING 18' DlAm OR LESS 112 "0c 112 "oc 012`oc two ' e r •,,'r' •, day j+ � � �* <, ^/ f.. y C1TY 14AV 16 04 AS 11010 0 0,G Nvs0 SEE WALL RE INF. 1 1 T I I I T T T V-7 .ELEVATIONS ADD 1- /5x4' -0' EA CORNER � U �+ SE 2 -/5 FOR WALLS 8 do LARGER. 1 -/5 EA SIDE, TOP do BOT EDGES. USE 2- FOR WALLS B & L AkER. I PROVIDE THIS MIN. ADDED REINF. O ALL CONC. WALL OPNGS. UNLESS OTHERWISE NOTED. START ALL WALL BARS O EDGE '� HOOK BARS O OPNG F OPN • ( 1 • CLR.). SPACE IF WALL IS A SHEAR BETWEE O PNGS. WALL EXC MAX. SPACM AS GIVEN IN REINF. SCHEDULE. TYPICAL CONCRETE WALL OPNG, 614• ■ 1'•O" V CORNER BAR � MIN TO MA TCH HORIZ. V4 MIN. VERT. BARS •-- VERT. BARS HORIZ. BARS — HORIZ. BARS _t CORNER INTERSECTION SINGLE LAYER REINF. CORNER BAR 2 - /6 TCH HORIZ.i� MIN. • • i t VERT. r V77T. HOW. BARS HMZ. BARS _ 1 � r*v " APR z6 11111-W, . CORNER INTERSECTION i• 1 DOUBLE LAYER REINF. 9:1 MIDDLETON• INC 3/4" s 1' -0` it 0. PROPERTY OF THE UNITED STATES GOVERNMENT FOR OFFICIAL USE ONLY. oo not rwno thl• notice. it , I ... AM . I , 114IE: 7 GENERAL NOTES THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE aSflaCTOks CODE: UNIFORM BUILDING CODE -- 1997 EDITION - ASTM'S LATEST EDITION JNSPECTIONS AFE TO BE PER UBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING LIVE LOADS LAS FOUNDATION: INSPECT FOOTING EXCAVATIONS AND PROV COMPACTION TESTS. O.. .•••••••••• ..•.......Bu M PH , EXPOSURE C ...........•........$U M CONCRETE: r TAKE CONCRETE CYLINDERS AS REQUIRED BY CODE. VERIFY FLOOR MPH (PL MN(6 DRAT 1 HVC } ..........11520 4 ' 25 PSF SNOW OR 250 PSF MIN. N . SLUMP, STRENGTH, AIR CONTENT. PLACEMENT OF CONNECTIONS SEISMIC 70NE........0.......000.63 AND ANCHOR BOLTS. REINFORCING: VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH OSHA STANDARDS APPROVED PLANS. CHECK FOR REQUIRED COVER, S VAN THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT AND SPACING. OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS Cam' EXPANSION Ni COPY OF ICBO REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED FOR ANY NONICOMPL 1 MICE WITH OSHA STAND P%RpS , TAK 1 NNG INTO ACCOUNT THE GENERAL MASONRY ANCHORS b MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR CONTRACTOR'S FANS AND METHODS THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY BILLED IN D01MEL5: ADHESIVE SYSTEM INSTALLATION IS IN ACCORDANCE WITH NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO REPORT. CONSTRUCTION. THE GENERAL CONTRACTOR 1S TOTALLY RESPONSIBLE FOR MEANS AND MELDING: ; PER AWS. SECTION 8. INCLUDES WELDING OF REINFORCING AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. DECK • INSPECT THE FOLLOWING PRIOR TO MELDING: PERSONNEL QUALIFICATIONS, MELDING PROCEDURES, MELDING EQUIPMENT, FOUNDATION ME LDING CONSIAIABLES . BASE METAL QUAL I TY , JOINT IN ACCORDANCE WITH SOILS REPORT No. E- 2579 -44 BY EARTH CONSULTANTS. INC. DATED. PREPARATION AND FIT -UP. PREHEAT. MELDING CONDITIONS. FEBRUARY 20. 2003. PREPARE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. SOILS "INNG MELDING INSPECT THE FOLLOWING: TACK MELD QUALITY, BEARING 5000 PSF PER SOILS REPOT. SOILS ENGINEER IS TO VERIFY ALL FOOTING (MELD PROCEDURES. INTERPASS TEMPERATURES. CONSLIMIABLE EXCAVATIONS. LATERAL EARTH PRESSURE 25H AND 6H FOR SEISMIC LOADS. FRICTION CONTROLS. INTERPASS CLEANING, VISUAL INSPECTION, NOT, IF 0.35 (INCLUDES FS - 1.5) PASSIVE - 350 PCF (INCLUDES FS 1.5). REQUIRED. AFTER MELDING INSPECT THE FOLLOWING. IF 315 Vc REQU 1 RED : CONFORM 1 TY TO PLANS AND SPEC I F 1 CATIONS. CAS T-N o PLACE- CONCRETE G r d I t�uQ CLEAN ING, VISUAL INSPECTION. NDT , REPA 1 RS INSPECTION. F'c - 3000 FOR FOOTINGS AND SLAB ON GRADE, POST MELD HEAT TREATMENT, DOCUMENTATION. NDT IS REQUIRED F ' c - 4000 PSI FOR RETAINING WALLS AND TOPPING SLAB OVER PLANKS AND TEES, ALL FOR ALL COMPLETE PENETRATION MELDS - SHOP i FIELD. CAST -IN -PLACE WALLS. VISUAL INSPECTION IS REQUIRED FOR ALL OTHER FIELD MELDS. ULTIMATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORTIONED ON THE BASIS WELDHEAD STUDS: VERIFY THAT STUDS ARE PROPERLY INSTALLED BOTH IN FIELD AN0 OF FIELD EXPERIENCE AND TRIAL MIXTURES OR BY WATER - CEMENT RATIO AS DESCRIBED IN ON SHOP FABRICATIONS. INSPECTION SHALL INCLUDE BENDING A CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. IF WATER - CEMENT MINIMUM OF TWO STUDS AT EACH SET UP IN ACCORDANCE WITH RATIO METHOD IS USED, MAXIMUM WATER - CEMENT RATIO SHALL CONFORM WITH TABLE 19-A -7 TRW NELSON'S RECOM/MENDAT I ONNS . OF UBC . M i X 1 NG AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO gNOp DRAWINGS PRODUCE A DENISE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODlUCIBL.E SEPIAS OF SHOP DRAWINGS TO SEGREGATION OR EXCESS FREE SURFACE WATER• SEE SPECIFICATIONS FOR ADMIXTURES. ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED 8 STAMPED FOR COMPLIANCE AND PROVIDE 5% ♦ 11/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND PRIOR TO FABRICATION FOR: MISCELLANEOUS STEEL. REINFORCING STEEL, AND PLANKS. THAWING EXPOSURES. LIMIT WATER - CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .2%. SPEc AL f ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZINNG ADMIXTURES MAY BE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER - CEMENT RATIO OF DESIGN MIX SING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SUBMITTAL, SEE SPECIFICATIONS FOR CURING 3/4" CHAMFER ALL EXPOSED CONCRETE SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. A8MVlA P PRESTRESSED HOLLOW CORE PLANKS & T EES ARCH. - ARCH I TECT M.A.S. • MASONR ( CLAY OR C J ) DONE IN ACCORDANCE WITH ACI STANDARD 318. BUILDING CODE B. OR BOT. - BOTH M.R.S • METAL ROOF SUPPLIER REQUIREMENTS FOR REINF ORCED CONCRETE- AND SHALL COMPLY WITH APPL I CABLE LOCAL N.F. NEAR BUILDING CODE REQUIREMENTS. THE PRECAST. PRESTRESSED HOLLOW CORE SLABS SHALL BE BLDG. BUILDING N.T.S. NOT TO SCALE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND LOADING CONDITIONS SPECIFIED ON C.I.P. - CAST IN PLACE O.F. OUTSIDE FACE THE STRUCTURAL DRAWINGS. DESIGN CALCULATIONS SHALL BE SUBMITTED TO THE CLR. CLEAR OPNG. +• OPENING STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL. DESIGN StSMITTALS SHALL BEAR THE CNTR• CENTER O.T.O. OUT TO OUT STAMP AND SIGNATURE OF A STATE OF WASHINGTON REG I STEREO PROFESS I OWAI. ENNG 1 VEER CONC . CONCRETE PNL . PANEL EXPER 1 EN(3 =0 I N PRECAST . PRESTRESSED CONCRETE DESIGN. CONCRETE MIX SHALL BE CONT . - CONT 1 t UOUS RE 1 NF . « RE I NFORC I NG DESIGNED BY THE MANUFACTURER AS REOUIRED FOR PROPER OPERATION OF THE PRODUCTION CONTR. - CONTRACTOR R.O. « ROUGH OPENING EQUIPMENT. THE COMPETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI DIA. - DIANETER AT THE TIME OF DETENS:ONING. AND 8.000 PSI AT TWENTY-EIGHT (28) DAYS. WHEN EA. w EACH $ w. « SIMILAR � REQUIRED, CONCRETE COMPRESSIVE STRENGTH SHALL BE DETERMINED WITH A CALIBRATED EL. OR ELEV. w ELEVATION SYMM. • SYMIMETRICAL REBOUND TEST HAMMER IN ACCORDANCE WITH ASTM SPECIFICATION C -805 . CEMENT SHALL E.N.W. OR EN W` - ENG I NEERS NORTHWEST T . - TOP CONFORM TO ASTM SPECIFICATION C -180. AGGREGATES SHALL CONFORM TO ASTM E.F. - EACH FACE T.O.F. • TOP OF FOOTING SPECIFICATION C -33 OR C -330. PRESTRESSING STRANDS SHALL BE 7-WIRE UNCOATED HIGH- E•W• - EACH WAY T.S. - TUBE STEEL TENSILE STRENGTH STRAND IN CONFORMANCE WITH ASTM SPECIFICATION A -416. GROUT FOR F.O.C. FACE OF CONCRETE TYP. - TYPICAL AT ALL LONGITUDINAL SHEAR KEYS BETWEEN SLABS SHALL CONSIST OF ONE PART CEMENT TO THREE F.O.P. FACE OF PLYWOOD SIMILAR PLACES PARTS PAVING SAW FACE OF STUD . BY WEIGHT. WITH A MAXIMUM WATER CONTENT OF FIVE (5) GALLONS F.O.S. FOS U.N.O. - UNLESS NOTED PER SACK OF CEMENT. UNLESS OTHERWISE INDICATED ON THE DRAWINGS. ALL SLABS WILL F.O.W. to FACE OF WALL OTHERWISE BEAR ON A THIN NEOPRENE BEARING STRIP APPROXIMATELY 1/4" THICK AND 3/8" WIDE. FTC. .. FOOTING V. OR VERT. - VERTICAL HOLLOW CORE SLABS SHALL BE PRODUCED BY A FIRM WITH AT LEAST FIVE CONTINUOUS H. OR HORIZ. I. HORIZONITAL V.I.F. - VERTICAL INSIDE YEARS OF EXPERIENCE IN THE MANUFACTURE OF PRESTRESSED HOLLOW CORE UNITS. THE INC. INCLUDING V.O.F. VERTICAL OUTSIDE MANUFACTURER SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW AND APPROVAL. FACE DRAWINGS SHALL SHOW NUMBER AND SIZE OF PRESTRESSING STRANDS. PRESTRESS FORCE, K8 « KWIK BOLT W/ - WLTH BLOCKOUTS , MARK N�UMBERS , AND ALL OTHER DETAILS NECESSARY FOR THE MANU`ACTURE AN0 L.L.H. « LONG LEG HOR I ZONITAL INSTALLATION OF THE HOLLOW CORE SLABS. ROUGH OPENINGS AND BLOCKOUTS REQUIRED L.L.V. LONG LEG VERTICAL FOR STRUCTURAL CONNECTION OF HOLLOW CORE SLABS SHALL BE PROVIDED BY THE MANUFACTURER, AS sHroWN ON THE SHOP DRAWINGS. MANUFACTURER SHALL PROVIDE ROUGH BLOCKOUTS. WEN SHOWN ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. FOR MECHANICAL/HVAC PENETRATIONS OVER 8 INCHES IN DIAMETER OR WIDTH. FIELD CUTTING OF HOLLOW CORE SLABS SHALL NOT BE DONE WITHOUT THE PRIOR APPROVAL OF THE ARCHITECT/ENGINEER AND THE MANUFACTURER. APPROVED CUTTING OR DRILLING SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THE MANUFACTURER'S WR I TTEN RECON ENDAT IONS. THE ERECTOR SHALL LIFT. HANDLE, AND PLACE HOLLOW CORE SLABS IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS AND APPROVED PLACEMENT DRAWINGS. THE HOLLOW CORE SLABS SHALL BE PLACED WITH THE MINIMUM END BEARING SHOWN ON THE DRAWINGS. REMORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A615, GRADE 60 (f - 60,000 psi). LAP CONTINUOUS REINFORCING BARS 36 BAR DIAMETERS. 2' -0" MINIMUM, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS W-0 -0" MIN . BEND) FOR ALL HORIZONTAL REINFORCEMENT• DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". MELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST -IN -PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.. • 3 FORMED SURFACES ...... ... ............ EXPOSED TO EARTH OR WEATHER ..................#6 AM LARGER...... 2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUNO� LER.....1 -1/2 SLABS, WALLS. JOISTS.. ....................14 AND LARGER ...... 1 -1/2 BEAMS, COLUMNS 011 AND SMALLER ...... 3 /4 PRIMARY REINFORCEMENT. TIES. STIRRUPS, SPIRALS ............ 1 -1/2 RESAR DOWEL INSTALLATION DRILL HOLES FOR DOWELS IN ACCORDANCE WITH GROUT MANUFACTURERS RECOMMENDATIONS. BLOW HOLE CLEAN WITH OIL FREE COMPRESSED AIR. FILL DOWN HOLES WITH A MEASURED AMOUNT OF HILTI HY -150. INSERT REBAR AND SECURE UNTIL GROUT HAS REACHED ITS INITIAL CURE. ALL WORK SHALL BE BY PERSONNEL EXPERIENCED IN THE USE OF THIS PRODUCT, AND IN ACCORDANCE WITH ICBO REPORT NO 5193. RIUNFORCING STEEL WELDING USE ASTM A706 GRADE 60 (ff - 60000 ppsi) FOR ANY REINFORCING THAT IS TO BE MELDED. FOLLOW PROCEDURES OF ANSI/AWS D1.4 -92. "STRUCTURAL WELDING CODE - REINFORCING STEEL". USE E 80XX LOW HYDROGEN ELECTRODES CONFORMING TO ANSI /AWS A5.1 OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE 1S BELOW 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES FAHRENHEI FOR NO. 7 THROUGH N0.11 BARS. DO NOT WELD NO. 14 AND NO.18 BARS. DO NOT MELD WITHIN 3- INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELDING; DO NOT QUENCH. USE WASO CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. STRUCTURAL STEEL ALL WORK IN ACCORDANCE WITH "A :SC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS' . AND THE "CODE OF STANDARD PRACTICE ". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: STRUCTURAL STEEL ASTM A -36 Fy- 36.000 PSI TUBE SHAPES ASTM A-500, GRADE B Fy- 46.000 PSI PIPE SHAPES ASTM A -53, TYPE E OR S. GRADE B Fy =35,000 PSI WELDHEAD STUDS ASTM A -108 Fy- 50,000 PSI) ANCHOR BOLTS ASTM A -307 HIGH STRENGTH BOLTS ASTM A -325 BASE PLATE GROUT ASTM C -1107 ALL STRUCTURAL STEEL BOLTED CONNNIECT I ONS ARE ASTM A -325 TYPE N CONNECTIONS - BEAR I NG TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONECT I ONNS ARE NON -SL I P CRITICAL AND BOLTS NEED BE TIGHTENED 'SNUG TIGHT" ONLY. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A -325 BOLTS IN ACCORDANCE WITH 'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" (11/13/85). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER UBC TABLE 19D FOR CONCRETE AND UBC TABLE 21N FOR MASaWy . UNLESS SHOWN OTHERWISE. ALL WELDING TO CONFORM WITH AWS D1.1 "STRUCTURAL WELDING CODE - STEEL". MELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WIELDED JOINTS SHALL BE AWS PREQUALIFIED. MELDHEAD STUDS (WHS) ARE TO BE MACHINE MELDED WITH PROPER EQU 1 PMENT AS REQUIRED BY MANUFACTURER. CONCRETE EXPANSI ANCHORS _ `HILTI KWIK BOLTS" - INSTALL IN ACCORDANCE WITH ICBO REPORT N10.4627 . MASONRY ANCHORS - "HILTI SLEEVE ANCHORS" - INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. COORDINATE W)RK WITH JOIST MANIUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. � ad1AIsN►�O�1L O1110•7►y�N v .T•BlJ -pl •!8- �QIiO.1.eMr N0�4•D -a4. &Waft WrW" 1K I .. • ,• +'.: . «. p. fN 1 %fw �:. re .1S' (, "1y',':i v:y. ..'•C�'r�'w�•+:S�A1. 1 +1tf- '71�w. , s:,A..+1`r,4i w. ' ,:y ,,r .,, , .. 1 111' -4" B TR BLOCK WALL a I O THERS rA-.1 - ev '' 29.50' _ 3 .wrwww.r`"rwwr,w. �r• wi.�.ww,rw�r��•r�wwwwr�w��w�� ' .. 30 44" w �� C.I.P. WAIL 31 REINLF. PER 4" SLAB ON GRADE w SCHEDULE W/ 5x8/W 1.4xW1.4 W.W.M. S' ! A -2.1 29.88' N 2 I x�. 30.43 •, UCONNT. FT1G. a: C.I.P. WALL � , iD U REINF. PER r , 30.44' 8 2.1 .� SCHEDULE ' (29.50) gc � 31.00' p , ,: ~ - w -ter• w -w w ....r w ..,... w r. � , 30.44" ryN,,I, - ' � .. - •. •• ,- 31.00' FTG. .[ ` 29.88' - X43 ` •rrwr �•�wr '•- +,n.w•w•rr�w• -w .,• 30.44' .. • 31.00' (29.50') f • • ' ^ v A�Llj �` ✓ '• STORM �DETENTION VAULT FOUNDATION 1 _ 0 . r2 1. HOLD INSIDE FACE OF WALL FLUSH. STEP OUT SIDE.. CITY Of ROMA t A N"oft • . 111' -4" M9 le M4 Q AS MAD � [C-2-1 E42.1 LOCATE 6' OFF T.O. PLANKS [53.60'] G 4 12" DEEP PRECAST HOLLOW CORE PLANKS w/ #3 CO NC. EPDXY COATED. LOCATE MANH I� GE b OFF PLANK EDGE 12" DEEP PRECAST HOLLOW CORE PLANKS w/ 3" CONC. TOPPING w� /3 012 EX EPDXY COATED. Too • ULTRA BLOCK WALL SY OTHERS T.O. PLANKS [52.64'] r • r , C.I.P. BEAJ • : ,. • . :., C. P. 40 tl n4 DTL d =' (D .1) ,. (D-2.1 to = D-2. 1) DTL. 1 RY -WELD HEAVY DUTY `�• . : (D -2. ) WALL STEEL GRATING 4 "xa • • • TYPE W 22 -4 (3 EQ. lil =4 C.I. B . • ... ; • • •. SECTIONS w/ HINGE AT . .•.,(; --e" C.I.P. ONE END) - (4 PLACES ) •' ; ` : �.. S LAB . .�. •.� 0 o dl :.,• (D- .1) 94 • : • 2' 6`xt' 4 JODEEP e" C.I.P. :'' :' '.: ; :fi :'•. C. P. B .: j- :SUB ' • • • ..' -4 DTL 1 - =4 111' -4" M9 le M4 Q AS MAD � [C-2-1 E42.1 LOCATE 6' OFF T.O. PLANKS [53.60'] G 4 12" DEEP PRECAST HOLLOW CORE PLANKS w/ #3 CO NC. EPDXY COATED. LOCATE MANH I� GE b OFF PLANK EDGE 12" DEEP PRECAST HOLLOW CORE PLANKS w/ 3" CONC. TOPPING w� /3 012 EX EPDXY COATED. s STORM DETENTION 'VAULT DECK LEVEL PLAN AIM. i . w 1.-0. === I -) ELEVATION$ SHOWN THUS: t I ARE TOP OF HOLLOW CORE PLANKS ABOVE DATUM. PROPERTY OF THE UNITED STATES GOVERNMENT FOR OFFICIAL USE ONLY. Cho not r~vi this nou 3 I 1 T.O. PLINKS [58.711 • I i , C.I.P. BEAJ 40 tl n4 DTL d =' (D .1) ,. ... D-2. 1) f - - T + WALL C.I. B . • ... ; • • •. . .•.,(; --e" C.I.P. t 4" ; ` : �.. S LAB . .�. •.� 0 o dl :.,• (D- .1) 94 D -2.1 .: j- s STORM DETENTION 'VAULT DECK LEVEL PLAN AIM. i . w 1.-0. === I -) ELEVATION$ SHOWN THUS: t I ARE TOP OF HOLLOW CORE PLANKS ABOVE DATUM. PROPERTY OF THE UNITED STATES GOVERNMENT FOR OFFICIAL USE ONLY. Cho not r~vi this nou 3 Z n, now 4 API? Q Sfto 1 i NAY 7 ZGJ4 REIO MIDDLETON, INC. I 4 IF a ` « 111 PA, I i Z n, now 4 API? Q Sfto 1 i NAY 7 ZGJ4 REIO MIDDLETON, INC. I 4 IF a ` « 111 PA, a .,. :►.... 4S AfW,r tt.'- N'1 '1AC�T'...YMtiSP112R':Y i'r:'wfsrli4'dd' .i1Y�KKlzi .� + rum + w.. �� •.w+rr- ••ww.�r•+ww— ..w�w+w_�w•- w.+•..� � �►... - -_... ... .w. -• .�-rr� � - �. ►n -�► . - . -.._ _ OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE / SW 1/4, SECTION 10, ALL IN T. 23 N., A. 4 E., W.M. - ,, t Or1A1101d CA Cal Cr 1� OAANI�IC r 00 T �� TO Ue�e�r I�ol♦err�. � . r WF*I W L NM I Mau W. j NORTH 0 10 20 B` GATE VALVE ULTRA sLoCK WALL 106.67' TOP WA,.L 55.0. 16`� 16' �j ,I,S t►> -- - °` DIP DRAIN LINE ;p LANDSCAPE AREA f 7 �S I CELL 2 4ANOSCAPE AREA S-(L5OX ' ,� � Q �, — — — — — — = ss = ••aa-s••s _ _ _ - -err := -ri _ CURB DRAIN 7 1 PLANTER 1 A i _ _ N �• , ! ,.. Try r , I I � _ �f 7 • 10' OUTLET E -37.36 l l I !! Ir INLET AN 7 ° CURB 4 CELL 1 6 I i 10 sTEPS BY I I 6 __ O TYP) � S-0.50% p ___ ___ - - - -- - - - - --- ------------------------------------------ I I I I 6 12' 7 1 2' II AC PAVEMENT — °• DRAIN N UU" Dung E -43.00 1 � o Y !T VD DETENTION VAULT CONSTRUCTIQN NOTES: O ACCESS PORTAL, LOCKING MANHOLE FRAME AND COVER � PER KING COUNTY STD DWCS 2 -022 AND 2 -023. MARK COWM " OSH CONFINED SPACE WAR" i U2 PRESTRESSED HOLLOW CORE PLAMIKS. ,+ O LADDER RUNGS AT EACH ACCESS PORTAL O PERIMETER FOOTING DRAIN: SEE STRUCTURAL PUNS , t DRAIN TO CO ; PCC FLOOR SLAB `• •` - ' . ,. V PROVIDE KNOCKOUTS FOR WET AND OUTLET STORM PIPES . • •- - _. ;.. .... r � • ULTRA BLOCK WALL r. TOP WAIL 62.51 'O 5'x10' ACCESS HATCH PER KING COUNTY STANDARDS <8 12 DIA SLEEVE FOR Alt GAP: SEE TYPICAL WALL PENETRATION ,, FOR 1d" OIA OR LESS ON STRUCTURAL DwGS - .� � �,• � �° . V 3' x 5' PASS THROUGH r V Q 10 ALUM ALTERNATING STAIR BY LAPEYRE STAIR INC OR EQUAL 7 2 LIFT ROD NAME t [' r� /yam �� • �• UFT ROD HANDLE ATTACH TO OONC DEC( NB17E MA7CII OPEN ATTACH 10 CONC DECK MgDE MAIM WOW t 100 Vw a-N.aS 100 bR In-4 OIR7EtArr FLE1A•4q.SB , NO TOP OE1IGENCY O%IERlAM ; t - PIPE S IV II•: 3'xa90 CAME PIE WIPORT: 3'1af0 QAa ' r a ► f , BOLTED OR "mmm r wm 1.°r CIA GA1i10E SEE DETAIL THIS sMEET 45 90111 08 mumm r gm B' RI9It 4 WALL •MAX 3 SPAQIC — t 40 -- - �IC♦t 1101 ? - !BULL W MIDI Y 1A01C as 12' 6 E -4B 00 3 CONIC TOP VAULT P AVEMEN T ] T Qr AC PAVEMENT 0 CURB PLANTER r CURB 'je t' JI CURB LANDSCAPE AREA PLAN SCALE: 1'•10' 7 2 60 7 0 t FINISH GRADE - _ 60 55 55 6 O = 50 3 — 44% OVEIIFLOW ELEVA71ON - V 45 «_ _ 1 NW,ET N -- — 45 IE -41100 = - � 40 10 3'x5' PASS 1FNU 37.36 MIN LIVE STORAGE Ws 'h 1 35 - E ' h�' - _- - �=�• F"SH GRADE ! � ALNLr FLOOR AT wAli ' 31.76 MIN DEAD STORAGE ISIS 30 4 — — --------------- - - - - -- -- DIP DRAIN Q VAULT FLOOR SLOPE -0.5OX 25 S Ir CI TE vI SECTION 8 SCALE 1`•10' A DETENTION VAULT DETAIL g L a A m HAMM NtH SX EVENLY S'AM HOLES LOCK PI ON 10 3/6' BOLT CIRC FOR BOLTING TO FLANGE CONNECTION. ADJUSTABLE LACK HIM WITH LOCK SCREW. 1' ROD OR TUNNIG, �VARIABLE LENGTH. umliadLE o o LEVEL LINE , u O O ' o O ,o LIFT HANOLF SHALL BE ATTACHED PER MANUFACTURER'S FRONT RECOMMCNDAPr*S, SIDE MAXIMUM OPENING NOTES: OF GATE 1. SHEAR GATE 91ALi BE ALUMP" ALLOY PER ASTM 0 - 76 - tG - 328 OR CAST PON AS111 A48 O.JLRS ,LOB AS REQUIRED. 2 GATE SHALL of Nr DIAM. UNLESS OTHERWISE SPECIE . a GATE SHALL BE JWNED To TEE SECTKIN BY 90LTMNG f 1NRaUGH FLUINC<l 1IELDING OR ONO SECURE MEANS. 4. LIT ROD AS SPECIFIED BY MFR NTH HANDLE EXTENDING TO WITHIN ONE FOOT OF COVER AND AE>~AUSTABLE HOOK LOCK FASTENED TO FRAME OR UPPER HMO *XD a GATE SHALL NOT OPEN BE MONO THE CLEAR OPENING BY LW TED MINE MOVEMENT, S1W TAB. OR O11E1t DEVICE. B NEOPRENE RUBBER GAI REOIAREO BETWEEN RISER MOUNTING FLANGE 00 GATE FL/IN% 7. MATING %%*ACES OF UD AND BODY TO BE MACHINED FOR PROPER FIT. IL FLANGE MOUNT" BOLTS SMALL BE 311r DIAN STAINLESS STEEL • ALTERNATE CLEANOUT/SMEAR GATES pf ANE DESIGN 900 ARE ACCEPTABLE, PROMM TNEY MEET w MATERIAL BPEmrXAT1QK ABOVE AND HAVE A SIX BOLT, 10 3/Nr' BOLT CIRCLE FOR BOLTING To THE FLAP" CONNECr*4. %EM Q&Z 12U& No WAM SCALE: AS NOTED 6 CtEAlI w CATE/sem r.AIE s ; CLEANQUT ISAXIMAR GATE SEE DETAIL THIS SEET ° SEE DETAIL THIS 40 Ir ou1lFT a �:,•� j - - - - - - - -- d 40 ✓" `� SOLID END PLATE I 1s' OUILET R T 35 35 ORIFICE STRAINER OIrFICE NO. t - DETAIL THIS SLEET ,• •-+.• - �; - 4 f•0.SOX , t' r ' r fa'.iDX 4 30 Y - iNr► -SECTION A CONTROL RISER - SECTION D EMERC3ENCY OVERFLOW -SCAM 11"EmS ' �� TOP OF WALL-55.0 NORTH ENO , CITY OF TUKWY.A • �pPROVtiD / TOP OF W ALL -62.5 SOUTH ENO LANDSCAPE rom GRADE 1IAN 1 AREA As *a 0 . 6 so 1 NA EVE - L '� ) 45 N E -4e GO 40 � 3 t4 35 s:.- -- Sam 00 T1 30 �S` DIP DRAIN 6` DIP DRAIN 'J . 4 9 5 TO 10111 A- SECTION C SCALE: 1' -10' NOTE: "EE STRUCTURAL PLANS FOR ALL STRUCTURAL CONSTRUCTION DETAILS. � 4M PKMB��M, • . 0 • . • . 1 ;1 1 a • e m a. '�R4;MINININININP��!� E1B,MINBINmoo �/� • a . • . REMOVABLE COUPLING PL.A TE 0 TH ORIFICE ;J .: . ATTACH ALUM SUPPORT AT THIS CORNER CONNECT PLATFORM FR CONCRETE WALL WAl RAMSET/IRAM HEAD FASTENERS OR SIMILAR FABRICATE ALUM SUPP FOR PLATFORM VELD ALUM PLATE TO SUPPORT FOR ATTACHM TO VAULT FLOOR AL1 These pbasl► has bcm review 0d f1v the Public '%Vorim DcpUMM for wnfornwfwc with current hooeptma is subject to won and City tlt triotations of so (>7 Ate` do or Or 6 s muss. Tbc 1"poosibilit} o m v w for the Bt o*wq of the ALP tats uttalh a ith the - Addltimeg deMiom (It 1+eliflilm% t0 1 rwse d ap shw thw doe wdi void thi% acccptl<ltce atd will Moon a reugmmittsl of 17N:Y iced dpi!, for wbwgnent W'c" O- .uon h1 . F,ml >wcall+ &M is twbl�ct wd the public Wotks uuhtvm i11Vw0 . .15 / SL ALUM HANDRAILS � THIS SIDE ATTACHED TO VAULT WALL MAMEMBImm 23' a 4�s r NI►r TOP TREAD TO BE LEVEL MATH PLATFORM 0 ` MEAE1 TFEAD PLM 1 2 in Hal ~ * t. STAIRS SHOWN BY LAPEYRE, INC. CONTRACTOR SHALL INSTALL STAIRS BY LAKYRE OR EQUAL UJ 2. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS TO CITY ENGINEER FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION. 3. ALL PARTS SM ALL BE ALL1wkw 4. ALL DIMENSIONS ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. S. LAPEYRE STAIRS MEET FEDERAL OHS REQUtREME NO SCALE DAV 1 D EVAN S ^PooASSOCIATES me. 16 20 W. Merl ,e View Drive, SuRe 200 Everett W ashington 96201 LANCE MUELLER i A880CIATEE DE DASCO021 D ON VAULT MU LS GHMT PARTMENT OF HOMELAN D SECURITY N� ++ C N1'1 1 Y s C T • A 1 �► SEAITLE LEM I CT OFRCE ow QMMUrM SET IZUO3 - PONT SET 4W4 130 LAKESIDE SEATTLE, WA 9a122 206 325 2553 CORPORATION 12500 TUKW�,.A ��. SEEM BEATTL.E, 11V If ON . cols w" 17 =4 NO. ERIE: DIANE No. w DATE ' its j 23' a 4�s r NI►r TOP TREAD TO BE LEVEL MATH PLATFORM 0 ` MEAE1 TFEAD PLM 1 2 in Hal ~ * t. STAIRS SHOWN BY LAPEYRE, INC. CONTRACTOR SHALL INSTALL STAIRS BY LAKYRE OR EQUAL UJ 2. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS TO CITY ENGINEER FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION. 3. ALL PARTS SM ALL BE ALL1wkw 4. ALL DIMENSIONS ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. S. LAPEYRE STAIRS MEET FEDERAL OHS REQUtREME NO SCALE DAV 1 D EVAN S ^PooASSOCIATES me. 16 20 W. Merl ,e View Drive, SuRe 200 Everett W ashington 96201 LANCE MUELLER i A880CIATEE DE DASCO021 D ON VAULT MU LS GHMT PARTMENT OF HOMELAN D SECURITY N� ++ C N1'1 1 Y s C T • A 1 �► SEAITLE LEM I CT OFRCE ow QMMUrM SET IZUO3 - PONT SET 4W4 130 LAKESIDE SEATTLE, WA 9a122 206 325 2553 CORPORATION 12500 TUKW�,.A ��. SEEM BEATTL.E, 11V If ON . cols w" 17 =4 NO. ERIE: DIANE No. w DATE ' its A PORTION OF THE SE 1/4 OF THE SE 1/4, / , SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4 SECTION 10, IN T. 23 N., R. 4 E., W.M. N.. _ - . _ =. X4 1-4 . _. 'Q�Qppo NOTES: FRAME ANC ORATE 1. CATCH BASINS SHALL BE CONSTRUCTED N ACCORDANCE WITH ASTMN (SEE STANDAil7 PLAN FOR DETAILS) C478 (AASHTO M 1") ! C880 UNLESS OTHERWISE S'M WN ON PLANS OR NOTED N THE WSDOT /APWA STANDARD SPECIFICATIONS. 2. AS AN ACCEPTABLE ALTERNATI TO REBAR, WELDED WIRE \ / FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES �. PER FOOT MAY E US ED. WIELDED UK FAIRK: SHALL COMPLY TO ASTM ' �• PLACED N 49KNOCKOSHTO M 221). WE FABRIC SHALL NOT E TS RISER SECTION S S• 3. ALL REINFORCED CAST -N -PLACE CONCRETE SHALL BE CLASS 4000. 6 SECTION 4. PRECAST BASES SHALL E FURNISHED WITH CUTOUTS OR HKNOCKOUTS, KNOCKOUTS SHALL HAVE A WALL THICKNESS 1 -03 BAR HOOP OF 2' MN. ALL PIPE SMALL E INSTALLED N FACTORY PROVOED KNOCKOUTS, UNUSED KNOCKOUTS NEED NOT OE ORROUTIED F WALL IS LEFT INTACT. • b DI AM M. PLLUS CATCH BBASINMOWALLE"DQEE�SS�. To PIPE aIER 5 • s• 6. KNOCKOUTS MAY E ON ALL 4 SIDES WITH MAX GAM. OF 17 KNOCKOUTS MAY E EITHER ROUND OR b• SHAPE. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION RISER SECTION c AND RISER SECTION SHALL NOT EXCEED 112'/FT. ' 12 SECTION B• CATCH BASIN FRAME AND GRATE SHALL E N ACCORDANCE 2 -#3 BAR HOOP NTH STANDARD SPECIFTCAIIONS 113 BAR EACH CORNER - /3 BAR EACH SIDE TOP AND BOTTOM 03 BAR ACROSS BOTTOM AND HAIEE'T THE STRENGTH REQURO"75 OF FEDERAL SPECIFICATION M -F -6210. MATING SURFACES SHALL E FINISHED TO ASSURE NON- ROC.'1 INC FIT WITH ANY COVER POSITION. / /�� 9. FRAME NO CRRATE MAY E INSTALLED WITH FLANGE DOM OR CAST INTO RISER. 10. MAX DEPTH FROM F"SHHm GRADE TO PIPE INVERT SHALL E 5'-0•. i I PRECAST BASE SECTION (MEASUREMENT AT THE TOP ' OF THE BASE) �r g&TCH Cllf� I�L-ET NO SCALE : �- FRAME aaD S TANDARD A PLAN FOR DETAILS) D o NOTES: D I. CATCH BASINS SHALL BE CONSTRUCTED N ACCORDANCE WITH ASTM 0478 (AASMTO M 149) R C11180 UNLESS OIHERNSE SHOWN ON PLANS OR NOTED N TFHE WS00T /APWA STANDARD SPECIFICATIONS, 2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR. WELM WIRE FABRIC HAVING A MN. AREA E 0.12 SQUARE W04ES �j • 1 O PER FOOT MAY SE USED. ENDED WIRE FABRIC SHALL COMPLY TO ASTM A467 (AASHM M 221). WINE FABRIC SHALL NOT BE s. PLACED N KNOCKOUTS. RISER SECTION 4' 3. ALL REINFORCED CAST- IN-KACE CONCRETE SHALL E CLASS 4000. 6' OR If 4. PRECAST BASES SHALL BE FURNISHED WITH QJTOUTS OR `- -' KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS 1 p BAR HOOP FOR 6 OF 2• MN. ALL PIPE SHALL E INSTALLED N FACTORY 2 /3 BAR HOOP FOR 12 PROVIDED KNOCKOUTS. UNUSED KNOCKOUTS NEED NOT E GROUTED F WALL IS LEFT INTACT. 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL M PPE OUTER • 3a• DAM. PLUS CATCH BASIN WALL TIOQNES& I 6. KNOCKOUTS MAY E ON ALL 4 SIDES WITH MAX GAM. OF 2e Q KNOCKOUTS MAY E EITHER ROUND OR b' SHAPE. e' 7. THE TAPER ON THE SIDE$ OF THE PRECAST BASE SECTION 6 REDUCING SECTION AND RISER SECTION SHALL NOT EXCEED 1/7. e CAT04 BASIN FRAME AND GRATE SHALL E IN ACCORDANCE NTH STANDARD SPECFICA706 AND MEET THE STRENGTH 2 03 BAR HOOP N N � BE FMHED TO ASSURE NON- ROCOMG FIT WITH ANY COVER POSITION. O. FRAME AND GRATE MAY E INSTALLED NTH FLANGE DOW CAR CAST INTO RISER. 10. MAX DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5' -0'. 11. EDGE OF REDUCING SECTION OR BRICK SHALL NOT BE MORE THAN 2 FROM VERTICAL. EDGE OF CATCH BASIN WALL 13 BAR EACH CORNER N ' PRECAST BASE SECTION - (MEASUREMENT AT THE TOP /3 BAR EACH SIDE , `l�`� OF THE BASE) r - /3 BAR EACH WAY CATCH BMW TYPE 1-L NO SCALE TRENCH WALL O 1 i 1 Fj 2' DEPTH CON ANCHOR BLOCK 6` MIN TYPO 181' MIN WI DTH • , 12' MIN • c • • e' MI a • • • • ' • a B MN CONCRETE FOOTNVG KEYED INTO UNDISTURBED SO L AS SHOWN NOTE.. DEPT, OF CONCRETE ANCHOR BLOCK SHALL BE A MN OF 2' - AND SMALL NOT BE INSTALLED WITNN 6 OF A PIPE ,JOIN T. 0-UMLMM ANCHOR DEl'AL NO SCALE a- -� - fir.•. ° -- �- :• -�-s* - •-�_ •.::,,_ �:. _ . r '00100 ►NOTES 1. CATCH BASKS SMALL BE CONSTRUCTED N ACCORDANCE WITH ASTM FRAME AND CRATE 0178 (AASHTO M IN " J: =0 1N M OTHERWISE 900 ON (SEE STANDARD PLAN FOR OETALS) GLANS OR NOTED IN 11E SOT /APwA STANDARD SiP oncinow • 2. AS AN ACCEPTABLE ALIEANATWE TO REAR, WCo WIRE FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER FOOT MAY E M D WELDED w FABRIC SM RISER SECTION 1- p BAR HOOP /dSER SECTION 2 -03 BAR HOOP p BAR EACH CORNER 3 BAR E ACH SIDE TO ASTMN A487 (AASHTO M 221 ME FARING SMALL N T '-. PLACED N KNOCKOUTS, i - - - S• A• ALL RETNFORCED CAST -N -PLACE CONCRETE SMALL E II 4 ANN OVERLAP CLASS 4000. ', 6 SECTION K. PRECAST BASES SHALL E FURNISHED WITN C UTOU73 GR KNOCKOUT& KNOCKOUTS 'HALL HAYS A WALL THICKNESS VALVE OPERATING OF r INN. ALL PIPE SMALL E NSTAUED M FACTORY NUT EXIE N" FROMM KNOCKOUTSL UNUSED KNOCKOUTS N1 1D NOT E GIROUIED F WALL IS LEFT INTACT. DETAIL) OPERATING NUT KNOCK To PEE aTH 1R OR CUTOU @AM W� T ALL BE 07M 3' FIISHED GRADE. DI i In�M MMrMUM CLEARANCE. STEPS N CATCH BASIN SHALL HAYS 24* •' 6' MAX s' 6. KNOCKOUTS MAY E ON ALL 4 SIDES VAIN MAX GAM. of W 6• we" CLEARANCE KNOCKOUTS MAY E OTHER ROUND OR '0• SHAPE ALL REINIFORCED CAST -IN - PLACE CONCRETE S ALL E T. THE TAPER ON THE SHOES OF THE PRECAST BASE SECTION CLASS 4000. ALL PRECAST CONCRETE SHALL BE CLASS 4000 STEPS OR LADDER. 12' SECTION AND R6ER SECT= SHALL NOT EOOCEkD 1 /2•/FT. PRECAST BASES SHALL E FUR ISED WITH CUTOUTS OR r r - & CATCH BASH FRAME AND GRATE SHALL E N ACCORDANCE WfOCKOUTS KNOCKOUTS SHALL HAYS A WALL T6CCNES6 OF t WITH STANDARD SPECIFICATIONS AND MIEET THE STRIDgTH 2' MN. UNUSED KNOCKOUTS FEED NOT BE GROUTED F WALL ti, REOAR UMTS OF FEDERAL SPECIFICATION M- F-621D. 15 LEFT INTACT. PIPES SHALL STALLED ONLY N FACTORY E IN MATING SURFACE'S SHALL E FINISHED TO ASSURE INON- ROCVNG FIT NTH ANY COYER POSIIM. \ I. FRAME AND GRATE MAY E DWALILD WITH FRANCE DOWN -' OR CAST INTO RISER KNOCKOUT OR CUTOUT HOLE SMZE SHALL EQUAL PIPE OUTER ID. MAX DEPTH FROM FN6SCED GRAE 10 PIPE INVERT SMALL E 5' -0'. 11. EDGE OF REDUCING SEC IN OR BRICK SHALL NOT BE MORE i THAN 2' FROM VERTICAL EDE OF CATCH BARN WALL. S i i 4A. - 6' CA PRECAST BASE SECTION (MEASUREMENT AT THE TOP ' OF THE BASE) HOLES 94ALL E 6' FOR 48 AND 54• C,&. 12' FOR 74' AND w CAA -e' `• i =' 03 BAR EACH WAY �� 6. CATCH BASIN FRAMES AM OR COVERS SHALL E N CRATES ' C AMH jM NO SCALE VALVE BO TO E 2" SQUARE --%_. IIIQM STANDARD OR EQUAL NUT TRAT E:1NRS To BE AUQED CIPE A WITH PIPE LINE 72' TYPE 11 60' IMTH LADDER ~ FILM RISER EIEV - 62.00 181' RISER PIPE SUPPORT: 3' X 0.110 GE BOLTED OR IMBEDDED IN WALL AT MAX. 3' SPACING RISER r• ROUND SOLID LOCKING COVER MARKED DRAIN ELEV -64.75 LIFT ROD H ANDLE .r = 2 DESIGN W.S. ELEV - 62.00 ORIFICE NO. 2 IE -60.681 CAA -1.75' SEE DETAIL THIS SHEE LIFT ROD 15' SD OUTLET 8.00 ea CLEANOUT GATE/SHEAR GATE SEE OETALJL RE'STrtLCTl2ft PLATE +W/ 10' CAA. ORIFICE NO. 1 WITH ORInCE STRAINER SEE DETAIL TINS SHEET LADDER STEPS STANDARD GALV. STEEL VAl10N E -5 t5' SD INLET T� - - TYPE N 60' C.B. INSTALL RISER WHEN TESC POND NO LONGER REO'D SCALE: 1'- t VALVE BOX TOP SECTION i - - - 01 II 4 ANN OVERLAP TOP SLr4 % b HANDHOLDS ADJUSTMENT SECTION YI2 (LEING BRICKS OR I � VALVE Box VALVE OPERATING •pTTOM SEC110N NUT EXIE N" • DETAIL) OPERATING NUT HANOHHOLDS N EN ADJJSTIT SECTION SHAu HAW r T ALL BE 07M 3' FIISHED GRADE. 1/3' TOTAL LE►ICT[M� -4- I /2 CIA. 1 /B• ON TIMICONESS METAL STOCK VALVE 3/6' Sr STOCK 1 /6' MN. TMC NESS 2 -1/4' NSiOE WEASU DOIENT 2 -1/4' DEPTH ! WATER LINE /. EXTpNS10NS ARE REQUIRED WHEN THE VALVE NUT IS MORE THAN 5 FEET FLOW FINISH GRACE. 2. ONLY ONE EXTENSION. MN OF 5 FEET LONG. TO E USED PER VALVE. 3. MAXIMUM DISTANCE BETWEEN OPERAING NUT OF DCIE7OM AND FV M GRACE TO E 2 FEET. K. ALL EXYDOONS ARE TO E MADE OF STEEL AND PANTED WITH TWO COATS OF METAL PANT. YALNE D 19 NO SCALE REMOVABLE COUPLING PLATE N TH ORIFICE r . < NFRAME • ORATE i - - - I. CATCH BASINS SHALL E CONSIRUCTtED N ACCORDANCE NTH TOP SLr4 % b HANDHOLDS ADJUSTMENT SECTION YI2 (LEING BRICKS OR ASTON C 478 (ASSHTO M 149) AND ASTM C 840 UNL.SEE OTHERWISE NOTED N THE WSDOT /APWA STANDARD SPECFCAIIONS GRADE RINGS OPTIONAL) • HANOHHOLDS N EN ADJJSTIT SECTION SHAu HAW r MMrMUM CLEARANCE. STEPS N CATCH BASIN SHALL HAYS 24* •' 6' MAX 6• we" CLEARANCE A ALL REINIFORCED CAST -IN - PLACE CONCRETE S ALL E CLASS 4000. ALL PRECAST CONCRETE SHALL BE CLASS 4000 STEPS OR LADDER. A. PRECAST BASES SHALL E FUR ISED WITH CUTOUTS OR WfOCKOUTS KNOCKOUTS SHALL HAYS A WALL T6CCNES6 OF • ', 60', 7Y. OR 46 2' MN. UNUSED KNOCKOUTS FEED NOT BE GROUTED F WALL ti, 15 LEFT INTACT. PIPES SHALL STALLED ONLY N FACTORY E IN 4 } 4NOCKOUTS UNLESS O THERWISE APPROVED BY THE ENGINEER. - -- 6• KNOCKOUT OR CUTOUT HOLE SMZE SHALL EQUAL PIPE OUTER DIAMETER PLUS MANHOLE WALL TMIC NM MANUA HOLE SZE SMALL E 36 FOR 48' C.9, 42' FOR 54 C.&. 60• i 4A. - 6' CA FOR 7 C.B.. 84 FOR 96 M. MINIMUM DISTANCE ETEEJN 54' DIAL -6' HOLES 94ALL E 6' FOR 48 AND 54• C,&. 12' FOR 74' AND w CAA -e' 46 ca. • , 72' OIA -6• ' f6 CAA - 12• 6. CATCH BASIN FRAMES AM OR COVERS SHALL E N CRATES ' ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE ' STRENGTH REQUIREMETNTS OF FEDERAL SPECIFICATION M-F- 82'.10. MORTAR FILL PRECAST BASE AND INTEGRAL RISER MATING SURFACES SMALL E FNISrtD To ASSUME NON- ROCa1G y FIT WITH ANY COVER POSITION. • '� ACCEPTABLE BEDOMG MATERIAL 6 MN. COMPACTED 7. ALL BASE RE>tNFORC ING STEEL. SMALL HAVE A M IN IMRJMI VELD q 4 •; • • ..� , DEPTH FOR PRECAST BASES • STRENGTH OF 6C 000 PS AMU HE PLACED N RI THE PER HALF OF THE NQW WITH 1' Moo" CLEARANCE O ' 6 MN I 1'-0 FOR 48'. 54 W CAA . B. FOR MDD ,S of t2' OR LESS, MINIMUM SOIL EAI HNC' VAUJE SHALL zr -o' FOR 72' ! O6 CAA L:QUAL FO "00 MINDS PER SQUARE OT. FOR HEIGHTS OVT, 1 r, MN sat BEARING VALUE SHALL EQUAL 3 POUNDS REI FORCING STEEL (FOR PRECAST BASE A -,"M SQUARE FOOT. AND INTEGRAL RISER ONLY) 0.23 SO N/rT N EACH DIRECTION FOR 46 DIA a. FOR DETAIL SKOIMNC GRADE RING. LADOM STEPS,, HMDHOLDS J 0.14 30 IN/I T N EACH DIRECTION FOR 54' CAA HEIR I'ORGNC STEEL (FOR PRECAST BASE AND TOP SLABS. SEE 11SC. CATCH BASIN OETALr. 0.25 SO IN/I'T N EACH DIRECTION FOR 60 CAA r AND INTEGRAL RISER ONLY) 436 So NN/FT N EACH DMECTION FOR 7Y CAA 0.15 90 INM N EACH DIRECTION FOR 48' DIA 038 30 WIT N EACH DIRECTION FOR 98' DIA 0.19 SO N/IR N EACH DIRECTION FOR 54' DIA 110. SEE WSDOT /APWA STANDARDS SPECIFICATION 0.25 SO N/iT N EACH DIRECTION FOR W DIA SEC 7 -05.3 FOR JOINT REQLAREM NTS. 0.24 90 DIM N EACH OKC71ON FOR 7r' CAA y.; 0.24 SO NN/T'T N EACH DNEC m FOR 66' DIA SEPARATE CAST N PLACE • BASE OR SEPARATE PRECAST BASE �• , tr •Qr RING ' JOIN T PRECAST BASE •� ATCH BAM TYPE 1 4w m 96' No SCAM • NOTES: . • • I. PROPRIETARY CATCH BASIN HAD HOLDS AND SEEPS ARE 11 BARS • 7 CENTERS ACCEPTAKE PROVIDED TINT THEY CONFORM M SECTION C 478 (M R, ASTIR ISM M -1 68) AND MEET ALL NSHA * BOTTOM FACE WITH 1' MN � •c =� � � R COVER COVER RECU , � i 2. CATCH BAA9N STEP/NAN D HOLD Lots SHALL E PARALLEL. Ty Cult I PI OR APPROXw1ELY Wax AT THE GPTIDN OF THE MANU- TYP ' I SMALLL ME SISLAK PENETRATION � OUTER �>R WALLL BY A LEG f1-1 k 6 PRauBfiED, S 2' MIN. / 3. HAND HOLDS AID STOPS SHALL ►SAYE DROP RUNGS AS SHOWN ON DETAIL OR PROTLJBE Wcm TO PREVENT SIDEWAYS s up. �• 4. SLAB OPENING MAY E 24' X 20 OR 24' DIAMETER. J .� �•_..� ♦ 12 5. AS AN ACCEPTABLE ALTERNATE TO REBAR. WELDED WIRE FABRIC HAYING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY E WK USED. WELDED W FABRIC SHALL E TOP SUB � NO STEEPS - COMNPLY TO ASTMN A 467 (AASHTO M 221). 4. LADDERS CAR STEPS SHALL EXTEND To wrTH■N 16 OF BOTTOM OF CATCH BAWL e' GALtAVNIZID DEFORMED OR BY BO 7. HA GH „ D LADOERS SHALL E PEINAV NTLY FASTENED /5 BARS • 6' CENT L 1 ' REBAR TOP BY HANGING ON ST EP LTING HMISEDDIG IN BOTTOM FACE WrtH 1 • MN r _ r IN CONCRETE. EACH SHALL ME AT BOTTOM HM�DOED N 2' w �� 3• 5 EASE. T i ° . J2 n MIN IL ADDITIONAL SAFETY FEATURES MAY Y REQUIRED N VERY / ,D f1 DEEP OR UNUSUAL STRUCTURM ELEV 8' 6• ,r 12 . 3/4' R 72 TOP SLAB r o PLAN CATCH SON STEP ASI /7 GAL V ANIZED DROP RUNG SMOOTH STEEL #4 BARS • 6' CENTERS CATCH BASIN STEP �► BOTTOM FACE WRH 1 MIN 2' CX R COYER 11 3/4' CENTER TV V) CENTER /3 BAR (SEE NOTE 4) REBAR NAIR � DEFORMED e 46' ! 54 TOP SLAB GRADE RING PREFABRICATED LADDER! - CATCH BASIN DET'ALS NO SCALE cp OF Tmm APPROft MAY 10 2004 AS h6 B:) �*V RAI DO A BETN STRAPS ATTA I OPEN TOP 1 I,Y, 4-940002 GA GALV S`TRAM� VATH j6xI0 SHEET METAL SCREWS. TACK %ELD TO WIRE MESH (2 PER STRAP) to _15A006 GA GALV UK MESH TACK WID WIRE MESH To BOTTOM PLATE SO BOTTOM PLATE STRAWR No SCALE - .-- - -. .-- _ _.�.- .._�.. -. _. _. -., ...M - «._. _ --.. _-. �. .�... _«.. .�_..,.�.•. . - -. - -- .J -� � -�. ..�� ... r•.. �.,.- ..a - ..rte" - �..-. �,. y��-- r•.�.�..- ._...r.-r..rr�.w+.. • r '� %„•.'.ice /�► • •,.•,,�;.•`•�• +,�•,• SD PIPE 2.0' K 1:1 2.0' THIC I(NESS. 4 -81 CAA. OUARRRY SPALLS NO SCALE rc% 1+1 for C0:irurr .a:,;c � '?ct a�ith��nit 1ic�t, J " 111E �ics:9!1 rests �.:.tr .1,1'1:;,1 rc, . ()r rr .sHCr, (late wid %vid his ;,. ��..: 1 r: ?1 rcgL1:r a resuhtnittal f rc�:ccd N"':' '04uc-;: approval. c� f/c� ins�e. "y: DAVID EVANS APIDA8SOCIATE8 mc. 1620 W. MS&M View Dr**, Suits 200 Everett Was"on 98201 Phone: 425.259.4099 0 # M 1 14 .. K" r-- 1xPIPE DIA. 12" MIN A PORTION OF THE BE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. .� PORTIONS OF THE PERMANENT STORM DRAINAGE FACILITIES WILL BE LL CONSTRUCTED OUTLET N BYPASS LINE / BYPASS LINE TRACTOR TO VERIRY 1620 W. Marine View Drive, Suite 200 ® Everett Wash"%n 98201 Phone: 425.259.4099 S TORM DRAINAGE NOTES 1. ALL WORK AND MATERIALS SHALL K IN ACCORDANCE WIT/, THE • STANDARD SPECIFICATIONS FOR ROAD. BRIDGE, AND MUNI CONSTRUCTION, MAtSHINUTON STATE DEPARTMENT OF 11111ANSPORTATION AND AMERICAN PUBLIC NORMS ASSOCIATION, WASHINGTON STATE CHAPTER. 2002 EDITION. TOGETIHER WITH THE LATEST EDITION OF THE CITY OF TUK"LA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3• IT$H ALL K' THE SOLE RESPONSIBIUTY OF THE CONTRACTOR TO OBTAIN STREET USE AND OWN RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY. 4. IOR TO Y CONSTRUCTION ACTIVITY, THE CITY OF TUKWI ENr?yEERING DEPARTMENT (2W 433 MUS' BE CONTACTED FOR PRECONc MEETING, S. LOCATIONS OF E)OSYWG UIIJTES SHOWN HEREON HAVE BEEN ESTABLISHED BY FED AY VEY ORIOBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED PROXIM41I ONLY ANC NOT NECESSARILY COMPLETE, IT IS TI SOLE RESPONSIBILITY OF -1)4E CONT�ACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTIUTIES NOT SHOWN HEREON WHICH MAY BE AFFECTED B Y THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CQNTACI THE UTILITIES UNDERGROUND LOCATION SERVICE (1 - 800 - 424 - 5559) PRIOR TO CONSTRyC71ON. THE OWNER OR HIS REPRESENIATIVE SHALL BE IMMEDIATELY CONTACTED IF / A UTILITY CONFLICT EXISTS. I 6. ALL' CATCH BASIN FRAMES AND GRATES SHAD. BE DUCTILE IRON PS WSDOT /APWA STANDARD It PLAN 1 8- 2A- I 7. AFL CATCH BASIN GRATES SHAM. BE DPRESSED 0.10 FEET BELOW PAVEMENT LEVEL. I B- ILL OIL/WATER SEPARATOR CS GRATES SHALL BE OF THE ROUND SOLID LOCKING TYPE 9 ILL•L STORM DRAINAGE CONVEYANCE PIPE SHALL BE ADS TYPE N -12 HIGH- DENSITY / POLYETHYLENE CORRUGATED PIPE MATH AN INTEGRALLY FORMED SMOOTH INTERIOR TO THE R�EOUIREMENTS OF A.A.S.H.T.O. M -294 / 0• IW11•L PIPE BEDDING SHALL CONFORM TO WSDOT /APWA SECTION 9 -03.15 FOR RIGID PIPE AND 9- 3.16 FOR FLEXIBLE PIPE. ALL TRENCH BACKFILL SHALL BE COMPACTED TO 95 PERCENT / / MINIMUM DRY DENSITY PER A.S.T.M. D- 1557 -70. It I I I t 1/ It I 1 A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. 21. IMMEDDATELY FOLLOWING FINISH GRADING. ANY DISTURBED AREAS NOT SF CM FOR FA g h 1 It1, CC I-1 a I PERMANENT LANDSCAPING SHALL BE SEEDED AND STABILIZED WITH PERMANENT VEGETATION, CONSISTING OF RAPID, PERSISTENT. MCI LEGUME GRASSES (MINMNUM 80/ PER ACRE). THIS IS To INCLUDE~ I -/� � � -- 20 PERCENT ANNUAL. PERENNIAL, OR HYBRID RYE GRASS 1 , _ - 40 PERCENT CREEPING RED RESCUE - 40 PERCENT WHITE CLOVER !! !N _ ~ + 2 P . T S ARE OI O%G"TS SHALL 13 C NSTRIU TENT.AC G Aft THE APPROVED APPROVED PLANS WILL REQUIRE APPROVAL FROM THE CITY OF TUKIAR.A, TION FROM THE �{ ' 23. THE CONTRACTOR SHALL KEEP PARKING LOTS AND STREETS CLEAN AT ALL TIMES BY �� WASHING OF ANY j'\ TRAVELED SURFACE WILL NOT BE ALLOWED. Ce G-5 Ir TYPE I Iwo SO \'Do ` T � C8 -8 n TYPE GR -9965 1 1' -_ -- -- - - - - -- ----- _ 11. All PIPE SHALL BE LAID ON A PROPERI Y PREPARED FOUNDATION ACCORDII► ' To WASHINGTON STATE SPECIFICATION 7- 02.3(1). THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAI ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING JASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REOIUREMENTS FOR 'GRAVEL BACKFILL FOR PIPE BEDDING. THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTE 1 . PROMOED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED, AND (OMPAC TD TO (FORM A DENSE UNYELDING BASE. 12. ALL BUILDING ROOF DRAIN DOWNSPOUTS AND FOOTING DRAINS SHALL BE D* CONNECTED TO THE MAIN STORM DRAINAGE CONVEYANCE SYSTEM THROUGH AN UNDEGROUNO PIPE SYSTEM. ROOF DRAINS AND FOOTING DRAINS SHALL BE SEPARATE SYSTEMS. THE CONTRACTOR SHALL KEEP A DIMENSIONED RECORD OF THE LOCATION OF ALL PIPES AND CLEANOUTS AND SUBMIT SAME TO THE CITY, ENGINEER, AND OWNER UPON COMPLETION OF THE WORK. 13. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE ) ➢PROVED PLANS MHICIH ARE ON FILE IN THE ENGINEERING DEPARTMENT. ANY DEVIATION FROM TH : APROVED FLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY. 14. CONSTRUICITON OF DEWATERING (GROUNDWATER) SYSTEM, IF REQUIRED, SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS. 15. PRIOR TO OCCUPANCY, THE PERMANENT STORM DRAINAGE SYSTEM MUST BE (VANED OUT. (DO NOT PUMP OR DISPOSE INTO ANY OTHER STREAM, STORM, SEWER, OR SANITAR ' SEWER SYSTEM.) 16. RIP RAP ROCK FOR EROSION PROTECTION SHALL BE OF SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1) FOOT. ROCK AGGREGATE TO BE AS FOLLOWS: 1/2 INCH - 2 INCHES - 10 PERCENT - 40 PERCENT I INCHES - 4 INCHES - 20 PERCENT - 40 PERCENT 4 INCHES - a INCHES - 40 PERCENT - 70 PERCENT 17. TESTING OF ALL STORM SEVER PPE WILL BE AT THE OPTION OF THE CITY OF ,UKWkA, IS. THE TEMPORARY EROSION /SEDIMENTATION CONTROL FACILITIES SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY EROSION/SEI IMENTATHON CONTROL PUNS. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINIM UNTIL CONSTRUCTION AND LANDSCAPING IS COMPLETED AND THE POTENTIAL FOR ON -SITE EROSION HAS PASSED. 19. ALL EARTHWORK UNDER PAVING TO BE USED BY MD*CULAR TRAFFIC SHALL BE COMPACTED TO MINIMUM 95 PERCENT DRY OPTIMUM DENSITY PER A.S.T.M. D- 1557 -70 (MODIFIED PROCTOR). 20. UNLESS OTHERWISE NOTED. ALL ELEVATIONS SHOWN IN PAVED AREAS ON THE PLANS ARE TOP OF PAYING. TI'S XSAW 8 THE Ffi0PWTY OF THE UNM 8TAT68 00'NlJIIfT. oc�r D �IA?10N OR DleImun OF THEE MAWNae,, PLANS OR CIA7 0M TO UNAUrrKWA ED UUE 8 MCMIED. DO NOT IEIMIOIVE TI'S NOTKX MAO .Y =01110y OOG NTB WHEN NO LOIN OM . ,' /'� ' ' t / ' 0 IF Is `�\` 1 , , , 1 / 1 is , 1 , If 0 ass. / 1 , Io of I , �,• I 1 1 IF of CO E CS E-2 � 1 r ,' // /' ,' /' ` - ' /� TYPE I / SOLID COV -52.00 ' 1 S J. ' / / /' - `/ COVs49.90 (� +4_B.Se '/ EXIST STREAM - OW AE 50 LF ' . t ' ' DETAIL I ,' •' ''"� ' / T '' , - �; - - - • `- asPE�sION TREN ' A d SEE DETAIL. ON '� / co / ,' , . .. - , - _ w ` - . , \ III �••- -± \ TYPI is sou SOLO COV_h.�O / E -47.65 - /' •� s, - �, ' y -� • .r- / j , 50 LF is D*PI ,, DETAIL ON 'r �/ ' • Y . / / /,- - - - - -- - _- _•.'-y'. _F �.J / T is 0 / ` f t- It Sft o f ; / / / / f , / / , , / / ,' , ` �\ - - - TYPE I / I' ,' / / , / / , , / / , i • •' ' ' • 1 t `- \, SOUR C�1F -49.BO \ - .. - _ 4 / _ i}. ; 4. '' • 1 �~ ,' / / r / f � i i / / ' i ' �, /' ,�' ��♦ •� - - - -- -..• c ouTFAna. ➢ROTE TIDN P A - Pm ^ -. • / , I , `, •I '� � ; ♦,;' `, ` - ..-- ..__ - -• -. __ w_SOLtY CDV -51.70 - _1~ �� r T , // -_„�� `�� +•' / /•/,/ - ,L' / // � / , / I , � _E -47.02 -- \ 1 1 - '� is �/ /� / r / ' ► / / .. _ _ - - - GR - 85.30 _ �_ / / f J / IE +81.40 - _ _ _ _ %. is ' ' : /. , �, _w •a•� / // Is / I Cap of /' ►/ I .' / ,/ / ` GR -133.1 b - - ` - - - - _ _ TYPE I lot I ` f f' � '/ , ,',, /�,� r ', f ' I I / / E BD 7G . W - -- - -_ -� , _ 79.9.3 / / , t / / A , ' / r ,/ , / , / ' 1 / I - _• -_.• -- � .►+ ` - 11/4 LXTR COQ( WALL / oo 4p CB DI � ♦ is ' ' / / ' SOLID COVER -85.50 /// .' .' .' / .' IE -TIT 17 MI C AYIP 1 ' 1 1 1 / l ' 1 / 1 , ' 1 . ' 1 ' I I Is / FLOJ J4 E ' f � �J NORTH 0 1s 30 so F / r NCTE: PORTIONS OF THE PERMANENT STORM DRAINAGE FAlal.'TIES mLL BE CONSTRUCTED I AS PAPT OF THE TESC PLAN T aft A / lift OA 1 IJ 'X" ' r p , / E -04.52 ( --. , �'/ , � ! .LAIR /� ' \ ± GR- 113.40 �• _ _ -•� _ _ _ .� ,.. ;P r� ��• 1 E =111.s0 6' �' P3 =94..00 ; . \ _ � 10N� _ ^ t ` - ', r ��' llo E - 111.00 12 , \ P2 104. , - ST GAS IdAA N TO CDR 25.50 '•a . _ _ - /, ` �� A -11 / f, i 1 `� P1 =114.00 ` - BE 0Y + a_. _ _ ...•/' / - _ - / ' , //",/r ` `GR 1 5.75 ' Ce C -1 \ t1 FlNI FLOOR =124.00 , / r ` ' - - OTHERS w - __ : �- S�-• ----_ - -- 1� - ' ' '' - "__ /, - ; Y � _ M ;: GR- 116.50 .1 EXI OVERHEAD Pb TAM .. _ ~ _ - _ _ _ _ - - _ _ = _ _ _ � = _ - - - t ' �- - - - - -�. /. ' ' � � � : � ; - E- 11 TO BE 3.34 I RELOCATED BY OT HERS - - - - - - ~ - •- - - ' ' - • • ` ` ✓� � -'-_ / - S , �• . 1 • , t • - - - - -~ __ - _ - cs D -S _ - - - --_ - - / / ..•III fff S'P . --- -- -_'' - -t J_ .� 131. - -��`- 4 •.. CONNECT 1 W/2 -6•x4` WYES - / GRl125.96 - - fir+ Ce D -6 - • E =119.70 CONNECT TO ROOF N 4. ------------ E- 119.25 N T „•+ - -- _ f j, �8.78x ! \ DRAINS IE- 119.22 V , DRAMS I'�:140.1Q J 1 �E =111.20 i a 118.90 ? 4r Gik;l 21. 90 _ __# 1 I Q tl 6 ? 1_ C8 C -8 f _ so 1 1 2 2 1 \ • t 7�, f ; , - 120.55 6' _ • \ E- 119.20 12• 1 1 9 ♦. 1 `' 1 I 5 IE- 121.00 , 6 ! F 1 7TY 6 t = 1 E e . 1 r xcwa me 1 45 1 E - 119.83 ( �� f / �e� I ; s ; . - -• o.dax _ s-o. x -D. x E =119.50 4 i -• - APR 2 6 2U0�1 Opp , GR- 123.00 _ i � I cB C - 3 , c , C , _ E =11 N).95 Lim , SOLID CO -x,00 �� \ I • O _ YD `.\ � 1 `� CRs123.00 �� ..�1 �_1Z 1 _ _- -- - , �/ r. --------- -� . :r .t NE- 115.62 - E +1 8.87 V r 1 1 . 1 js w • 134 / _ ..-r~ " J .�.?•� •.1 - �^ y.�:- ; •��' , 1 - . ` L , �• f f '� �• •r ' I ' 1 J ! r �_ III Is 4- .•. • s -. ..•....- r •. - - O� H / - . r . 1 . . - _. .• !^/ ' / ' `- .? --+' ;s �' �„ ��. P •, • .1' • - +� • ,-, _ ., _ ; 14.50 - -- T l 1� -_ •- - - - - - - p - - •- - -- ._. - .- -t • • ; • . . / 1 . .. , •.. ` • • •r'< ,► . ,•; ., .,.'.: t • . • - .. . 1 . ^ . • . . '' ^-. _. -.. -. .. . . j .- . . _yr - • -- - . , • ` .,,. _ �. •/ n I• •.. y .. '. ' w. '` • • , r . t + 1 , `_ - ,•• '• - 'tf . - � [,}- ••�"- -t'+�• uY.ti• f- ••- r -•.� .ice �. .•_ L J ' •.•' ./ - r - '-.YJ- /•., • •, ^•. .lam , �i .••- T` - . �� • I - r r - ._ r - - .. - - _4� ,/ I I ...rr ........- -..- '• •/ l j • ' T A .. -•j', V., • 1 �, •S �I I, i - W. r • /,. l/. _-._ -- -. - -_. -.. , .• •;+:_ ♦ ,�'! ..-, -�' - f �; ••' �,�3'''7�1• .� - s tt�cc he > I 1' t -- y f F A , i ' •� pl;ln ca re` icw / ti y the Public r• I I •' ' ' ' • .• . • ••• • ' t::, 1 , II -` --_...+ -� ---- ,�,,rks 1ki�ar;rrt�Wt ;i ►r .-)wormance --- wtth cumnt I ,1 I I t :.Tart 1cct:1► Is sut)il:ct to eI'TIOts and I 1 t ►�' ti i a ` -` -� r - 1 I �,� . mt,,;l•r:♦ w �u. n tht nt ►r .I lltiuOriic violstittlns of 7�he responsibil "b •----� ----•{ ` . +., t•:,.,t ;Ian,iard� 'r . ir.itnances. .� - Totally with the ..,,1i % one. deletion% or rClr to these a:ier this ..Hat,: will void this acceptaDw N U .j %,.? rrynlrc a rcSUhmittal of triisod d1t'1R1n$11 L Y - - -- - - - =i_ - -IN►-- - - - - $Q - - _ ---- - - - - -, - - - - - - - - - - - - -- - - - - - - - - - WV&A � A .�:`..- ..1�....��_ •_ SS r--S - - __ TA�. BLVD ( 3 ONy`• �N ss d ss _ �.. It ! / - •• �� Y ♦' - __� r_ - wr.� .�..,�.� - - - - - - - �w� - - _ - _ - - - - - - .. - - - � - .. - � - � •. - - _. - - - - .. ss - S I• ,' '- ! '�'' • • t _` '}� - - - - - - - .- '�' �,�. r• '� - - ... _ ._ - _ •- - - - - -LI�.- - - - - - y - - ��- w.�,Mp ._ ' r1 m "._� 1 '' • ...w. r •. �. . - .• ► , r N - 1 / r / is 't •..._ +..- .� -r.•r r _ A o NI � It ��` DAVID EVANS AIIID ABSOCIATE8 LAC. 1620 W. Marine View Dirt", Su to 200 J i r EvyerO WashirHptof198201 Ptvm: 425.259.4099 #I y I 1 / V w 0. 1 A PORTION OF THE SE 1I4 OF THE SE 1/4, / , SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. NORTH 0 is 30 so MIN PAVEMENT BEHIND CURB r VARIES 8' MIN PAVEMENT EXTRUDED CURB (TYP) BEHIND CURB i 0 L ', `O t E VARIES ��'�� SEE PLAN FOR SIDE WALK LOCATIONS ?• COMP. DEPTH CLASS • B` ASPHALT 4 COMP DEPTH CRUSHED SURF TOP COURSE COMPACTFD BASE TYPICAL PAVEMENT SECTION ro SCALE PROVIDE 6' wDE CONCRETE CURB �.�. � —mow _ ._ _ _ � •• AT BACK OF CURS RAMP . • '..• ,• ,__''^ •• •. .. Q r , I � � ,� \ �_ �... �� RAMP TEXTURE � MO TES: t1. FULL DEPTH EXPANSION JOINT. 3/8 MIN. VADTH • b' SIDEWALK PREMOLDED JOINT FILLER. 1: 12 5' SIDE WALK ~_ �- •-'�" '�"""'""'- -'-�'�" •--'• '- -- •-•- -- S7po�r '� x r�. RAMP TEXTURING IS TO BE GONE EXPANDED IH AN EXPANDED PROPOSED CURB AND SIDEWALK pr�' '� + METAL GRATE PLACED AND REMr jD FROM MET CONCRETE -- — TO LEAVE A DIAMOND PATTERN. THE LONG AXIS OF THE DIAMOND PATTERN SHALL PC PERPENDftLAR TO CURB. T U K WCL A I -- -- -- � - — � toovE SHALL eE , /a" DEED AND 1 /4 & woE. NTERN A_n0N AE_ BL V[� a -- .� '- FLUSH (NOT TO 3. '/2 MAX. LIP AT ;,HITTER LNrE. _ 3/8' EXPANSION -�'� EXCEED 1/2 JOINT (TAT) 3' MIN. r•• V - - . -- . _ - - .. gal SA • • ., =r - - • =r r• • -- • AA • • WA r 40 - r -' ORIGINAL GROUND --- - - - - -_ - FINISH GRADE 25' �-- 25 -- A ROAD SECTION A SCALE: 1' =10' H 1 =5' V CL 4K H T T AL AL SA WCU T EXIST PAVEMENT D ESIGN CURB R GUTTER PER 12 FROM EXIST EDGE DESIGN STANDARDS rt 14' �• 2' VARIES 2% MIN 2. ..-- -- EXIST ROADWAY sEcTION DEPTH CONCRETE S1DEWAiX 3` COMP. DEPTH CUSS '8• ASPHALT CONCRETE 3• COMP. DEPTH ASPHALT TREATED BASC 6 COMP. DEPTH GRAVEL BORROW 12 Is • NO SCALE F rl >ti i i 1� g a IL T NQ+1 EXIST PAVEMENT r 7A L 1 FROM E)oST EEG R - 20 RnN 4.20 SLOPE A�sWD1H ( - too L DIS ROADWAY SE CTM !l Ix PROPOSED R/ I... - -14 - Ma. DEPTH/ CONCRETE SIDEWALK l__-l� �UiTER PEP STANDARDS r COMP. DEPTH CLALSS 00' ASPIWT 00NCRETE 3' COMP DEPTH ASPHALT TREATF'D BASE S' COMP. DEPTH GRAVEL BORROW ENNG SECTION No SCALE PLAZA GRADING PLAN SCALE1' -20' 100 -- 58.00' DRIVEWAY AND PARKING _DRIVEWAY AND PARKING _ f l ` - "- PROPOSED ULTRABLOCK WALL ' (ryp) 58.00' -' DRIVEWAY AND PARKING i i 16 80 PROPOSED ULTRABLOCK WALL (TYP) EXIST SOLDIER PILE WALL ' B ROAD SECT B 40 — - {KALE_ 4 • =30' H 1"_10 v 2 1/2' S` 2 1/2' 1 1/2• RAD (Tlyp) 4 4 • HO SCALE VARIABLE SEE PLAN 1' RADIUS 6' 1• R __\ 5 1/2' 1/2' R 1' R 1/2' R - TOP OF CURB _ _ a _ • AT APPROACH • I •� B 1 /2 9 CURB AND GUTTER DETAIL FOR USE ON S 126th ST NO SCALE AND 34th AVE S �1 �--- SLOPE 2.007E ►• , •' 1 — - I Vii. ►5 1p ♦ 4' THICK SIDEWALK o NOTE: CONCRETE TO HAVE STRENGTH OF 3000 P.S.I. IN 28 DAYS, 8 3/4' 12' 2' TO 4 SLUMP. H O TM CURB and SKEW NOT TO SCALE eo 70 --- ---- -$ 60 L - 0+00 0+50 1 +00 OF PROPOSED CM PROFILE 34th AVENUE versa wa snrVon 88201 Phone: 425.259.4099 r " E C P • NO SCALE FOR USE ON S 126th ST AM 34th AWE S l 000- �• • � r r r - r' 318• EXP. JOIN T ?. (TYP.) , i SLOPE 3O' RAD r � � (�) 3/8` EXP, JOINT OP.) CEM ENT CONCRETE VRANI97M DETAIL CURB & GUTTER c of TOO @ � DWMWWAY APRON 1010 NO SCALE 4 I)►tu • ,r - XIST 1 :9 on 7Y80 0J A Rz620 y RAM d ."ttt ei t and i the 70 L_____ 160 3 +00 3+50 DAVID EVAN8 y , 0 A 0 0 I ,, - -- 1 +50 2 +00 -- 2 +50 PROPOSED CURE PROF A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL SIN T. 23 N., R. 4 E., W.M. 1 ... - . - . �. f - . - - At L E f . - . _ . . • ! • III, NORTH 0 1s 40 so NORTH I= EM 1 ^ u ' J O I UPON COMPLETION OF WORK WHERE THE TESC MEASURES ARE NO LONGER NEEDED 1 N THE CONTRACTOR SHALL RESTORE THE AREA OF NORTH POND TO ORIGINAL CONDITION. J N At / ALL TEMPORARY PLUGS, PIPES AND SEDIMENT TRAPS SHALL BE REMOVED. THE POND SHALL BE BA„'KFILLED AND COMPACTED TO MEET THE REQUIREMENTS SET FOR PAVEMENT AREAS. THE CONTRACTOR SHA_L SAWCUT THE DAMAGED EDGE OF EMST PAVEMENT AND RESTORE ®= THE AREA TO ORIGINA_ CONDITION. VOST CB USED FOR THE TESCP SHALL ALSO BE RESTORED BY PLUGGING PIPE INVERTS USED FOR THE POND AND CLEANING THE STORM SYSTEM OF ANY SEDIMENT USING AN APPROVED METHOD FOR CLEANING. - SEE SHEET G5 (TESC AND DRAINAGE PLAN) FOR DETAILS OF THE POND CONSTRUCTION. I! /� 11 _ �� = - �` 1 •.. 11 �,� 1, '"`` �� - _ � � � •` + .� � .� - `. r f 1 '�- ' l II ,: � 11 �l �- --.� - + Y � 1 _�• -.. - _ _ _ �• ' +` _ IlliliiiiilllllllllllIlljl / f _ //! ' ICI ► �; \�f% �►'�' !� j �� '�1 4 �- .. ``_• _� 1 11 r 11 I! 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II \ \ 1 Pbvemen x _ I I• 1 Q IMMIGRATION AND Downstream Analysis Map NATURALIZATION SERVICE Figure 5 Tukwila, Washington g Figure from Riverton Stormwater Quality Management Plan — 1997 -04 _�. _ -= = � w iY N Tkol \ / I X G /2.5 ��J . 5 x 1 � 1 9.0 x -- -- 9.0 8 _ X X ' - GA w�►Y c - - -. 46 1 14.5 l e 4 00 ' � x 8.0 75 x \ � X � 7.5 i 10.5 .0 J# ' \ \ 1 x x " r �5 Z2. .- 44. 25 jr • • .t0. x 70 x 5 O tt -ff. 0 x \ - • /3. AFt 43 4M CP '® o c W/ . Mpt = � 'x 4 w�lS' t.� 6.0 �s I • 6.0 x - r N 42 � t I 14 W/ o 1.6' 1 r X61 _ II \\ 116.5 x 5.5 D 21 -CL I I 6.5 701 \ i �• f 1 ' 15LD61 21-03 II \\ 70 f I '80 $� �5 VITA li O Pool Broken . II \ \ 1 Pbvemen x _ I I• 1 Q IMMIGRATION AND Downstream Analysis Map NATURALIZATION SERVICE Figure 5 Tukwila, Washington g Figure from Riverton Stormwater Quality Management Plan — 1997 t File: D04 - 0026 35mm Drawing #4=5 Inch 1/16 wo 1� ' i 2l ill II� I I I(I I 11 3I` III I A I fl Inch 1/16 rr " IIIIIII�IIIIIIIII� _f lll.11lll�lllllllll �,' IIIIIIIII�LLLl. 111 1 1 �IIIII L III�I IIIIIIIl �lIIIILIII�IIIIILLII�I '1111111 III i s w� I File: D,04 35mm Drawing #6 ' ohmy1 ` OAM'Y - INS 81- Al:f - - - AT 1 - - - -6-1- -- 67 b.16 6, 7 7 * 669 - 10,16 - I 1.00, . 110.16 . - .84 �—, 1.04 � 0.0370 1 ill :, --- — B5 --- -- - —K- � *�,�, 6 I;A W." ". — 009915 111, ; ---7' = �-3 ---�- - -- —.--- - - - - I -- , , 1� ,� e . ..�.:� --- �.. 1- 11-91 -, - 6 - .of2 — - ' - 6. T9 - T -- b - .Sa - 1.�S--- - ,- 056 , 5 .83 0.0 i H 001 0E 14 � ---� 0.5 0 --- -- ---- � �16 WaYO i7-4—=— w — 4 " ::� �� 0.01 14 , . - -- -- f�j 11 O,( - - - -- , -7- 43 1. — 0. 1 3 -' - 6 7 ,- 1 . 6 = � I I ---� — - — --.-- '.., A— "M ' '��'- - -:". - - d'. - ' )O� --- ,�� ,N!2: 0 0 3 .83 0.042 '— ' �6: - , . �11— -4�7 � ,1 .% 3 k0 .� r,r , -�, . . 0 1 — -- � - 0.0211 ----3 1 X, O-�7 --- =-- . ..� W:Mj� . �. , �,w,� � - � TIST — CE3EXIS - I ' - NMP �, - i __�� " -- ;�::d - ,-1--�,,-1- ..i��.� - N 86-88 9.46 1 0.113 i U.ujutl 12.05 ; 0.5 0.0398 j 0.67 . 1, : .. v - . . . ... �] - -- ' ----- O -- 7 -- o — — I -----r— HEE --+ --- , —�— . .......... 7 ! - � I DaSCO021 BWP 03 1030.XLS - j I - r-- - -- 4 - - T- I - - - - - - EF�--- � .... 7 - - --- r --- -,-.. +�� -- I -- -- I |||| | ' |'|/|/|/|/ ||| �� /|/|||| [ | | | | | | ||| | / | 1| ' |nch 1/16 '/ / � � - I iiii . , |'11111�/' �| ^ ` � 11.1 ^ ,S�"u��0 �'. '` ` ' ,. �_ � ;. ��-, ' � ` n ` � �r ''� ^ `. `�,. ` -| � | '| � `l � �. r � .. ' �, � � ' ��.^'`' J'�' 8 l � � ^~ n `. . ' ' � kVO |U|U|U|U|U|NUU|||U /n....o."u"...."..U|||U|UU]]�� || | | | 1,1: �|� | / | |i| [' ' J. � | | �'�`-~'� | | | L�h��/� � | [U | | | | � ^ -^ . 1� File: D04-0026 35mm Dr awing #7 -16 I i i i 1M i 1 I C Z M Z O Z r v •— ` 30 B-2 1 1 _L / , 4 � I '�./ _' 1 L.. 11 1 � � _ _ - • X10 Proposed / � INS By�ildin 9 r ;./ -- B -8 I ; �- � , ` _ I -206 —•— / , : — — ' 13-203 _ 5 / t• �i so -204 : - _ B =9I / I It A.. S l 2 TP- 8 1 P -209 I / - . _ S 7'R� TP -2 1 co / y 8o TP -211 Z / -210 � r ITP -204 -203 I —1 ._Q r TP- 2021 90 CO 40 120 to l oo _ — �,.,/ r Approximate Scale 0 50 100 200ft. B -201 — � — Approximate Location of ECI Boring, Proj. No. E- 2579 -44, Jan. 2003 TP 201 - Approximate Location of ECI Test Pit, Proj. No. E- 2579 -44, July 2002 B -101 -4—Approximate Location of ECI Boring, Proj. No. E- 2579 -31, Jan. 2001 B -4 — — Approximate Location of ECI Boring, Proj. No. E- 2579 -31, June & July 2000 B — Approximate Location of ECI Boring, Proj. No. E- 2579 -13, Aug. 1988 Subject Site E:1 Proposed Building r Wetland Area Cross Section Line (See Plates 3 & 4) NOTE: This plate may contain areas of color. ECI cannot be, responsible for any subsequent misinterpretation of the'information resulting from black & white reproductions of this plate. Earth Consultants, Inc. Geolechnical Engineering Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Boring and Test Pit Location Plan INS Building Tukwila, Washington Dm/n. GLS Date Jan. 2003 Proj. No. 2579 -44 Checked MGM Date 1/24/03 Plate 2 -- - - - - - - - _ - - Inolhl I I,I.1� "i I�(I� �I.LI 1 Il f1�2Illi Ill Ill II I ��I�lh Ill Ii) I�III'I I'(I Ill I�� Ili.-.Ii.I_ I „1s I I Ir ti^ I! I 3I +. , I I t ,. i .. � '7G �l? ham' ..t2. • 4��... p 6... LLI 6 9 � � L w� • II�IIII�III1�1� «�. �lf11�111�1�11.1.1.�_I '' a 11111 II�ILL 11 II�IIIIIII:( �LIIJi lJ111 , 11.11ll1llll�lllf1l II'II�I��II 1 .. IIIIIIII�IIIII Q0 'f I I too 90 80 70 60 50 A0 30 Existing Warehouse Building / . l I B -101 —o— B -202 j \ 1 D D ---- _-• - -- •.I8 -102 � -.-�.- . \\ Ir M 0 I Bldg. 21 -03 Bldg. 21-05 I w I I I I I I � - - _ _ - _ _ _ _ _ _ _ _ I I I I ` ` 1 I I I I I J H I � f7 TP -2 50 70 B -71 —■— _... 80 — — — G , -- — I 9oo0 70 _ 1' P -1 F' 50 50 5o , TP =1Oil' 40 ed�1 a �I. T =4. p - , ' - 13-21 J -1 � P -102 -• -10 �. 40- 50 I _ , "TP -104 TP -103 ; I . TP -61,` TP -1051_ B -11 ,' I 110 (S� •�C / Approximate Scale 0 75 150 300ft. LEGEND B-207— — Approximate Location of ECI Boring, Proj. No. E- 2579 -44, Jan. 2003 B-1 — Approximate Location of ECI Boring, Proj. No. E- 2579 -31, May - July 2000 TP- 101 -1— Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, March 2001 TP -1 —�— Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, May 2000 4 r 2 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the Information resulting from black & white reproductions of this plate. Y• .c Approximate Study Area r - - - -- I ...... Existing Building Earth Consultants, Inc. Geotechnlcal Engineering Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Boring and Test Pit Location Plan INS Building - Proposed Parking Area Tukwila, Washington F 60' Date Jan. 2003 2579 -44 RAC Date 1/27/03 Plate 3 70 _ 1' P -1 F' 50 50 5o , TP =1Oil' 40 ed�1 a �I. T =4. p - , ' - 13-21 J -1 � P -102 -• -10 �. 40- 50 I _ , "TP -104 TP -103 ; I . TP -61,` TP -1051_ B -11 ,' I 110 (S� •�C / Approximate Scale 0 75 150 300ft. LEGEND B-207— — Approximate Location of ECI Boring, Proj. No. E- 2579 -44, Jan. 2003 B-1 — Approximate Location of ECI Boring, Proj. No. E- 2579 -31, May - July 2000 TP- 101 -1— Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, March 2001 TP -1 —�— Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, May 2000 4 r 2 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the Information resulting from black & white reproductions of this plate. Y• .c Approximate Study Area r - - - -- I ...... Existing Building Earth Consultants, Inc. Geotechnlcal Engineering Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Boring and Test Pit Location Plan INS Building - Proposed Parking Area Tukwila, Washington . 1II I�1 _11I� ° i��'�� . �� - III I Inch 1/18 6I n r ) II�IILIIIIIILIII_ 1._ lilIIIIILIIIIIIIIILIIIIIIIIIIILLLLLLIIIIIL l II I � I s Z we IILLIIIIII llllll,. fillllllllllllLIIL�I, I1��11111� _Lll�llllllr��llll�'1ill�l�llll . llllllllllllll i 1 � I 110 '1101 L F GLS Date Jan. 2003 Proj. No. 2579 -44 RAC Date 1/27/03 Plate 3 . 1II I�1 _11I� ° i��'�� . �� - III I Inch 1/18 6I n r ) II�IILIIIIIILIII_ 1._ lilIIIIILIIIIIIIIILIIIIIIIIIIILLLLLLIIIIIL l II I � I s Z we IILLIIIIII llllll,. fillllllllllllLIIL�I, I1��11111� _Lll�llllllr��llll�'1ill�l�llll . llllllllllllll i 1 � I 110 '1101 L 15 U1 A' 150 120 I Silty SAND / Sandy SILT _____, Poorly , Graded SAND (Post- Construction Ca 120 P w ILL - a J W .e 30 Vertical Scale 0 i 30 60ft. Horizontal Scale 0 15 30 60ft. i W �I . 01 NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the Interpretation of the data by others. Proposed Finish Grade Poorly Graded SAND with Silt NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Cross Section A -A' INS Building LL .0 Z O E=- Q J W I ' 2 3I' I I. 4I I I, 5I I I Inch 1/16�;�'� +�_ A 9 .:,,.A 5 �,.,` ' �. � qr �,-� Z � w� IIIl.... LIIIIIIILI��. LII�Ia IIIIIII��IIIIIIIIIILI�GiIi� '��I��iliilii��i ►�I� Proposed Fill Earth Consultants, Inc. Geotechnical Engineering Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services . Tukwila, Washington 1 � 0 1 I 1 120 M LL �. O Q W J W O) o ? Critical Failure Plane i .c FS = 1.4 (Construction Case) � I Proposed I Finish Grade I / (Boring 3 Offset 37'N.) (Boring 8 -10• B -13 B -101 Silty SAND SILT/ CLA Y t 1=-M !!. °ss 76/10" Seepage p 66 30 ? q6 24 73 gSeepag'�' 47 Poorly Graded SAND with Silt Horizontal Scale 0 15 30 60ft. Vertical Scale 0 15 30 60ft. w roximate of Proposed Bu 42^- — — — — — ,— — — Silty SAND 41 Poorly Graded 67 ;Seepage SAND 150 30'N.) (Boring B -6 Offset 26' N.) (Boring B-206 offset 20' S,) B -5 B -206 l i L E U V Existing Grade - o I U C10 Proposed <. co Finish Grade Y'ra�S�!•.L. `. Silty SAND 74 —? 61/x. 66 63 60 86/11' 92/11" 82 Seepage 62 84/11" 2 (Boring B -205 Offset 60' N) U B -205 Existing Grade (Boring B-8 Offset 6o' S.) � M W 8 ,,,,�t�+�'� � S$ „�.•'�,• c. {t�idx ✓ i r '. i, • E3 . ?^'.!lin es rtr' L:. �..' C.:! t�/ �. r.' SaeYU�..:G.r ?.'_4�:= X•nY:.L. },._:�.r.:..... •w�� 17 34 10 Veo Poorly Graded SAND ao `� with Silt 40 NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. 72 46 74/11" 92/11' 88/11" Proposed Retaining Wall Proposed Proposed FI L I Water Quality Pond �riria 6 9, Proposed et 60'` I ,L . Offs 9 � ;<= a� f �ytcr' a °+ i;r. -' Finish Grade Lai 120 F W ur 90 p Q W J W 21 SIItyAND 26 ...a ti •.. SILT SIItyS 'ND 22 Poorly Graded ° - _ 24 Silty SAND 29 — .— — ? SAND NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. .1 -30 Earth Consultants, Inc. Geotechnical Engineering. Geology. Environmental Sciences Construction Testing & ICBO / WABO Inspection Services •l ;h�llj I k-,. �.` � '_- I. III( III�I�I�I Illll Ill• I I I + Inch 1/1s ; ; t , ,3I �. �� d,r r, I 5I I I 6 fyt tF�� . . r i 1 r I f '�j i i 5L t�6 £6 Z6 1 Z I III WO ii��iilii�l�i i_ ll�• �lllllllll� ii� �I uii�liiilii _i:��iliiliii _ _I _.... IIIIIIIIIIIIII. Cross Section B -B' INS Building Tukwila, Washington P IP— C tl 1 120 A0- (Boring B -3 Offset 6s' S.) (Boring 8 -12 Offset 43A) B -13 B -12 SAND W62ta— 7611 7611 — — ? Seepage 11 S /L ? 7 Silty SAND 3 -- n� SA 46� — SIL T SILT/ CLA Y 73; Seepage —, 61 - - -- Poorly Graded ? SAND with Silt rint of Proposed Bu (Boring B -s Offset 70' S.) l B -5 iu Existing Grade I w ,;aj t aT� 6ytt z 0 V 44 f• {f qty n � K{ . iu�i 'S �n•. � � r)��!><t�"' t I (D 2 1 7 1 A� f: {'r +z v •�`• -l' •}a",AL.XI�tI� O e .r rah Ft t. •7>,G �C 2 yz'�( Zi�V 5 � ( { , ��•c i f y 0. y�'� P ', 'S'l c.• .f. ,;-1 m Yv �f 1 ,i Jf ��4.r..f�F�� {• rL,. rya + AMYL.,: *1„ A . t .r: lyif A B " I V �' y 11 a� `PL,�r,; .i - . 4 .t x ji Yr ✓% `- ss SILT .; .�,. 7a Silty SAND with Gravel 61 Silty SAND Proposed Existing Grade Finish Grade Proposed FILL .mil �C +)� t { �f� M1'•�1.� �L j�`2^ � +y.� -. . '. . _ J G? 6 f #�r�•nr r tr j ib. M. '{L �„ t� � V t r �.Arr� , 3 •v,,, J P t •�, {, 1: as / Bonn g 8-9 Offset 3C �f tt�'.)�, -I. l''Ii Y rF rj` r�"it n,v+ty k S t r i�:i t ,t��' �� ''• -B � , + + t� i �`3 7 i � ri�-„t r � { di e , e d�N ri, y.,+^ }j+� -ig, ,,i°� �•f .g x 7 �, ,-r �`� i.... . F a ..., kT NN ( C � .. a .'': Proposed ,taining Wall Proposed Proposed Finish Gr ade Pond Access Road I 60 I . 30 n 4 i I.1 .... r').+ x -. : t'..'t f - t, j ± Y v. r �u. f ps t �.Y L '* 1 1 ?'¢ Ct4 '�w..�• / �• + — Gi r" ..}•. �ir i'Yl tti m qf l 'S�.r i715�:. '�'E 54.�,,. a-' ^' — ,... -,. r ...: /era °• � = i.r'`...`c • f i.�..t;��&� `RAW -'. -1 nZ . s ; 26 .�, Silty SAND �� 7 - - �.,�� Seepage 4 31 Poorly Graded — 1 SILT : �? ♦ , 31 SAND with Silt ` — -- 24 Silty SAND 2s - - - - ? Poorly Graded SAND with Silt Horizontal Scale 0 15 30 60% Vertical Scale 0 15 30 60ft. NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. c 150 120 W W IL W J W • ti 30 Earth Consultants, Inc. Geotechnical Engineering, Geology, Environmental sciences Construction Testing & ICBO / WABO Inspection Services U. O Q W J w III I'L� - I II ICI I'O flL III I(tl II I I�;I IjI p ICI l�lL_IIi X' it Inch I 1/18 ,)2I `�.� .,r ^ �.; 31 .�,3,F;.:.a t .,�!,... � 4I. � I I I I I .ti "� t ry' { 4.; r "� � Ld4Vh >• .lt i I�.. btu.7 •� 0 Y 6 ;,. II I11111111JPI_lllll IIL PI IIIIIIILI _�IIIIIIII iIi II 11 :� �',; �,` # �'�, .' z � w� ..I I LLLLI( IaIIIIIILILIIIIIIIIILIILIPII�LIIIIIIII�IIIIIIIIIIIIIII Cross Section C -C' INS Building Tukwila, Washington I f 150 120 Y i t L L z 0 90 W al C at' E a 0 a� M v� W MI co O a al M D' 150 Proposed Proposed inish Grade Access Road Proposed , I Retaining Walls FILL 0 Existing 0 ram ITP -201 interbedded Silty SAND & Poorly Graded SAND Medium Dense W C ar' Q cr) I Critical Failure Plane FS =1.5 (Post- Construction CASE) 120 P U- 90 O f= J W Im 30 Earth Consultants, Inc. Geotechnical Engineering, Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Interbedded Silty SAND & Poorly Graded SAND Medium Dense NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Cross Section I -D' INS Building Tukwila, Washington Drwn. GLS Date Jan. 2003 Proj. No. 2579 -44 Checked MGM Date 1/24/03 Plate 7 o� 3 r cr, Proposed Finish Grade Seems qe� Existing Wall \ B-11 t Existing Grade se— U��,c.� as 45 7WHY SI LT �ra�e/ so Silty SAND Horizontal Scale NOTE: The.stratification lines shown on this cross section represent the approximate boundaries 0 15 30 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are Vertical Scale based on our interpretation of the subsurface conditions encountered at the individual boring 0 i 30 60ft. locations and our judgement and experience. ECI cannot be responsible for the Interpretation of the data by others. IIq1�III�I i�:1 ICI Iii ICI _I�� I, Inch 1N6 .� ,.. 5 6 v Ai •.1l p 1 ,. � � 1� ' s. f 4 i 1' � � '� #Ys r�� ! 1 y i a N 56 b I L E� ZL �► 0� g 8 9 n� x,� 5�,, q ,�^ IIIIIII�LIIIII. III_ �. 11I )LLI_LLLUI�L .I. II I ., ", -� �;,. .�� z � we II LLI�I�lllllllll. �lllllllll�I .IILIIIIII�ILIII II�`Ilillllii�ll _.t ..._.. IIII 11 I r� E I 120 9 U_ Z 090 ` Q W J uU J x Proposed Approximate Footprint of Proposed Building Finish Grade E0 i b ! m I (Boring B-206 Offset 65'E.) U I o 8-206 o a a , Existing Grade >. , rr•tir #��::: to �I I �dv .t rla tart Iy ; ; �rY` N cs °rt'rR�bi�Jir�r�y N (Borin e-206 Offset 20' W U I B-203 a I (Boring B -204 Offset 25 w.) B -205 U /� ,fir B -204 u' i +Fw - n.# r K `• ±:L t ! err ..�• .�i 't l `` kK 1 �3. r i { tl, z. i r .rSe F t ;iG)S f./�istln IN� a+l t+r t•if^r i �p f7 1 q' °` �� yti +t, ` t'ry .�� t r,'• �'Y f:�f tl�t. ,� i (Test Pit TP 209 Offset 30'N.) ' 4. t �r ?..J t r r c,'Y L T 1„ A '� w?' t •r '� '.� r TP -209 th° 1LWxr ,� LJ N z °t I ti% �/ rr ! t. i I 1 T4 dw 4 y t C i t o 1f1 ) 1 h 3�: 5•S: J .r. X. M r'y"'•t r 2 •t rti !'J. ,'� aJ� �n 7 �i ll .L tr x 1 .�� .i.r. � .r:1._al._c�rr.35.�,a__� ..� sn,5l tar'._ ._zr,... ,��3 �.ar}tCjs..�l...... Tt �•re A..:nT..rJn3. <t�•;'�_..,.1.... ,. _ , .il.tr ..._., ._,� .,:11,r;.;.r.,�_Y....� 1.1 t . � Existing Grade ca � ) 3 1, •. fr 'Gr i J ;..- I`s'Glj.�•'�'._ _ �. s r - __ --_ -� --------- ---- -- 45 66 63 Poorly Graded SAND 60 with Silt 85/11' 92/11" 82 Seepage 62 84/11" NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. B -201 NOTE: Boring B -102 (1988) Approximate surface elevations at time of exploration was approximately 118'. Slope has since been cut to approximate elevation 90 p E Proposed 150 Finish Grade (Boring B-102 Offset 35' N.) B -102 (1988 120 w U_ 90 p 74 Silty SAND with Gra vel 40 - poorly Graded SAND_ 3o 35 ? 31 38 Poorly Graded SAND Sil SAND 43 with Silt Poorly Graded SAND 43 S3 r� I , J W .8 30 Earth Consultants, Inc. Geotechnlcal Engineering Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services r - h j tA•sAj !lr•' 'rw''t � p�,^lr �;a' tj ^ i'' • •7'�M� fr � G "' ��:iC � � lJ,! {{ � , L1 !' _' � S � i bY ^ J � tP max. ^ � � �i� L T1 y t r ,} � +j '�.J J 1 t -7 t „� ,• 'r. . •s, lt , �' t rc 4 ••��`� 7 :`.,E s •wv, d�7 ^ •r -, • v t _ , 7r�3 V+ 7 4 'L. 1ru . U rL +.. Pti• t ` I.Jt x ? r +- 7 win t ;hr C � 1lSd! ' ' .:«`•..:,:ri �.. vr•i..:• f f'"^ °..'..::.• —` 12 ~' Interbedded x °r�,;; '"� Poorly Graded sY�,� 38 •1= .Silt S�1VD y 1 SAND with Silt 10 17 r Seepage — — -- — — 31 and Silty SAND Silty SA l�D ,�,, 21 r _ _ -- 0 - -- 26 Poorly Graded SAND 8 4 Poorly Graded SAND with Silt 31 QSeepage 67�Seepage 64 ,(� with Silt 72 45 74/11" 92/11" 88/11" Horizontal Scale NOTE: The stratification lines shown on this cross section represent the approximate boundaries 0 15 30 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are Vertical Scale based on our interpretation of the subsurface conditions encountered at the individual boring 0 15 30 60ft. locations and our judgement and experience. ECI cannot be responsible for the Interpretation of the data by others. ....... _ 1 ue..msa-eTl , i�� '�1 I .( I , Q � I �I.I I I I I II I II III .I II�I� I" i �I I I i�l I I I I "_2 I I ll I I I I •I ) I I I Inch 1/16 I \ n� fd.r. c I I 1 ' ill ifLll_ i. llitIIIIIIIILLIiiLLLIiill iiili.li.i_Ii 2 / �t 1 � t� 4� tl��. A1rt f�i•1 {�- 7 � 1h. ll I �ILIIIIII_ IllllllJlllllllllllillllllllll, �LlJ 11 IIIILIIL illlll�i�lll�lllll� `II II illllllllililllll�l Cross Section E -E' INS Building Tukwila, Washington 120 120 ., H LU W ILL z O 60 Q w J W 30 Existing Grade Proposed , Parking Lot Proposed Buildi TP -104 90 (eorinp B -1 offset 4s' k(oring B - 1 B-2 Offset 60'N.) Sllty SAND Very Dense 7_?�� [ 84 S AND 0/5 6.9 SOy s2/1 o• — _SAND Lean I? CLAY — Proposed Pile Support ng Grade 34 _ 46 Lean —? 60 CLA Y 47 ------- - - - - - -7 23 25 Approximate Location of 3 SILT, Proposed Detention Vault 22 32 SILT U F W LL 60 0 4 w J W 30 X Horizontal Scale 0 15 30 60ft... ,.... Vertical Scale 0 15 30 60ft. NOTE: The stratification lines shown on this cross section represent -the approximate-boundaries between soil types. The actual transitions may be either more gradual; or more severe. They are based on our Interpretation of the subsurface conditions encountered at the individual boring and test pit locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Earth Consultants, Inc. Geotechnical Engineering Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services NOTE:' This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the Information resulting from black & white reproductions of this plate. � i � III �. Ia .. lii,FI � � II :.. I _ III III IL,LiI(I I II) III I(1If'T 1 — � Inch 1/16 (I 111rI(I (II i�I ICI I i Iii r��i Z L g 8; ,.; Q S; v ,; IIIIIII�L�ILI► L�l�llilliiil�iIILIII�- 9 . �,, � }} { � Wo LI.II��ILILL�LII.�LI�I_��L� I mo. . IILLIII�LIIIIILII.� -. 1111 11111111. 1. �. ��( LI:! 'lllllll�l!Iil�l�llllrlr�lllll� Ili1i��11 .l... IIIIIIII�IIIII Cross Section F -F' INS Building : Garage Structure Tukwila, Washington �K 120 . w W LL O H w J W 30 Existing Grade G' Proposed Propos Building Parking Lot ._._. TP -102 (Boring &208 Offset 30'N.) Silty SAND ;:; B -208 Dense` SIL T 78 SILT Silty SANDS 5;_ S'ilty SAND SeevageV — SILT too '- -- - - -� SILT Proposed Pile / Support Existing Grade Fill or Structural Slab Support 120 ., P w LL 60 p f= w J W KE n 0 Horizontal Scale 0 15 30 60ft. Vertical Scale 0 15 30 60% NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual; or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring and test pit locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Earth Consultants, Inc. Geotechnical Engineering Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section G -G' I 1L�IfI, i .I. II I I III ICI Ijl I1I I1I III II1 III JAI 111 Inch 1116 " I� ,: .I1I ... ;.,I ,.) L I I I 111 I 5I 111 ICI 111 1,111 I 6 0 1, I z w� IIIIIII�llllllll_ 1�. 1 LIII�LII I III�IIII�III I LIIIII111LIIIIIII�III�I IIII�IIIII111��IIIII11 II 1 1 �IIIII INS Building : Garage Structure Tukwila, Washington I I 0 0 Horizontal Scale 0 15 30 60% Vertical Scale 0 15 30 60ft. NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual; or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring and test pit locations and our judgement and experience. ECI cannot be responsible for the Interpretation of the data by others. NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Earth Consultants, Inc. Geotechnical Engineering. Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section H -H' INS Building : Garage Structure . Tukwila, Washington H 120 Existing Grade Proposed H' Parking Lot 120 (Boring B-6 Offset 80' N.) Proposed Building B -6 90 — - a7 Silty SAND to TP -101 Proposed Pile Support 90 f- 23 SILT„ , LU '� (Bonng B Offset w �f,''s B - 207 Existing Grade LL 29 , 7! =as,� z2ki x i a rt a}f s� TP -2 Ulu / — r Seeae �gQ — — SILT Dense +� ,tix.rf y�,, a i 7 r* , 7 ,tFv i s V i CLAY `_-- • t �s` Fly „�Atty? �cr��n9 x.{� liwu w L 60 \ ��/ ' �� ^r,- Be y ^r% YJ }�F1LL�s'3 V. Q \ — 41 ' / 60 > ? — — - SILT as _ Silty SAND 60 O —�,- ------------------ ---- -- 72SiltySAND Q w S SAND Fill or Structural > 3 7 Slab Support w 30 30 . III ; �I� . ali��a : IIIIi�� III (llfll IIIII�I II I�I�I I Inch 1 /16 Drwn. GLS Date Feb. 2003 Proj. No. 2579 -44 Checked RAC Date 216/03 Plate 11 H 120 Existing Grade Proposed H' Parking Lot 120 (Boring B-6 Offset 80' N.) Proposed Building B -6 90 — - a7 Silty SAND to TP -101 Proposed Pile Support 90 f- 23 SILT„ , LU '� (Bonng B Offset w �f,''s B - 207 Existing Grade LL 29 , 7! =as,� z2ki x i a rt a}f s� TP -2 Ulu / — r Seeae �gQ — — SILT Dense +� ,tix.rf y�,, a i 7 r* , 7 ,tFv i s V i CLAY `_-- • t �s` Fly „�Atty? �cr��n9 x.{� liwu w L 60 \ ��/ ' �� ^r,- Be y ^r% YJ }�F1LL�s'3 V. Q \ — 41 ' / 60 > ? — — - SILT as _ Silty SAND 60 O —�,- ------------------ ---- -- 72SiltySAND Q w S SAND Fill or Structural > 3 7 Slab Support w 30 30 . III ; �I� . ali��a : IIIIi�� III (llfll IIIII�I II I�I�I I Inch 1 /16 il2 °, '�:'fa �dxtNay4' J) ai a= F Ci6 IIII' III�IIllllil l�_ LIIL �III� .�IIIILLII.I�LLLI�III 0L 6 8; LL�ILLI � �I I LII�L�LLIIIIIII -.,LII .I I _. IIII�IIIII_