Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D05-069 - KHAN DEVELOPMENT - RETAINING WALL
khan development 13815 13821 13827 macadam road south d05-069 i � W%LA. 0 ----, City 0. 'Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us DEVELOPMENT PERMIT Parcel No.: 3229200010 Address: 13821 MACADAM RD S TUKW Suite No: Permit Number: Issue Date: Permit Expires On: Steven M. Mullet, Mayor Steve Lancaster, Director D05 -069 03/10/2005 09/05/2005 Tenant: Name: KHAN DEVELOPMENT Address: 13821 MACADAM RD S, TUKWILA WA Owner: $10,000.00 Name: AIA INTERNATIONAL VENTURES Address: 24719 43RD AVE SOUTH, KENT WA Contact Person: International Building Code Edition: 2003 Name: SABIR KHAN Address: 306 N 1 AV, KENT WA Contractor: Name: AIA CONTRACTING INC Address: P.O. BOX 3280, 306 N 1ST AV Contractor License No: AIACOI *990KU Phone: Phone: 253 - 261 -9716 Phone: 253 854 -7005 Expiration Date: 10/18 /2006 DESCRIPTION OF WORK: CONSTRUCT RETAINING WALL ALONG THE REAR OF 3 RESIDENTIAL LOTS ANDALONG THE SOUTH DRIVEWAY ACCESS t FOR THE SAME LOTS. r Value of Construction: $10,000.00 Fees Collected: $375.06 Type of Fire Protection: International Building Code Edition: 2003 Type of Construction: Occupancy per IBC: 0026 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk i CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: N Non - Profit: N Water Main Extension N Private: Public: Water Meter: N doc: IBC - Permit D05 -069 Printed: 03 -10 -2005 } i Z F= i!— Z W� UO �0 w= w O. '2 J LL =.. N � =w z� i~ O. z� D o. O- � fr W H U. H 11. O. cd z . U N; O F_ Z City o Tukwila Department of Commuttity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: cOukwila.wa.us In Permit Number: Issue Date: Permit Expires On: Steven M. Mullet, Mayor Steve Lancaster, Director D05 -069 03/10/2005 09/05/2005 Permit Center Authorized Signature: �i( �✓t-{' 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 construction or rformance of work. I am authorized to sign and obtain this development permit. Signature: Date: f�3 o,3r� Print Name: 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. s doc: IBC - Permit D05 -069 Printed: 03 -10 -2005 ZZ ZZ Q � W . . WD J U; U O' �o w= J �... N LL. W O, U . CO) H =. Z ►= O z H- U 0. O N: WW H F u. O: .. Z U N; O ~' Z �g City of Tukwila face Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 3229200010 Permit Number: D05 -069 Address: 13821 MACADAM RD S TUKW Status: ISSUED Suite No: Applied Date: 03/04/2005 Tenant: KHAN DEVELOPMENT Issue Date: 03/10/2005 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be required. 5: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. * *continued on next page ** z �w u� D U0 ca wZ J �.: co LL: w O u_ Q = d . �w Z �. t- O` z �- 5: �O O N' w F- U- F= w z. co z i 4 �g City of Tukwila Igoe 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 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: Date: Print Name : /�C Z Z w 3 U; 0 0 N CO) w J = CO L w O' LL a CO) H W z �- w 5; ;O Cl) iw W H U; V_ F' O; Z W U CO) O �Z doc: Conditions D05 -069 Printed: 03 -10 -2005 lJ�wlLA, w CITY OF TUKWILA Community Development vartment Public Works Department ,� Permit Center 1905 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 i i Building Penn 6 V_ Mechanical Permit No. .Public Works Permit No. Project N o. For o tce use onl 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. * *1P1Pnca Print ** SITE LOCATION Yd . X30., - -' - -- ^ - - - -- - /7a /V i /� vL/ �� u King Co Assessor's Tax No.: r Site Address: 13g'ZI /1'�C�/�'l�/�%' ��/ Suite Number: Floor: Tenant Name: j Q Al o5L0 PRl6/v New Tenant: ❑ .... Yes ❑ ..No Property Owners Name: AG/Ah/ Mailing Address: -?a6 Al. City State Zip 1.1 0NTAC PERSON Name: SIB //rl /t, Day Telephone: 25':?"- 2 61 ' 7 Mailing Address: 7 /G t=rL r Gig 7 �o3y V--( City State Zip E -Mail Address: Fax Number: _ 2 S GENERAL CONTRACTOR3NFORMATION- (Mechanical Contractor informatiowon back page) Company Name: �� 111/ %'�/ /�i�� /�✓� Mailing Address: S9m E- City State Zip Contact Person:_ ����� ll n� Day Telephone: 2 2 6/— '77 l � E -Mail Address: Fax Number: S' - FS 4 7G2 Contractor Registration Number:, A 1 ��9 X_ Expiration Date: o 0,-, � * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD All plans must be wet stamped by Architect of Record Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: Z Z W UO Cf) J = H C0 LL Q WO o� LLQ ca =W z� �O Z F— W LLJ �p U co , 1H WW LL 0 Z CO) O Z BUILDING TERMIT INFORMATJON =- 206431-3670 Valuation of Project (contractor's bid price): $ /OI t; Ga Existing Building Valuation: $ Scope of Work (please provide detailed information): / 6 / n/~ Will there be new rack storage? ❑ ..Yes ❑ .. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below 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? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: [I.. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ .. No If "yes ", attach list of materials and storage locations on a separate 8 -112 x I paper indicating quantities and Material Safety Data Sheets. \permits plus4cc changeskperrnit application (7 -2004) Page 2 Z Z '~ w JU U NO W = t_ CO LL W O. J. LL Q N� = H =. ' Z t.... Z I•— W U� ON Q E_ WW H� tL O. W Z U N H X. O Z Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 0 Floor 2r Floor 3r Floor Floors thru Basement . Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Ddck Uncovered Deck 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? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: [I.. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ .. No If "yes ", attach list of materials and storage locations on a separate 8 -112 x I paper indicating quantities and Material Safety Data Sheets. \permits plus4cc changeskperrnit application (7 -2004) Page 2 Z Z '~ w JU U NO W = t_ CO LL W O. J. LL Q N� = H =. ' Z t.... Z I•— W U� ON Q E_ WW H� tL O. W Z U N H X. O Z PUBLIC WORKS PERMIT INF TION 206- 433 -0179 Scope of Work (please provide detailed information): Call before you Dig: 1 -800 -424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila El ... Water District # 125 ❑ .. Highline ❑ ...Renton ❑ ... Water Availability Provided Sewer District ❑ ...Tukwila ❑... ValVue El.. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate El ... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of 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 Proposed Activities (mark boxes that a [I... 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 ........ " FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City state zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State Zip 1perrnits plusUce changestpermit application (7 -2004) Page 3 Z T LIU 3 0 Cl) LU J CO) LL W O. �a Nd = W H Z F- I— O Z H W �5 �p O co O H WW U. U -0 W .. Z. U =� O Z MECHANICAL PERMIT INFOATION -- 206- 431 - 3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: 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): $ Scope of Work (please provide detailed information): Use: Residential: New -. ❑ Commercial: New .... ❑ Fuel Tag: Electric ..... ❑ Gas....❑ Replacement..... ❑ Replacement..... ❑ Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler/Compressor: Q Furnace <100K BTU Air Handling Unit >I0,000 Fire Damper 0 -3 HP /100,000 BTU CFM Fumace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected Thermostat 15 -30 HP /1,000,000 BTU to Single Duct Suspended/Wall/Floor Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Mounted Heater Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Incinerator - Domestic Emergency Heat/Refrig/Cooling Generator System Air Handling Unit Incinerator- Comm/Ind Other Mechanical <I0,000 CFM Equipment r PERMIT::APPLICATION.NOTES - Applicable to all permits in1hk application 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 OWNER OR AUTHORIZED AGENT: Signature: Date: Print Name: Day Telephone: Mailing Address: 3 e G /(1 �' /� �/��•,,, (.�� , City State Zip Date Application Accepted: Date Application Expires: Sta itials: ipermus pmsucc cnangesipermu apptucauon (7 -zaua) Page 4 Z ;x Z �W 0 CO LU J CO LL W O U Q Sao �W ZP - 0 Z F- 5 U� ON D F- W UJ ~ F= —0 --Z W Sa Z i Cit of Tukwila taoe 1 ` 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 3229200010 Address: 13821 MACADAM RD S TUKW Suite No: Applicant: KHAN DEVELOPMENT Permit Number: Status: Applied Date: Issue Date: D05 -069 ISSUED 03/04/2005 03/10/2005 Receipt No.: R06 -01655 Initials: JEM User ID: 1165 Payment Amount: Payment Date: Balance: 15.00 10/17/2006 02:18 PM $0.00 Payee: AIA CONTRACTING INC. TRANSACTION LIST: Type Method Description Amount - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- .Payment Check 3603 15.00, ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PHOTOCOPIES /DUP SERVICES 000/341.690 15.00 Total: 15.00 0 323 10/17 9716 TOTAL 15.00 doc: Receipt Printed: 10 -17 -2006 LU U & CO) w z J F.. W O. Q � Q 1 J U. c d. H 3: z �. ►= o z r~ ; j Q U O CO) W W , F- V; LL �; 111 z � U N'. O z k_ City of Tukwila lam 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 3229200010 Address: 13821 MACADAM RD S TUKW Suite No: Applicant: KHAN DEVELOPMENT RECEIPT Permit Number: Status: Applied Date: Issue Date: DOS -069 APPROVED 03/04/2005 Receipt No.: R05 -00350 Payment Amount: 229.08 Initials: LAW Payment Date: 03/10/2005 11:21 AM User ID: 1630 Balance: $0.00 Payee: AIA CONTRACTING INC TRANSACTION LIST: Type Method Description Amount Payment Check 3668 229.08 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - NONRES 000/322.100 224.58 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 229.08 0808 03/10 9716 TOTAL. 229.08 day Receipt Printed: 03 -10 -2005 Z LW U U O, CO) O_ CO) w LU J 1- Cf) L W O. LL Q.. co) d' H w z o, � p: Oco ,[a = V. Z. U Co. 1-- X O Z Cit y of Tukwila f906 t 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 i RECEIPT Parcel No.: 3229200010 Permit Number: D05 -069 Address: 13821 MACADAM RD S TUKW Status: PENDING Suite No: Applied Date: 03/04/2005 ' Applicant: KHAN DEVELOPMENT Issue Date: Receipt No.: R05 -00311 Initials: BLH User ID: ADMIN Payee: AIA CONTRACTING INC Payment Amount: Payment Date: Balance: 145.98 03/04/2005 10:01 AM $229.08 TRANSACTION LIST: Type Method Description Amount Payment Check 3665 145.98 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PLAN CHECK - NONRES 000/345.830 145.98 Total: 145.98 z Wi z` F- UJI � 0 0 rn o W =; -J F 9 tL W U. j = 1— W z � z �- 5. �o O ST 2 V' F. u. 0: Z 'U CO)' r^ � 0 z 0 507 03/07 1 TOTAL 145.98 doc: Receipt Printed: 03 -04 -2005 7 * „ ty . ,w.s ��i"5,"+`.tk%�. `.r,y�.: �sf.% vv. S: �}' k�::,`, Sm.` r;; F,•.?: r '�,i�})'i:ltji:,;:�i.F °.�.... :, r. :..1.e:y,� ..der ;�� v� INSPECTION RECORD Retain a copy with permit P ITN . / INSPE NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 D Approved per applicable codes. Corrections required prior to approval. Project: , Type of Inspection: Address: Date Called: Special Instructions: bav�' Am � Date Wanted: _ a p.m. Requester: Phone No: Receipt No.: Date: Z W �U UO N� N UY w =: J � N U. W O: U. Q N d = W H Z H' H O W F-. � p U O tn: W UJ S LL ~ O. .ill Z O ~ Z �--� paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspectior INSPECTION RECORD Retain a copy with permit INSPECTION NO. T PE CITY!OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 6 0 Type of Inspection: P rojec t: , -I AJ 0 ?il A 6 N7_ eeV Fq Address: / 3 R J_ 1 0 AD A Date CalWd: Special Instructions: Date a.m. - 2 - 0 p.m. Requester: Phone No: R .APprbved per applicable codes. D Corrections required prior to approval. COMMENTS: Ajol Le 4e v _cy o_tg (C tor: Date: 1 -22 - vim W $ 8� 00 REINSPECTIA FEE REQUIWED. Prior to inspection, fee must be aiat 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: Date: Z Z� LI J; 00. (/)a' W C0 LL 0 � �Q a LU 0 Z F-: W 5; U O N . UJI La LL Z CO) ,z 7-7 7 1 77" INSPECTION RECORD Retain a copy with perm I it INSPECTION NO. P CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1-3670'r Project: I /k'/-//A Type of Inspection: /C)67/,,L/6 -5- Address: Date Called: Special Instructions: Date Wanted: (-a`rR Requester: Phone No: RApproved per applicable codes. OCorrections required prior to approval. COMMENTS: — C/) A-A t. I Receipt No.: I Date: I Z Z W U 00 ma U) 11111, W 3: J F- 52 LL W O: 2 �. 5. CY, F- Z Ir- 01 Z F- W UJ p'. (1) 0 W ILLI 0 0 zw W (1) C.) _x �' F- Z INSPECTION RECORD Retain a copy with permit Jd S' OG ;. INSPEarION NO. PE MI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ('06)431 =3�7 Approved per applicable codes. Corrections required prior to approval. r COMMENTS: Inspe or: Date: E] $ 8.00 REINSPECTI N FEE REQUI ED. Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspectioi Project: <H f1 P hiFM Type of Inspection; ; aQ; / tv G Address: / 1 3 V Z {/1 l rl C' L1 r t 'z'ti 2 CX Date Called: Special Instructions: Date Wanted: a.m: —U- Requester: Phone No: . yz -s - 2 ( - 1 L - Receipt No.: Date: z Z: fY UJ . J UO y0 W X, J I.- CO) LL. W �� LL Q S O ` �W Z H Ir 0' W H. U� O CO) 0 H W W LL tl! Z F= _ z INSPECTION RECORD J Retain a copy with permit bO5 - d M4!PK NO. PE WiTN CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (206)431 -347 Project* H A Type of lns pection: 4- 1-4 0 7 /V el AddreA: Date Called. Special Instructions: Date Wanted: a. r_m Z- 3 ReqUester: Phone No: a Approved per applicable codes. Corrections required prior to approval. )r to inspection, fee must be Call to sechedute reinspection. COMMENTS: Z/A/e- 01 1 IAA/ ( J AJ 5 2-) /W./ - Z J 00 Cl) W W W O -J LL N T I .— LLI Z 0 1 W LLI 5. �O U z co); X 0 1--', Z I - PT 7 4 INSPECTION RECORD Retain a copy with permit INSPECTION NO. y PWT 0. CITY OF TUKWILA BUILDING DIVISIO'l 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 3670 P roj t Typ f pectio n: eof)ns • Address: V z � E- Date Called: Special Instructions: Date Wanted: a.m. m. Requester: Pho D f-4- r per applicable codes. Corrections required prior to approval. COMMENTS: E ,2 Afoe CdAJ - 4))4 A/k/ (IJ t yd �2 (- )' " "-- /V " , - 3 A. K Prior to inspection, fee must be 100. Catl to sechedule reinspection. Z Lu �U 00� W a LU CO LL w U- = CY, F. UJI Z Z � 0. — �— U) UJ WW 0' tii Z co ,z d INSPECTION RECORD Retain a copy with permit INS ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Proje t: /. TyRt.0 Insgection: + IM LA )T - A ' I Address I Called. S pecial Instructions: Date Wahtedi a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. 1COMMENTS: Il I Receipt No.: I Date: I z Z W �U 0 U) o Cl) W W C0 LL 0 LL co) C11 F- U Z F- �0 - Z W LIJ CO: 0 W W : LL Cd z C0 Z $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to sechedute reinspection. AWS MICRO COM SYSTEMS LTD. ATTENTION ❑ The next image may be a duplicate of the previous image. [� , Please disregard previous image. ❑ Please disregard previous 2 images. ❑ Please disregard previous 3 images. ❑ Other: Z W' J V U O; co o' W =. N LL W O' OC J. U. Q N �. Z Z H O Z F-: :O N 43 WW H V` W Z U CO) ,z Nom x;.�.*(e'!Vi "M! •t•;:, YtiCY' .^r,.Ykt 4 iti:!.��TXr f✓w "}it •,'. 13`4 :' -LN'<; l•t �:�t.. ...:.�fi. GN. .F�'r 4 � T t �t r + 4, �y;: 1 Vr //.•I,� , z, 1 t. t P 2 Z. �W Q � WD UO: CO) o: co) W ' W= J �. .co LJL O ; W J; LL Q' N D i F. W. O Z I- 5 W W, . !0 Nt W = U+ W O Z U co O � Z.,. . F INSPECTION RECORD Retain a copy with permit� a4 INS ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 s Proje t: Ty Ins ection: w t Address: Date Called: Special Instructions: Date Wa ted. a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ` i , Receipt No.: Date: 'f Z i� W �U U 0 0 Cl) J F CO) u. W O: 2� 9- U- Q: f' W Z L.., I-0 W F-. 5 U� O co � F- W uJ. H U' IL I.. Z N F H z $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection, /� INSPECTION RECORD r f v Retain a copy with permit V 0 S Cr INSPEqTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 c Pr jec : 14(--Vl a/1"-A ik."V-e I I Type of Inspec yn: _ � 1 Address: : , Datb Called: Special Instructions: J r ( V ate Wanted: a.m. Requester: Phone No:� 2S LCD Approved per applicable codes. Corrections required prior to approval. COMMENTS: _ � 1 el 77 FS. 5 inspection, fee must be to schedule reinspection. Z =Z W � UO M W =. J V..: W O 9 - LL co d = W I.- Z� ' zo 2 5. U 0. O N' � H W W. LL 11J Z ' U 0) H =` O Z INSPECTION RECORD 5C. Retain a copy with permit INSPECTION NO. PERMIT NO. S CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 0 r: Proje : Type f Inspection: Address Date Called: ' v Special Instructions: V t Q LA '� /- Date Wanted: Requester: i i '_. pprovecl per applicable codes. Corrections required prior to approval. i ;l. i COMMENTS: . _" t l� Wr l - Q'�T'o'� �' vt/'\ 0- S , 1 p i at 63( Recei t No.: Or to inspection, fee must be Call to schedule reinspection. i f i 3 t J z Z W. UO 0 UJ C0 U.. W O 2� 9 u_ Q. c d UJ z .' z 1-- 5 �p WW H LL Z 111 CO) t- z INSPECTION RECORD Retain a copy with permit INSP C VION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspectio F Address: n Date Called: Special Instructions: \\ 'r (/LV ` v Date Want a. M. Requeste �'2 Ph a No. - "4 5 ° Approved per applicable codes. O Corrections required prior to approval. Z W' O � J U: 00 . N o W =' J U. W O Nd 1 _. ?H Z O. LU 5, �p U O l— W W . LL 8- U.1 Z' U =, O Z INSPECTION RECOtD _ Retain a copy with permit ()O INSP ION NO. PERMIT N0. S If CITY OF TUKWILA BUILDING DIVISION 6.300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 367 Pr, ject: ( Q Lpe Ins ection: � Ad ress: Date Cal ed: Special Instructions: ( Date Wanted: m Requester: Phone No: 2 r ®Approved per applicable codes Corrections required prior to approval. WREINSPEC14ON FEE REQUIRED. Prior to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z �= Z �W L) 0 CO 0, J I. CO U- W O I E ca d = W Z �... ZO 2 �. U �. o H- W W W p _ O F-. Z INSPECTION RECORD R 'd -t�6 etain a copy with permit INSPECTION NO. R CITY OF TUKWILA BUILDING DIVISIONq 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (2 6 4�,l -3670 Proj ct Type o Ins ec tion: C4 A dl ?> Date Called: Special Instructions: Date anted: a.m. GkCA Z9 p.m. Requester;.—j V Phone No: T'�A Approved per applicable codes. L - O Corrections required prior to approval. .3 F InVector: :e: REINSPECTION FEE REQUIR D. Prior t inspection, fee must be 1 E (p; 8 /at 0 D 6300 Southcenter Blvd., Sui� 100. Call to sechedule reinspection. Receipt No.: Z Z 0 U) V) W LL W O J. U. LU Z T- I LU LU' 5 0 co . .0 'D l'— W W = : LL -0 Z' L) Z r Project: U- Type gfJnspectio�: ir , V � Address: A G Date Called: Special- instructions: Date Wanted: a.m. �—` - p.m. Requester: Phone No: z i�— W W� VO U) U. w O CO a; Z tr` Z W UJ U � U .D H WW u. O , ..z CO w U Z- Project: U Type o nspection J fLpr IC', y� cr" Address: , / G c� WN Date Call d: Special Instructions: PcA�, t� \ , Date Wanted: a.m. p.m. Requester: Phone No: Z W . J U. 00 CO) 0. CO) =. J F.. CO U. W O LLQ N =) = d: F.. W Z �.. H O. Z F—: W W 0 U� O CO) 0H WW F- U tlJ Z U CO H z A INSPECTION RECORD Retain a copy with permit 6 S 069 INSPECTION NO. PE N CITY OF TUKWILA BUILDING DIVISION ;N 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project: 4CA Typ Inspe tion: Y()%,) � ' I I Ank 12 0 1 ! fl�� Y� e-) A - " III A ress• J46(CA Date Called: Special Instructions: Date Wanted: ''a.m. Requester: 1 k)" M I Phone No: ApprLecl per applicable codes. orrections required prior to approval. COMMENTS: !zL -P Y V3, 1 k)" M I o Pam U't A0 t ',e V\ C41 SP S40 I N I n0rew I C h YVe kr (P L ti o, - ( ;Pp 1 3 (o SO 4 p a - � -0 - L J R r1 ( 6A Y' 1 \ �ze Y 5 '(',P C L) I YI-e r0V\CV'-eA--e-. cov-eve"I..'e. 0y\ Y\OVN - 0 F $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. W JU 0 0 LL W O -J C, LLI z O. Z F-: W UJ 5 C0 0 IJJ ul tL z CO) Z . ,"i•++:'crt•PSl f=: "',! L . 'v ct : .. , rvr ' r .- .r. INSPECTION RECORD � Retain a copy with permit l/1X a INSPECTION NO. PE P6)431-3670 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( I/el pp Approved per applicable codes. t5 corrections required prior to approval. z s Inspector: Date: !� 58 00 REINSPECTION FEE REQUIRED. Prior to in fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. ins $ Q p Receipt No.. Date: s '+i} c'Cd:$.'L;��EfjvuCir'.5. K �..k.: �, � . .,:x ` � �. s , �Fri +. ::�:' '' .s•.� - , . ; �':"'�: + ' < " l ti { Pr 'e T of Inspection: Ad re Da��te // Called: Special Instructions: Date Wanted: t,p - U� p.m. Requester: ( • Phone No: COMMENTS: t ( ( • • h ��(�� 16V\ a v� h U+! � ��(iv�`�•�l C Ct i � 0 0,0 r a � � �h 1 1� � 4-10 C Z = Z' J V. U 0. W= I— w 0 LL Q CO) d = w Z 1- O Z H U� = Vy ~ h .. Z W Z P ec : V e i Ty a of Insp tion: Ad e Qi' Date Called: i t c� Special Inst ctio ( 1� bt'&Z(A 10-11, :nOIA /( @ It Date Wanted: p.m. Requester: `i ( - ale Phon a�� _S-70� COMMENTS: G T�I -�s a l coyer +0n Co , 4fie. `i t?v,r at cc v - - ale �e jj c �r e o H 0A -S) 4-:2 f Z �Z �W QQ� JU U O CO) 0: CO) X' J f' CO) LL W 0; L L = W' H Z 1-0, W F-. W U 0, :O CO. W H U W E' —O .. Z. W U= O 1-- .Z CSY! <��.E".'_�fi1�`w. Its:: in�xac: w+v..`:,st::�..'��'.' "3,t�'•�rtt r..s. . . r .. �.. INSPECTION RECORD 1" Retain a copy with permit INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION K4�J 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: i� Type of- Inspection: Address: Date Called: Special Instructions: Date Wanted: am- 0. 65 p.m Requeste Phone N F - 7 v-C y G'U 9 EJ Approved per applicable codes. 'Corrections required prior to approval. I — L Inspector Date: ��30-a S $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Q. Z H Z' �QQ Lu JU UO CO) 0 w LU J CO) tL w O'. LL Q N D =d I.- W F— O W �p ,O H WW U_: — O: iii Z U co) O Z .usr�shi''+:f -!:� �' ✓'f - % ?4 �.x- 3L�sa�.:^:t- :. "s:.• �'rz�.rJ.:1: INSPECTION RECOR Retain a copy with permit INSPEM N N0. ERMIT NO. J CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 LJ Approved per applicable codes. Corrections required prior to approval. Pr ' t: Ty a of Inspectio � /H .. A dre .b a I Date Called __-- Special Instructions: Date Wanted: Requester: Phon. Receipt No.: Date: z H W W � U O' O W= N tL W O U . d = W z Ir-O z 1- W UJ U� O N WW H H Z U N O .z INSPECTION RECORD Retain a copy with permit INSPECTION NO. P a CITY OF TUKWILA BUILDING DIVISION )N 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (20 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: - i Project Type "spection: Address: Date Called: lda- lu5 ISpecial Instructions: ?f Of -VD Date Wanted: a. -- lJ d -335 p.m. Requester: SlICK Phone No: 6 1 1 1 6) I Receipt No.: Dat e: I Inspector: C.., -' / ,. IL)ate: $58.00 REINSPECTION F REQUIR Prior to inspection, fee must be paid at 6300 Southcenter glvd., Suite 100. Call, to sechedule reinspection. �z W, JU 00 (00 0) = W Co LL 1111 2 �: I LL < co =y Cy W Z 3:' 0 W �— W LLJ 5 co �O a UJ W 0 N i INSPECTION RECORD Retain a copy with permit 5 r INSPECTION NO. PER 0. S CITY OF TUKWILA BUILDING DIVISION 6300 Sou thcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr j ct Typ f Inspection: A dre : to Called: S ecial Instructions: Date Wanted- / a.m. Requester: Phone No: G — Approved per applicable codes. corrections required prior to approval. COMMENTS: 0 A z W Q � J U. UO N O: W= WO 9 E. U. C1 = W �0:. z I- � 0' O N' O F_- WW H V'. W Z U CO) H H, O z i INSPECTION RECORD J2 ti I Retain a copy with permit 0 /_ _ c INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East. Tukwila, Wa. 98188 206 - 575 -4407 Pro'ect: or Type of Ins S e Address: V Co tact Person: Suite #: S / p 0 0/, Pre -Fire: Special Instructions: Phone No.: Approved per applicable codes. FICorrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Za ctor: ''r'o Date: D Hrs.: $80.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be 44 An dover Park East. Call to schedule reins ection. R ce pt No.: I Date: Word /Inspection Record Form.Doc 12/2/05 T.F.D. Form F.P. 85 z w Q � 2 . J U. U CO) W = U. W O 9� LL ?. � = w Z F- }- 0 w w U� 0 N' O 1- w w '. U. •Z W CO) b F- O Z 2 W: 'O 1908 . CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION 6300 8 'uthcenter Blvd., Suite 100 Tukwila, Washington '98188. Tel: (206)431 -3670 Stop Work O'r it N 6 P NOTICE c". All persons engapd in doing or causing work to be done are hereby ordered to. forthwith STOP - WbRK, pertaining to construction, alterations or repairs on these premises Located at: f..._. VIOLATION: r x : CORRECTIVE ACTION REQUIRED: ' `, o Apply for a building permit within 15 days of this notice. �` ` -o Remove illegal- construction within 'l 5 days of this notice & call for re- inspection.' o • Discontinue use of structure or portion thereof ;may. o Vacate ding and secure against entry. ' POSTED. A.M. [P.M. 200 h` B Y 1:' U, (/I 1 -- * NAME / T��E': ' 1, r,�/ /=�. DO NOT #Vr4pyE TH�SI , A WA RNING lt'is unlawful to remove this notice. Failure to comply with the requiremyrtts of this der or lease activity shall subjdci the offender to a Civil Infraction Citation. Each civil infraction shall cant' with U a monetary penalty of 5100:00 -for the `first violation, $175.00 fora second violation of the same nature or a continuing ;viol `tion, and $250.00 for a third or subsequent violation of the same nature or a continuing violation. Chapter 8.45, TAW!'1a.Mun•6ipal Code i I z � Z w D �o �o J = H �LL W �Ei LL a �D = (y . z� I— O z IF - wW U� o� .w w H L) U_Z 111 U= O z 04/26/2007 09:08 2067232221 OTTO ROSENAU PAGE 02/02 Off` rO ROSENAU & ASSOCIATES, INC, Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattib, Washington 98118 -3216 USA Tel: (206) 725.4600 • Toll Free: (888) OTTO -4-US • Fax: (208) 723 -2221 WSE W2F5913684 • WABO Registered Agency • Website; www.orkwommou,com 17 January 2007 City of Tukwila Building Department 6300 Southeenter Blvd., Suite 100 Tukwila, Washington 98188 -2544 Project. Kahn Three lots Address: 13821 Macadam Rd 5 Permit Number: 005 -069 Job Number; 05 -196 We herewith certify that we have completed the following special inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. All typewritten reports will be mailed to your office or are enclosed. All reports. appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Reinforcing steel 2. Reinforced concrete Please Note: The 28 -day concrete breaks have not occurred but the 7 -day breaks made the required strength. Remaining test results will be mailed to you. Sincerely, 01'"M ROSENAU A ASSOCIATES, INC, c,.an cc do fax c: AIA Controcting qtc WED E tr' W TUKMLA APR 2 6 20071 Peiimn 0-ENTE Z . . =H J U L) 0 : w= S2 u.. W O LL a CO) =Y = d, 1- O: Z F-- Lu LLJ L) :O CO) :0 H w ui H U= u_ O' Z. ed O .Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT " j Job Number: 05 -196 Report Number: 58120 Permit N 1 A1 D04 -069 r Project: Kahn Three Lots Client: AIA Contracting Address: 14040 Macadam Ave S, Tukwila Address: 306 N 1 si Ave, Kent Inspector: Micah Ruoff Date: 1/3/2007 Description /Location: Footing for retaining wall at south end of site. Resteel verified: Yes Grade: 60 Manufacturer: Cascade Placement.Data Design ® Actual ❑ Batch Weights /Cubic Yard Supplier: Glacier Cement (Ibs. /type): 565# Mix Number: 3310 Fine Agg. (Ibs): 1370# Slump Spec: 5" maximum Coarse Agg. (Ibs /size): 1820 #' /:' W/C Ratio Spec: Coarse Agg. (Ibs /size): Air Spec: Slag Cement. (Ibs): Total Yards: Fly Ash (Ibs): Placed Via: Pump Water (Ibs or gal): 250# Consolidated: Yes Admixtures (specify): AEA 6 oz Required Strength (psi): 3000 Non - Chloride Accelerator 60 oz Sampling_;and Testing Data: Time Cubic Water .,Slump Air % Conc - .17 p; :.:Ambient :Truck., Ticket ASTM C C:. 31. Made.' • l�a�ds Added G143 C 231 C .1064 Temp No No. Cast Samples: 1 -4 2:45 10.5 - 3'/2" 5.7 69 56 618 47378 Weather: Sunny / Partly Cloudy Slump Range: Air % Range: Date Samples Picked Up: 1/4/2004 Initial Curing Method Excluding ASTM C31 - 12.1.5 Initial Curing Temp Excluding ASTM C31 - 10.1.2 Comments Contractor could not get more concrete at 5:30pm and fell 2 yards short of completing east end - contractor to finish with wall pour. Other Test Methods / Standards Used: Pending Completion REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days (Sq.in.) Weight L( bs•) fagi (other than cone) 1 1/10/07 7 6x12 28.25 28.89# 126,400 4470 2 1/31/07 28 6x12 28.33 28.93# 171,550 6060 3 1131/07 28 6x12 28.33 28.93# 173,140 6110 4'` *Discarded Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 — ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73 t 3° F Copies to: X Client Contractor Architect X Building Dept. Technical Responsibili Engineer Batch Plant David Lyal, Technical Director This report applies only to the Items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADM/N- -62 -04 (Rev 9106) Z LLI JU UO ND W= CO) u- • WO LL Q N CY �W Z t— H O Z R W LIJ 5. O Co. � H =U tr �. LL —0 W Z co H F: Z Utt Let ZetVJr 11j: bb 'Gbbl'Ld'L'L'll OTTO ROSENAU PAGE 02103 OTTO ROSENAU & ASSOCIATES, INC. t3eotechnical Engineering, Construction Inspection b Materials Testing 6747 M. L, King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 , Toll Free: (888) 4TTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.o"rosenau.com 17 January 2007 City of Tukwila Building bepartment 6300 Southeenter Blvd., Suite 100 Tukwila, Washington 98188 -2544 Project Kahn Three Lots Permit Number: D05 -069 Address: 13821 Macadam Rd S Job Number: 05 -196 We herewith certify that we have completed the following special Inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. All typewritten reports will be mailed to your office or are enclosed. All reports appear to be complete, { 1. Reinforcing steel 2. Reinforced concrete Please Note: The 28 -day concrete breaks have not occurred but the 7 -day breaks made the required } strength. Remaining test results will be mailed to you. Sincerely, OTTO ROSENAU A ASSOCIATES, INC. 7'eanne L, Pary n cc do fax c. AI'A Contracting OF 'rty*1 4 )JAN 2 5 2DD7 'DO50'� 04'1 i Z. mo 0 0 NO W =. N u-' w o` u- ?. N �w Z0 5. o O t•-; w w` U. . Z''. ul N c 0 ~. z. bl /1l /'MUt IJ:bb 117612 2221 OTTO ROSENAU PAGE 03/03 OTTO ROSENAU & r% %& TE , INC. r3wechnicai Enpineedrig Constntcdon Inspin ion S Materials Testing CONCRETE REPORT Jab Number. 05-196 Repast Number: 58120 Permit Number. Project: Kahn Three Lots Client: Address; 14040 Macadam Ave S, Tukwila Address: Inspector. Micah Ruoff Date: Descxi!560r Location: Footing for retaining wall at south end of site. Reateel verified: Yes Placement Data Supplier. Glacier Mix Number; 3310 Slump Spec: 5" maximum WIC Ratio Spec: Air Spec Total Yards. Placed Via: Pump Consolidated; Yes Required Strength (psi): 3000 Sampling and Testing Data Time ASTM C 172, C 31 Mao Cast Samples: 1-4 2:45 Weather. Sunny / Partly Cloudy Date Samples picked Up: 1/4/20114 Contractor could not get more concrete Other Test Methods / Standards Used: AIA Contracting 306 N 1 Ave, Kent 1/312007 0"069 Grade: 60 Manufacturer; Cascade Design 0 Actual ❑ Batch WeighWCubic Yard Cement (lbs./type): 5650 Fine Agg. (Ibs): 1370# Coarse Agg. Qbs/size): 18204 Coarse Agg. Qbs/size): Slag Cement, Qbs): Fly Ash (ibs): Water pbs or gal): 250# Admixtures (specify): AEA 6 oz Non - Chloride Accelerator 60 oz Cubic Water Slump Air % Cone. Temp Ambient Truck Ticket Yards Added C143 C 231 C 1464 Temp No. No. 10.5 - 3 y/:" 5.7 69 56° 618 47378 Slump Range; Air % Range: Initial Curing Method. Ku*t*PAsnmcai- 12.r.s Initial Curing Temp: ExduanQASrnlc3r- 10.1.2 Comments at 5:30pm and fell 2 yards short of completing east end-contmctor to finish with wall pour. Pending Completion REINFORCING i PLACEMENT: Conronm X� Does Not Conform COMPRESSIVE TEST RESULTS Specimen Test u ber Date 1 1110/07 Field Age Size Area cure S1 weight 7 602 28.25 28.8W Max Load Strength (Lbs.) W 126,400 +4470 Tested in general accordance to; ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM 01231 Final curing in calcium hydroxide water storage tank at 73 * 3° F copies to: Type of Fracture (other an cone), ASTM C1231 x X client Contractor Architect X Buiming Dept. Technical Engineer Batch F%M This report appfieg only to the ftm tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc, Reproduction of this report, except In full, wfthout written permission from our fine is strictly prchbited. Page 1 Of 1 AEC�;IV EO 6747 M.L. King Way S., Seattle, Washington 98118— Phone (208) 725.4800 or 1- 888-OTMA -US -Fox (206) 723.2Wy OF W RA 06cl rsa,N 25 zao1 f) 0 5�- FMWCWFA� Z W VO (I) J F NIL W J u. _. � �W Z F' 0 I`_ 2 � D0 U O co O I— W W' H U` LL O Iii Z l= _ O ~� Z OTTO ROSENAU &ASSOCIATES, INC. 17 January 2007 Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com City of Tukwila Building Department 6300 Southcenter Blvd., Suite 100 Tukwila, Washington 98188 -2544 Project: Kahn Three Lots Address: 13821 Macadam Rd S RECEIVero � 2 2 2007 o�M OPWAr Permit Number: D05 -069 Job Number: 05 -196 We herewith certify that we have completed the following special inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. All typewritten reports will be mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are. 1. Reinforcing steel 2. Reinforced concrete Please Note: The 28 -day concrete breaks have not occurred but the 7 -day breaks made the required strength. Remaining test results will be mailed to you. Sincerely, OTTO ROSENAU & ASSOCIATES, INC. eanne L. Pary n cc & fax c: AIA Contracting bTTO ROSENAU • &ASSOCIATES, INC. . Geotechnical Enginekng Construction Inspection & Materials Testing CONCRETE REPORT Job Number. Report Number Y 54157 Permit Nu ler. D05 - 069 Project: Kahn Qient: ` Address: Address: ` Inspector. John Reeder Date: 01/09/ 207 't s `nption/Location: On site to inspect resteel and concrete placed at south driveway retaining wall per approved plans. j `Y' C Resteel verified: Yes Grade: 60 Manufacturer: Nucore ,• Placement Datac ' ` Design ® Actual ❑ Batch Weights/Cubic Yard Sup4�1 Corlis's Cement (Ibs./type): 564 lb Mix S16000 Fine Agg. (lbs): 1433 lb Sl. , Max 5' Coarse Agg. (lbs/size): 7/8" 1895 lb { W/C Ratio Spec: Na Coarse Agg. (lbs/size): Air Spec: Na Coarse Agg. (lbs/size): Total Yards: 20.0 Fly Ash (lbs): Placed Via: Pump Water (Ibs or g* 143 lb Cons ted: Yes Admixtures (specify): Nc - 534 56 oz yd Requ 8trengtf. ( 3000 ' Sam ng Testing Data ; Time Cubic . W ig Lump; Air Conc. Temp • ` Amblent Truck Ticket t:YSTM C 172, C..31 Matle Yards AditedC143 C.231 C 1064 Temp No No... Cast Samples: 1-4 1;30 11.0 0 �' 4" Na 63 54 146 28007 Weather: Overcast Slufnp Range: 4 J 9ir Range: ' na Date Samples Picked Up Initial Cudpg Method: Excluding ASTM C 31 17.1:5: Xi Curing Temp Excluding ASTM C31.10.1.2 i Comments . _ Other Pest Methods / Standards Used: REINFORCING / PLACEMENT: Conforms X Does NQt Conform COMP,. fVE"srEST RESULTS p �,a Field Age Size.. ; Area' Max Load Strength Type of Fracture Num ae Cure (Days) : ,In. Weight Lbs. si (other than cone) Tested i �al accordance to: ASTM C39 ASTM 0109 ASTM C617 ASTM C12S1. :��Note: Type.of fracture does apply when testing in conformance ASTM C1231 Final curing in calciuiti�(iy roxide water storage tank at 73 t 3° F Coo Owner Contractor '4." , ;Ar6hgect Building Dept. Technical Ri4ponsibility: Engineer Batch Plant Name; This report a,ppplies only to the items tested or reported and is the exclusive property of Otto.Rosenau 8 Associates, Inc. Reproduction of this report,' except in fulNithout written permission from our firm is strictly prohibited.. Page 1 of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -46Wor 1- 888- OTTO -4 -US - Fax (206) iRNIEW1.-aU Form-No.: ADM /N -62 -03 0W o�iosj' JAN — 9 2007 r --•__ 1 I PERMIT CENTkI Z �w aa� JU UO rn J = Nu- WO U- U) = CY �w Z I— Z O-. w � o LU U 0 H WW 2 i— 6, u O . I Z W U) O Z ,, OTTO ROSENA U & ASSOCIA TES, INC. 5 8 1 2 0 CONCRETE REPORT Job Number: Permit Number: Project: ��, ... %r ,' t, v : 1- ! ( 'l ,- I . - . , , j ' Client: Address: , ,. t I i fl r i ' j't j _ . ; ..` - Address: Inspector /Date: F '� �. Contractor: r. �� zt -DES CRIPTION I LOCAT � - ' - / F•" � (..� ✓�i1' � ,! .'�l..r' � w '�'•/ <.� �'�' ��7 , y /l' .. j' � C • - f - . ; , r . L,/ - � r • y �� . . • ' / L• G L. r 7 ii l Resteel verified{ c`�. r„ Date /Checked by: � -� .p'� t Grade:,! !.-� , Manufacturer,-.. J .. Pl ace rfient,Data >f t Batch Wei hta = Please.circie'. Desi "h' %- 'Actual ' Supplier: ,%'� �� , �� ; Cement.(ibs /type): Mix Number: Fine Agg. (Ibs): - Slump Spec: ` Coarse Agg. (Ibs /size): f W/C Ratio Spec: 1 "� `-��__ • ° Coarse Agg. (Ibs /size): Air Spec: ,�; Slag Cement (Ibs): Total Yards: Fly Ash (Ibs): Placed via: , ,' ,;' i Water ;(Qor gal): Consolidated: (yes` / no Admixtures (specify): =C F _. Required Strength (psi): -;�, �;. San1 Iin and Testin :Data ASTM C172 C31 Total # of Samples Cast: C.4L. Total # of -Field Cures: Curing Method /Location: Cast Samples... Special Break Days Size Time Made Cubic Yards Water Added to Load C 143 Slump C 231 Air % Test C1064 Conc. Temp Ambient Temp Truck No. Ticket No. '')'� avi•;° j^ t � .• k y, �,. ,� x�. Y .,�„ '. S: j`,;.;x - :. <r; y �+ ! � ..� :; ' ,�a .' r..3 .. ✓,�. ,. � a _ ���.. , �i E ''�` i ��8x :�dk� \.'�( „,.,s nm, 1✓ "�. �,' s '.S '�'.� `x�'+.'l. .J .�, .Y• Y}. r�.. ,�. '� °. . f . r: +�' `Y . \Z1 .i & �E �n .', f.. �ri:4 t tw'.. k�`. Weather: '” ;, � j , �,� ; % ;;1.' ' '! i.. ; ` Slump Range:� ' '--- -- ` 'Air %Ranger �" 1. ~ � ',./� .;rtt� . s. x • .s S :�yr a R' �r ed, v .!. k ♦.S ,. .�.: :177(," ommier>ts, : °:Other=A$TM�.Methods � �ed..;�` �i.- ' • "�� � -- •- � Conforms�:'�:: Does' Not:Conforlm�ti'� Inspected by: _ `"�:� --�� V Reviewed by: (Signature) Start Time: Finish Time: This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. o ft • -; Page K - 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (26 6) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2N Form No.: INSP- 62- 04(Rev 09106) IY CENTS PEI�� i Z Z Uj 2 0 U t' J IZZ C0 U. c WO G U. Q WD = E- _ Z X 1- O W h_ W U� ON 0 H W O W Z CO) O Z 1/4/2007 8 :28 AM FROM: Fax TO: 253- 854 -1027 PAGE: 001 OF 001 .,��. Jason Geotechnical Engineering Date: 1 -2 -2007 . �i. Engineering & Retaining Structures Project: MacAdam Road r Consulting Foundation Design File #: 06001 -209 Business, Inc. Pavement Design & Analysis AIA Contracting 306 North First Ave Kent, WA 98032 Attn: Mr. Sabir Khan: Re: Retaining wall foundation, JECB engineer arrived on site to check bearing soils for a concrete retaining wall foundation. The nearby hillside has caved and is currently held back with plate steel and 2 inc diameter pin piles. The bearing soils were excavated and replaced with quarry spalls, then topped with pea gravel. Foundation soils appear to be solid when probed. Due to recent rains, silt has accumulated in the lower portion of the placements and along the interior sides of the forms. These silty soils should be removed prior to concrete placement; as well as ensuring the rebar has adequate clearances. After that, the foundation is ready for concrete. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call on us at (206) 786 -8645. Respectfully Submitted, JASON ENGINEERING Jas C. Be 11, P.E. P ident ,TING BUSINESS, INC. Q Z Q S Z, W U 0 0' N � W =': J F- N LL W O: F_ 1 J' F=— _+ Z 1... Z P. LLJ Uj; W W. U LL ~ O W Z' ST Z i s i i PO Box 181 Auburn WA. 98071 Page 1 of 1 Phone: 206 - 786 -8645 Fax: 253 -833 -7316 Email: jecbpe®yahoo.com REC IVEV JAN - 9 2007 PERMIT CENTEi" 'EXPIRES 09/03001 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT r 1���'_o G 1 Job Number. 05-196 Report Number: 58120 Permit Number:OS9: Project: Kahn Three Lots Client: AIA Contracting Address: 14040 Macadam Ave S, Tukwila Address: 306 N 1 Ave, Kent Inspector: Micah Ruoff Date: 1/3/2007 Description/Location: Footing for retaining wall at south end of site. Resteel verified: Yes Grade: 60 Manufacturer: Cascade Placement Data Design ® Actual ❑ Batch Weights /Cubic Yard Supplier: Glacier Cement (lbs./type): 565# Mix Number: 3310 Fine Agg. (lbs): 1370# Slump Spec: 5" maximum Coarse Agg. (lbs/size): 1820# 3 /4 " W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 2:45 Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): 250# Admixtures (specify): AEA 6 oz Non - Chloride Accelerator 60 oz Cubic Water Slump Air % Conc. Temp Ambient Truck Ticket Yards Added CM C 231 C 1064 Temp No. No. 10.5 - 3 Y2" 5.7 69 56° 618 47378 Weather. Sunny / Partly Cloudy Slump Range: Air % Range: Date Samples Picked Up: 11412004 Initial Curing Method: Excluding ASTM C31 - 12.1.5 initial Curing Temp Excluding ASTM C31 - 10.1.2 Comments Contractor could not get more concrete at 5:30pm and fell 2 yams short of completing east end - contractor to finish with wall pour. Other Test Methods / Standards Used: Pending Completion REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS .Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) (in.) (ScOn•) Weight 1i1sa fRa (other than cone) 1 1/10/07 7 6x12 28.25 28.89# 126,400 4470 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73 t 3° F Copies to: X Client Contractor j Architect X Building Dept Technical Responsibil' . Engineer Batch Plant David Lyal, Technical Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. i Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -0600 or 1- 888 - OTTO -4-US — Fax (206) 723 -2221 Z �QQ W JU UO yO: W= N W WO �a co Z H. i- O Z H p U iO N D t•- WW W til Z: U= O ~' Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number. 05-196 Report Number: 54157 Permit Number: D044069 Project: Kahn Three Lots Client: AIA Contracting Address: 14040 Macadam Ave S, Tukwila Address: 306 N I s' Ave, Kent Inspector. John Reeder Date: 01/09/2007 Description /Location: On site to inspect resteel and concrete placed at south driveway retaining wall per approved plans. Resteel verified: Yes Grade: 60 Manufacturer: Nucor Placement Data Design ® Actual ❑ Batch Weights /Cubic Yard Supplier. Corliss Cement (lbs./type): 564 lb Mix Number: S16000 Fine Agg. (lbs): 1433 lb Slump Spec: 5" Maximum Coarse Agg. (lbs/size): 7/8" 1895 Ib W/C Ratio Spec: Na Coarse Agg. (lbs/size): Air Spec: Na Coarse Agg. (lbs/size): Total Yards: 20.0 Fly Ash (lbs): Placed Via: Pump Water (lbs or gal): 1431b Consolidated: Yes Admixtures (specify): NC 534 ( Non Chloride Accelerator) 56 oz/ yd. Required Strength (psi): 3000 Sampling and Testing Data Time Cubic Water Slump Air % Conc. Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 1;30 11.0 0 4" Na 63 54 146 28007 Weather. Overcast Slump Range: 4" Air % Range: na Date Samples Picked Up: 1/10/2007 Initial Curing Method ExdudingASTM C31 - 12.1.5 Initial Curing Temp: Excluding AS C31 -10.12 Comments Other Test Methods / Standards Used: REINFORCING / PLACEMENT:' Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days (Sq•In•) Weight SLbs.l fRo (other than cone) 1 1116/07 7 6x12 28.24 29.58# 133,480 4730 Copies to: Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73 t 3° F X Client Contractor Architect X Building Dept. Technical Responsibility: Engineer Batch Plant V1 D vi yal, Te"�Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. ep duction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888-0TTO -4US — Fax (206) 723 -2221 Form No.: ADMIN -62-04 (Rev 9106) Z = Z �aa 2 JU UO CO) C3 W= J � N LL WO �QQ LL Q co = �W ' Z F-- F- O Z F—' W �5 O CO 0 f.-. W W. LL 0' tli Z U� O Z INSM CTIpN & UsT"o SowcEs SPEA GEOTECHNICAL E NOIItEERING C ON5TRUCTIMMAT F-nIALSEmame mING ENGINEERING & CONSTRUCTFONIPROJECT MMAGEMENT T ECHNICAL SPECIALtZINQ IN R OAD$ & BRICQ M?TPJM%V Y.SMR3- ENGiNEERING.COM SERVICES AYA CONTRACTING 306N t` Ave Kent, WA 98032 Fax 253 -854 -7027 Attn: Sukh Re: Site Inspection Project: 3 -Lot Project on Macadam Road South �;a S 13W Street Permit#: 004426, B05069; Report Date: 9/30/2005 Gentlemen: This letter is to certify that the fib drains and stnrTn drains were installed per enpbem recommendation. B&&Bll around the storm retention vault and behind dw retaining wall have been accepted and were placed per engineers recommendations. i We appreciate this opportunity to be of service to you and we look forward to working with you in the f lrure. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call us at (253) &43 -7967. Respectfully 5ubrnitred, SPEARS E'NGl�TEERiNG & TECllMCAL SERVICES 1, Frank Spears, P.E. Principle cc, 9ryan Collons, Collous Engineering, LLC Hal Grubb, Barghausen Cornsuhing Engineers OM Y OP UKKWXA 0 Ct 2 8 2005 PERMIT CENTER P .O. Box 1007 AU9uRN, W A6MM1GroN 98071 -1007 PH ONE; (253) 833 -7967 FAX; (253) 735 -2867 Report Is Vow i - vi w Pepe 1 o11 Z f" Z UJ ; W � J L U 0 to W W J H' N L LU LU O: 9 � LL z d; �w Z� F- O z t—. w D o' ;O N LL — O: liJ Z tJ N S Z 0 RO S E NAU &ASSOCIATES, INC. .� Geotechnical Engineering, Construction Inspection & Materials Testing 0 ` CONCRETE REPORT Job Number: 05 -196 Report Number: 10131 Permit Number: ` iD05 -069 Project: Kahn Three Lots Client: AIA Contracting Address: 13821 McAdams Rd S, Tukwila Address: 306 N 1 sr Ave, Kent Date: 3/31/2005 Inspector: Ted Christie Description /Location: Retaining wall footings at west area of site zones B and A. City of Tukwila previously inspected rebar also on 3/31/2005. Note; engineer of record Bryon Collins requests mix design submittal from contractor. Resteel verified: Yes Resteel grade: 60 Manufacturer: Nucor Placement Data Design ® Actual: E Batch Weights /Cubic Yard Supplier: Stoneway Cement (Ibs. /type): 470# Mix Number: 5000 Fine Agg. (Ibs): 1464# Slump Spec: 5" Coarse Agg. (Ibs /size): 1970#'/." W/C Ratio Spec: .45 Coarse Agg. (Ibs /size): Air Spec: Coarse Agg. (Ibs /size): Total Yards: 35.5 Fly Ash (Ibs): Placed Via: Pump Water (Ibs or gal): 180# Consolidated: Yes / Rodding Admixtures (specify): Calcium Chloride 150 oz Required Strength (psi): 3000 28.26 Sampling and Testing: Data Time Cubic Watee : ; :Slump ; Aiir °�o Conc::Temp ;Anhbie'nt 7.: Truck-:: Ticket ASl'M C 172, C 31. :.:: `Made; Yards, :: Add. ed ,C1�1i3 < . : .; . C;231,... _.... C 1064 Temp : No : fVo, .. :. Cast Samples: 1-4 10 63° 52° 417 505535 Cast Samples: 5-8 32 10gal 64° 54° 433 505618 Weather: Overcast Slump Range: Air % Range: Date Samples Picked Up: 4/1/2005 Initial Curing Method: Excluding ASTM C31 - 12.1.5 Initial Curing Temp Excluding ASTM C31 - 10.1.2 :::........ ........: ....•...... � ' mments Truck #1,verbal batch weights to batch plant via inspector's phone call. Driver refused to call batch plant as requested by inspector and owners rep. (Rod) CC ok'd by. engineer,of record per phone. Other.Test.Methods / Standards Used' Pending Notes 5800 REINFORCING / PLACEMENT: Conforms x Does Not Conform B COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure Da s (In.) (Sa.1n.) Weight L( bs.) si (other than cone) 1 4/7/05 7 6x12 28.26 29.25# 125,150 4430 2 4/28/05 28 6x12 28.15 29.34# 159,970 5680 3 4/28/05 28 6x12 28.15 29.42# 163,280 5800 4* See attached for additional test results Copies to: X Client Contractor Architect x Building Dept. Technical Responsibility: Engineer X Batch Plant David Lyal, Technical Director This report applies only to the Items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -62 -02 (Rev 04/04) Z H w UO N O -J H N u_ W O U . N � = FW ' Z N ZO W �p U O N 0 F- TU F- F- tt Z W U =; O ~` Z PTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Kahn Three Lots Job No.: 05.19e Report No.: 10131 MAY � 4 QF FMo�Ni� Z��S CONCRETE REPORT PMFtir COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) In. S .In. Weiaht lt&l fla§R (other than cone) 5 417/05 7 6x12 28.26 29.20# 122,590 4340 6 4/28105 28 6x12 28.15 29.36# 156,930 5570 7 4/28/05 28 6x12 28.15 29.34# 163,520 5810 8" I *Discarded Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° t 3° F' i Z 00 W= N � � �O�^^r Y LL Z H. ,Z O, w 5. QUO N Ww LL p' — Z, UN O Z OTTO ROSENAU & ASSOCIATES, INC _Z2 Geotechnical Engineering, Construction Inspection & Materials Testing 2 2 7 2095 COMMUNITY CONSTRUCTION INSPECTION REPORT D 1 Report Number: 12916 Description: Reinforcing Steel Project: Kahn Three Lots Permit Number: D05-069 r Address: 13821 Macadam Road S, Tukwila Job Number: Client: AIA Contracting Client Address: 306 N. 1 Avenue, Kent Inspector and Date Remarks Rick Hardy Performed visual inspection of rebar on the following: 4/12/2005 North end retaining wall 40' from construction joint. Bottom resteel from footing is reset in a straight vertical position. Clearance on east side is over 5 W. Top horizontal bars placed. Wall is ready for final forming and concrete placement. Reference Details: Dated 4/11/2005, Byron Collons, Engineer of Record Conforms Z 1Z � W. WD J U: U O CO) 0 W W O' � 9 ; LL Q =, Cy = ; �W t- O'. Z t- 5 ON O 1—. =U u_ t' —O Z' tJ =. ;Z OTTO ROSENAU & ASSOCIATES ' INC.���' Geotechnical Engineering, Construction Inspection 8 Materials Testing 'AP R Kohn Job No.: o 5L - is�s A �'4p' 1 Report No.: 10131 CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Number Date Cure (Days) (in.) (Sc On.) Weight Lbs. 5 4/7/05 7 6x12 28.26 29.20tf 122,590 6 7 8 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73 t 3° F Strength Type of Fracture si (other than cone) 4340 ASTM C1231 x Z �_- Z Lu u� D` J U: U O; V) W ; W =' N LL , LL co F- W; Z H. �- 01 Z Ljj U � ;C H: W llJ' U. I"' , _ O Z: COY t Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing RECF1vED U CONCRETE REPORT D OPMENT Job Number. 05-196 Report Number: 10131 Permit Number: Project: Kahn Three Lots Client: AIA Contracting Address: 13821 McAdams Rd S, Tukwila Address: 306 N 1 Ave, Kent Date: 3/31/2005 Inspector: Ted Christie Description/Location: Retaining wall footings at west area of site zones B and A. City of Tukwila previously inspected rebar also on 3/31/2005. Note; engineer of record Bryon Collins requests mix design submittal from contractor. Resteel verified: Yes Resteel grade: 60 Manufacturer: Nucor Placement Data Design ® Actual ❑ Batch Weights /Cubic Yard Supplier: Stoneway Cement (Ibs. /type): 470# Mix Number: 5000 Fine Agg. (Ibs): 1464# Slump Spec: 5" Coarse Agg. (Ibs /size): 1970# W/C Ratio Spec: .45 Coarse Agg. (Ibs /size): Air Spec: Coarse Agg. (Ibs /size): Total Yards: 35.5 Fly Ash (Ibs): Placed Via: Pump Water (Ibs or gal): 180# Consolidated: Yes / Rodding Admixtures (specify): Calcium Chloride 150 oz Required Strength (psi): 3000 Sampling and Testing Data Time Cubic Water Slump Air % Conc. Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 10 63" 52" 417 505535 Cast Samples: 5-8 32 10gal 64" 54" 433 505618 I Weather: Overcast Slump Range: Air % Range: Date Samples Picked Up: 4/1/2005 Initial Curing Method: Excluding AS TM c31 - 12.1.5 Initial Curing Temp: Excluding AS TM c31 - 10.1.2 Comments Truck #1 verbal batch weights to batch plant via inspector's phone call. Driver refused to call batch plant as requested by inspector and owners rep (Rod) CC ok'd by engineer of record per phone. Other Test Methods / Standards Used: Pending Notes REINFORCING / PLACEMENT: Conforms x Does Not Conform COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) (In.), (Sg•In.) Weight L( bs.) si (other than cone) 1 417/05 7 6x12 28.26 29.25# 125,150 4430 2 3 4 See attached for additional test results Copies to: X Client Contractor Architect x Building Dept. Technical Responsibility: Engineer X Batch Plant avid Lyal, Technical Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Z Imo. ' W IX LU -3 UO CO CO LU J Co u-. W O. 7 9—J u- U)a = W H =. ?F ZO W Uj U O N �H W O UU Z +i OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Eniaineerina, Construction Inspection & Materials Testina I CONSTRUCTION INSPECTIO N REPORT Ole /� � 3 Report Number: 13680 O � Description: Reinforcing Steel r Project: Kahn Three Lots Permit Number: D05 -069 Address: 13821 McAdams Road S, Tukwila Job Number: 05 -196 Client: AIA Contracting Client Address: 306 N. 1 Avenue, Kent Inspector and Date Remarks Darren Reid Resteel for site retaining wall (8'0 ") along west of site — to around — along south of site. 4/6/2005 Resteel placed for wall per plans up to 60" only. Final 10'0" from north end requires engineer's approval for vertical deflection. Placement inspector to verify top 1.5 feet and engineer's approval. Conforms Copies to: X Client Contractor Architect X Building Dept. Technical Responsibility: Engineer David Lyal, Technical Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 -OTT0 4 -US — Fax (206) 723 -2221 Form No.: ADMIN -63 -01 (Rev 05103) z ih 2 ' � W: Q om, JU 00 co) 0 W= J 1— LD W; W O: J u. N F = . W �O z t—. �0 '0 tn. 0 W W` H V: O' LLi Z U N; O ~� Z Gentlemen: OMISSia Ahoi L.. INSPECTION & TESTING SERVICES GEOTECHNICAL ENGINEERING �. _SPEARS _ _ J CONSTRUCTION MATERIALS ENGINEERING ENGINEERING & CONSTRUCTIONIPROJECT MANAGEMENT SPECIALIZING IN ROADS & BRIDGES TECHNICAL HTTP : /ANm.SPEARS- ENGINEERING.COM --- SERVICES Rcv-L LIVED FOR COD COMPLIANCE AMERICAN CANADIAN REAL ESTATE, INC. PO Box 3280 Kent, WA 98032 MAY 2 6 2006 Attn: Mr. Saraj Khan FILE COPY Re: Subsurface Soils Investigation Project: 3 -Lot Project on Macadam Road South ®S 138th Street V � , Date: 04/18/2006 � JTI -Omar r)TVT'4Tnft.1 geotechnical report regarding lateral earth pressures. The following section may replace the original section of the report. Asper your request, we have reviewed the soil properties given in the original geotechnical report, 04001 -067 dated 5 -3- = '�e 04 Based on the soil properties found on site during excavation of the site we have amended the following portionyof the LATERAL EARTH PRESSURES: - -- . Lateral earth pressures are dependent upon the backfill materials and their configuration and moisture content. Three inch minus sand and gravel mixtures that are free draining are recommended for backfilling walls greater than four feet tall. There are below grade retaining walls or walls designed for retaining earthen fills on this project. The following values may be used for this site. Earth Pressure Coefficients Earth Pressure I Active, Ka: 0.283 Active: 35 lbs. /ft At Rest, K 0.441 At Rest: 40 lbs. /ft Passive, K 3.537 Passive: 410 lbs. /ft Coefficient of Friction: 0.40 I We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call us at (253) 833 -7967. Respectfully Sub C. SPEARS ECHNICAL SERVICES Jas C B E. esident �r 4'�, 37343 orrAL CORRE LION TV Ft FIX r C l "a Y I z W. Q � JU UO CO W= J f.. CO) U- W O. LL ¢. = CY. �.. W z� H O z I--: �.5 O co 0 F- W W H L y u- O W z U co) H � Z... P.O. Box 181 PHONE (253) 833 -7967 Report # 06001 -009 AUBURN, WASHINGTON 98071 FAX: (253) 833 -7316 Page 1 of 1 05/1742006 23:56 2538547027 AMERICAN CANADIAN RE PAGE 04/07 - M a y 119 20 11: � ... COLLOIVS f14 SMITH [ 4251 369 -1 157 .x 1 .•l•,{h - 4. 3.. ••.�wr.!�- L..I.t.w+.u..rrrr.,y. - P-5 ' Khan - 3 -lo# Vault'Review Prvjaci 146rmatio6 Page 0 ( • :Khgn'34of Development Project Number 08 -047 a9 Detelitiori'VauIt 1 -Cell City of tukwila •Sarej Khan Am�rioari Ctinadign Real Estate PO Sox 32$0 ; • •Kent, WA 88032 1253) 2614716 t ' ��leptii;hnlal Repiirt l�a�innce , ' Aipoft'No: 04004 - 08'7, Dated May 3; 2604 Vault dioriiitry ' WALL - A { ,'Lengfh' 42.40 ft - InteHor Dimenslons d� , " • 11.60 ft'- lnterior Dimensions ' Lid thickness 1.00 ft ' Soil grade over Vault Mel[ ; 137.00 $ {�llIn. 137.00 ft 'Under Side af'Vauft Lid 128.50 ft ?_ Top Of Vault Lid 129.80 fl: f :Vat[it 8ottaim '120.13 ft Footing Drain E1ev iticn 123.60'. ft tt - &4*1rnµm Wail Height 8.37 f L4aing:Cntika '_ "ti AASFlO Loading H2O ; (H2O, F125, 45 kip] Surcharge :1'72 : pef - Equiv unlforrri L f_ .that e' 'fs AA mt 6 Loading tot Footing Design 1 t 240 psf - Will Design (geoteah'stendarrl 2 it 1111 fbr traf�Fic load) Equlirslant Loading 83 sf uniform ih ct -Wall Dgai . • 3.09' ft of addl 4 ' ' 9n 16 H2O wheel load „ . tional fill - :11Vall T e ldn 16.87 Depth Glotechnical Dt�i�n l/alues 6 ft wheel space ` Alllowable Soil Be 33.74 ft load width i ... aging 474 pit for out -rigger load N!a y+e Soil' 4,600 psf 948 If I $trust'! Fill 4 60� f P where pressures dverlap PS 172 psf - w equiv at oyeriap Drained .40 pcf Saturated pcf ; EFP 410 pcf , F . EFP uniform seismi Ot Seismic load, of 0 x wall height ! 1.7. Actual seismic load factor t . �FPuniforin' aravitti ncf' tr.,iF.;.,,;...e��..s,.r n . -... -u �_�_&-, 1 t:_ .- r -_.___ -•�. z W UO rn o CO) LL. W O , N= _ (3, Z �. F- O w f-•: O N; 0 H W uJ L z ui U =. O z. # 05/17/2006 23:56 2538547027 a May 18 2006 1 COLLONS L SMITH f t ' x • , •1 • • • AMERICAN CANADIAN RE PA GE 05/07 (4251369-1157 P. 6 Khan - 3 -lot Vault Review 05102006' Project Intoni atlon Page 3 of 5 ithin 3 -Lot 13evelopment Project Number 08 -047 Osterltian Vault 1-Cel) ' City of'Tuicwtla' At"rkin Canidfan Aist' Estate PQ Boil 3280 ' Kent, WA 98032' (253 261 =9716 16G Walls • .WALL -,A Sail grade over vault 137 R 1fVall Thickness ' . I ' :� Strin0'tli 8,i70b pal ' : Z Reber Grade BO,OOd psi !: Soi Pressu top : ' 423 ''psf Wall ht 8.37 ft, ftg Iii 623 psf butt to ftg drain 3,37 ft r ' base 623 psf ; Design 'Values' , ' Service f=actored 1.6 8,928 lb '11,084 lb -(t good number `R tvp' 2,051 ' Ib 3,282 Iti j • : R bat 2,330 lb 3,728 ' ib " f Kgrizoritwl'ReirifgrGna 0olbns: ; s ;Rho ljQez' #4 • 92 In o!c' rtio - O b in a/o rho bA* / .16 do rtio = U.0025 1 - • ' ; Crack Control z -limit to 145 Win f Vert(cal Ralnfo�cina Options: fs tkslj do 11r 1 Ac (in2] z Win) t • De9ignol'n #5t 9 in o% 24 1.8125 32.825 93 OK j rti0 ( • 12 In c/c 24 '1,8125 43.5 103 bK 17 In o% 4 1,8125 61.625 115 OK • • ' 08 Q 23 in plc 24 1.81 5 83.376 128 'OK ;illfahShear • Poctln dowel #5 ' Big b dowel 45 .Shear, lfn, at top of wall 3.86 kips/ft Shear,'Vri,'t!t base of wall 4.39 kips/ft .;.1Na11 top: bno -way shear, Vc wftfi dowels 4 Inches from in9tde vir� 3, 7 ids tea "e two • , • • . , 2 p /R inc Is Il or f-c . Wall $aee:'bne -way 'shee'r, Vq witfi ,doyyQIs 4, inches frpm insld_ e + 7.44 kips /ft Wall shear OK : obting dowel shear with friction coefficient -1.b 8, #5 douvol 18.60 bp's %bar M all-Top: Place 06 dowels 4 inehes.from inside wall face. Space dowels at 50 ole max. „ , . 'Well Bsse: PJace #5 dowels 4 inches from inside wal(face. Space dowels at s7 de ureic. Copy of 0" 47 Khan 3 -lot review 1- span.xls 2 6/2!2006 : 3:37 PM � ?; :ai' •r.� .i a• ., :: , ' J . , , . �,, ; ,i., •• .t t; r .r .,. ., •f .. a•. r . , •r ti's . 1 :�i �` ' :a i r ..t'`•. F,rti . •t•' i'iy Ji'�'l r.;�•h „ • r ; "!, • ♦ • r .,,:.: :r t. ' b•?1 > rS` • 'i ' f: rr :1 :. •ii ,•... /'./ ,,. ,.. .v., ;a..., :• 'j '.Cis •'s" C t•.'•c•.,, .rti 5�:.�.• .. fr';i1 '. r••i J: ��ri �s .! f . i ,R!.•L.e ,;,. • •,rL1...A tr. a1.f•�. t: .r, •i:':;M: .S s.y .o �1 t >k::� •:'S• .'a. a'.'�i .'7•i. v %)i: •:f� : "r • . i,, ' VI. f. VY. �• I{{' :.,. �a• ay.. aayy,,. w: �ry/ 1.( fisLcaawYY.• Y•: V• �4\ W. 1 N.. U: V�VnYwlw>.•. ip: jlMv( t..// isL•% �j. O /.r(Ma•1�4:1• ilia![ ' a' b. S .rYw'.r.'�1!�•S!GU•.!..I_4.:Jn .i.•YVI:LI.nSi/J'�V�-uf'L•:.'iA 1Sr \_Iir.I•.Ni/`u•!en.:!SJJ [f Li.V.f.4 z H QQ W D. U O co 0 W= J i... CO) L W W = C O C! = W z z �' W �p U 'O N, W U_ CU Z. U N" Z 05/17/2006 23:56 2538547027 AMERICAN CANADIAN RE May 18 2006 11: COLLONS & SMITH (425)369,1157 '.. •....: t.-.• xt••: �a.•.. C..•► C--•. �t-.. tt. r.► 1trw, a.... i... , sr..aa- d.,+s......�.�a..r —+.-- ....... .... .�— Khan - 3 - (ot Vault Review Project lnbrm 03/02/2006 ation page 4 of 5 Khan 3 -Lof Development ' Project Number 06 -047 Detantion vault 1 -Cell City of 1`ukwi6 Khan i eiri n 'Caria i dlae k f . 00 • fox 3236 . Dent, WA 98032 :Z53j 261 -8716 txllu fogy 06ong - Under P lank'Ends WALL - A Soil grade over vault 137 ft PAGE 06/07 P -7 Copy of 0"47 Khan 3 -10t reviow 1- spimxts 3 602006 3:37 PM ice: ;� � . }• � ,r •. '• ,;;� .r. •r, t '�: ,;• t. I� r9fi. •�1. >`: .��� 'r': :`, :, :�: .j :j .�•, :t� r ; :,. I'7.'+wN .tt• %:Yi;�.S µri ?n.: h;�i'.'fi.•• . �rN: ._'.''>`.' .: f••'�::i ♦'• y•;i' + V•' `.,;: ;'' ':�. .'JI .t .r ...,,....i Z�: .:d..:t...�.._........eS._•.a:. ?....?...,�!.._...rk�=.... ��.._._�__` ?e.e'% +.•.t.:_ae.. .... •_ +� "r.,.__ ..: Vii' %. . _ . �':•i' .., ..M +Y .. ' ... '' .. ...... '•• tt'' . , '' i J U' U O. �o w = N LL:, W LL J c = a. W,. z �. O. LU p, ;O �. W W', Z� U N ' O F "' Z • ' 'FoOVngThickness 8.00 in Wail 8.00 In _° Tritiptary 11Vfdth 5.6 it 'Conckts 5tre Ae6r Grade 6,040 psi :.: 130,000 psi Desigri�Loeds Service Servjop. Factored Dead 5oi1 863 pif 5,319 if 7,446 pit Lid 150 paf 925 pif 1,295 plf Wall 937 pif 1,172 pif Ftq weight 21I3� pif 305 pH Soit wedge at heel . 1,536 plf 2 150 pif Surchai " 172 .prf 1,061 plf 1 803 plf r pif 14,171 pif 2.1 ft Use 2.25 ft il*1 Load for Design i Soil searing `Service 4,3$8 psi DL 6,244 plf ' Factored 6,286 psf . L1. 1,om pif h u 2 .0 kip -ft :'Shear vu* 2 .9 bps ` :.; • . Vn 3,4 'kips " Vc 9.3 kips : OR ' • ' �onaitudfnei i2efnfiordna_ Oations: ' ' • , 3 pit + 25 2.088 plf I _ • „ - 1 �M6 1.562 pif t °' ' ' �1'r�ls 'ey . rse . Re)riforcina Oations: •• • ' {'r ; 0,1 31' 44 in o/c in o% 47.12 a1 in o/c Copy of 0"47 Khan 3 -10t reviow 1- spimxts 3 602006 3:37 PM ice: ;� � . }• � ,r •. '• ,;;� .r. •r, t '�: ,;• t. I� r9fi. •�1. >`: .��� 'r': :`, :, :�: .j :j .�•, :t� r ; :,. I'7.'+wN .tt• %:Yi;�.S µri ?n.: h;�i'.'fi.•• . �rN: ._'.''>`.' .: f••'�::i ♦'• y•;i' + V•' `.,;: ;'' ':�. .'JI .t .r ...,,....i Z�: .:d..:t...�.._........eS._•.a:. ?....?...,�!.._...rk�=.... ��.._._�__` ?e.e'% +.•.t.:_ae.. .... •_ +� "r.,.__ ..: Vii' %. . _ . �':•i' .., ..M +Y .. ' ... '' .. ...... '•• tt'' . , '' i J U' U O. �o w = N LL:, W LL J c = a. W,. z �. O. LU p, ;O �. W W', Z� U N ' O F "' Z 05/17/2006 23:56 2538547027 AMERICAN CANADIAN RE PAGE 07/07 K-" 18 18 2 006 1 1 -• 23gM ONS ......� ...... � COLL 6 SMIT (425)36S-1157 p 8 ' Khan - 3 -lot Vault keview f� Ojece IMOnniitlon 05/b2/2006 Kiitin ;3 ,t of Development Project Number 06_047 Page 6 of 6 ' ;Deteritlor7•Vault , ,' •City ofi;fukwlla 1 - Cell • Seri j Knin :Ameflcin Canldl Real Estate ; ' ' • PO �oX 3290 � • ' , ' �, i�nf, �l1%A 9802, ' • . . �,. • (253) 261.0718 , Bucyatto�/ Veult`Geometry' ..Length 43.3 ft - outside dim. 1Nidth 12.3 R - outside dim. �+ ....Lid Thickness 1,00 ff ' grade over vault 137.00 .Under Sine of Vault t-id 128,517 R •Vault $ottoni 420.13 1; ' :,$oil Coves • . .. 7.50 ' ft - M VYail Height 8.4 ft 'All Water table 123.5 R a ' otentlal uplift P j :: • 112,027 lb per toot of vault length ;. Lid j 93,1$6 Ib perimeter only , +.' "Soil Covet ' • 480,95r� Ib f .. • , Fooilrt .. gs . 25,050 Ib • padmefer only Floor , 8 In thick t - , _ 53,444 Ib , ... .. • .6$9.319 Ib ' } poll Column '18 "ii'i prof 341 ,888 lb TOW am nt of ftg that clads beyond the ext wall : ;;,': :::. Aocbunts for both ' ., skies �fthe i 5; :• ,'; , Ratio' ' a,76 . , . , Accounts for dry soil above ftg drain only. ` 'Maxfooting E•leir. 123,50 Ora uplift 209:t?'p5f y Net Uplift 109.8 p f '-cc Design door re;nfor�iri for 8 r net uplift' >> r E A :03 b = , 0.011 in "2 /ft V� =1.21 fclf 11'out: #4 2'I6 ac traosyerse .Vc =7.44 klf COPY of 06-047 Khan 3 -lat review 1- span.)da ' 4 502006 ,t ' ''';.-' :... ':.' •. ;• 1�'Yv � :r�.lr + i'• r ` '• i Yi.: • �'l:,' t{ ' '• t�r� ( ':1 }+:' ��� • 'J� y ` 1, f'C.� +��•E �v.1:Q�. ., �.a:r,r:, + % X.r ( i• `�: ' 1} •' 3:37 PM i't' '•' ' •' ' ,'i•'� '. {'. f• Y .;n :'i; :, :...: • �• • �,:' •• ..,:' ,:': :: �t u �, ,, i,�;t .�.+:.' .' '�i�: • • . ±�'+!��w!�t„'`�.r�i`?��,t�J. ale .�Y'��>fdi +l� yt � ' ,,tq, � •, � j ry � a4 y o �� • .J.' �% �: ..: . + .. ,.,. I• ,. .. .;. ., , . •., , ' ' r . ;" �''' }f +M'J YMICi'i`t '� . t.i N_7I.G',t: l' k .•�^i ' ? , ,I :y ,.. ,,,.b1fl':,�� �.,.. aa� ,4�styr.,.S�bti�?�+�w���,..�:. •i,,�,•r's�:,. z W UO U W= cl) u_ . w O 2 �; J = Cy; �W Z� W O � p, O N: W W. N z i �.�VS Mqr 0 �. d b � Suite F-3 CS85 ront Street North, Issa ' WA 98027 � May 2, 2006 2 6 2006 tel: 425.369.1101 Mr. Sabir Khan fax: 425.369.1157 AIA Contracting! f Q r4 306 North First Avenue l /r 1t C ( �yjjd Kent, WA 98032 RE: Khan Development Permit Number D04 -426 Memo from City of Tukwila dated March 21, 2006 P �� ermlt Dear Mr. Khan: F1' , � ~- --� have reviewed the design of the detention vault lid, walls, and footings for the revised grading plan we received April 5, 2006 from Barghausen Consulting Engine6rs. The revised grading shows the soil cover over the vault lid increased from 4.6 ft to 7.5 ft. Our review consisted of analyzing the lid, walls, and footings for the revised soil depth using actual concrete strengths as noted in the testing reports from Otto Rosenau & Associates, Inc provided. Our analysis of the wall is based on new geotechnical design values provided by Jeff Bell, PE of Spears Engineering & Technical Services, Inc (SETS). A copy of the memo and our revised calculations are attached. Our analysis shows the detention vault lid, footings, and walls as originally designed are adequate for the revised grading. Please contact me if you have any questions. Sincerely, Collons & Smith Structural Engineers Bryan L. Collons, PE, SE ; V CO 01 Encl. Memo from Jeff Bell, PE Updated wall calculations 27528 0 C I�R�CS -V D& CORRECTION LTR# I 0" ION �j V 16 NO , 1 �.i I f s W J U� U O LU J.� CO u„ w O 9 J U . < N D. Cy =w Z w =Y D p. ,O N' O f-- = V 6 Z O Z... . I �1 17 ,/ - ftrMIt No. LUCIA ENGINEERING INC. Phn � V alley Street :. Seattle, Washington 98109 Phone: 206.790.8039 REVIEWED F OR Facsimile: 206.237 -3500 z Z CODE COMPLIANCE W AIA Contracting April 13, 2006 "��°^"��� 7 305 North First Avenue Kent, Washington 98032 MAY 2 6 2006 � o w i Attention: Sukh Sandhu CITY OF T J U CI Q ila APR 2 0 2006 Reference: Khan 3 Lot Develop Tukwilla Washingtonil tap wr � TI W ITSTON PERMITCENTER 2 � U- a , �; C_ ity of Tukwila Correction Letter, dated March 24, 2006 N d = C; w Sukh, ? �-- �o z �- The City has asked for three items to be investigated: g 5 U a - 1. Provide method of compaction for the retaining wall. Show where drain at back of `o retaining wall is discharged. w w XU I have included here the desired specifications for the placement and backfill of O the Kelly Block wall. ui N U— X' The wall draining will flow to the catch basin located to the north lot at the toe of H z z the slope. 2. Provide Building Height Calculation. I have included here calculations for the existing average ground surface elevation. I met with Los Seifert, the Architect and we reviewed the building height. Reference 2003 International Residential Code. ((B) Height, Building & (B) Grade Plane) (See the attached copied pages from the IRC. Using the most recent site survey and the building plans we have concluded the following: The average finish ground level adjoining the building at all exterior walls is elevation 141.20. The average building height is 28.83 feet The vertical distance from the grade plan to the average height of the heist roof surface is elevation 170.03. The allowable vertical distance from the grade plan to the average height of the heist roof surface is elevation 171.20 CO Therefore the building I within tolerance. L �r.* DO wow, 3. Verify the structural integrity of the detention vault. Verify size and type of access to the detention vault. See the attached letter from Collins + Smith, structural engineers. They have addressed the concerns raised with the detention vault. Specification Guidelines: Kelly Block Retaining Wall SECTION 1 PART 1: GENERAL 1.1 Scope Work Includes furnishing and Installing modular concrete block retaining wall units to the lines and grades designated on the construction drawings and as specified herein. 1.2 Applicable Sections of Related Work Geogrid Wall Reinforcement 1.3 Reference Standards ASTM C 1372 -97 Standard Specifications for Segmental Retaining Wall Units 1.4 Delivery, Storage and Handling A. Contractor shall check the materials upon delivery to assure proper material has been received. B. Contractor shall prevent excessive mud, wet cement and like materials from coming in contact with the materials. C. Contractor shall protect the materials from damage. Damaged material shall not be incorporated In the project. PART 2: MATERIALS 2.1 Modular Wall Units A. Wall units shall be Kelly Block Retaining Wall units as produced by Kelly Block Co. or equal. B. Wall units shall have minimum 28 day compressive strength of 3000 psi (20.7 MP) in accordance with ASTM C -1372- 97. The concrete units shall have adequate freeze -thaw protection with an average absorption rate of 7.5 Ib /ft3 (120 kg /m3) for northern climates and 10 Ib /ft3 (160kg /m3) for southern climates. C. Exterior dimensions shall be uniform and consistent. Maximum dimensional deviations shall be .125 inch, (3 mm) not including textured face. D. Wall units shall provide a minimum of 110 pounds total weight per square foot of wall face area (1,761 kg /m3). Fill contained within the units may be considered 80% effective weight. 2.2 Wall Rack A. Base material shall be well graded compactable aggregate, 0.25 inch to 1.5 inch, (6.4 mm - 38 mm) with no more than 10% passing the #200 sieve. B. Drainage material shall be the same as base material. C. Backfill material shall be site excavated soils when approved by the engineer unless otherwise specified In the drawings. Unsuitable soils for backfill (heavy clays or organic soils) shall not be used In the reinforced soil mass. D. Where additional fill is required, contractor shall submit sample and specifications to the Engineer for approval. PART 3: WALL CONSTRUCTION 3.1 Excavation Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall use caution not to over - excavate beyond the lines shown, or to disturb the base elevations beyond those shown. 3.2 Foundation Soil Preparation A. Foundation soil shall be excavated as dimensioned on the plans and compacted to a min. 90% compaction prior to placement of the base material. B. Foundation soil shall be examined by the Engineer to Insure that the actual foundation soil strength meets or exceeds Z J— Z W ! � W� 00 CO) 0. W= J f" CO) u-. WO LL Q co) d:. = W Z� HO Z I-. U ON 0 H- WW 2 H u. O 111 Z U CO) 1= _ Z assumed design strength. Soil not meeting the required strength shall be removed and replaced with acceptable material. 3.3 Base A. Base material shall be placed as shown on construction drawing. Top of base shall be located to allow bottom wall = �. units to be buried to proper depths as per wall heights and specifications. Z . B. Base material shall be installed on undisturbed native soils or suitable replacement fills compacted at 90% standard W proctor. QQ C. Base shall be compacted at 90% standard proctor to provide a level hard surface on which to place the first course of U 0. blocks. The base shall be constructed to insure proper wall embedment and the final elevation shown on the plans. Well- graded sand can be used to smooth the top -inch (12.5 mm) on the level pad. N 0 Cl) W; D. Base material shall be a 3 -inch (76 mm) minimum depth for walls under 4 feet (1.2 m) and a 6 inch (150 mm) J minimum depth for walls over 4 feet (1.2 m). N LL. W �. 3.4 Unit Installation Q A. The first course of wall units shall be placed on the prepared base with the raised lip facing out and the front edges LL CO) d tight together. The units shall be checked for level and alignment as they are placed. B. Insure that units are in full contact with base. Proper care shall be taken to develop straight fines and smooth curves H = on base course as per wall layout. Z H C. Install next course of Kelly Block wall units on top of base row. Employ methods using lightweight compaction equipment that will not disrupt the stability or batter of the wall. Hand - operated plate compaction equipment shall be Z � used on the block and within 3 feet (.9 m) of wall to achieve consolidation. Compact to 90% S.P. in backfill beyond LU U. consolidation zone. D. Install each subsequent course in like manner. Repeat procedure to the extent of wall height. L) co) E. Allowable construction tolerance at the wall face Is 2 degrees vertically and 1 inch (25 mm) In 10 feet (3 m) horizontally. Specification Guidelines: Geogrid Reinforcement Systems W W SECTION 2 PART 1: GENERAL — O: 1.1 Scope Z U co Work includes furnishings and installing geogrid reinforcement, wall fill and backfill to the lines and grades designated on H- _ ~ the construction drawings and as specified herein. Z 1.2 Reference Standards See specific geogrid manufacturer's reference standards. 1.3 Delivery, Storage and Handling A. Contractor shall check the geogrid upon delivery to assure that the proper material has been received. B. Geogrid shall be stored above -20 F ( -29 C). C. Contractor shall prevent excessive mud, wet cement or other foreign materials from coming in contact with the geogrid material. PART 2: GRID MATERIALS 2.1 Definitions A. Geocirld products shall be of high density polyethylene or polyester yarns encapsulated in a protective coating specifically fabricated for use as a soil reinforcement material.' B. Concrete retaining wall units are as detailed on the project drawings. C. Drainage material is free draining granular material as defined in section; Modular Concrete Retaining Wall systems as "Drainage Material." D. Backfill is the soil used as fill for the reinforced soil mass. E. Foundation soil is the in -situ soil. 2.2 Products Geogrid shall be the type as shown on the drawings having the property requirements as described within the manufacturer's specifications. 2.3 Acceptable Manufacturers A manufacturer's product shall be approved by the Engineer. PART 3: WALL CONSTRUCTION 3.1 Foundation Soil Preparation A. Foundation soil shall be excavated to the lines and grades as shown on the construction drawings, or as directed by the Engineer. B. Foundation soil shall be examined by the Engineer to assure that the actual foundation soil strength meets or exceeds assumed design strength. C. Over - excavated areas shall be filled with approved compacted backfill material. D. Foundation soil shall be proof rolled prior to fill and geogrid placement. 3.2 Wall Construction Wall construction shall be as specified under Section 1, Part 3, Wall Construction. 30 Geogrid Installation A. Install KELLY BLOCK wall to designated height of first geogrid layer, backfill and compact behind wall to depth equal to designated grid length. B. Cut geogrid to designed embedment length and place on top of KELLY BLOCK to back edge of lip. Extend horizontally on compacted backfill. C. Place next course of KELLY BLOCK on top of grid and fill block cores with drainage fill to lock in place. Remove slack in grid and stake to maintain tension. D. Lay geogrid at the proper elevation and orientations shown on the construction drawings or as directed by the Engineer. E. Correct orientation (strength direction) of the geogrid shall be verified by the contractor. F. Follow manufacturer's guidelines for overlap requirements. 3.4 Fill Placement and Backfill Placement A. Backfill material shall be placed in lifts and compacted as specified under Section 1, Part 3.4, Unit Installation. B. Backfill shall be placed, spread and compacted in such a manner that minimizes the development of wrinkles in and /or movement of the geogrid. C. Only hand - operated compaction equipment shall be allowed within 3 feet, (.9 m) of the wall face. D. Tracked construction equipment shall not be operated directly on the geogrid. A minimum backfill thickness of 6 Inches (150 mm) is required prior to operation of tracked vehicles over the geogrid. Turning of tracked vehicles should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. E. Rubber -tired equipment may pass over the geogrid reinforcement at slow speeds, less than 10 MPH (16 Km /H). Sudden brakina and share turnina shall he avoiried. Z H ;1— Z tr LIJ JU UO N J = H �2W W O. I_j LL Q =a FW F- O Z F-. D U� ,O co, D F-- W W. I U U _ 111 Z CO) ~ H: O Z April 12, 2006 Mr. Sabir Khan AIA Contracting 306 North First Avenue Kent, WA 98032 RE: Khan Development Permit Number D04 -426 Memo from City of Tukwila dated March 21, 2006 Dear Mr. Khan: 'TV:J }'1 VilL JLLGGL 1VULLLI, OtUlt:.V - Issaquah, NXIA 98027 tel: 425.369.1101 fax: 425.369.1157 I have reviewed the design of the detention vault lid, walls, and footings for the revised grading plan we received April 5, 2006 from Barghausen Consulting Engineers. The revised grading shows the soil cover over the vault lid increased from 4.6 ft to 7,5 ft. Our review consisted of analyzing the lid, walls, and footings for the revised soil depth using actual concrete strengths as noted in the testing reports from Otto Rosenau & Associates, Inc you provided. Our analysis shows the detention vault lid and footings as originally designed are adequate for the revised loads. The detention vault walls are adequate provided the seismic design criteria of 34H used in the original design is omitted. The seismic criteria used in the original design is a value arrived at by conversation with J. Fank Spears, PE of Spears Engineering & Technical Services, Inc (SETS). We have tried, without success, to contact Mr, Spears to discuss this matter; we understand he may be retired. Without input from Mr. Spears on the seismic loading we will need to include it in our analysis and the walls will then be deficient. Please contact Mr. Spears or have another geotechnical engineer review the field reports by SETS and provide direction on the seismic loading so we may complete our review. Sincerely, Collons & Smith Structural Engineers P � Bryan L. Collons, PE, SE C 1agb(v .; Z '~ W O 2 WD U O• C O 0: J � NO ,W ; U. ¢' �cy F W Z Off. W5 U� O �. O F-- W W. H U. A6 O. tLl Z UY O Z � t 3 FILE Copy �.� --f.-k � LNEERMG INW. omiss' �L ,5' SeaftlV IC:t ! Jr.- MA contwing IDS Firs-tAv"ue. # ilm washineum 98032 Auendoa_ Sulh Ssadhu sukb . n .3 t:..'v elopmenl TUIkvW a , 'Wes h imgtn 9 S 1 Fbiurjary 24., 2CY56 REVIEWED FOR CODE COMPLIANCE i MAY 2 6 2006 C 0f1Uk� Willa 9UILATNf: nTIITST0N cinched an #b` actA>:kms mud LL las sbeet fit Mt. ccmw jag w aU lbta gill tocdct U'W 1310PWY atMa MO+".,adf7 ROAd SOntt4 Fl ,�i�le me a c ol it you lair any Q i *:ts. T� ,., > —1. "l�� oe Luci9. P.6 i z .. Z LU J U• UO: UU W =` J �... ; co) LL w O° U_ <; � Hw z� LLJ W ; D o w W. = U' LL o w Z ' U N, 'z i April 12, 2006 Mr. Sabir Khan AIA Contracting 306 North First Avenue Kent, WA 98032 RE: Khan Development Permit Number D04.426 Memo from City of Tukwila dated March 21, 2006 Dear Mr. Khan: TV✓ L'1 VLll V%LG1. ANVL.LI, J—I. A•^✓ Issaquah, NXIA 98027 tel: 425.369.1101 fax: 425.369.1157 I have reviewed the design of the detention vault lid, walls, and footings for the revised grading plan we received April 5, 2006 from Barghausen Consulting Engineers. The revised grading shows the soil cover over the vault lid increased from 4.6 ft to 7.5 ft. Our review consisted of analyzing the lid, walls, and footings for the revised soil depth using actual concrete strengths as noted in the testing reports from Otto Rosenau & Associates, Inc you provided. Our analysis shows the detention vault lid and footings as originally designed are adequate for the revised loads. The detention vault walls are adequate provided the seismic design criteria of 34H used in the original design is omitted. The seismic criteria used in the original design is a value arrived at by conversation with J. Fank Spears, PE of Spears Engineering & Technical Services, Inc (SETS). We have tried, without success, to contact Mr. Spears to discuss this matter; we understand he may be retired. Without input from Mr. Spears on the seismic loading we will need to include it in our analysis and the walls will then be deficient. Please contact Mr. Spears or have another geotechnical engineer review the field reports by SETS and provide direction on the seismic loading so we may complete our review. I Collons& Smith Structural Engineers Bryan L. Collons, PE, SE . . . Z 4Z Z , D UO U 0 W= J �— ca LL W O a U. < cod = W �_ Z F•-. F-. O': W UJ' 2 � D O -. a 1— LU W: H C) O. .. Z W U CO) F-1 Z...: Sincerely N c', k ia,, • N c', k FILE COiy L UC A , ENI LNEER.ING M. ..- cmiss s _ CL Sr_aue- 4 a1Mr19lc:t Vat Eh 1 %\ conu Ling 105 Nara Firs-t Aavnur. Kerrt`„ Wasl:Aa cm 98032 Avendon: SAL Saadhu Rtftr ucv. fin..3 rUwdle , l eshlo-awn 9963 1 Ste, REVIEWED FOR CODE COMPLIANCE MAY 2 6 Z006 C AflUkwlla I�UILATNf= nTUTSTON cinched an #be acWx6oms uW a plan sbce for MCP ccuirjug -A Ybat tviU bvc& -c inn Ff j ,zivz me a cii0 it VOU h3y &-ly Q iA:t$.. T Fe�mwv 24,, 2W6 l l :,/ Z QQ W; .3 U. U O co) 0' co) W J H N U. w o U. a cf) a w z P z 0; U � 'o N, O F-- �,W W' H V`. .U- F.-. o. w N, o u o� :z y1 LUCIA ENGINEERING INC. k . V alley Stree Seattle, Washington 98109 Phone: 206.790.8039 Facsimile: 206.237 -3500 AIA Contracting February 24, 2006 305 North First Avenue Kent, Washington 98032 Attention: Sukh Sandhu H Reference: k An Lot Development Tukwilla , Washington 98031 Sukh, Attached are the calculations and a plan sheet for the retaining wall that will border the property along 51 4 Cil Please give me a call if you have any questions. s wASy � oe Lucia, P.E. o� ° �. 23314 I ST�� IONAL I � f EXPIRES: — (J 07 F 3 Feb 2412006 6. 11 am ...A ConstractinglTukwilla -Three HouseW foot Kelly Wall -2.SRW Page 1 z 1 + . : i . ;�-- W 6 J 0� U Ot W W, J �! M lL. W O` .2 QQ 1 N d W' Z� �.. O Z F—i . O N Q F-- W L J` H V U- O f ";. Iii Z U (1) '. 'Z Version: RisiWal15.5 032 Prepared By: LUCL4 ENGINEERING, INC. Project Name: KHAN 3 -Lot Development Contact: JOSEPH M. LUCIA, P.E. t ; Site: City of WWII, Washington Phone: x (206) 790 -8039 ix ' RisiWall 5.5 e 3 Segmental Retaining Wall Design Program ' r Providing SOLID Support for you, and the walls you design y F DISCLAIMER This program and report are not meant to replace sound engineering judgement. The Calculations performed by this program and detailed in the following report are for PRELIMINARY DESIGN PURPOSES ONLY. The final design and calculations should be based on the project specific geometry, loadings, soils conditions and other materials used. This program and report are provided as a design aid only. All design calculations should be checked by a registered professional engineer who is familiar with the site conditions and project materials. Note: Global Stability of the structure and surrounding soils, and the estimated wall deflections and settlements are not considered by this program. These potential problems must be evaluated by the engineer of record, prior to final design and construction of the wall This program is provided without any commitments or liability by Risi Stone Systems, its licencees, or Ioneydale Computer Management Skills Inc. This program is registered to: Company: LUCIA ENGINEERING, INC. 302A VALLEY STREET SEATTLE WASHINGTON COUNTRY 98109 Contact: JOSEPH Ni LUCIA, P.E. Phone: (206)790-8039 Fax: (206)237-3500 Distributed By: Developed By: Programmed By: Mutual Materials Risi Stone Systems Honeydale Computer Management Skills 605 119th Avenue, NE 8500 Leslie St., Suite 390 RR#1 Guelph Line PO Box 2009 Thornhill, Ont., Canada Campbellville, Ont. Canada Bellevue, WA 98009 WT 7M8 LOP 1B0 Ph: 905/882 -5898 or 800 /626 -WALL Ph 905/854 -0729 Tel: (425) 452 -2300 or(800)477 -3008 Fax: 905/882 -4556 Fax 905/854 -0729 Fax: (425) 454 -7732 Internet: www.risistone.com Email: danny.bowers ®sympatico.ca Feb 2412006 6. 11 am ...A ConstractinglTukwilla -Three HouseW foot Kelly Wall -2.SRW Page 1 z 1 + . : i . ;�-- W 6 J 0� U Ot W W, J �! M lL. W O` .2 QQ 1 N d W' Z� �.. O Z F—i . O N Q F-- W L J` H V U- O f ";. Iii Z U (1) '. 'Z Version: RisiWall 5.5 032 Prepared By: LUCIA ENGWEERING, INC. Project Name: KHAN 3 -Lot Development Contact: JOSEPH M. LUCL4, RE Site: City of Tukwill Wash!Won Phone • (206) 790-8039 PROJECT INFORMATION 0 Project Details: Name Owner Site File Name File Creation Date Designed by KHAN 3 -Lot Development American Canadian Real Estate, Inc. City of Tukwill, Washington DALucia Engineering, Inc\AIA Constracting \Tukwilla -Three House \10 foot Kelly Wall -2.SRW 02/18/2006 0 JML 1 Feb 2412006 631 am ...A ConstractinglTukwilla -Three Housell0 foot Kelly Wall -2.SRW Page 2 r � s 9 � "J Version: RisiWall 5.5 032 Prepared By: LUCIA ENGINEERING, INC. Project Name: K L4N3 -Lot Development Contact: JOSEPHM. LUCIA, P.E. Site: Citv ofTukwill. Washinzion _Phone; (206) 790 -8039 SELECTED INFORMATION c Design Standard: Standard Name National Concrete Masonry Association, 1996 Type of Wall Gravity Structure Safety Factors Variable External Sliding FSS1 Overturning FSot Bearing Capacity FSbc Internal Sliding FSsl Emnerical Limits Minimum Base / Height Ratio Pisa2 Minimum Embedment Type of Wall Geogrid Structure Hu Failure Mode Variable External Sliding FSS1 Overturning FSot Bearing Capacity FSbc Internal Tensile Overstress FSto Pullout FSpo Sliding FSsl Local Facing Shear FSsc Connection FScs Overturning FSot Emperical Limits Minimum Geogrid Length Minimum Base / Height Ratio Minimum Embedment Minimum Anchorage Length SRW Unit Details Minimum Value 1.5 1.5 2.0 1.5 Minimum Value 0.250 10.000% Minimum Value 1.5 2.0 2.0 1.0 1.5 1.5 1.5 1.5 1.5 Minimum Value 3.000 [ft] 0.600 10.000 % 1.000 [ft] SRW Name Pisa2 Unit Height Hu 0.500 [ft] Coping Height Hcu 0.250 [ft] Face Width Lu 0.667 [ft] Unit Depth Wu 1.000 [ft] Weight Xu 46.000 [lb] Center of Gravity Gu 0.500 [ft] Setback Ail 0.062 [ft] Batter w 7.120 [deg] Initial Shear Capacity au 938.400 [lb /ft] Apparent Shear Angle Xu 57.000 [deg] Maximum Shear Capacity Vu(max) 6095.900 [lb /ft] Feb 2912006 6. 11 am ...A ConstractinglTukwilla -Three Housel10 foot Kelly Wall -2.SRW Page 3 Z :. Z �W� t�p ' 1 r f I Version: RisiWall 5.5 032 STRATAGRID 200 Prepared By: LUCL4 ENGINEERING, INC. Project Name: KIIAN3 -Lot Development Ci Contact: JOSEPHM. LUCM, P.E. Site: City i2f Tukwill. Washington 3000.000 [lb /ft] Phone: (206) 790 -8039 Type 1 Geosynthetic Reinforcement Details: RFid 1.100 Geosynthetic Name 1.100 STRATAGRID 200 Coefficient of Direct Sliding Cds 0.950 Coefficient of Interaction Ci 0.650 Ultimate Tensile Strength Tult 3000.000 [lb /ft] Reduction Factor - Creep RFcr 1.610 Reduction Factor - Installation Damage RFid 1.100 Reduction Factor - Durability RFd 1.100 Factor of Safety - Material Uncertainties FSunc 1.500 Long Term Allowable Design Strength Ta 1026.641 [lb /ft] Eq 13 -201 SRW Unit / Type 1 Geosynthetic Details: SRW Name Geosynthetic Name Minimum Connection Capacity Apparent Friction Angle Maximum Connection Capacity Type 1 Geosynthetic Reinforcement Details: Geosynthetic Name Coefficient of Direct Sliding Coefficient of Interaction Ultimate Tensile Strength Reduction Factor - Creep Reduction Factor - Installation Damage Reduction Factor - Durability Factor of Safety - Material Uncertainties Long Term Allowable Design Strength SRW Unit / Type 2 Geosynthetic Details: SRW Name Geosynthetic Name Minimum Connection Capacity Apparent Friction Angle 1 Maximum Connection Capacity Pisa2 STRATAGRID 200 acs 773.900 [lb /ft] AXs 20.0 [deg] Sc(max) 1534.200 [lb /ft] STRATAGRID 200 Cds 0.950 Ci 0.650 Tult 3000.000 [lb /ft] RFcr 1.610 RFid 1.100 RFd 1.100 FSunc 1.500 Ta 1026.641 [lb /ft] Eq [3 -20] Pisa2 STRATAGRID 200 acs 773.900 [lb /ft] ? ,cs 20.0 [deg] Sc(max) 1534.200 [lb /ft] 1 � Version: RisiWall 5.5 032 Prepared By: LUCL4 ENGINEERING, INC. Project Name: KHAN 3 -Lot Development Contact: JOSEPH M. LUCIA, P.E. Site: City of WWII. Washington Phone: (206) 790 -8039 Soil Details: Soil Effective In Situ Friction Cohesion Zone Friction Angle Density Factor Cohesion 0 7 A Cf jde gl [p [ps Infill (i) 38.000 125.000 Retained (r) 39.000 140.000 Foundation (f) 34.000 125.000 0.600 420.000 Drainage (d) 38.000 125.000 0.700 Base (b) 39.000 140.000 0.700 Infill Description GP Poorly graded clean gravels- gravel -sand mixtures Retained Description GW Well graded clean gravels- gravel -sand mixtures Foundation Description SM Silty sands - poorly graded sand -silt mix Drainage Description GP Poorly graded clean gravels- gravel -sand mixtures Base Description GW fi, Well graded clean gravels- gravel -sand mixtures „- , 7, h2' y , Version: RisiWall 5.5 032 Prepared By: LUCL4 ENGINEERING, INC. Project Name: KHAN 3 -Lot Development Contact: JOSEPH M. LUCIA, RE Site: _ Cif Tukwill. Washington Phone: (206) 790 -8039 i PROJECT DESIGN t Station Drawing: 0.000 30.000 Station Layout: Position Station Top Bottom Lft] [ft Iftl 1 0.000 7.000 -1.000 2 10.000 7.000 -1.000 3 20.000 7.000 -1.000 4 30.000 7.000 -1.000 Station Wall Length 30.000 jft] Station Maximum Height 8.000 [ft] I t � Version: RisiWall 5.5 032 Prepared By: LUCIA ENGINEERING, INC. Project Name: KHAN 3 -Lot Development Contact: JOSEPH M. LUCIA, P.E. Site: City of Tukwill. Washington Phone: (206) 790 -8039 Panel Drawing: U Entered Panel Geometry: Feb 2412006 6 :11 am ...A ConstractinglTukwilla -Three House110 foot Kelly Wall -2.SRW Page 7 Average Top Bottom Base Left Right Panel Elevation Elevation Elevation Side Side fill fill fill fill fill 1 7.000 -1.000 -2.250 0.000 30.000 Calculated Panel Geometry: Average Total Panel Panel Panel Panel Face Infill Base Panel Embedment Height Width Area Volume Volume [ft] [ft] [ft] Face Infill Base fsa ill fcu ill jcu ftl 1 1250 9250 30.000 277.500 1015.636 30.000 Elevation Variance 9.250 [ft] Total Wall Length 30.000 [ft] Total Face Area (SRW +Coping) 277.500 [sq ft] Coping Face Area 7.500 [sq ft] SRW Face Area 270.000 [sq ft] Exposed Area 240.000 [sq ft] Embedded Area 37.500 [sq ft] Total Coping Length 30.000 [ft] Total SRW Units 810.001 [units] Total Base Volume 30.000 [cu ft] Total Infill Volume 1015.636 [cu ft] Total Drainage Volume 277.500 [cu ft] Feb 2412006 6 :11 am ...A ConstractinglTukwilla -Three House110 foot Kelly Wall -2.SRW Page 7 Version: RisiWall 5.5 032 Layer/ Course Prepared By: LUCL4 ENGINEERING, INC. Project Name: KHAN 3 -Lot Development a cu V. e Value Contact: JOSEPH M. LUCIA, P.E. Site: City ofTukwill. Washington Phone: (206) 790 -8039 Geogrid Placement: External Type 1 Geogrid Name STRATAGRID 200 FSsI 1.5 Type 2 Geogrid Name OK STRATAGRID 200 Overturning Panel Layer Elevation On SRW Length Layer Area Geogrid Type n FSbc 2.0 L(n) OK [ft] [ft] [sq ft] 1 1 -0.250 4 5.550 166.500 Type 1 2 1.750 8 5.550 166.500 Type 1 3 3.750 12 5.550 166.500 Type 1 4 5.750 16 6.002 180.060 Type 1 Type 1 Geogrid Area 1.5 679.561 [sq ft] 1 4 .Type 2 Geogrid Area FSsc(4) 0.000 [sq ft] OK Safety Factor Summary: Lowest Values for the Project Type of Wall Gravity Panels Panel Layer/ Failure Variable Standard Calculated Acceptable? Course Mode Name Requirement Value * ** No Gravity Panels * ** Type of Wall Geogrid Reinforced Panels i 'abl S d d C 1 l t d A tabl ? Panel Layer/ Course Failure Mode Van a Name tan al Requirement a cu V. e Value ccep e External 1 Base Sliding FSsI 1.5 5.862 OK 1 Overturning FSot 2.0 8.159 OK 1 Bearing Capacity FSbc 2.0 31.765 OK Internal 1 4 Pullout FSpo(4) 1.5 3.086 OK 1 1 Tensile Overstress FSot(1) 1.0 2.174 OK 1 1 Sliding FSsl(1) 1.5 8.919 OK 1 1 Connection FScs(1) 1.5 2.410 OK 1 4 Bulging FSsc(4) 1.5 18.080 OK Feb 2412006 6:11 am ...A ConstractinglTukwilla -Three Housell0 foot Kelly Wall -2.SRW Page 8 Version: RisiWall 5.5 032 Prepared By: Project Name: KHAN 3 -Lot Development Contact: Site: City of Tukwill. Washington Phone: Below Standard Factors of Safety Panel Wall Layer/ Failure v Variable Type Course Mode Name ***All Analyzed Panels Met Minimum Design Standards Requirements * ** LUCL4 ENGINEERING, INC. JOSEPH M. LUCIA, P.E. (206) 790 -8039 Standard Calculated Requirement Value ;Z ait�: N Version: RisiWall 5.5 032 Prepared By: LUCIA ENGINEERING, INC. Project Name: KFMN3 -Lot Development Contact: JOSEPH M. LUCIA, P.E. Site: City of WWII Washington Phone: (2 06) 790 -8039 PANEL DESIGN FOR PANEL 1 Panel 1 Cross Section Drawing: Panel 1 Cross Section Geometry: R 0.000 [deg] q 0.000 [psf] t 0.000 [deg] W 7.120 [deg] 7.000 [ft] -1.000 [ft] -2.250 [ft] H 9.250 [ft] Hemb 0.500 [ft] 1 z tQQY W J U t W I ~ LL i W O� La i d. X i Z o , 5 i0 ,W Wj AL I=- V Oi J W Z ' v N ,. :0 z 0.000 2090 6.937 Feb 2412006 6 :11 am ...A ConstractinglTukwilla -Three House110 foot Kelly Wall -2.SRW Page 11 i Version: RisiWall 5.5 032 Prepared By: LUM ENGINEERING, INC. Project Name: KHAN Mot Development Contact: JOSEPH M, LUCIA, P.E. Site: City of Tukwill, Washington Phone: 790 -8039 Panel 1 Geometry: ,1206) Left Side o 0.000 [ft] Right Side 30.000 [ft] Panel Width 30.000 [ft] Panel Face Area 277.500 [sq ft] Panel Coping Face Area 7.500 [sq R] Panel SRW` Face Area 270.000 [sq ft] Coping Length 30.000 [ft] SRW Units 810.000 [units] Base Volume 30.000 [cu ft] hdill Volume 1015.636 [cu ft] Drainage Volume 277.500 [cu ft] i Panel I Geogrid Placement: a Type 1 Geogrid Name STRATAGRID 200 ! Type 2 Geogrid Name STRATAGRID 200 Panel Width 30.000 [ft] Layer Elevation On SRW Geogrid Length Layer Geogrid F Height Area Type n E(n) L(n) fftl fftl fftl fsg ftl 1 -0.250 4 2.000 5.550 166.500 Type 1 2 1.750 8 4.000 5.550 166.500 Type 1 3 3.750 12 6.000 5.550 166.500 Type 1 4 5.750 16 8.000 6.002 180.060 Type 1 Type 1 Geogrid Area 679.561 [sq ft] Type 2 Geogrid Area 0.000 [sq ft] Feb 2412006 6 :11 am ...A ConstractinglTukwilla -Three House110 foot Kelly Wall -2.SRW Page 11 Version: RisiWall 5.5 032 Prepared By: LUCL4 ENGINEERING, INC. Project Name: KHAN 3-Lot Development Contact: JOSE PH LUCL4, P. E. Site: City ofTukwill. Washington Phone: (206) 790 -8039 Panel 1 Safety Factor Summary: Standard Name National ConcreteMasonry Association, 1996 Failure Geogrid Layer Variable Minimum Calculated Acceptable? Mode / SRW Course Name Value Value By Panel Base Sliding FSsl 1.5 5.862 OK Overturning FSot 2.0 8.159 OK Bearing Capacity FSbc 2.0 31.765 OK By Geogrid Layer Pullout 1 FSpo(1) 1.5 6.918 OK Pullout 2 FSpo(2) 1.5 7.966 OK Pullout 3 FSpo(3) 1.5 4.839 OK Pullout 4 FSpo(4) 1.5 3.086 OK Tensile Overstress 1 FSot(1) 1.0 2.174 OK Tensile Overstress 2 FSot(2) 1.0 4.813 OK Tensile Overstress 3 FSot(3) 1.0 7.775 OK Tensile Overstress 4 FSot(4) 1.0 19.966 OK Internal Sliding 1 FSsl(1) 1.5 8.919 OK Internal Sliding 2 FSsl(2) 1.5 13.256 OK Internal Sliding 3 FSsl(3) 1.5 26.091 OK Internal Sliding 4 FSsl(4) 1.5 77.090 OK Connection 1 FScs(1) 1.5 2.410 OK Connection 2 FScs(2) 1.5 4.865 OK Connection 3 FScs(3) 1.5 7.098 OK Connection 4 FScs(4) 1.5 16.272 OK By SRW Course Bulging 3 FSsc(3) 1.5 >99.999 OK Bulging 4 FSsc(4) 1.5 18.080 OK Bulging 5 FSsc(5) 1.5 35.941 OK Bulging 6 FSsc(6) 1.5 >99.999 OK Bulging 7 FSsc(7) 1.5 >99.999 OK Bulging 8 FSsc(8) 1.5 21.288 OK Bulging 9 FSsc(9) 1.5 42.616 OK Bulging 10 FSsc(10) 1.5 >99.999 OK Bulging 11 FSsc(11) 1.5 >99.999 OK Bulging 12 FSsc(12) 1.5 29.162 OK Bulging 13 FSsc(13) 1.5 59.971 OK Bulging 14 FSsc(14) 1.5 >99.999 OK Bulging 15 FSsc(15) 1.5 >99.999 OK Bulging 16 FSsc(16) 1.5 75.869 OK Bulging 17 FSsc(17) 1.5 >99.999 OK Bulging 18 FSsc(18) 1.5 >99.999 OK Bulging 4 FSsc(4) 1.5 18.080 OK i Feb 2412006 631 am ...A ConstractinglTukwilla -Three Housell0 foot Kelly Wall -2.SRW Page 12 �•::t 1� >.. ff...fJ iJ 125 000 Weight Friction Factor Af 0.600 Cohesion xf 420.000 [psf] Drainage Soil GP Poorly graded clean gravels- gravel -sand mixtures Friction Angle Od 38.000 [deg] Weight 7d 125.000 [pcfJ Friction Factor gd 0300 Base Soil GW Well graded clean gravels- gravel -sand mixtures Friction Angle Ob 39.000 [deg] Weight 7b 135.000 [pcfJ Friction Factor µb 0.700 Feb 2412006 6 :11 am ...A ConstractinglTukwilla -Three Housel10 foot Kelly Wall -2.SRW Page 13 v O� N WN N U.! W O` u_ Q: 'N d. Z F-: i W ~`. a 'O N, H U;. W F- O. WZ U CO) O ~' .Z Version: RisiWall 5.5 0 032 P Prepared By: LUCIA ENGINEERING, INC. Project Name: KHAN 3 -Lot D Development C Contact: JOSEPHM. LUCIA, P.E. Site: City of Tukwill. W Washington P Phone: (206) 790 -8039 Panel 1 Detailed Calculations: Panel Data Total Height H H 9 9.250 [ [ft] Upper Slope P P 0 0.000 [ [deg] Surcharge y y 0 0.000 [ [psfJ Minimum Embedment H Hemb 0 0.500 [ [ft] Base Inclination t t 0 0.000 [ [deg] Total Height H H 9 9.250 [ [ft] SRW Data SRW Name P Pisa2 Height H Hu 0 0.500 [ [ft] Coping Height H Hcu 0 0.250 [ [ft] Face Width L Lu 0 0.667 [ [ft] Weight W W'u 4 46.000 [ [lb] Setback A Au 0 0.062 [ [ft] Depth W Wu 1 1.000 [ [ft] Center of Gravity G Gu 0 0.500 [ [ft] Facia Batter W W 7 7.120 [ [deg] Initial Shear Capacity a au 9 938.400 [ [lb /ft] Maximum Shear Capacity V Vu(max) 6 6095.900 [ [lb /ft] Apparent Shear Angle % %U 5 57.000 [ [deg] Soil Data Inflll Soil G GP Poorly graded clean gravels- gravel -sand mixtures Friction Angle O Oi 3 38.000 [ [deg] Weight T Ti 1 125.000 [ [p cf] Retained Soil G GW Well graded c clean gravels- gravel -sand m mixtures Friction Angle O Or 3 39.000 [ [deg] Weight 7 7r 1 140.000 [ [pcfJ Foundation Soil S SM Silty sands - poorly graded sand -silt m mix Friction Angle O Of 3 34.000 [ [deg] .: Weight Friction Factor Af 0.600 Cohesion xf 420.000 [psf] Drainage Soil GP Poorly graded clean gravels- gravel -sand mixtures Friction Angle Od 38.000 [deg] Weight 7d 125.000 [pcfJ Friction Factor gd 0300 Base Soil GW Well graded clean gravels- gravel -sand mixtures Friction Angle Ob 39.000 [deg] Weight 7b 135.000 [pcfJ Friction Factor µb 0.700 Feb 2412006 6 :11 am ...A ConstractinglTukwilla -Three Housel10 foot Kelly Wall -2.SRW Page 13 v O� N WN N U.! W O` u_ Q: 'N d. Z F-: i W ~`. a 'O N, H U;. W F- O. WZ U CO) O ~' .Z Feb 2412006 6 :11 am ...A ConstractinglTukwilla -Three Housel10 foot Kelly Wall -2.SRW Page 13 v O� N WN N U.! W O` u_ Q: 'N d. Z F-: i W ~`. a 'O N, H U;. W F- O. WZ U CO) O ~' .Z Version: RisiWal15.5 032 W Prepared By: LUCIA ENGINEERING, INC. Project Name: KHAN 3 -Lot Development External Interface Contact: JOSEPHM. LUCIA, P.E. Site: City ofTukwill. Washington Phone: be (206) 790 -8039 [deg] Eq [3 -16] Active Earth Pressure Type 1 Geosynthetic and SRW Data - External Kae 0.1664 Eq [3 -11] Internal Interface Geogrid Name STRATAGRID 200 Si Ultimate Tensile Strength Tult 3000.000 [lb /ft] Reduction Factor - Creep RFcr 1.61 - Internal Kai Reduction Factor - Installation Damage RFid 1.10 Lateral Soil Force PsH Reduction Factor - Durability RFd 1.10 Distance for Ps Ys Factor of Safety - Material Uncertainties FSunc 1.50 Lateral Surcharge Force PqH Long Term Allowable Design Strength Ta(1) 1026.641 [lb /ft] Eq [3 -20] Coeff. Dir Sliding Cds(1) 0.950 Horiz Active Force PaH Coeff, of Interaction Ci(1) 0.650 Hinge Height Hh Initial Connection Capacity acs(1) 773.900 [lb /ft] He Maximum Connection Capacity Sc(1) 1534200 [lb /ft] Apparent Connection Angle Xacs(1) 20.000 [deg] Type 2 Geosynthetic and SRW Data Geogrid Name STRATAGRID 200 Ultimate Tensile Strength Tult 3000.000 [lb /ft] Reduction Factor - Creep RFcr 1.61 Reduction Factor - Installation Damage RFid 1.10 Reduction Factor - Durability RFd 1.10 Factor of Safety - Material Uncertainties FSunc 1.50 Long Term Allowable Design Strength Ta(2) 1026.641 [lb /ft] Eq [3 -20] Coeff. Dir Sliding Cds(2) 0.950 Coeff. of Interaction Ci(2) 0.650 Initial Connection Capacity acs(2) 773.900 [lb /ft] Maximum Connection Capacity Sc(2) 1534.200 [lb /ft] Apparent Connection Angle Aacs(2) 20.000 [deg] Initial Geogrid Calculations Total Batter + Incline W 7.120 [deg] External Interface Friction Angle be 38.000 [deg] Eq [3 -16] Active Earth Pressure - External Kae 0.1664 Eq [3 -11] Internal Interface Friction Angle Si 25333 [deg] Eq [3 -17] Active Earth Pressure - Internal Kai 0.1711 Eq [3 -11] Lateral Soil Force PsH 855.266 [lb /ft] Eq [5-06] Distance for Ps Ys 3.083 [ft] Eq [5-09] Lateral Surcharge Force PqH 0.000 [lb/ft] Eq [5 -08] Distance for Pq Yq 4.625 [ft] Eq [5 -10] Horiz Active Force PaH 855.266 [lb /ft] Eq [5 -11] Hinge Height Hh 8.006 [ft] Eq [4-01] Effective Height He 9250 M Version: RisiWall 5.5 032 Prepared By: LUCIA ENGINEERING, INC. Project Name: KHAN 3 -Lot Development Contact: JOSEPH M. LUCIA, P.E. Site: City QfTukwill. Washington Phone: (206) 790 -8039 Base Sliding Weight of reinforced soil Weight of backslope Resist. to bs using Infili Soil Resist. to bs using Foundation Soil FS against Sliding Design Standard Requirement Overturning Moment Arm for Infill Moment Arm for Upslope Resisting Moment Overturning Moment FS against Overturning Design Standard Requirement Bearing Capacity Bearing Capacity Factors 0 3.353 [ft] Wri 6417.188 [lb /ft] Wro 0.000 [lb /ft] Rs(i) 5013.657 [lb/ft] Rs(t) 6659.448 [lb /ft] FSsl 5.862 Eq [5 -25] FSsI Minimum 1.500 5.884 Xri 3.353 [ft] Y- (i) 5.126 [ft] Mr 21514.994 [ft lb /ft] Mo 2637.072 [ft lb /ft] FSot 8.159 -0.167 FSot Minimum 2.000 Eq [5 -25] Eq [5 -15] Eq [5 -16] Eq [5 -12] Eq [5 -14] Eq [5 -17] Eq [5 -19] Eq [5 -20] Eq [5 -18] Eq [5 -22] Eq [5 -23] 9 34.000 [deg] Nq 29.440 Nc 42160 NY 41.060 Ultimate Bearing Capacity Quit 34645.859 [psf] Eq [5 -27] Eccentricity a -0.167 [ft] Eq [5 -25] Effective Base Width B 5.884 [ft] Eq [5 -24] Applied Load Qa 1090.700 [psf] Eq [5 -26] FS against Bearing Failure FSbc 31.765 Eq [5 -28] Design Standard Requirement FSbc Minimum 2.000 Pullout Design Standard Requirement FSpo Minimum 1.500 Layer Geogrid Tensile Anchorage Depth of Anchorage Safety Elevation Load Length Overburden Capacity Factor n Ee(n) Fg(n) La(n) d(n) Ac(n) FSpo(n) [ft] [lb /ft] [ft] [ft] [lb /ft] Eq j5 -361 Eq f5-461 Eq j5-47L &t (5-451 Eq f5441 1 2.000 472288 3.549 7.250 3267.143 6.918 2 4.000 213.292 2.549 5.250 1698.994 7.966 3 6.000 132.038 1.548 3.250 638.935 4.839 4 8.000 51.418 1.000 1.250 158.699 3.086 Version: RisiWal15.5 032 Prepared By. LUCIA ENGINEERING, INC. Project Name: KHAN 3 -Lot Development Contact: JOSEPH M. LUCIA, P.E. Site: City ofTukwill. Washington Phone: Height (206) 790 -8039 Geogrid Tensile Overstress L(n) L's(n) h(n) Ift] Design Standard Requirement FSto Minimum 1.000 Ift] # Layer Geogrid Contributory Midpoint Tensile Safety Elevation Area of Ac(n) Load Factor f n Ee(n) Ac(n) D(n) Fg(n) FSto(n) 0.817 Ift) Ift] Ift] [ft] 5.002 6.002 0.000 Eq[5- 370401 Eq[5- 410431 Eq j5 -361 Weight of 1 2.000 3.000 7.750 472.288 2.174 2 4.000 2.000 5.250 213.292 4.813 3 6.000 2.000 3.250 132.038 7.775 4 8.000 2.250 1.125 51.418 19.966 Geogrid Internal Sliding: Design Standard Requirement FSsl Minimum 1.500 Layer Geogrid Length Geogrid Sliding Backslope Elevation Reduction Length Surface Height n E(n) AL L(n) L's(n) h(n) Ift] Ift] [ft] Ift] Ift] Eg [5 -511 Eg [5 -501 Eg [5 -511 { 1 2.000 1.269 5.550 3.281 0.000 2 4.000 1.269 5.550 3.281 0.000 3 6.000 0.817 5.550 3.733 0.000 4 8.000 5.002 6.002 0.000 0.000 i Layer Wall Height Weight of Weight of Resistance On Weight of Above MR Backslope Geosynthetic Wall Above i n He -Ee(n) W r(i,n) P,n) R's(n) Ww(n) [ft] [lb /ft] (lb/ft] [lb /ft] [lb /ft] i Eg [5 -551 Eg [5 -561 Eg [5-491 Eg [4-091 1 7.250 2973.531 0.000 2207.018 1000.500 2 5.250 2153.246 0.000 1598.185 724.500 3 3.250 1516.590 0.000 1125.645 448.500 4 1.250 0.000 0.000 0.000 172.500 Layer Interface Horizontal Lateral Lateral Safety Shear Shear Soil Surcharge Factor Capacity Capacity Force Force n Vu(n) Vh(n) Ps(n) Pq(n) FSsl(n) [lb /ft] [lb /ft] [lb /ft] [lb /ft] Eg [4-251 Eg [5 -061 Eg r5 -081 Eq [5-481 1 2479.035 2479.035 525.405 0.000 8.919 2 2054.032 2054.032 275.510 0.000 13256 3 1629.029 1629.029 105.581 0.000 26.091 4 1204.027 1204.027 15.618 0.000 77.090 Feb 2412006 6. 11 am . ...A ConstractinglTukwilla -Three House110 foot Kelly Wall -2.SRW Page 16 Version: RisiWall 5.5 032 Prepared By: LUCLI ENGINEERING, INC. Project Name: KHAN 3 -Lot Development Contact: JOSEPH M. LUCIA, P.E. Site: City of Tukwill Washington Phone: (206) 790 -8039 Geogrid Connection Strength: Design Standard Requirement FScs Minimum o 1.500 Layer Weight of Connection Tensile Safety Geosynthetic Wall Above Strength Load Factor n Ww(n) Sc(n) Fg(n) FScs(n) Above [lb /ft] [lb /ft] [lb /ft] Vh(m) EFg(n)..(1) EQ [4-091 Eq 15 -591 Eq [5 -361 EQ f5 -571 [lb /ft] Eq [4-091 FA [4-251 1 1000.500 1138.052 472.288 2.410 2 724.500 1037.596 213.292 4.865 3 448.500 937.141 132.038 7.098 4 172.500 836.685 51.418 16.272 Bulging / Shear Capacity: , Design Standard Requirement FSsc Minimum 1.500 Course Weight of Interface Horizontal Geosynthetic Number Wall Above Shear Shear Tensile Load Capacity Capacity Above m Ww(m) Vu(m) Vh(m) EFg(n)..(1) [lb /ft] [lb /ft] [lb /ft] [lb /ft] Eq [4-091 FA [4-251 Eg [5 -361 18 34.500 991.525 991.525 0.000 17 103.500 1097.776 1097.776 0.000 16 172.500 1204.027 1204.027 0.000 15 241.500 1310277 1310.277 51A18 14 310.500 1416.528 1416.528 51A18 13 379.500 1522.779 1522.779 51A18 12 448.500 1629.029 1629.029 51A18 11 517.500 1735.280 1735.280 183.456 10 586.500 1841.531 1841.531 183.456 9 655.500 1947.781 1947.781 183.456 8 724.500 2054.032 2054.032 183.456 7 793.500 2160.283 2160283 396.748 6 862.500 2266.533 2266.533 396.748 5 931.500 2372.784 2372.784 396.748 4 1000.500 2479.035 2479.035 396.748 3 1069.500 2585.286 2585286 869.036 2 1104.786 2639.621 2639.621 869.036 1 1104.786 2639.621 2639.621 869.036 Feb 2412006 6 :11 am ...A ConstractinglTukwilla -Three House110 foot Kelly Wall -2.SRW Page 17 i 1 Version: RisiWall5.5 032 Project Name: KHAN 3 -Lot Devel Site: City of Tukwill. We Course Lateral Number Soil Force Prepared By. LUCU ENGINEERING, INC. opment Contact: JOSEPHM. LUCL4, P.E. ishiWgton Phone: (206) 790 -8039 Lateral Total Safety Surcharge ? Lateral Factor Force Force 0.635 18 0.635 0.000 >99.999 17 5.713 0.000 5.713 16 15.870 0.000 >90.999 15 31.105 0.000 15.870 14 51.418 0.000 75.869 13 76.810 0.000 31.105 12 107.281 0.000 >99.999 11 142.829 0.000 51.418 10 183.456 0.000 >99.999 9 229.161 0.000 76.810 8 279.945 0.000 59.971 7 335.807 0.000 107181 6 396.748 0.000 29.162 5 462.766 0.000 142.829 4 533.864 0.000 >99.999 3 610.039 0.000 183.456 2 691.293 .0.000 >99.999 1 777.625 0.000 229.161 Unreinforced Top Overturning 42.616 Lateral Soil Force P's 279.945 Distance for P's Y's 21288 Lateral Surcharge Force P'q 335.807 Distance for P'q Y'q ' Overturning Moment M'o 396.748 Weight of Gravity Wall Above Ww(m) >99.999 Resisting Moment Arm X'w 462.766 Resisting Moment Mr 35.941 FS against Overturning FSot 533.864 Design Standard Requirement FSot Minimum 0.635 >99.999 5.713 >90.999 { 15.870 75.869 31.105 >99.999 51.418 >99.999 ! 76.810 59.971 107181 29.162 142.829 >99.999 183.456 >99.999 229.161 42.616 279.945 21288 335.807 >99.999 i 396.748 >99.999 462.766 35.941 533.864 18.080 610.039 >99.999 691.293 >99.999 777.625 >99.999 15.870 []b /ft] Eq [5 -29] 0.417 [ft] El [4-07] 0.000 [lb /ft] Eq [5-30] 0.625 [ft] Eq [4-08] 6.612 [ft lb /ft] Eq [4-17] 172.500 [lb /ft] Eq [4-09] 0,547 [ft] Eq [4-16] 94330 [ft lb /ft] Eq [4-15] 14.266 Eq [4-14] 1.500 Feb 2412006 6:11 am ...A ConstractinglTukwilla -Three House110 foot Kelly Wall -2.SRW Page 18 � ✓' ` . ADaPT GEOTECHNICAL ENGINEERING REPORT HELLWIG'S ADDITION LOTS NO. 1, 2 & 149 13821 Macadam Road Tukwila,. Washin ;ton t REVIEWED FOR CODE COMPLIANCE MAR L 0 2005 Cir {, Of Tukalvilp Submitted To: _. AIA International Development 306 North 1 Avenue Kent, Washington 98032 WA01- 6267 -0 May 2001. CrrY � MAR = 4 200' PERMIT CENTER X05- 0(w? Z .1 z`. JU U O N 0 UJ J N U w O: LL co a ZV w La � o° w w w z, U c'), z. L AIF ADaPT . A-J WA01- 6267 -0 I' w; AIA International Development 306 North 1 Avenue Kent, Washington 98032 Attention: Mr. Saraj Khan j Subject: Geotechnical Engineering Report i Hellwig's Addition Lots No. 1, 2 & 149 i r 13821 Macadam Road Tukwila, Washington Dear Mr. Khan: LSI ADAPT (ADAPT) is pleased to submit this report summarizing our geotechnical engineering evaluation for the above - referenced project. The purpose of our evaluation was to derive design conclusions and recommendations concerning site preparation, excavations, foundations, floors, drainage, retaining walls, and structural fill. As outlined in our proposal letter dated July 27, 2000, our scope of work comprised a field exploration, geotechnical research, geotechnical analyses, and report preparation. We received your written authorization for our evaluation on April 18, 2001. This report has been prepared for the exclusive use of AIA International Development, and their agents, in accordance with generally accepted geotechnical engineering practice and for the specific application to this project. Use or reliance upon this report by a third party is at their own risk. ADAPT does not make any representation or warranty, express or implied, to such other parties as to the accuracy or completeness of this report or the suitability of its use by such other parties for any purpose, whether known or unknown to ADAPT. We appreciate the opportunity to be of service on this project. Should you have any questions concerning this report or need further assistance, please contact us at (206) 654 -7045. Respectfully Submitted, LSI ADAPT Rolf yllseth, :P. Senior Geotechnical Engineer Distribution: AIA International Development (2) Attn: Mr. Saraj Khan Mohammad Saleem (2) Z Z. QQ J U: UO U� CO J CO LL w O u. =a U I— O Z �— w L U O CO) N, W uL O ui Z CO ~O H Z y l n y rdA �1 LSI ADAPT Tel (206) - 654.7045 ine 4' 'i Fax (206) 654 -7048 Seattle, Washington 98134 www.adaptengr.com 5- LSI ADAPT TABLE OF CONTENTS WAOI- 6267 -0 1.0 SUMMARY ........................:............................................................................ ............................... 1 2.0 SITE AND PROJECT DESCRIPTION ........................................................... ............................... 2 3.0 EXPLORATORY METHODS ........................................................................ ............................ .... 3 3.1 Auger Boring Procedures .................................................................... ............................... 4 4.0 SITE CONDITIONS ........................................................................................ ............................... 4 4.1 Surface Conditions ........................................................................... ............................... 5 4.2 Soil Conditions ................................... .................................. ............... ............................... 5 4.3 Groundwater Conditions ..................................................................... ............................... 5 4.4 Seismic Conditions .............................................................................. ............................... 5 4.5 Environmentally Critical Area Conditions .......................................... ............................... 6 5.0 CONCLUSIONS AND RECOMMENDATIONS ......................................... ............................... 6 5 .1 Site Preparation .. ............................... .............................................. ............................... 6 5.2 Spread Footings ................................................................................ ............................... . 8 5 .3 Slab -on -Grade Floors ........................................................................ ............................... 10 5.4 Backfilled Walls ................................................................................ ............................... 10 5.5 Drainage Systems ........................................................................... ............................... 13 5.6 Structural Fil l ............................................. ............................... ...... ............................... 14 6.0 RECOMMENDED ADDITIONAL SERVICES ........................................... ............................... 16 7.0 CLOSURE...... ........ ................... ............................... ............................... ......................17 j Figure 1 Location/Topographic Map Figure 2 Site & Exploration Plan Boring Logs B -1 through B -3 i AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Table of Contents z z � W� U 01 to o w= J E-. (0 LL WO J• LL. Q. U) =. i d �. w, !— O z l-- w w o: U ;O co o w H U' z U to . O z LS1 ADAPT' 1.0 SUMMARY z Based on our field explorations, research and analyses, the proposed construction appears feasible from a geotechnical standpoint, contingent on the implementation of the recommendations presented in this report. The following summary of . project geotechnical considerations is presented for introductory e purposes and, as such, should be used only in conjunction with the full text of this report. Z Z. iF- W • Project Description Development plans call for constructing three new, 2 to 3 -story, 2 residential houses with garage and basement levels. The specific type, size and location v p 1 of these houses were not available at the time of this report. CO W W= • Exploratory Methods We explored subsurface conditions by means of three borings S2 p -advanced at strategic locations across the lot and anticipated house footprint areas, to t depths ranging from about 14 to 19 feet below ground surface (bgs): LL Q N d = • Soil Conditions Soils underlying the'site generally consist of near - surface, weathered, W' Z tannish gray and gray with rusty mottling, medium stiff sandy silts and loose to medium �- �. p dense silty sands, underlain by stiff to very stiff, blue -gray, clayey silts and silts. The site w w soils are mantled by approximately 6 to 12 inches of forest duff, grass, sod and topsoil. U p CO • Groundwater Conditions At the time of exploration (May 2001), perched groundwater W W was encountered within a sand layer at a depth of approximately 13 feet bgs (elevation F. 143 feet) in exploration B -2 in the. western portion of Lot No. 1. This groundwater zone — Z E may be related to the groundwater seepage emanating along the existing-cut slope at the v ! western end of Lot No. 2. p �- z • Surface Seepage Conditions Groundwater seepage was observed emanating along an existing, apparent cut slope at the western end of Lot No. 2 during our site visit. We recommend that this seepage water be controlled with the use of a trench drain system to minimize risk of potential future erosion and slope instability. • Environrrlentally Critical Area Considerations The proposed site is located within an Area of Potential Geologic Instability identified on City of Tukwila Sensitive Area maps, with a moderate to high landslide potential and general slopes between 20 and 40 percent (Class 2 and Class 3 Area). Provided that the recommendations of this report are implemented, the project is considered feasible and is not anticipated to adversely affect the stability of the subject site or adjacent properties. AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 1 i LSI ADAPT • Foundations In our opinion, the proposed houses can be supported by conventional spread footings that bear on the native, medium dense sands /silty sands or medium stiff sandy /clayey silts. For properly prepared footing subgrades, these spread footings may be designed for an allowable, static bearing pressure of 2,000 pounds per square foot (psf) and a seismic bearing pressure of 2,660 psf. • Floors Typical soil- supported, slab -on -grade floors are feasible at this site, contingent on proper subgrade preparation. • Subsurface Walls In our opinion, conventional backfilled, cast -in -place concrete walls will adequately support the proposed basement and site perimeter retaining wall system. These walls should be designed to withstand appropriate lateral pressures, as discussed in this report. Seismic Considerations Based on our literature review and subsurface interpretations, we recommend that the project structural engineer use the following seismic parameters for design of buildings, retaining walls, and other site structures, as appropriate. Design Parameter Value Acceleration Coefficient 0.30 Risk Zone (1997 UBC) 3 Soil Profile Type (1997 UBC) SE • Temporary Excavation Considerations All temporary soil cuts associated with site regrading or excavations should be adequately sloped back to prevent sloughing and collapse. For the loose to medium dense sand and medium stiff sandy /clayey silt that will likely be encountered within the anticipated excavation depths, we tentatively recommend maximum, temporary cut slope inclinations of 1' /2H:1V and 1H:1V, respectively. If groundwater seepage is encountered within the excavation slopes, the cut slope inclination should not exceed 1'hH: IV. 2.0 SITE AND PROJECT DESCRIPTION The subject site is located at 13821 Macadam Road in Tukwila, Washington, as shown on the enclosed Location/Topographic Map (Figure 1). The site consists of three vacant building lots measuring approximately 50 by 100 feet, identified as Lots No. 1 & 2 within Block 1 and Lot No. 149 on the west side of Macadam Road on the lot plan provided for our review. AIA International Development May 25, 2001 LSI ADAPT Project No. WA01 -6267-0 Page 2 z Z �W QQ WV UO Cl) 0 W J NW w O U. = cl)d t=- _. z� I— O z F— W �o U O N, w w z co O z LSI ADAPT , Site boundaries are generally delineated by neighboring residential lots on the northwest and the southeast, by Macadam Road on the northeast, and by an adjacent wooded area on the southwest. The existing lots slope down towards the northeast (Macadam Road), with an overall topographical relief of about 40 feet across the site. A relatively level, roughly 40 -feet wide bench area is located at approximately elevation 148 feet (ground surface) in the center of Lots No. 1 and 2. An existing Z basement structure remains within this bench area in Lot No. 1, where a previously demolished house was situated. The enclosed Site & Exploration Plan (Figure 2) illustrates these site boundaries and adjacent W w existing features. " JU UO It is our understanding that the lots will be developed for single - family residential dwellings. The w = proposed houses are to be constructed within an existing, relatively level bench area at approximately 148 _ H Co U . feet in elevation (ground surface) within the center of Lots No. 1 and 2. The house on Lot No. 149 is W O expected to be located at the end of an existing asphalt driveway (roughly ground surface elevation of 135 feet). In order to limit driveway grades up from Macadam Road, we understand that the houses are U- expected to consist of a garage level and a basement level below ground surface (bgs), requiring site w excavations up to 20 feet in depth bgs. Foundation support will consist of a system of shallow footings Z = and' basement retaining walls. We anticipate that the building walls and columns will impose relatively z O light foundation loads. Figure 2 illustrates the proposed location of one the houses (Lot No. 149). W UJ VO Co The conclusions and recommendations contained in _this report are based on our understanding of the o currently proposed utilization of the project site, as derived from layout drawings, written information, . = v and verbal information supplied to us. Consequently, if any changes are made in the currently proposed 0 project, we may need to modify our conclusions and recommendations contained herein -4o reflect those z changes. U N= O r— z 3.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on May 9,'2001. Our exploration and testing program comprised the following elements: • A visual surface reconnaissance of the site; • 3 borings (designated B -1 through B -3) with Standard Penetration Tests, advanced at strategic locations across the proposed house footprint and general lot areas; • A review of published geologic and seismologic maps and literature. The following text sections describe our procedures used for performing the auger borings. Figure 2 depicts their approximate relative locations. The specific number, locations, and depths of our explorations were selected in relation to the existing and proposed site features, under the constraints of surface 'access, underground utility conflicts, and budget considerations. We estimated the relative location of each exploration by measuring from existing features and scaling these measurements onto a layout plan supplied to us, then we estimated their elevations by interpolating between contour lines AIA Intemational Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 3 :7.C'iti:it..t ;a•..✓•��w.1 } 'Y �r'r:r ", tip 4'r':`.k1: ;r "alf;x4�:6'J•l: i;. S;JI r. 4 r,�ipA +Y�^ '+ea: y ok•:, .o.J.w1 r. tu.. a: y.; S., titrs. s:..s�.:t:,�,:::c�c:�,.;,:u. f The enclosed Boring Logs describe the vertical sequence of soils and materials encountered in the borings, based primarily on our field classifications and supported by our subsequent laboratory examination and testing. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals, we inferred the contact depth. Our logs also graphically indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings. If any groundwater was encountered in a borehole, the approximate groundwater depth is depicted on the boring log.' Groundwater depth estimates are typically based on the,moisture content of soil samples, the wetted height on the drilling rods, and the water level measured in the borehole after the auger has been extracted. 4.0 SITE CONDITIONS The following sections of text present our observations, measurements, findings, and interpretations regarding surface, soil, groundwater, and seismic conditions at the project site. AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 4 LSI ADAPT shown on this same plan. Consequently, the locations depicted on Figure 2 should be considered accurate only to the degree permitted by our data sources and implied by our measuring methods. It should be realized. that the explorations performed for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Z Furthermore, the nature and extent of any such variations would not become evident until additional Z explorations are performed or until construction activities have commenced. If significant variations are UJ observed at that time, we may need to modify our conclusions and recommendations contained in this U O report to reflect the actual site conditions. v N o J T. 3_1 Auger Boring Procedures U. Our exploratory borings were advanced with a portable hollow -stem auger and a trail er-mounted'dri 11 rig operated by an independent drilling firm working under subcontract to ADAPT. A geotechnical engineer a from our firm continuously observed the borings, logged the subsurface conditions, and collected LL co d representative soil samples. All samples were stored in watertight containers and later transported to our t=– _ laboratory for further visual examination and testing. After the borings were completed, the boreholes ? were backfilled with a mixture of bentonite chips and soil cuttings. w O 5 y Throughout the drilling operation, soil samples were obtained at 2%- or 5 -foot depth intervals by means �p p N of the Standard Penetration Test (SPT) -per ASTM:D -1586. This testing and sampling procedure consists of driving a standard 2- inch - diameter steel split -spoon sampler 18 inches into the soil with a 140 -pound w v hammer free - falling 30 inches. The number of blows required to drive the sampler through each 6 -inch "—' O j interval is counted, and the total number of blows struck during the final 12 inches is --recorded as the w co Standard Penetration Resistance, or "SPT blow count." If a total of 50 blows is struck within any 6 -inch H interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration Z i distance. The resulting Standard Penetration Resistance values indicate the relative density 'of granular I soils and the relative consistency of cohesive soils. f The enclosed Boring Logs describe the vertical sequence of soils and materials encountered in the borings, based primarily on our field classifications and supported by our subsequent laboratory examination and testing. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals, we inferred the contact depth. Our logs also graphically indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings. If any groundwater was encountered in a borehole, the approximate groundwater depth is depicted on the boring log.' Groundwater depth estimates are typically based on the,moisture content of soil samples, the wetted height on the drilling rods, and the water level measured in the borehole after the auger has been extracted. 4.0 SITE CONDITIONS The following sections of text present our observations, measurements, findings, and interpretations regarding surface, soil, groundwater, and seismic conditions at the project site. AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 4 LSI ADAPT ' 4.1 Surface Conditions The subject site is vegetated by second - growth trees with a relatively thick growth of understory vegetation. We observed seepage water emanating along the face of what appears to be a cut slope at. the west end of the existing driveway in Lot No. 2 (between roughly 140 and 150 feet elevation contours). The seepage was observed to collect at the top of the driveway and flow along the driveway to a drain system located at the bottom of the driveway. Filamentous vegetation was observed in the northwest I corner of Lot No. 1, just to the south of this surface seepage area, indicating saturated, near - surface soil conditions. We did not observe surface seepage conditions elsewhere across the site. 4.2 Soil Conditions According to published geological maps, the general soil conditions at the site location consist of glaciofluvial sands and gravels overlying glacial drift. Our on -site explorations did not confine the presence of glaciofluvial or glacial drift deposits; rather, the observed site soils correlated better with the Lacustrine Silt and Clay deposits mapped near -by the site. Our explorations revealed a fairly uniform subsurface stratigraphy across the site. Specifically, our borings revealed weathered, tannish gray to gray with rusty mottling, medium stiff sandy silts and loose to medium dense silty sands above an elevation ranging from about 135 feet in the southeastern portion to roughly 145 feet in the.northwestem portion of the site. Below these near - surface, weathered soils, our borings disclosed stiff to very stiff, blue -gray, clayey silts and silts. The site soils are mantled by approximately 6 to 12 inches of forest duff, grass, sod and topsoil. 4.3 Groundwater Conditions At the- time of drilling (May 2001), groundwater was observed at a depth of approximately 13 feet in boring B -2 at the western end of Lot No. 1, corresponding to an elevation of about 143 feet. This groundwater was encountered within a limited sand layer and is interpreted to be perched atop the underlying, relatively impermeable sandy silts or clayey silts. This groundwater zone may be related to the groundwater seepage emanating along the existing cut slope at the western end of Lot No. 2. Because our explorations were performed during an extended period of moderately wet. weather, these observed groundwater conditions may closely represent the yearly average levels; somewhat higher levels probably occur during the winter and early spring months, while slightly lower levels may occur during the summer and early fall months. Throughout the year, groundwater levels would likely fluctuate in response to changing precipitation patterns, off -site construction activities, and changes in site utilization. 4.4 Seismic Conditions Based on our analysis. of subsurface exploration logs and our review of published geologic maps, we interpret the on -site soil conditions to correspond to seismic soil profile type SE, as defined by Table 16 -J of the 1997 Uniform Building Code. This soil profile type is characterized by soft soils with an average blowcount less than 15 within the upper 100 feet bgs. Current (1996) National Seismic Hazard Maps prepared by the U.S. Geological Survey indicate that a peak bedrock site acceleration coefficient of about 0.30 is appropriate for an earthquake having a 10- percent probability of exceedance in 50 years AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 5 z Z �w Q 2 JU UO Cl) 13 J = F— CO U. w UQ cf) = �w z f- H- O w ~ w U O N' 0 I_ w LL O .. Z w U CO O ~' z LSI ADAPT (corresponding to a return interval of 475 years). According to'Figure 16 -2 of the 1997 Uniform Building Code, the site lies within seismic risk zone 3. 4,_5 Environmentally Critical Area Conditions The proposed site is located within an Area of Potential Geologic Instability identified on City of Tukwila Sensitive Area maps, with a moderate to high landslide potential and general slopes between 20 and 40 percent (Class 2 and Class 3 Area). Specifically, the topographic survey for the site indicates that Lot No. 2 and the eastern margin of Lots No. 1 and 149 slopes at an inclination 214:1 V (25 percent) downward towards the north - northeast, while the uphill area within the western portion of Lots No. 1 and 149 (above the level bench area) is inclined at approximately 4H:1 V downward towards the northeast. The recommendations and conclusions of this geotechnical engineering report address the concerns related to the steep slope designation, in general accordance with the Sensitive Areas Overlay of the City of Tukwila building code. 'Provided that the recommendations of this report are implemented, the project is considered feasible and is not anticipated to adversely affect the stability of the subject site or adjacent properties. 5.0 CONCLUSIONS AND RECOMMENDATIONS Development plans call for the construction of new residential houses at the site. Based on our findings and the results of our analyses, the project is considered feasible from a geotechnical standpoint, provided that the recommendations of this report are implemented. The following text sections of this report present our specific geotechnical conclusions, and recommendations concerning site preparation, spread footings, slab -on grade floors, backfilled walls, drainage systems; and structural fill. WSDOT Standard Specifications and Standard Plans cited herein refer to WSDOT, publications M41- 10;`2000 Standard Specifications for Road, Bridge, and Municipal Construction, and M21 -01, 2000 Standard Plans for Road, Bridge, and Municipal Construction, respectively. 5.1 Site Preparation Preparation of the project site should involve temporary drainage, clearing, stripping, cutting, filling, excavations, dewatering, and subgrade compaction. The paragraphs below discuss our geotechnical comments and recommendations concerning site preparation. Temporary Drainage We recommend intercepting and diverting any potential sources of surface or near- surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final- decisions regarding drainage systems are best made in the field at the time of construction. Nonetheless, we anticipate that curbs, berms, or ditches placed along the uphill side of the work areas will adequately intercept surface water runoff. AIA Intemational Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 6 Z Z �w QQ �. JU 00 U) H N u. w LL to d �w Z ►- 0 Z �- w �o U ON wW �U ti. O W Z O ~; Z LSI ADAPT Clearing and Stripping After surface and near - surface water sources have been controlled, the construction areas should be cleared and stripped of all trees, bushes, sod, topsoil, debris, asphalt, and concrete. Our explorations indicate that an average thickness of about 6 to 12 inches of forest duff, sod, duff, and topsoil will be encountered across the site, but significant variations could exist, especially where tree root balls are encountered. Furthermore, it should be realized that if the stripping operation proceeds during wet weather, a generally greater stripping depth might be necessary to remove disturbed, surficial, moisture- sensitive soils; therefore, stripping is best performed during a period of dry weather. Demolition: As a part of the initial site preparation, any existing structures present within the construction areas should be demolished. Any associated underground structural elements or utilities, such as old footings, stemwalls, and drainpipes, should be exhumed as part of this demolition operation. Excavations Sitd excavations ranging up to about 20 feet deep will be required to accommodate the proposed house garage and basement levels. Based on our explorations, we anticipate that these excavations will encounter medium stiff, sandy silts and loose to medium dense, silty sands, underlain by stiff to very stiff clayey silts and silts within the anticipated excavation. Some perched groundwater seepage zones may be encountered where isolated sand lenses are encountered within the silty soils. These soils can likely be cut with conventional earth working equipment such as small dozers and trackhoes. Temporary Cut Slopes All temporary soil cuts associated with site regrading or excavations should be adequately sloped back to prevent sloughing and collapse. For the various soil layers that will likely be encountered in the excavation, we tentatively recommend the following maximum cut slope inclinations: Soil Type Loose to medium dense Sand Medium dense Silty Sand Medium stiff Sandy /Clayey Silt Maximum Inclination 1' /zH: l V 1H:1V 1H:1V If groundwater seepage is encountered within the excavation slopes, the cut slope inclination should not exceed 1' /2H:1V. However, appropriate inclinations will ultimately depend on the actual soil and groundwater seepage conditions exposed in the cuts at the time of construction. It is the responsibility of the .contractor to ensure that the excavation is properly sloped or braced for worker protection, in accordance with OSHA guidelines. In addition to proper sloping, the excavation cuts should be draped with plastic sheeting for the duration of the excavation to minimize surface erosion and ravelling. Dewatering Our site surface and subsurface exploration reveled the presence of perched groundwater conditions within Lots No. 1 and 2. The proposed site excavations might encounter perched groundwater seepage, depending on the actual excavation depth and time of year. If groundwater is encountered, we Z IZ '~ w JU UO. U) o J � CO L w 9 _ u- rn = �w z� H- O Z w U� O 0, 0 H w H W Z U= Z AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 7 i LSI ADAPT anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater the excavation. Subgrade Compaction Exposed subgrades for footings, floors, pavements, and other structures should be compacted to a firm, unyielding state, if warranted by soil moisture conditions. Any localized zones of loose granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Permanent Slopes All permanent cut slopes and fill slopes should be adequately inclined and revegetated to minimize long -term ravelling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1 V. For all soil types, the use of flatter slopes (such as 2.5H:1 V) would further reduce long -term erosion and facilitate revegetation. It should be noted that the existing cut slope at the western end of Lot No. 2 appeared to be oversteepened and may need to be regraded to a more stable configuration, following installation of a subsurface trench drain system as described in the Drainage Systems section of this report. Alternatively, a concrete or segmental retaining wall may be constructed,. if required due to spacial constraints. ADAPT is available to assist with additional geotechnical design criteria, should this become necessary. Slope Protection We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface, flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, if slopes are too steep for vegetation to take hold, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 5_2 Spread Footings In our opinion, conventional spread footings will provide• adequate support for the proposed houses if the subgrades are properly prepared. We offer the following comments and recommendations for purposes of footing design and construction. Footing Depths and Widths For frost and erosion protection, the bottoms of all exterior footings should penetrate at least 18 inches below lowest adjacent outside grades, whereas the bottoms of interior footings need penetrate only 12 inches below the surrounding slab surface level. All footings should bear within' the native, medium dense'sands /silty sands or medium stiff sandy /clayey silts.. Continuous (wall) and isolated (column) footings should be at least 18 and 24 inches wide, respectively, to act as a true footing element providing the specified bearing capacity. Footing Surcharge Considerations: The current plan calls for basement retaining walls supported on spread footing elements. Some of these may be in close proximity of the adjacent structure north of Lot No. 2. Generally, we recommend that the base of an upper footing be placed below a 1H:1V plane extending upwards from the heel of any lower footing, in order to reduce the risk for surcharging the AIA International Development May 25, 2001 LSI ADAPT Project No. WA01 -6267-0 Page 8 e z =W JU 00 N CO Ui J = H CO U_ w O U. ¢ CO) = C1 �w z F— O Z~ w U� O N � t— w W LL ..z w CO) H- z LSI ADAPT backfilled footing stem walls or footing - supported retaining wall. Surcharge loads resulting from walls located closer than this may be evaluated by using elastic methods. ADAPT is available to assist with additional geotechnical design criteria, should this become necessary. Bearing Subgrades The native, medium dense sands /silty sands or medium stiff sandy /clayey silts Z underlying the proposed house locations appear well- suited for supporting the proposed shallow spread w footing system. Before concrete is placed, any localized zones of loose soils encountered in the footing subgrades should be compacted to a firm, unyielding condition. 00 U 0 Subgrade Verification All footing subgrades should consist of firm, unyielding, dense, undisturbed, W _ H native soils. Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing u- O uncontrolled fill, or surfaces covered by standing water. We recommend that the condition of all subgrades be verified by an ADAPT representative before any concrete is placed. Q CO Bearing Capacities Based on the bearing subgrade conditions described above, we recommend that all H = footings be. designed for the following allowable bearing capacities for static and seismic loadings: ? F" �— O Z F_ w U j 5. Design Parameter Allowable Value CO ' o E- Static Bearing Capacity 2,000 psf w w =U Seismic Bearing Capacity 2,660 psf U. o Lll Z to Footing Settlements We estimate that total post - construction settlements of properly designed footings H 2 bearing on properly prepared subgrades will not ekceed 1. inch. Differential settlements could approach Z one -half of the actual total settlement between - adjacent foundation elements. Footing and Stemwall Backfill To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non - organic on -site soils can be used for this purpose, contingent on a suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTMO- 1557). Lateral Resistance Footings and stemwalls that have been properly backfilled as described above will resist lateral movements by means of passive earth pressure and base friction. Passive pressure acts over the embedded front of the footing (neglecting the upper 1 foot for soil foreslopes) and varies with the foreslope inclination. For site - specific design purposes, we are providing recommended allowable passive pressure values for level and 2H:1 V foreslopes. The level foreslope condition may be assumed if the ground surface is Ievel within a horizontal distance equal to two times the footing width. We recommend using the following design values, which incorporate a static safety factor of at least 1.5: AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 9 LSI ADAPT Allowable Design Values Design Parameter Static Passive Pressure Seismic Passive Pressure Base Friction Coefficient Level Foreslope 250 pcf 330 pcf 0.30 (2H:1V) Foreslope 125 pcf 160 pcf 0.30 5.3 Slab -on -Grade Floors In our opinion, soil- supported stab -on -grade floors can be used for the proposed house if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Capillary Break To retard the upward wicking of groundwater beneath the floor slab, we recommend that.a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch- thick layer of pea gravel or other clean, uniform, well - rounded gravel, such as "Gravel Backfill for Drains" pe'r WSDOT Standard Specification 9- 03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. Vapor Barrier We recommend that a layer of-plastic' sheeting (such as Crosstuff, Visqueen or Moistop) be placed directly between the capillary break and the floor slab to prevent ground moisture vapors from migrating upward through the slab. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections Soil- supported slab -on -grade floors can deflect downward when vertical loads are applied, due to elastic compression of the subgrade. In our'opinion, a subgrade reaction modulus of 100 pounds per cubic inch (pci) can be used to estimate such deflections. Subgrade Verification All slab -on -grade floors should bear on firm, unyielding native soils or on suitable structural fill soils. We recommend that the conditions of all subgrades and overlying layers be verified by an ADAPT representative before any concrete is placed. 5.4 Backrilled Walls In our opinion, backfilled concrete retaining walls can be used around the below -grade portions and to support interior shear walls of the houses. Our wall design recommendations and comments are presented below. Footing Depths For frost and erosion protection, all perimeter and basement retaining wall footings should penetrate at least 18 inches below the lowest adjacent ground surface, whereas the bottoms of AIA International Development May 25, 2001 LSI ADAPT Project No. WA01. 6267 -0 . Page 10 z H Z t � JU UO Ci) ul J �w w �_ LL Ca z� I— O z F_ U.1 w U� O- 01-- U.1 U.1 F_ �O z U= O H. z y LSI ADAPT interior wall footings need only penetrate 12 inches below the surrounding slab surface level. All footings should bear within the native, medium dense sands /silty sands or medium stiff sandy /clayey silts. Curtain Drains To preclude hydrostatic pressure development behind the perimeter retaining walls, we recommend that a curtain drain be placed behind the entire wall along the perimeter of the houses. This curtain drain should consist of pea gravel, washed rock, or some other clean, uniform, well- rounded gravel, extending outward a minimum of 2 feet from the wall and extending from the footing drain upward to within about 12 inches of the ground surface. We also recommend that a 4- inch - diameter perforated drain pipe be installed behind the heel of the wall, as described for Perimeter Drains in the Drainage Systems section of this report: Backfill Soil The on -site granular soils could be used as backfill placed behind the curtain drain, if they are near the optimum moisture content. Alternatively, the wall backfill would consist of clean, free - draining, granular material, such as "Gravel Backfill for Walls" per WSDOT Standard Specification 9- 03.12(2). Backfill Compaction Because soil compactors may induce significant lateral pressures on retaining walls, we recommend that only small, hand- operated compaction equipment be used within 3 feet of a completed wall. Also, all backfill should be compacted to approximately 90 percent of the maximum dry density (based on ASTM:D- 1557); a greater degree of compaction closely behind the wall would increase the lateral earth pressure, whereas a lesser degree of compaction might lead to excessive post - construction settlements. Grading and Capping To retard the infiltration of surface water' into the backfill soils, the backfill surface of exterior walls should be adequately sloped to drain away from the wall. We also recommend that the backfill surface directly behind the wall be capped with asphalt, concrete, or 12 inches of low - permeability. (silty) soils. Applied Loads Overturning and sliding loads applied to retaining walls can be classified as static pressures, surcharge pressures, seismic pressures, and hydrostatic pressures. We offer the following specific values for design purposes. Static Pressures Yielding (cantilever) retaining walls should be designed to withstand an appropriate active lateral earth pressure, whereas non - yielding (restrained) walls should be designed to withstand an appropriate at -rest lateral earth pressure. The criteria for yielding walls may be applied where the top of the wall is allowed to translate or rotate a distance equal to 0.001 to 0.002 times the wall height. These pressures act over the entire back of the wall and vary with the backslope inclination. For various backslope angles, we recommend using the following active and at -rest pressures (given as equivalent fluid unit weights): AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 11 . z �Z �w QQ JU UO to 0 CO W J = H U) LL, W O U. =d �W Z = �_O z �_ U �. O � C3 F- w w H t`= � CO O F- z .. .. ..., .. ,.... ,.. .. _.. _._.. ..,... ......._.» .. >_..,..,.;...,.,«�o.u...»... �� � •..».:«+. »u..�wo..x.:�.:a...�. u..un.:L,:...:.:...�..v.f.�L'� En:ti.J.... .uYu�..ua. .ic.: ,. .�atail::.rd..m i:.;:� u �.:1.t4Lu:::i . w:.�:it ::: �•» u.,�� s'a 'ti' f LSI ADAPT Backslope Active At -Rest Angle Pressure Pressure Level 35 pcf 55 pcf 4H:1 V 44 pcf 62 pcf 2H:1 V 53 pcf 75 pcf • Surcharge Pressures Static lateral earth pressures acting on a retaining wall should be increased to account for any surcharge loadings from traffic, construction equipment, material stockpiles, or structures. We have assumed that the retaining walls supporting the proposed basement and perimeter walls will be placed far enough apart so as not to exert surcharge pressure on the lower walls. This requires that the base of an upper wall footing is placed below a 1H:1V plane .extending upwards from the heel of any lower wall. • Seismic Pressures Static lateral earth pressures acting on a retaining wall should be increased to account for seismic loadings. These pressures act over the entire back of the wall and vary with the backslope inclination, the seismic acceleration, and the wall' height. Based on a design acceleration coefficient of 0.25 to 0.30 and a wall height of "H" feet, we recommend that these seismic loadings be modeled as the following uniform horizontal pressures for various backslope angles: Backslope Active ' At -Rest i Angle Pressure. Pressure Level 4H psf 12H psf 3H:1 V 6H psf 18H psf 4H:1 V 8H psf 24H psf { • Hydrostatic Pressures If groundwater is allowed to saturate the backfill soils, hydrostatic pressures will act against a retaining walla If an adequate drainage and . discharge system is installed behind the retaining wall, we do not expect that hydrostatic pressures will develop. Resisting Forces Static pressures, surcharge pressures, seismic pressures, and hydrostatic pressures are resisted by a combination of passive lateral earth pressure,'base friction, and subgrade bearing capacity. Passive pressure acts over the embedded front of the footing (neglecting the upper 1 foot for soil foreslopes) and varies with the foreslope inclination, whereas the base friction and bearing capacity act along the bottom of the footings. For site - specific design purposes, we are providing recommended allowable passive pressure values for level foreslopes. The level foreslope condition may be assumed if AIA Intemadonal Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 12 Z =Z '~ W JU UO CO) LU J �... CO LL w O LL Q = C, Z1__ �O Z~ LU �o U O N off w WZ CO) U O ~. Z LSI ADAPT the ground surface is level within a horizontal distance equal to two times the footing width. We recommend using the following design values, which incorporate a static safety factor of at least 1.5: f Perimeter Drains We recommend that the houses be encircled with a perimeter drain system to collect seepage water. This drain should consist of a perforated pipe within an envelope of pea gravel or washed rock extending t least 6 inches on all sides of the a and the avel envelope should lie wrapped g pipe, � P with filter fabric to reduce the migration of fines from the surrounding soils. The drain invert should be installed no more than 8 inches above or below the base of the perimeter footings. All perimeter drains i should discharge to a municipal storm drain, sewer system, or other suitable location by gravity flow. Runoff Water Roof-runoff and surface - runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tight line pipes and be routed away from the house to a storm drain or other appropriate location. Grading and Capping Final site grades should slope downward away from the house so that runoff water will flow by gravity to suitable collection points, rather than ponding near the house. Ideally, the area surrounding the house would be capped with concrete, asphalt, or low - permeability (silty) soils to reduce surface -water infiltration. Subsurface Trench Drain Groundwater seepage was observed to be emanating along the apparent cut face in the western end of Lot No. 2. We recommend that this seepage be controlled prior to site development by constructing a permanent subsurface trench drain system at the base of the slope, directly connected via tightline to a municipal storm drain, sewer system, or other suitable location by gravity AIA International Development May 25, 2001 LSI ADAPT Project No. WA01 -6267-0 Page 13 Z �Z '~ w � JD UO O)a w= CO u w O L L D D = a �_w Z H ZO w w D 0 U. off W F� LL 111 Z U CO ~ O Z. Allowable Design Values Design Parameter Level Foreslope (2H:1V) Foreslope Static Passive Pressure 250 pcf 125 pcf j Seismic Passive Pressure 330 pcf 160 pcf I Base Friction Coefficient y 0.30 0.30 j Static Bearing Capacity 2,000 2,000 j Seismic Bearing Capacity i 2,660 2,660 5.5 Drainage Systems In our opinion, the houses should be provided with permanent drainage systems to minimize the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. f Perimeter Drains We recommend that the houses be encircled with a perimeter drain system to collect seepage water. This drain should consist of a perforated pipe within an envelope of pea gravel or washed rock extending t least 6 inches on all sides of the a and the avel envelope should lie wrapped g pipe, � P with filter fabric to reduce the migration of fines from the surrounding soils. The drain invert should be installed no more than 8 inches above or below the base of the perimeter footings. All perimeter drains i should discharge to a municipal storm drain, sewer system, or other suitable location by gravity flow. Runoff Water Roof-runoff and surface - runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tight line pipes and be routed away from the house to a storm drain or other appropriate location. Grading and Capping Final site grades should slope downward away from the house so that runoff water will flow by gravity to suitable collection points, rather than ponding near the house. Ideally, the area surrounding the house would be capped with concrete, asphalt, or low - permeability (silty) soils to reduce surface -water infiltration. Subsurface Trench Drain Groundwater seepage was observed to be emanating along the apparent cut face in the western end of Lot No. 2. We recommend that this seepage be controlled prior to site development by constructing a permanent subsurface trench drain system at the base of the slope, directly connected via tightline to a municipal storm drain, sewer system, or other suitable location by gravity AIA International Development May 25, 2001 LSI ADAPT Project No. WA01 -6267-0 Page 13 Z �Z '~ w � JD UO O)a w= CO u w O L L D D = a �_w Z H ZO w w D 0 U. off W F� LL 111 Z U CO ~ O Z. LSI ADAPT flow. This subsurface trench drain should consist of a main drain line parallel to the base of the slope, connected to "finger drains" excavated perpendicular to and into the slope face. The purpose of the finger drains would be to draw down the perched groundwater seepage from the slope face and divert it into the main trench drain system, to minimize slope surface erosion due to soil/groundwater piping. The main P; trench drain and the finger drains should consist of a 4 -inch diameter, perforated PVC pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe and upwards to within 12 inches of the ground surface. The gravel drain rock should be wrapped with filter fabric (same j as footing drains) to reduce the migration of fines from the surrounding soils. The trench drain should be capped with silty on -site soils or topsoil, to minimize infiltration of surface runoff water and reduce the long -tern, risk of clogging due to siltation. Clean-outs should be provided at both ends of the perforated drain pipe. 5.6 Structural Fill The term "structural fill" refers to any placed under foundations, retaining walls, slab -on -grade floors, sidewalks, pavements, and other such features. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials Typical structural fill materials include clean sand, granulithic gravel, pea gravel, washed rock, crushed rock, quarry spalls, controlled- density fill (CDF), lean -mix concrete, well - graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit- run "), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used -for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement Generally, pea gravel, washed rock, quarry spalls, CDF, and lean -mix concrete do not require special placement and compaction procedures. In contrast, clean sand, granulithic gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. On -Site Soils Because relatively large cuts are planned for the project, we expect that large quantities of on -site soils will be generated during earthwork activities. We anticipate that fill will be needed to backfill footings and retaining walls at the site. Given that the site soils are predominantly fine- grained and, -as such highly moisture- sensitive, we recommend that the construction planning includes a contingency for importing "clean ", granular fill, in the event that adequate soil aeration is not feasible within the construction; time -frame due to unfavorable site conditions. As such, we offer the following evaluation of these on -site soils in relation to potential use as structural fill. AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 14 z Z W J U 0 V) =. WW WO Q F- U_ �d =W �- O Z F— W LU p. U O— W W Iii co O F-- Z :... ,. .,. ... i.a.,. .-':.: ,s,J�::,: ,.: te:.; .1- ;:,e�: .;.i«,A•sµ!. <nF.;,c.rt! -v ,,a:r " t. ...,A.,K.. <, rn. isr.. iiS:: e,: ai.: u:.�...:•,y'...�aia.W��t�.W�tr:2 r LSI ADAPT ' • Surficial Organic Soils The sod, duff, topsoil, and organic -rich soils mantling most of the site are not suitable for use as structural fill under any circumstances, due to their high organic content. Consequently, these materials can be used only for non - structural purposes, such as in landscaping areas. Silty Sand / Sandy Silt The silty sand or sandy silt units underlying the Surficial organic and fill soils appeared to be above their optimum moisture condition. We anticipate that these sandy soils may be reworked and recompacted, given favorable weather conditions when they can be aerated to reduce their moisture content. However, these soils would be difficult to reuse during wet weather, due to their moderately high silt content. • Silt / Clayey Silt The silt and clayey silt units underlying the surficial organic 'soils do not appear to be suitable for reuse as structural fill at their present moisture contents. However, these soils may become suitable for reuse during a period of dry weather if they can be aerated to reduce their moisture content. It should be noted that these fine - grained soils are extremely moisture- sensitive and are not likely to be suitable for use as structural fill during wet site conditions. Compaction Criteria Using the Modified Proctor test (ASTM:D -1557) as a standard, we recommend that structural fill used for various on -site applications be compacted to the following minimum densities: It should be noted that the City of Seattle compaction standard for construction work within right -of -way areas requires 95 percent density, based on the Standard Proctor test (ASTM:D -698). This requirement is generally equivalent to about 90 percent compaction using the more stringent Modified Proctor criteria (ASTM:D- 1557). SubRode Verification 'and Compaction Testing Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be verified by an ADAPT representative before filling. or construction begins. Also, fill soil compaction should be verified by means of in -place AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 15 z �Z '~ w � JU 00 NO J = CO LL w La CO = a uI Z H I— O w LLJ � o �O co o ►- w u.I u. O LLi z U= O �- z Minimum Fill Applic Co mpactiow Footing subgrade or bearing pad 90 percent Footing and retaining wall backfill 90 percent Slab -on -grade floor subgrade and subbase 90 percent Roadway embankment (upper 2 feet) 95 percent Roadway embankment (below 2 feet) 90 percent Concrete sidewalk subgrade 90 percent It should be noted that the City of Seattle compaction standard for construction work within right -of -way areas requires 95 percent density, based on the Standard Proctor test (ASTM:D -698). This requirement is generally equivalent to about 90 percent compaction using the more stringent Modified Proctor criteria (ASTM:D- 1557). SubRode Verification 'and Compaction Testing Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be verified by an ADAPT representative before filling. or construction begins. Also, fill soil compaction should be verified by means of in -place AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 15 z �Z '~ w � JU 00 NO J = CO LL w La CO = a uI Z H I— O w LLJ � o �O co o ►- w u.I u. O LLi z U= O �- z ' LSI ADAPT density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet - weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. CDF Strength Considerations CDF is normally specified in terms of its compressive strength, which typically ranges from 50 to 200 psi. CDF having a strength of 50 psi (7200 psf) provides adequate support for most structural applications and can be readily excavated with hand shovels. A strength of 100-psi (14,400 psf) provides additional support for special applications but greatly increases the difficulty of hand - excavation. In general, CDF having a strength greater than about 100 psi requires power equipment to excavate and, as such, should not be used where future hand - excavation might be needed. 6.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Consequently, we recommend that ADAPT be retained to provide the following post -report services: • keview . all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required by City of Tukwila); • Attend a pre - construction conference with the design team and contractor to discuss important geotechnically related construction issues; • Observe all exposed subgrades after completion of-stripping and overexcavation to confirm that suitable soil conditions have been reached and to determine appropriate subgrade compaction methods; • Monitor the placement of all structural fill and test the compaction of structural fill soils to verify their conformance with the construction specifications; AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 16 z H '~ w J0 0 Cl) 0. co LLI 11.11: H CO) U_ w �_J wQ � = �w I— O Z I— w w U o E_ wW �O .. z w CO) O Z t LSI ADAPT • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; • Observe the installation of all perimeter drains, wall drains, and capillary break layers to verify their conformance with the construction plans; Prepare a post - construction letter summarizing all field observations, inspections, and test results (if required by City of Tukwila). Upon request, we could submit a proposal for providing some or all of these construction monitoring, inspection, and testing services. Such a proposal is best prepared after the project plans and specifications have been approved for construction. 7.0 CLOSURE The conclusions and recommendations' presented in this report are based, in part, on the explorations that we „performed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely .on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office.' r � . Respectfully submitted, LSI ADAPT Rolf B. yllse , P.E. Senior Geotechnical Engineer 1 � , K. P. Eh'� nlor Geotechnical Engineer Senior Reviewer AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 17 Z _Z JU 0 Cf) 0 W = J �LL w O. J U. Q . N = = W. Z F- Z O. �� U� O� o �_. UJ =U u O Z UN z *t *mi W d woo 0 cm v. M�■r • Mmm ft 00 �J O O O LSI ADAPT ,BORING /MONITORING WELL LOG 600 Seams Avenue South, Sub 34� TEL: 206.654.7045 FAX: 206.654.7048 PROJECT Hellwig's Addition Lots 1 , 2& 149 Job Number : WA01 -6267-o Boring No.: B -1 .LOCATION : 13821 Macadam Road South Monitori Well N O.: Tukwila, Washington 98168 9 Ground Surface Elevation: 139' Casing Elevation: WA Elevation Reference: City of Tukwila Page: 01 of 1 0 SOIL DESCRIPTION Stiff to very stiff, moist, blue -gray, clayey SILT /SILT with some clay - - - - -- - - -- Becoming very stiff a� S-1 S-2 S•3 S-4 4 7 10 6 7 6 5 9 12 6 6 12 a ¢ 0 AS -BUILT WELL DESIGN TESrM 5 10 15 Boring terminated at 14.0 feet. No groundwater seepage observed. NOTE: Surface soils were observed to be saturated from surface seepage. 20 25 30 LEGEND 24nrh O. D. SpWsp= Sw* Sw* not Ramnrad V sudc tsvd at mmkv Type of Arrlydcd Taatrp Pa tm-d Gran Stn Mayer DATE _ n'fin- a—I Mcor T 31/4. k+rh O.D. Damn a a Swoe Grub rMc Warr LAVW xx ab Sample (Sd paiiPl DATE NR No �Y Sfrty TuW Sarryr V — Pan ed Groud aw ATO At Tkm d DAbV (!L 9 0 tr[ vate; ualuaiul trornpteuon vale; uwuarui LDggea by : H.B.H. z i� W � 2. D UO CO 1 UJ J &) W: w U_ co Uj z� F— O z E- w LLI � o. o� o r~ w Uj �z ui U co H T z LSI ADAPT BORING/MONITORING WELL LOG 600 Seattle, on South 403 TEL: 206.654.7045 FAX:2M.654.7M PROJECT Hellwig's Addition Lots 1, 2& 149 Job Number : WA01- 6267 -0 Boring No.: B -2 LOCATION : 13821 Macadam Road South Monitoring Well No.: Tukwila, Washington 98168 g Ground Surface Elevation: 156' Casing Elevation: WA Elevation Reference: City of Tukwila a 01 oft SOIL DESCRIPTIONS 9 2 1 8 1 AS -BUILT WELL DESIGN LAWRATCRY 0 Forest duff, sod and topsoil o wet, tan -gray with rusty Medium stiff, moist - to - w - e mottling, sandy SILT with thin sand lenses — h Medium stiff, moist to wet, blue -gray and tannish gray with rusty and dark brown spots, intermixed sandy SILT and fine SAND with scattered fine rootlets (Disturbed ?) . --------------------------------- Medium stiff, moist, gray with some rust spots, fine sandy SILT with some clay Medium stiff, moist to w et, blue -gray, clayey SILT with occasional thin, fine sand lenses _ __ Medium dense, saturated, to - medium SAND S-1 S-2 S-3 S-4 S-5 3 3 4 4 3 4 4 3 4 3 3 4 4 5 - - 5- - 101 15 Boring terminated at 14.0 feet. Groundwater observed at 12.5 feet. NOTE: SPT sample from 12.5 to 14.0 feet contained indications of saturated sand lens, however, no recovery due to missing catcher in sampling tube. Cuttings sample (S -5) collected from auger lead section after withdrawal. / 20 25 30 LEGEND T 24neh o. D. SP Spom Sampfa X DATE sarrp. rat Raaovarad 1_ SMOG WSW u"VI r Drov ® T" of Arudyt W T-kV Parfort -d ® Gr*M Us An** Mw lxn+».rnl 1/4. Irrh O.D. Damao i f Aoore Sarnpta � � _ smk W ow LWW Recovery Sample (Sod a P) DATE 200 Wash Shabj Tuba Sample VIA — Parched Grow*MW AM At Tkm of DrXkV (% fnw fib+^) 3 .7Lan uate : uOluylul a.umProuun LJOW . varumu r --1 • • •• z IZ ' W � JU UO yD W= S2 LL W O L L �D = �W Z F- O z W Do O N. D I— . Ww LO w Z. CO O Z LSl ADAPT BORING/MONITORING WELL LOG 800 att Washingtoon�98134 TEL: 206.654.7045 FAX: 206.654.7048 PROJECT Hellwigs Addition Lots 1, 2& 149 Job Number : wAo1- 6267 -0 Boring No.: B -3 LOCATION : 13821 Macadam Road South Tukwila Washington 98168 Monitoring Well No.: Ground Surface. Elevation: 14C Casing Elevation: N/A Elevation Reference: City of Tukwila Page: 01 of 1 SOIL DESCRIPTIONS Z m Q a ; AS -BUILT WELL DESIGN WOFIATOW TESTM 0 Medium dense, moist, tannish gray with some rusty mottling, gravelly, silty SAND Medium stiff, moist to wet, tannish gray with rusty mottling, fine sandy SILT Medium stiff, moist td wet, tan -gray with some - , - rusty mottling, clayey SILT ---- ----------------- -- --- - -- Loose, moist to wet, tan -gray with some rusty mottling, fine SAND Loose to medium dense, wet to saturated, gray, silty, fine SAND Stiff, moist, blue -gray, clay S-1 t S•2 s3 S-4 5 5 7 3 3 4 3 3 4 4 5 4 5 i0 15 20 Boring terminated at 19.0 feet. No groundwater seepage observed. 25 30 LEGEND + 24rch O. D. split-spoon Sampb Snnpb not PAwye rrd V sab Wow Us * at mft ® Type of An*ftd Tos*V Pwtontnd (� 9 (% fin- or* we Arwylb " ` dam) 3114. Arch O.D. Darrw i Moon Sutyb DATE StWo Waur Lavd NA No tY ZZ V Grob Sutyb (Sd Cutup) DATE 200 WYA stwity Tube Sanyo Pwctwd Ground.�rr ATD At Tow ct Drtiq gFutf 09 . . Date 03090 ...:. '~ w : u� D . JU 0 00 J = H NU W te a' LL Q S2 a �w z �o z H_ W5 U� O N, o H, w w` 3: U u- -O .. Z. W O f" z .,. ... � . ?,.s'. :i:, aJ: •...�: ., u:n 's ✓w11:.:.r« ....: ..:.:....ir��i�:.::rl:..w ;. t;..' a= iYr1..., t... a:.�1'c....r.]s.r.i:w�i+�...+�� z '~ w � JU UO CO) N u- w 0 LL j S2 ��.. W z z Off, W U� ON ;O H� W u. O: tii z U 3 z ADaPT r y' July 2, 2001 LSI ADAPT Project No. WA01- 6267 -0 AIA International Development } CfT'ROFIVED 306 North I' Avenue MMLA Kent, Washington 98032" PESh11T C-NTEB Attention: Mr. Saraj Khan Subject: Geotechnical Supplement No. 1— On -Site Storm Water Infiltration Hellwig's Addition Lots No. 1, 2 & 149 13821 Macadam Road Tukwila, Washington, Dear Saraj: As requested, LSI ADAPT, Inc. (ADAPT) are pleased to submit this letter addressing the suitability of on -site storm water infiltration on the project site referenced above. The additional engineering review i and letter was requested by Mr. Mohammad Saleem on June 22, 2001. This letter sttpplements the conclusions and recommendations presented in our Geotechnical Engineering Report for the subject project dated May 25, 2001. We understand that the City of Tukwila requires on -site infiltration of storm water if favorable site soil j infiltration conditions exist at the site. The borings advanced as a part of our geotechnical study revealed the site soil conditions to generally consist of surficial, medium stiff sandy silts and silty fine sands overlying stiff to very stiff silt and clayey silt. Based on the observed soil conditions and generally accepted infiltration characteristics of fine- ;rained soils (sandy silts, clayey silts, etc), it is our .opinion that the site surface and subsurface conditions are not favorable for the use of on -site infiltration systems, primarily for the following reasons: • Based on the soil classification performed as a part of our geotechnical report, the fine- grained situ soils would be classified as Hydrologic Soil Type C or D (Silt Loam or Clay Loam, based on the USDA Soil Texture Class). These soil types are typically associated with infiltration rates of 60 min/inch, or less. Such low infiltration rates are generally not i considered favorable for infiltration systems. j 800 Maynard Avenue South LSI ADAPT, Inc. Tel (206)- 6547045 Suite 403 Fax (206) 6547048 Seattle, Washington 98134 www.adaptangr.com .,. ... � . ?,.s'. :i:, aJ: •...�: ., u:n 's ✓w11:.:.r« ....: ..:.:....ir��i�:.::rl:..w ;. t;..' a= iYr1..., t... a:.�1'c....r.]s.r.i:w�i+�...+�� z '~ w � JU UO CO) N u- w 0 LL j S2 ��.. W z z Off, W U� ON ;O H� W u. O: tii z U 3 z LS1 ADAPT • The proposed building sites are located near the top of existing steep slopes (Class 2 and Class 3 Areas). Soil infiltration systems are generally avoided close to the top of slopes to minimize the risk of adversely affecting the stability of the slope area. In fact, we typically recommend to minimize surface infiltration into the subsoils near the top of slopes by channelling surface water flow and providing good surface drainage. We appreciate the opportunity to be of continued service on this project. Should you have any questions concerning this letter, or if we can assist you further, please contact us at 206- 654 -7045. Respectfully submitted, LSI ADAPT, Inc. -Rolf . yllseth, P.E. Senior Geotechnical Engineer Distribution: AIA International Development (1) Mohammad Saleem (2) Attn: Mr. Saraj Khan AIA Intemadonal Development July 2, 2001 LSI ADAPT Project No. INA01- 6267 -0 Page 2 Z 0 N 0 w =' J f- N U w 0. �Q = CY w Z �.:. w � o U ,O w LL O` tii Z CO) O. z_ . EXPIRES — 6/ 5 / O 3 O t - JW City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Isom 06 -04 -2007 SABIR KHAN 306N 1 AV KENT WA 98032 RE: Permit No. DOS -069 13821 MACADAM RD S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 07/29/2007, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thanlr umi fnr vnnr ennnr±ratinn in thin matter Z Viz, W o: 2 �U UO CO 0 W= J P N LL .W O LL ¢ = Z F.. o . Z H- W w U0 N; O —. Q :W UJ: U .. Z W O Z o� 1908 01 -02 -2007 `O SABIR KHAN 306N 1 " KENT WA 98032 City of Tukwila Department of Community Development RE: Permit No. D05 -069 13821 MACADAM RD S TUKW Dear Permit Holder: Steven M. Mullet, Mayor Steve Lancaster, Director In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under. the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions df time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 02/09/2007, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. It Sincerely, i V yu J fer hall, Permit Technician xc: Permit File No. D05 -069 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax. 206 - 431 -3665 Z '~ Z J U, UO. N D NW co LL, �Q N� d 1 W. F- O� Z F-. 2 5. :3 D. O co. DH 2U LL O .. Z U =`. O ~` Z �) ILA ' wgsy o 2 1908 October 23, 2006 Sabir Khan AIA Contracting 306 N 1st Ave Kent, WA 98032 City of Tukwil Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Request for Extension Development Permit No. D04 -426 &00=069 Khan Development -13821 Macadam Rd S 1� Dear Mr. Khan: This letter is in response to your written request for an extension to Permit Numbers D04 -426 and D05- 069. The City of Tukwila Building Division will be extending the expiration date of your permits for an additional 180 days. Therefore the expiration date for Permit Numbers D04 -426 and D05 -069 is now February 9, 2007. If you should ltave any questions, please contact our office at (206) 431 -3670. File: Permit No. D04 -426 & D05 -069 P:Vennifer\Extension Letters \Pennits\D04 -426 & DOS -069 Pemiit Extension 2.doc Page I of I jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 10/03/2006 23:00 2538547027 Ilk AMERICAN CANADIAN RE A IA. CONTRACTING PAGE 03/03 October 4, 2000 CIT}/RnFTj�KWILlo 6300 Southcenter Boulevud, Suite #100 O CT 4 4 2006 TuxWMA, WA 98188 PEF?MITCENTEFt RE:. Permit No. 5'05 06 9 13821 MACADAM RD S TUKW Dear Je nnifer Marshall: In reply to your letter, we had some issues with the construction site and we now have them all cleared up. We would appreciate it if you could extend the permit for another, 90 _ mss, although the project will be completed within 30 days. We appreciate your time and Patience and help in this wannet. Sincerely, Sabot Manager - 1x -C kv I 306 N 1ST AVE •KENT, WA 98032 �J1`� r��`�� PHONE: 253 -261 -9716 • FAX: 253 - 854 -7027 , V'�`'"t l vT z W Wes. J U; UO U f/) W W =; U w. w O J. LL cl) = d � FW 0- Z 1—. U ;O Ni W W w O ' — O; ui Z' o ~' ;z k Q J: W N = • 1908 10 -03 -2006 SABIR KHAN 306N 1 AV KENT WA 98032 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit No. D05 -069 13821 MACADAM RD S TUKW Dear Permit Holder: In reviewing our current records the. above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions this code shall expire by limitation and become null and void if the building or work authorized by such permit is.not; commenced: within -180 days from the date of such permit, or if the building or work authorized by such permit is suspended or. abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 11/11/2006, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. xc: Permit File No. D05 -069 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax. 206 - 431 -3665 Z z; �W: u� 25 U O; W W N U W }O. J� LL ?. N C3 H W. Z H O ZF—; UC3 ;O co o H- = U` H �: �O ed Z U U) F= � Z Sincerely, i e O!- ' , 0 1LA .. '• lvgir J3 el I 41 ; �:• ; 2 0 ' '' 1908 May 11, 2006 r i City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Sabir Khan 306 N 1 Ave Kent, WA 98032 RE: Correction Letter #2 for Revsion #1 Development Permit Application Number D05 -069 Khan Development —13821 Macadam Rd S Dear Mr. Khan: 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 Building Department. At this time the, Fire, Planning and Public Works Department;. ie no comments. Building Department: Allen Johannessen, at 206 433 -7163, if you have 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 Submittal 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. j If you have any questions, please contact me at (206) 433 -7165. encl xc: File No. D05 -069 ' P: VennifeAConection Utters\2005005 -069 Correction Ur #2 to Rev # LDOC i jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 Phone: 206 -431-3670 Fax: 206.431 -3665 - -- 7 Z z� M W U v O: CO CO) J N LL, W O' U. :3 Cl �W Z H O Z F-- W W` �D .O W Lu V' LL LLi Z U CO),' z f i - Building Division Review Memo I Date: Project Name: 1 Permit #: Plan Review: May 1, 2006 KHAN Development D05 -069 Allen Johannessen, Plans Examiner A Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (Drawing and structural calculations sheets shall be original original signed wet stamp stamp not copied.) 1 The structural engineers report submitted has determined the footings and lid for the detention vault are adequate for the revised load capacity. However as described in the engineers report, the engineer (Collons & Smith) were unable to validate or provide a seismic analysis since they were unable to make contact with J. Frank Spears, PE, the previous engineer who provided the original seismic analysis. Therefore the seismic loading is incomplete and the walls may be deficient. Provide an engineer's analysis to qualify the detention vault shall meet seismic loading for the revised or additional loads, to complete the seismic loading review. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. Z J 0: 0 o; CO wi J F CO) U.'. W 0 U. W' o: w ~` M, U� 0 N ' W W. U 0 ui Z Z r �r ± , 1LA, . All 1. J� ury ui l ukwit Steven M. Mullet, Mayor rQ .1 2 Department of Community Development Steve Lancaster, Director April 25, 2006 Sabir Khan 306 N 1st Av Kent, WA 98032 RE: Request for Extension Development Permit No. D04 -426 & D05 -069 Khan Development 13821 Macadam Rd S Dear Mr. Khan: This letter is in response to your written request for an extension to Permit Numbers D04 -426 and D05- 069. The City of Tukwila Building Division will be extending the expiration date of your permits for an additional 180 days. Therefore the expiration date for Permit No. D04 -426 is now October 23, 2006 and the expiration date for Permit No. D05 -069 is now November 11, 2006. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, if mhall Permit�eccian File: Permit No. D04 -426 & D05 -069 i P.VennifeAExtension Lettcrs\Pemuts\D04426 & DOS -069 Pemut Extension.doc Page 1 of 1 jem n 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206- 431 -3665 Z z J D U. UO. cn w w =. w O, Qom' Q Hw O : U1 W z� D 0. w w' H U: Z, U O~ Z .......... ...... ------- ....... . ... ------ t-v —e- ei f CEWMcf Zo_e ----- - ---------- j z C.) O� C') 0 U) Lu � w J S2 L w O L , 2 �: 9-1 LL < co d ::) W z I-- O� z w 13, 0 0 w w U. Z� C(): .z O 1908 Hal P. Grubb, P.E. 18215 72 Av S Kent, WA 98032 G 7 CUY of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Correction Letter #1 to Revision #1 Development Permit Application Number DU Khan Development —13821 Macadam Rd S Dear Mr. Grubb: This letter is to inform you of corrections that must be addressed before your revision 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 Building, Planning and Public Works Departments. At this time the Fire Department has no comments. Building Department: Allen Johannessen, at (206) 733 -7163, if you have questions regarding the attached memo. Planning Department: Nora Gierloff, at (206) 433 -7141, if you have questions regarding the attached memo. Public Works Department: David McPherson, at (206) 431 -2448, if you have 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 Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will toot be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely t• Jif it encl xc: File No. D04 -426 P:Vennifer \Correction Letters\2004\D04 -426 Correction Ltr M1 Revision #LDOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 a Phone: 206 - 431 -3670 * Fax. 206 -431 -3665 Z Z: �D JU U O C o: J = H U . w LL ¢ = w • z� 1— O Z H W O N. w H V'. LL Z. U co). O 1=—, Z Building Division Review Memo Date: March 10, 2006 Project Name: KHAN Development Permit #: D04 -426 Plan Review: Allen Johannessen, Plans Examiner i $ A follow -up Building Division plan review has been conducted on the subject permit applications. Only one item of concern remains. Please address the following comment with revised plans, specifications and /or other applicable documentation. I 1. Provide a method of compaction for the retaining wall backfill. Special inspection shall be required for backfilling and compaction. Special inspection requirements shall be shown on the plans. A qualified special- inspection inspector shall inspect the fill and compaction. (2003 IBC 3304.1.4 & IBC 1704.7 - 1704.7.3) Should there be questions conceming the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. z Z. W W D; J .0 U O! U O; W= Ca LL� W } O.. Ca M` = a �o zr w w: D ; U U ! �O N; T V; LL : iii Z ' U N' O Z PLANNING DIVISION COMMENTS 1. Provide building height calculation. i CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS DATE: March 21, 2006 PROJECT: Khan — 3 Lot Development 13821 Macadam Rd. South PERMIT NO: D04426 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions regarding the following comments. 1. Show where drain at back of retaining wall is to be discharged. 2. Grade work within Public right -of -way will be part of Street Use under existing Building permit D04 -257. 3. Verify with the Structural Engineer of record and Geotechnical Engineer of record, that the additional access road material being placed on the storm drainage vault is acceptable. .4. Verify size and type of access to detention vault. Revised access road will be approximately 5 to 6 feet above the vault lid. Access shown on plan is only 2 feet in diameter. 1908 February 16, 2006 Hal P. Grubb, P.E. 18215 72 Av S Kent, WA 98032 4-- City of T ukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 for Revision #I Development Permit Application 904-M Khan Development— 13821 Macadam Rd S Dear Mr. Grubb: This letter is to inform you that your revision received at the City of Tukwila Permit Center on February 13, 2006 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department(s) need to be addressed: Buildine Deaartment: Ken Nelsen, at 206 431 -3677, if you have any questions concerning the attached memo. i 1. The structural details and calculations for the new east retaining wall are required for completeness. . Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four.(4) completes 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 through the mail or by a messeneer service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. hb 1 1 aQ e i r arshall ermit echnician Enclosures File: Permit D04 -426 P:VennifeAfficomplete Letters \2004 \D04 426 Incomplete Ltr##t Rev t.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 * Phone: 206 - 431 -3670 • Fax: 206. 431 -3665 z �W W� JU 0 0, U0: wi LL W O J u_ Q' �d = W F- ? �... t— O. z H W 2 fy U 0: O N 0 t•- W UJ LL O. ill z U = O z i 7"" PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER D06 -069 DATE: PROJECT NAME KHAN DEVELOP 05 -22 -06 SITE ADDRESS 13821 MACADAM RD S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 X Revision # 1 After Permit Issued DEPA RTMENTS : Z y � BAI i g Di�}ision Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 05 Complete ❑� Incomplete ❑ Not App licable Comments: Permit Center Use Only; INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS RO7NG: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVA QR CORRECTIONS: Approved Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 06 -20-06 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 z z �w Q � JU UO C O O LU J X �w w O o� w� sd F w. Z z O w w: U� O co . 01— . wW H �. U- ..z U N. 1- O Z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER D05 -069 PROJECT NAME KHAN DEVE SITE ADDRESS 13821 MADACAM RD S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 X Revision # 1 After Permit Issued Pu DATE: 04 -20 -06 `�,�, ►t, 4 -20 -c Plann#ig Division mr Permit Coordinator ❑ DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 04-25-06 Complete 1� 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 ROU ING: Please Route Structural Review Required ❑ No further Review Required ❑ i REVIEWER'S INITIALS: DATE: i APPROVALS OR CORRECTIONS DUE DATE: 05-23-06 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) f Notation: I REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: t1 Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials:. Documems/rouling stlp.doc / 2 -28 -02 z �z w o � JU U 0 NO CA J F.. N U . w 0 9Ei LL ?. � �w z� z 0. O N oI.- w H U'. LL: O. Z w 0 Z DEPARTMENTS: Buil ing Division Fire Prevention _, PERMIT COORD COPS' "t PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: PO46 p0C —Q(1 DATE: 02 -24 -06 PROJECT NAME: KHAN DEVELOPMENT SITE ADDRESS 13821 MACADAM RD S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 X Revision # 1 After Permit Issued DEPARTMENTS: 4 Bu'ifdig Division Fire Prevention Pu lic Work Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: DUE DATE: 02-28-06 Not Applicable ❑ Permit-Center Use Only. INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: d " , I), fn-�U� ❑ Plannir�Division ❑ Permit Coordinator ❑ ❑ No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire E] Pingj4 PW Staff Initials: nnri mPntdrrnninu slln.dnc 2 -2"2 DUE DATE: 03-28-06 Not Approved (attach comments) z UO CO) o J = H S2 LL wo LLQ = d. �w z W� W U� O— o ff w AL O. iu Z CO) O z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: W D0S -D(4 DATE: 02 -13 -06 PROJECT NAME KHAN DEVELOPMENT SITE ADDRESS 13821 MACADAM RD Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: 5 11 Mm 0- 'k Building Division Fire Prevention Planning Division Public Works Structural ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS (Tues., TIC Irs.) DUE DATE: 02-1 4-06 Complete ❑ Incomplete Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: aldg)� Fire ❑ Ping ❑ PW ❑ Staff Initials:, t TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS DUE DATE: 03-1 4-06 Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -213 -02 z ;~ Z w JU 00 0 CO) �w w LLQ CO)� = O' zF- LU LU �o U O N w (U u. O z U N` O Z PERMIT COORD COPT( PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -069 DATE: 03 -04 -05 PROJECT NAME: KHAN DEVELOPMENT SITE ADDRESS: 13821/13815/13827 MACADAM RD SOUTH X Original Plan Submittal _Response to Incomplete Letter # ! Response to Correction Letter # _Revision # after /before permit is issued DEPARTMENTS: W 6410 O. .0, • Build Divlslon Public W2rks.. _ ,_ ,© . , Pla d 11(x„ 3.6-05 n [� Permit Coordinator 41Z "ly. 6-6. Fire Prevention Structural ❑ DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete Incomplete ❑ Comments: DUE DATE: 03 -08 -05 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RROTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions [� Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents /routing sllp.doc 2 -28 -02 DUE DATE: 04 -05 -05 Not Approved (attach comments) ❑ z z W W QQ 2 JU U 00 Co LU �U- w 0 2 aa LLQ = �w z 0' z �- w U� 0 — CO? o �--. W LU u. 0 _ tll z U N H� O z PROJECT NAME: _ =no PER)' '" NO% Site Address: l2z?I AAA AA &V4n r-A - -- Original Issue Date: REVISION LOG Revision No. Date i Staff I Date i Received I Initials Issued `' Staff ! Initials Date I 02-.I;�71 01 i I I Summary of Revision: S 11 Received Received By: (please print) Revision I Date I Start I Date i Staff No. Received i Initials Issued Initials I I I i Summary of Revision: Received By: (please print) Revision Date Staff Date Staff No. 11 Received I Initials I Issued Initials i Summary of Revision: Received By: (please print) Revision Date Staff Date Staff No. I Received I Initials Issued I Initials [please prim Revision Date Staff Received I Initials Date I Staff ' Issued I Initials Summary of Revision: Received By: z z �w Q � JU U Cl) a W = i CO LL w LQ to =a �w z� 16- O w ~ W U(3 O� 0 I-- =w U_ 0 w z UN P O z City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tt(kwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: &4V-Z2 - 1=�Z Plan ChecldPermit Number: D05 - 069 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 to Revision #1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name Khan Development Project Address 13821 Macadam Rd S Contact Person: �/� /� �C/nld/V Phone Number: Summary of Revision: REFUTC ENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 1" Entered in Permits Plus on 0 a C pplieations forms - applications on fine evision submittal Created: 8 -13 -2004 Revised: Z Z. W D 0 U) o J X NO LL C O T O z �— z0 w 5: U 0, O N. O F- w F- w Z col O Z .0-Ok City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /Www.ci.ttrkwila.wa. its REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 41 ZCPI D L Plan Check/Permit Number: W4M j -- ObQ ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 OF TQKWnA ® Revision # 1 after Permit is Issued APR 2 Q 2006 ❑ Revision requested by a City Building Inspector or Plans Examiner KERMIT CENTER Project Name Khan Development Project Address 13821 Macadam Rd S Contact Person: e jC L ac /,a f, e - , Phone Number: 206 79W 6V,?9 Summary of Revision: m 69 1�4 A 16i-CAV -6 t0 GE �2 lu sipwAx I Z)AJ Al-L eV lZJP,Er'PJ QA 61 , AJ j K r'1 cA�i u� l Z ;F— Z 2 Q J U. 00 NO W= COL W O 9 5. LL Q N d = W F— O w � o U O N. 0 1— W 3: L ) U. i1i O Z Sheet Number(s): A& S ���'lS t7'iit vG A e7q "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by. Entered in Permits Plus on i0 pplications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: 1044 1 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: ht(p: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: C �-1 I `J Plan Check/Permit Number: Response to Incomplete Letter # _� Aft-I coym ❑ Response to Correction Letter # erry ew rUk� ❑ Revision # after Permit is Issued FED 2 Il 2006 ❑ Revision requested by a City Building Inspector or Plans Examiner I 'ERAAIrCENT S;t Project Name: K �� �- y - `_ 'Yy) L,) Project Address: o� �C rn `� D u \C QA Contact Person: Phone Number: Summary of Revision: �aV^;��Y Cam, CN r c GN ;V G T -n c_ G A CA i i 1 f Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision A s Received at the City of Tukwila Permit Center by: Entered in Permits Plus on app ications orms -app ications on me\revision submitta Created: 8 -13 -2004 Revised: Z H �W .J U U J U) LL ,w O LL U D = �W Z H zo w v w U LL — O: Z . U= O Z City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 - 431 -3665 Web site: http:llwww.cLtukwila.wa.us ;i, ` 4 ;' : �` ' -tEVISION S UBMITTAL Revision submittals must be submitted in person at floe Permit Center. Revisions will not be accepted through the mail, fax, etc. Date zc-�/-�— 3 Plan Check/Permit Number: ❑ CW Response to Incomplete Letter # ❑ Response to Correction Letter # FEB 1 3 Z��6 ❑ evision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner AETCEMEA Project Name: Project Address: 1,21 Contact Person: 4z /-- Phone Number: ? - �fS% Summary of Revision: V1 C W A �2 L& P V i Vf'\ GoV� i MAc Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 Entered in Permits Plus on W U `J pp ications orms -app ications on me evision submittal Created: 8 -13 -2004 Revised: Z Z w t � JU U o. CO J CO U 0 J LL =: CO)a =w Z �. zO w o D U U off w LL Z ui U= O Z ,r ` �t� G 2 y s may G�r'NG ENG�N�� CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES LETTER OF TRANSMITTAL TO: Brenda Holt City of Tukwila Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RE: Khan 3 -Lot Development Permit Application No. D04 -426 DATE: SENT VIA: OUR JOB: CITY 01F TUkWU FEB 1 3 2006 PERMIT CENTER February 10, 2006 Will Call 11217 Quaiihty Da te llescription t , =, 4 Sets 2/10/06 Revised Construction Plans Brenda, these plans have been updated to reflect the existing conditions. Captain Don Tomaso, City of Tukwila Fire Marshal, has approved the profile grades. Please route these plans to the appropriate departments for review and approval. Please call me if you have any questions. Thank you. cc: Saber Khan, American Canadian Real Estate, Inc. (w /2 sets) Signed: , Hal P. Grubb, P.E, a� Director of Engineering Services 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX BRANCH OFFICES ♦ OLYMPIA, WA ♦ TEMECULA, CA ♦ WALNUT CREEK, CA www.barghausen.com l 12171.009.doc fi • ... � .. � ' ' � �r'; .�lY:.'f A ..r , t � l fpiw�.. ,�{� EC �TERED` By . AW.: ',i ONST ,, CONT -: :GENERAL REGIST- ' 01 ' ' AIACOI *99OKU'10/18/200'6 ° EFFECTIVE DATE 05 2 01 � - Q- j AIA : k2ONTRACTIKC-; CNC ,... ' PO BOX :3280 ;.' KENT WA -.9 8 Q ✓ t• • +C: r' L y. Y' •I:N'[• •J•� •S •`}+. •:f •- �.�.`�' rJ:i ••:•.• 'Jt ttitttt fit: • 1: • . Ji .1r 1: :IV.:1 !'.v t �• •�••• ••/, .. .V .YVr � - .�.'w«. - - •l •f •,• '�y �:. : ° t • °`�t. ' . ; L. ; �"_� :r.; .nT:4•rF•:- • ../. ��.: �.';}_: `rv.. • ,�••i .4_2: r: •l�:•` \ : �.r:w+�' - .`••. -:v J:. :Jr.• . +�e...ti :.•r►: ;• �,-$• y: • ' '• .k,►.y{�•.'_. •:- ; -.ttl: �y �•... a...,�p•, •a.y :•J!. . :.' . �: (ice .s. •.C.'.� ��ir'• tiSJ:: {.� ;•4.. - t .W e• v Jr J. • ° '7 f � .•. .`l!r `� <•� : 'ter • 1',: � tit '�� %� +•�:• 4':�.°.e r . r .� 'W!r; a+••:• • r Y ' ii•:..: -,e :' ;:�:: °• � iV •r•:•.. ,(....• . +, f.. : ��•• 1 •:ri!.Yt.. . � . h`Y,' •_ •�/:: •;S .; l S. ..r•�!� .a:. :4 .yt.,. . }!• .`'i::7 '+:,� ',�..�• ?jE• ;'•;L +. :.. :y:: ;.`: .:•� .tir•r'ai; ::t.;. •.� Y..ir.. �•t ti•.. , .. .2. ..Y :2 .Q:i'� F.r .ri: Air': _ r r. •.�!; �:• •;�..•. .J:. L•a.• tr Ji =` , -• .•�;:. „s. ,r.• a.rr.4.{i,.t:.e.►.,.! r....vjt.., ' • ice•- • r 'U+'r• :fi'.. r...•.• %i' :$: %.'• '��.'. •'l. t:'% i �ti'►�k 3��•� . � •.:+.rr ,a:P'i ; �„y;:v' - � {1 �;•, : r b':; .= tiS}•:- .,:::�.. .ii'" -y1. ''L 4 E:• � \, t ,�, •� • :?y Y7 •r.;r!: � •�; � •S• ,.: ;f. ..4'• :" •`•.• ti: �' :•�•:ti' •. .r .:G.`�� n. .:1...+�'':l .+ F!"'�Fy...+.•u�.''+7 3.� rt�'a -�:� •;a:•.::�.�'r A • ^ %.T. 'ti. { . �. ••. s:Y: ;Li`i . J , . 4t f j f w • 7 :'*.++J ��' �:'�. 'fir:• . i .s�'�+• � Z = Z �w ug D'. V 0 CO) J CO) u.: W e ` U. co) d to F— O W 2 �' D IO N 0 ~ � W W, 0' W Z. U N _ _; 0 Z 4 ;1* 1 -_ T> w V V B � � t E i { i 1 'f'c I BI C t 57001 FUTOR016 W F00TIN6 RSHFOWA46 ' H 0) I • SlV4 (2J L 81 W V 'KEY' GONER (3) VERT. POSITION (4) 40RV_ HEEL LONSI UP T;� ? 2 W psi 6 6' 8' I I IO' -- IT I Site Plan Sods: I • : �� �h ' L\ NORS; In [x)) VWrI5 WU TYPE Pat VEM 51 2 PROVE VERW, l CONTROL .I0Nt3 F0t rust N ALL SM NETANN61iN15 S. R WM FM PRAit M HARRAtS SEHM ALL r1A1J.S PETQ TIOflS 4. GOdRDNIIM fOt'yiRib MM LOCAM116 PM DRARWE RM Pr00V" 6Y GIVL. Br6 f E 1/4 OF SE 1/4 OF SECTION 16, TOWNSHIP 2$ No RANGE 4 E W.M. CITY OF TUKWILA WASHINGTON all Type A s n s STEM VERT. STEM HM7_ s 2 iy 1[ t MAX SLOPE V-6 HK t i PROVIDE FREE -DliAl W 14AMALS AS RFMREfl BY 6EOTEC41WAL ENW Ii' GLR A6E' 2' VIA HMP HOLE ® 8' -0 LOW. TOP Will -MINE FOOTING MM PER 6EOTBCWAL. EWN3 R SEE DRAIN46E PLAN FOR OUT -FALL LOCATION LEVEL SLOPE AT TOE 2:1 MAX. SLOPE AT HEEL 9 r I. H = - BM + 'GOVW (TM = TOP OF MALI, 8IS = Wff0H OF MALI SEE C-W VRMSNSS FOR 13"ATiM 2 28-0AY CONCRETE 57FM7H W 3. MMM SOL GOVIM OVIR TOE 4. REIW- 01� LOCATION NIM rpa 5 1V#VRGIN6 SHALL 1)E 6RADE 6fl 6 SOL SLOPE ON 80TH SM OF !{ALL 5f1111.L IX UNE , T MME VB"M coal?Ol .IOMIS M rim IRMA% permit N0. /14; Plan We"' •.object to errors and Omi9lsi w Appro,r�i .z documents does not atdoft the viofali:;. jopted code or ordinance. Reo* of approved Fie►ci a oorlditlons is ev a-Maw OWN= PROVIDE VERTICAL CONTROL JoMTS PER I7� s + n No SLOPE. SIM _ NOTE b STEM VERT. STEM HORIZ. iv IQ s Ito csarn =' Thai! bo trade M fi L IhOut r fi0� ;?71'G:• ^ G[ n 7 �- an subinial A NOTE. It�w1 �f � view lees. and maN : y .� ■ i r / " I . `, its•• ��a X1 1 o �o ExPIRES 11/D2/2w COLLONS ENGINEERING 195 Trout S6� N • I9saINr�, YlA 96027 p: 425.369.1101 • h 425.369.1151 , Ir�100,Of19GI00,11r .11@f • V 'f'c f BI C fWM 57001 FUTOR016 W F00TIN6 RSHFOWA46 ' H 0) I • SlV4 (2J L 81 W V 'KEY' GONER (3) VERT. POSITION (4) 40RV_ HEEL LONSI UP T;� ? 2 W psi 6 6' 8' 7-0' IO' -- IT 04 a IS' GNTR 04 (2)04 3A00 psi 8' 20" 3 E' 6' 12 ' 4 5 a I6' E76E 45@ I8' i f 5' ; ' j 2500 psi be 12 ' 7-6' IT -- 12' 04 0 18' EIXE *4@16 -- (4)04 b' 2500 psi 6' 21' 4'-0' 12' — 12 04 a If EDGE 84 4 a 12' (6 be I8' V-O' I5' IO' 12' *6 a 12' EME 0, a I8' 450 IS' 9 r I. H = - BM + 'GOVW (TM = TOP OF MALI, 8IS = Wff0H OF MALI SEE C-W VRMSNSS FOR 13"ATiM 2 28-0AY CONCRETE 57FM7H W 3. MMM SOL GOVIM OVIR TOE 4. REIW- 01� LOCATION NIM rpa 5 1V#VRGIN6 SHALL 1)E 6RADE 6fl 6 SOL SLOPE ON 80TH SM OF !{ALL 5f1111.L IX UNE , T MME VB"M coal?Ol .IOMIS M rim IRMA% permit N0. /14; Plan We"' •.object to errors and Omi9lsi w Appro,r�i .z documents does not atdoft the viofali:;. jopted code or ordinance. Reo* of approved Fie►ci a oorlditlons is ev a-Maw OWN= PROVIDE VERTICAL CONTROL JoMTS PER I7� s + n No SLOPE. SIM _ NOTE b STEM VERT. STEM HORIZ. iv IQ s Ito csarn =' Thai! bo trade M fi L IhOut r fi0� ;?71'G:• ^ G[ n 7 �- an subinial A NOTE. It�w1 �f � view lees. and maN : y .� ■ i r / " I . `, its•• ��a X1 1 o �o ExPIRES 11/D2/2w COLLONS ENGINEERING 195 Trout S6� N • I9saINr�, YlA 96027 p: 425.369.1101 • h 425.369.1151 , Ir�100,Of19GI00,11r .11@f • V I I re, STEM (2) f BI C Fo0TIN6 nY' GOVL•Tt (3) 57041 m3w_( fts 0) VERT. POSITION (4) HOM FOOTM 5704 IRZI FORM (5) FOarg* REIFF0RC.IN6 6' H 0) 7-0' 5?014 w is IN A ff 'KEr GOVT R (3) _ VW. FWITI0N (4) HOM TOP NOV LOWff. -- 17 T - -- (404 3A00 psi 8' 20" 3 E' 6' 12 ' 4 5 a I6' E76E 45@ I8' e4 a I2' (4105 8' ! 1' 3p00 Pai 8' 25' 4'3' I5' be L2' e5 a E3' EDGE $5 18' $5 0 18' N5 T 1! :1 sow psi be I8' V-O' I5' IO' 12' *6 a 12' EME 0, a I8' 450 IS' (6)05 F l — al f0' 3 psi b 3v 5'3' 15' E' l2' 06 a be 06E 050 E' SS 0 W TOP 05 a I6' DOT. (61 9 r I. H = - BM + 'GOVW (TM = TOP OF MALI, 8IS = Wff0H OF MALI SEE C-W VRMSNSS FOR 13"ATiM 2 28-0AY CONCRETE 57FM7H W 3. MMM SOL GOVIM OVIR TOE 4. REIW- 01� LOCATION NIM rpa 5 1V#VRGIN6 SHALL 1)E 6RADE 6fl 6 SOL SLOPE ON 80TH SM OF !{ALL 5f1111.L IX UNE , T MME VB"M coal?Ol .IOMIS M rim IRMA% permit N0. /14; Plan We"' •.object to errors and Omi9lsi w Appro,r�i .z documents does not atdoft the viofali:;. jopted code or ordinance. Reo* of approved Fie►ci a oorlditlons is ev a-Maw OWN= PROVIDE VERTICAL CONTROL JoMTS PER I7� s + n No SLOPE. SIM _ NOTE b STEM VERT. STEM HORIZ. iv IQ s Ito csarn =' Thai! bo trade M fi L IhOut r fi0� ;?71'G:• ^ G[ n 7 �- an subinial A NOTE. It�w1 �f � view lees. and maN : y .� ■ i r / " I . `, its•• ��a X1 1 o �o ExPIRES 11/D2/2w COLLONS ENGINEERING 195 Trout S6� N • I9saINr�, YlA 96027 p: 425.369.1101 • h 425.369.1151 , Ir�100,Of19GI00,11r .11@f • V I I re, STEM (2) is BI C tF Fo0TIN6 nY' GOVL•Tt (3) 57041 m3w_( fts 0) VERT. POSITION (4) HOM Man* 10WOI''rGM Imo. L.OWT. UP TO 4' 2,500 psi 6' 8' 7-0' 10' -- 12' 04 R 16' CMM e4 ®16' — (2)04 V • 200 psi be 12' 7-6' 12' -- 17 $4 a 18` W6E e4 a 16' -- (404 V LLI 6' 21' 4'-0' IT -- IT e4 a I4' B*E 04 A I6' %@W (6)04 (415 8' 3p00 psi be G1C 4'-6' = c C 0 5 ®�' ED�6E a i8` 05 ®12 15105 dr ,! 3pO0 psi be I8' S'-6" R' cc IT M E06E C 06 a II' C� 10' Ij 3.000 psi f0' W TV 21' 8' � N ED6E 05 a IV #1 0 4 4 (IM C o ao 40 q x M em 1 • Q 4N. �..r C •• o In�per�iM o� �c� r�in�rur1a YQt�u:U'c�t. p�r b Ptac�w� CahcYtt�. -A Well Type B R OVA pk 11��� g oof LEVEL. SLOPE AT TOE 2:1 MAX. SLOPE AT HEEL H 03 I I re, STEM (2) is BI A tF Fo0TIN6 nY' GOVL•Tt (3) 57041 m3w_( fts 0) VERT. POSITION (4) HOM Man* 10WOI''rGM Imo. L.OWT. UP TO 4' 2,500 psi 6' 8' 7-0' 10' -- 12' 04 R 16' CMM e4 ®16' — (2)04 V • 200 psi be 12' 7-6' 12' -- 17 $4 a 18` W6E e4 a 16' -- (404 V 200 psi 6' 21' 4'-0' IT -- IT e4 a I4' B*E 04 A I6' %@W (6)04 i E> F< »[ m+= WAIL Plan 4 r rbll Details I. H = TA - BM + 1 0OVFIr (m = TOP OF nmi., on = mom OF mALJ.,) SEE Gl& ©RAMW FOR E WAIM. 2 2"AY CO CAMM 57RE*r4 W . 'emu ' 05-M JET In 3. MINIM SOL GOVETi OVIR TOE �r - TKE — 4. LOCATION HIM MALI S. REFFOR�C.616 SHALL OE MAX 60 4 2QWS 6. SOL SLOPE ON BORN WE5 OF MALL wa IE iEYM s� 1. PI�OVt<OE WRTIGAL GOh'T1v_. .101NT5 PER "M SiIe Wal Tvoe: S2 aewdTm A 1 f o S.OPE. SEE �10TE b ,. -A . 1 r r C MOrHNS STEM FEWMA16 (5) FOOTI* REIF ow.1116 H 0) STEM (2) is R 14 0 Ur COVER (3) VW. POSITION (41 WRIZ WEL. Lo W. T 3pOO psi 8' 18' 3' -6' I5' be IT 05 0 16 E06E 05 ®18' — (415 8' 3p00 psi be 18' 4'-6' = c V 0 5 ®�' ED�6E a i8` 05 ®12 15105 dr ,! 3pO0 psi be I8' S'-6" R' 8' IT 06 a 12' E06E 15 0 W 06 a II' (6) 10' Ij 3.000 psi f0' W TV 21' 8' IT #6 s 12' ED6E 05 a IV #1 0 4 4 (IM 1 Ii' I 3000 psi 10" 24' S' -O' 23' Id' 12' #6 a 4' EDGE 9 50 IV 0 '7 a 4' (10)06 I2' 3.000 psi Id' 33 ' 8'-0' 24' i0' 12' 1 46 s T' B*E V. • IS• ei A zP (10106 i E> F< »[ m+= WAIL Plan 4 r rbll Details I. H = TA - BM + 1 0OVFIr (m = TOP OF nmi., on = mom OF mALJ.,) SEE Gl& ©RAMW FOR E WAIM. 2 2"AY CO CAMM 57RE*r4 W . 'emu ' 05-M JET In 3. MINIM SOL GOVETi OVIR TOE �r - TKE — 4. LOCATION HIM MALI S. REFFOR�C.616 SHALL OE MAX 60 4 2QWS 6. SOL SLOPE ON BORN WE5 OF MALL wa IE iEYM s� 1. PI�OVt<OE WRTIGAL GOh'T1v_. .101NT5 PER "M SiIe Wal Tvoe: S2 aewdTm A 1 f o S.OPE. SEE �10TE b ,. -A . 1 r r C 0 a� 0 c 0 p� cri 3 3 = c V 3 .D DAW IEVMM O 2/21/05 For Pew i E> F< »[ m+= WAIL Plan 4 r rbll Details I. H = TA - BM + 1 0OVFIr (m = TOP OF nmi., on = mom OF mALJ.,) SEE Gl& ©RAMW FOR E WAIM. 2 2"AY CO CAMM 57RE*r4 W . 'emu ' 05-M JET In 3. MINIM SOL GOVETi OVIR TOE �r - TKE — 4. LOCATION HIM MALI S. REFFOR�C.616 SHALL OE MAX 60 4 2QWS 6. SOL SLOPE ON BORN WE5 OF MALL wa IE iEYM s� 1. PI�OVt<OE WRTIGAL GOh'T1v_. .101NT5 PER "M SiIe Wal Tvoe: S2 aewdTm A 1 f o S.OPE. SEE �10TE b ,. -A . 1 r r r NE 1/4 OF SE 114 OF SECTION 16 TOWNSHIP 23 N. RANGE 4 E, W.M. ? ow- CITY OF TUKWILA, WASHINGTON General Structural Notes (flE FOLOV05 APPLY UNLESS SH10NN OTIERNIISE ON THE DRAVWN S) -- - CRITMIA WNU ALL &MIALS. HORlQ41WSHIIP. , .If . my GOMTW 12! 511A1.1. GOlM TO 7W SEI L W HIM, Pi0ORTI00, GONVEYEO AND PL.M IN KaRDII M MI1H 186 DRAHIN66, SPECIFICATIONS, AND 7W IRIERNATIONN.. WILMS GODS (180). 2003 EDITION. SECTION 1405 AND A61 $01. 51M IM AT 20 DAYS AND NIX CRITERIA 5WI11. BE AS FOLLONS: QM16N LOADINI6 CRITERIA: NIX Mir-ICATION LIVE LOAD . . . . . . . . . . . . . . . . . . . . 21 SLAPS AT FE'!i. 51IA1611AiJIl- W M IN66 SWILL. BE W IN CON,WTION M11M CIVIL OPMIN166 FOR BIDDING AND GqP. TEST WV(. MAX. MIN. I MINIMUM I IUN. 57RD15M A6E AM. !VG AIR fl.Y !6H 91 (t 51) (DAYS) 512E PATIO fANI@IT Ilbe. /GU. YD.1 W CONSIIaUGTION. C ?WTOR SHALL VERIFY 1DIH13GION5 AV GON)ITIONS FOR COMPATIBILITY AND SWILL NOTIFY CIVIL EN6IN1TR OF ALL DISCREPANCIES PRIOR TO 0061 UGTION. SITE RETAININIG MALI. FOOTIN66: 1 TOR %Wl PROVIDE TDFItW WIN6 FOR TIE 511MIM IUD 3 low 0 -a 5TW1G11JR111. COMBOS S UNTIL ALL FINAL CON$GTIONS HAVE OM C4HP M IN ACCAImA a KITH THE DRAHIN66. 5I1E RETAINING K415: 6' S1W MI SHALL BE N" 151119 LL FOR ALL SAFETY PR 4WIONS AND THE 2.500 z is 0.45 as - 5' }V "M, 7dGtNIQW, WaVXV0 OK Ply MWIW TO !Pled'! 1M !''M. SITE lETA1NIN6 N'W.15: 8' to 12' 57@4 WITRAGTOR INITIAL 9j8M SMALL. BE SUBMITTED IN >'R1TINi5 TO WE GIVL 3,000 20 0.45 3% AND 5T13UGTURAL ENGINEER FOR APPROVAL PRIOR TO FABRIGJITION OR CONSiR1UGTION. GNAN6t T SHNOI+N ON SHOP ORAI+IINI66 ONLY MILL NOT SATISFY 11415 RE6M105M. "IN INDICATE 9M M. AND TYPICAL DETAILS OF GONSTIIIIGTION. !MERE 1. NIXES SHALL BE PROF1ORT100 50 AS NOT TO E)M WE MAXIMUM SCUPS INDICATED. C lTift ARE NOT 9966IFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SM. SIMILAR DETAILS OF W61WUOTION SHALL BE USED, SUBJECT TO W41EH AND APPROVAL 2. 1 RTION NIX FOR SLAM WDRATION RATE AND LON W AT 6EIMT10N TO MINIMIZE BY THE 61YIL AND 7W S7IBUGTURAL EN61NEER. PLASTIC %RIWAM GRADS. ALL STRIUGIURAL S1f5T@15 COMPOSED OF COMV MMS TO BE FIELD OEM SHALL BE THE NINIIUN ANON M OF CNWITIOUS MATERIAL NAY BE UNWED IF A C*Ift"M PERFORI4NM MIX 15 SUI WISED BY 714E SUPPLIER DURIN6 MW4JFAGTURINI6, DELIVW, HAIKIN S, STORAbE AND SUBMIM TO TIE 57RXIURM. ENSIM AND THE BUILDING KFARMW FOR APPIWAL VV HM PRIOR EREGTIf.q IN AGC.MMCE KITH INST"T10N5 PREPARED BY TIE SUPPLIED. TO RXIN6 ANY GONCREX. TIE PBrVRIIMkrE MIX SHAD. INCLUDE 114E AMOUNF5 Wow, FINE AND COARSE 1IOMA1E, MATER AND ADMIXIIJRED, AS HU AS THE MATER- GBW RATIO, SLUIV, CONCRETE SHOP Q i" INbS FOR REINFMIN6 STS. VAU L BE SUBMITTED TO 7W GIYIL AM 51RJGVK Y1119 AND SUffi1ANTIATIN6 STMI d DATA IN ACCORDANCE MITH 9131", CHAPTER S. E41E ! OF Efi*IW FOR RVVEr PRIOR TO FABRICATION OF M*!SE ITEM. NIX SMITTAS BY THE ENSINESt OF RMORD INDICATES ONLY THAT INFORMATION FFESBM CONE % 60MUY MATH CONTRACT WaMiTS. CO MWTOR OR SUPPLIER MAINTAINS RU R"SIBILITY FOR CQMRIIGTOR %kL SUBMIT MALL 51VATION DRAMIN66 OF AT LEAST IN = V-O' SCALE INDIGATINI6 MIFIED fflftNNANCE. [LOCATIONS OF C WTION EN@!T5 AND HALL allIN66 FOR EVEN PRIOR TO GONSiRUGTION. 014TRAGTOR SH4ALL COORDINATE KITH REINFOIWW SHOP WAMIN66. REIN E-MIN6 5111 SWILL CONFONaI 70115TH A615 (INCLUDING 5UPPUMff 51). GRADE 60, fy -- 60,000 PSI. E)WTIONS: BW SN'6GIFICALLY NM A5 SUCH ON THE ORAMIN66 SHALL. BE GRADE 40, SHI�p DRAMIN6 REVIEH: DIMIONS NO QUANTITIES ARE NOT REVISED BY TIE fy -- 40.000 PSI. GRADE 60 REIWMIN6 BW 1AIIGH ARE TO BE HELM SHN.L CONE"�R14 TO AS•M A'106. 8d6 M OF RETARD AND 714 001 MIST BE VERIFIED BYRE GONIiMTOR. TIE WINFORCEWNT COMMY1116 MATH A57H A615(51) 14AY BE HEIM ONLY IF THE GONITRAGTOR SUMI TS Ct)VTRAOTOR 9 1. REVIEH AND STAND DRAHIN66 PRIOR TO RMEN BY ENSIM OF RECORD. MATERIAL PROPERTY REPORTS 1NDICATINIG 0WOR VIM HITH HMPINIG PROO11tAa SMIFIED IN A.M.S. 50ITTALS SWILL INCLUDE A RPR XI8LE AND ONE COPY. 7W Rkl'iODDUGIBI.E SMALL BE DI.4. 149M AND REAM. REINf•ARG1N6 57EE. SMALL W DETAILND (INIC WINIG HOi0K5 AND BENDS) IN ACCORDANCE MI7H AV SHOP ORAMIN$ SUBMITTALS F ROGE56ED BY 7W 5I6INEER ARE NOT CH AN6E ORDERS. WE 315 - 42 AND 51". LAP ALL 0WIMM REMRMW (e5 ANt SMVI IVJ 40 BAR DIAMETERS OR MFO E OF SHOP DRAhiINS SUBNITTAL-S BY TIE CONtIRAOTOR 15 TO DEMONSTRATE TO THE 2'-0 MINING. PROVIDE GOM B r AT ALL KU AND FOOTIN6 INTE RSiSGTIONS. LAP COW! BW E SIFUR MT THE GOMRAOTOR UNDERSTANDS THE 9516N CONCEPT BY INDICATIN6 HNICH (#5 AND SMAI.I.M 40 BAR DIANEM OR 2'-0' MINIMUM. LAPS OF LJAPM BARS 914L BE MAiA IN WAMIAL 15 INTOW TO BE 1101190 AND INSTALL AND BY DETAILING TIE INTO ACCORDANCE K11H AGI 318 -4W, U.A56 B. LAP APJkCEW MATS OF MQ.DEO HIRE FABRIC A MINIII UM OF be FABRICATION AND INSTALLATION MUM. IF DEVIATIONS, DISC1EPANGIES, OR CONFLIGM AT SIDES IMO M. OCKE t SHOP DRAMINI6 S1EMIITALS AND TIE C 4IMT DOGUN EM ARE DISGONEINED, EIM PRIOR TO OR AF'iER, SHOP DRAMINI6 SUBMITTALS ARE PAXEM BY TIE Er61NEE R, INS 2516N NO BANS PARTIALLY ENS IN 1401WO CONCRETE STALL BE FIELD OW UNLESS OINER!' ISE NIORkTy ON MNIN66 AND SPECIFICATIONS SEAM. f,OM[ROL AND SH44.L. BE Fa LM. 7FE DRIIMINI66 OR APPROVED BY 7W 51RUG71AW ENGINEIR. SHOP ORAMIN66 OF OM16M BUILD CONPON+ M, INCA WINNO UTILITY VAULT LIDS AND MANIOIZ CONCRETE MaMTION (COMER) FOR REINFMINIb 57LTi SHALT. BE AS FOLLONS: SH4.L INCLUDE TIE 95I6HIN5 PRF%10NW,. ENSIM'S STAND, STATE OF lNASNIN61ON, AND SWILL BE APPROVED BY 7}E COMM DE5I&V PRIOR TO CURSORY I VIEM BY THE FDO'TIN66 AND OM WOM SURFACES EWIM Or RECORD FOR LOADS IMI°M ON THE BASIC SIRUGIURE. M CONroW CAST WIN[ST AND PEW*IW-Y DQ'�0,� TO EAW-- 3' DESIae 15 RESPONSIBLE FOR CODE CONFO.NN a AND ALL N a%W CO WTIONS NOT SMIF:CALLY GALLEP OUT ON CIVIL OR 57RUG7URA_ DRANIN66. SHOP DRAHIN66 1=00 51UWAGE5 MSED TO EARTH SKU INDICATE M46N17UDE AND DIRECTION OF ALL LOADS IN OW ON BASIC 5TFDGM. (I .s. HALLS MA 6lROUND) W TO TEAM (06 BARS OR LAIWO 2' M1614 CALCU..ATIM S 1 BE N40E AVAILABLE UPON REQUEST. 05 BARS OR 514ALLER) III 1 TI ON: CONCRETE CONSTFDGTION, STR X7URA. STS. FAMCATION AND E[REGTION Miff TIES (OR SPIRALS) AND BEAN STIRRUPS 4 (IWU PIN& PIMP N3 -VIN15 AND HI91- 57115M FiED BOLTING), EXPANSION BOLTS, THIEA W EPM I-N INLWS, AND E1'IDX1/ 6ROM INSTALLATION SRI BE SUIWISED IN ACGOFO MCE KITH SL M AND HALLS ( INTERIOR PACE) 6RFA1`ER OF (BAR DIAN M PLUS 1 /e') or 1' SEGT[Ok 1101 OF THE IBC AND 7W PR%W SPECIFICATIONS BY A OUAL.1FIED 1ESTIN6 MENcy DESIGNATED BY THE GIYIL. TIE CIVIL AND 57RU07UVL EWINEER SHALL BE CAST- I PLJI,�E COICAVE: SEE CIVIL MIN66 FOR EXAOT LOCATIONS AND PIN 36106 OF PIPE RMIS M KITH COPIES OF ALL INSH56TION RNMM AND TEST RESULTS. PBETRATION5 AND OPETIIN66 IN 0MCFETE HALL5 AND VAULT LiD. I6& FOIADATION NOES: 5UBWADE PREPARATION IN WJPIN6 MIN ME, EXCAVATION, 014PAGTION, AND FILLING REAIIMENITS, SHALL CONFORM SiRIGMY M17H 14501 EWATIONS GwW Nft 19 61VW IN THE SOILS WW OR A5 D11A3= SY TIE b60'TCGH+IICAL ENI61M. FOOTINI66 SH41 BEAR ON FIM, UNDISTUIM EAW OR Gam, CONPAGIED ! 5TRIMRAL FILL, AT LEAST 16' MAil LaEST APJAMU FIN190 WvE. j FWTINJ6 DEFRW ELEVATIONS S M ON THE W MIN66 ARE MINIMJN AND FOR 6UIVANX ONLY; TIE AGM ELLYATIM OF FOOTIN66 SHALL EE 15TAE..IS O BY TIE CONTIRAGTOR IN TIE FIELD VMINS MATH TIE TENDING IM A V WO�iEi MICAL EN SIMR. ! 3'-O' 14K D BWILL MIND ALL IETAiNINI6 K415 KITH FW DRAINING, 6RAN" FILL AND } � CM OR cm 11ALa. Pf aDE FOR SUB6MACE WAINLAW AS N XW IN THE 6EMMMICAL WORT. 05 ply ALLaV&E SOIL. PRESSURE: NATIVE 2,000 P5F PALLS ONLY - • • • • �,-. • •: - - 5TRUGT'L FILL • , • . .. . 2,000 P5F I � • • • � .. • . t SOIL DENSITY: COEFFMCENTT OF FRIGHON: 120 PCT ---i --� LATB?Af. EARTH AAx..6UE: ACTIVE 0. PIGF 4 i ► : - ' PA66I11E 350 Ipa 4 - ' 10104IAL FOOTM6 COM ICAL REPnRT SPEAIEi EN61N�RiNN6 t TEAf+1IGAL. 5Ei1fIG Ma VAT_ RN3NF. HORIZ t VERT. RE[�F. I -+- -- ` • • BAR AT JOINT FM RETA[N" N'IAL.L. [� NOW NO. 0!001 -061 - -.-- D1A1ED WAY 3, 2004 %' &#YVM 51RJP SPACE AT ADD BARS TO NO' -O KAX 5PJACAi614AY BE - HATC 1 WORN AL F MODIFiEP TO PROVIDE UNIFORM RE ORGA a SPAGM6 OF J01N15 o i L.DE OF EXGAVATNON I N004AL FOiO'1IN16 16 r j REAFORGAi6 crama cow im 17 T 1$ s - - T - REIN. FM SGH WJLE n 135' BEND TYR H10RIZ. REINiF. FER SGIEDU.ES. 7844 MYE AT NW.L FACE MATH STANDARD HOOK. ADD CORNER BAR PER 4151 AT OUTSIDE FACE 11 Cour Bars 4 ,wnt COMM REINP. MATGI 5o AND 5PI1LN16 OF FIORIZONfAL REItF. GIV.LM dUf M SGHMOLES f 'r, 2 5000 PSI F'c. = 4000 to 5000 PSI BAR SIZE TOP BARS OTFER BARS TOP BARS OTHER BARS # 3 ib' I3' 14' L2' 4 22 TT 148 E_ #5 21' 21' 23' la 6 35' 27' 31' 2 # T 48' 31' 42' 32' 'TOP BAR'S` ARE HORIZONTAL BARS MATH MORE TOM I2' DEPTH OF CONCRETE CAST BE-OW THEM. IF CLEAR GONGRETE GONER 15 LE% THAN 2x TIE DIAMETER OF THE BAR OR THE COM SPAON615 LE56 7HAN (4) 13AR DIAMETERS, THEN V ALUES S1W.L BE WAWASED BY 43%. f 'c = 3000 PSI ft = 4000 to 500+0 PSI BAR SIZE TOP BARS 07HER BARS TOP BARS OTTER BARS $ 3 21 W W 16 ' 04 28' 22' 24' 14' 0!5 36' 21' aw 23' # 6 45' 35' 40' 3I' # 1 63' 4S' 54' 42' 'TOP BATS' ARE HORMMAL BARS Pl7H MORE THUW 12' DEPM OF CONCRETE CAST BELOM TNEML F CLEAR CONIGREIE COVER 15 LESIS INUW 2x TIE DUAMETER OF YW BAR OR 7W CVM TO SPACIN615 LESS 7W (4) BAR DIAMETERS, M VAUJfS SWILL 8E WIREASEO BY 43W MM14H 9 LL**I% (I&) FOR STMVARO END HOOKS CORNER BARS TO MATCH HORIZ. REINF. (ALTERNATE LES) t 1 24' LAP. CORNER 8AR5 TO MATCH EXTERIOR HIOPJZ. REINF. t 1 24' LAP. VW. BW Ell I. ANAL � EXPIRES tt /W/M6 COLI.ONS ENGINEERING 195 front Sleet N • beT y WA 98027 7.425.369.1101 • f. 425369.1157 ems. bryenoolon9@o --- net a Z V Comer Bars 5 z ao o O Cc N = In 0. M O ° •V Q,�p? W cc fA z W n ' o �.. v x W ` 8 < Z Comer Bars 10 Z c c Z •� == .c � cc M X cfs a o+ ADDITIONAL PERT. BAR V o IN CORNER 0 2 *`a JUL 2 9 2007 tCR � COD � n r ^ i ,lc fi C ao o Cc N = In 0. M O ° •V Q,�p? z ' o �.. v ` 8 < a: Comer Bars 10 J == *`a JUL 2 9 2007 tCR � COD � n r ^ i ,lc fi ►i l ,' A. far general l BAR SIZE fi =3000 PSI & = 4000 to 5040 P51 4 8' r 5 10" 4 ' 86 12' NOr • 7 N4' 12' L SM COVER NST BE Eft TO OR 6NRFJATER II4AN 2W I END COMER FOR We HOOKS NAT BE Eaft i TO OR 61M AIEIt 7I441 oa 20 I s I • E s I 6 E 11 ,A IMs rrj 5ite MaInN Mal is KM COM" D.D.E.S. 05-M in la -- - Review Engineer Completion Dote Review Er Hi MC wst+� weer Completion Date ' 2PA M OE ". Et�T . P.F Approval We s � � Comments: S1 C E 0. O 4� c J == .c � � X os m 'x 00 tug ttto. 0 2721/45 For Permit ►i l ,' A. far general l BAR SIZE fi =3000 PSI & = 4000 to 5040 P51 4 8' r 5 10" 4 ' 86 12' NOr • 7 N4' 12' L SM COVER NST BE Eft TO OR 6NRFJATER II4AN 2W I END COMER FOR We HOOKS NAT BE Eaft i TO OR 61M AIEIt 7I441 oa 20 I s I • E s I 6 E 11 ,A IMs rrj 5ite MaInN Mal is KM COM" D.D.E.S. 05-M in la -- - Review Engineer Completion Dote Review Er Hi MC wst+� weer Completion Date ' 2PA M OE ". Et�T . P.F Approval We s � � Comments: S1 r lb Ll 2' -6" TO 8' -0" CRUSHED JOCK BASE PAD CONCRETE KELLY GEOGRID FABRIC BLOCK ��-- r Koo Imo. ti - ' i- -:. of •' �• .�. � — •`�.` -••• ;t .-a`` Via: ,� 11� tom_ " - = �_� -: •::- ::,.::, ;: -: .�� '=: �� _ i t in TYPICAL SECl A -A SITE PLAN VIEW REFER TO PLANS BY BARGHAUSEN FOR DETAILS 1' -0" MIN. 4" N TYPICAL SECTION B -B REINED FOR I CODECOMP ��pblq iC� ter;; 2 6 zoos Tu Rol Np nB�I nN Z" 1 7 - 77A of I-do at ad MW label om mbw am NOTES f VIIIIIN FOAM aIp"11 dImsOd QTA*a W SWOM of 7fpY8d FteOd Or efr t 3o - �1 KELLY BLOCKS ARE UN— REINFORCED 2,000 PSI CONCRETE GEOGRID FABRIC IS STRATAGRID 200 OR EQUAL BASE PAD TO BE COMPACTED CRUSHED ROCK 4' MIN. DEPTH WALL BACKFILL SHALL BE FRE DRAINING. WELL GRADED CLEAN GRAVEL USE 4'0 MIN. PERFORATED DRAIN PIPE AT WALL BASE WALL MAY BE CONSTRUCTED PLUMB OR WITH A BATTER 1 III IF EXPIRED j a 9 LUL; a=c�G�t cal yO� FEB 2 i Pc, R :1i : C:t V i to t4COM Pr E T E 's I r t I — y . 1 • I . • I r f f \ \ t �• 1 1 r P go {{ 1 4 p l i L to B t rA ' ! i --------- - - - - -- //N ` 1 ` 1 ---- -- - - -- - - i r �• ; \ �� 1 \` A M � FF =134.76 I 1 J A OF HOUSE � 1 N, _ N, l li r I i ! AGE ' I AT CE OF HOUSEi : •� e •• t, I •� — ' T ' �� 11 �' i ! GARAGE FF =135.5 AT FACE OF HOUSE EXISTING SOILS __T 2' -0" FREE — DRAINING BACKFILL MATERIAL 4'0 MIN DRAIN LINE z E� z � w � w a 0 A F-4 o � z � > x Q � x E1 O O C� LUC/• tsclxcsltlsc 19 c_ 3= VAU" STREBT WATPIE. 11ASMGTOti 98105 P1110M (208 790 —SM FA& (206) 237 -3500 Z AP141 �t� 1 lOIITJIL o c¢- u- cad tl a 1 of 1 KELLY BLOCKS ARE UN— REINFORCED 2,000 PSI CONCRETE GEOGRID FABRIC IS STRATAGRID 200 OR EQUAL BASE PAD TO BE COMPACTED CRUSHED ROCK 4' MIN. DEPTH WALL BACKFILL SHALL BE FRE DRAINING. WELL GRADED CLEAN GRAVEL USE 4'0 MIN. PERFORATED DRAIN PIPE AT WALL BASE WALL MAY BE CONSTRUCTED PLUMB OR WITH A BATTER 1 III IF EXPIRED j a 9 LUL; a=c�G�t cal yO� FEB 2 i Pc, R :1i : C:t V i to t4COM Pr E T E 's I r t I — y . 1 • I . • I r f f \ \ t �• 1 1 r P go {{ 1 4 p l i L to B t rA ' ! i --------- - - - - -- //N ` 1 ` 1 ---- -- - - -- - - i r �• ; \ �� 1 \` A M � FF =134.76 I 1 J A OF HOUSE � 1 N, _ N, l li r I i ! AGE ' I AT CE OF HOUSEi : •� e •• t, I •� — ' T ' �� 11 �' i ! GARAGE FF =135.5 AT FACE OF HOUSE EXISTING SOILS __T 2' -0" FREE — DRAINING BACKFILL MATERIAL 4'0 MIN DRAIN LINE I is A r_j Ve • 40 u 8� rn 2 rn i0m I I II It I I I l I I I 1 M„ „►�.7Q6.w- 160 \2...�.._ ....._ - - -- . . ......... .._._ ....._ .... ... - _ - -... _..._., .... I w , - _........ ,..._..,._ 401„ 9C 00.6eN I 1A7 ego aw n I 3 C� a �qc I E 1 1 � m j 5 j sc O "m TO 2 Sri w V �r W ca •• vr,v►av,v,a � ��� �'� oo n C� z ' iq N d c s N n A / co r%) s .th O i • 0 N s a i v, Ch 'D rn ? 5 2/3/06 MPG MPG MPG UPDATED GRADING PER HOUSES ASSUILT. I . s • 4 3/2/ K18 MPG HPG REVISED PER CLIENT DIRECTION 3 10/22/04 TES MPG MPG REVISED DETWON VAULT 'y 0 2 7/19/04 TES MPG MPG REVISED HOUSES PER ARCHITECT �fR 1 5/7/04 KI9 I MPG I MPG IREMSED PER CITY COMMENTS No. Dote I By I Ckd. I Appr. Revision Job Numbe► � *14A& Deelgnod ..11.9- Soale: .'. 18215 72ND AVENUE SOUTH 11217 to KENT, WA 98032 Drown ... Horizontal AMERICAN CANADIAN REAL ESTATE, INC. DRAINAGE PLAN ?' (425)251 -6222 Checked . -MPG. . 1 ' ” -20 P.O. BOX 3280 FOR (425)251 -8782 FAX Sheet n •• v 100. CIVIL ENGINEERING, LAND PLANNING Approved _ -HP-0- Ve rtica l K ENT, WASHINGTON 98032 KHAN 3 —LOT DEVELOPMENT �� ENO % 011 Q SURVEYING, ENVIRONMENTAL SERVICES Oats 70 _24f03 (253) 854 -7002 h ilf' 1'' I I IJI)11�. 1 1.' I / \rl,, Ir,�nr,nr I I ; 1 / , rn I Ii I I�:II�' , rn,i!' 1'' ! - - - �\ /' t , to , UU�� IS;Art 'Scolt, 1 =20 dholslod Xrefs: z11217 ,hol,11217 -G' -5 M,zl l217- t,S_Kohn, +� I �o ��. Vi-4 �• 3 rn z D ;2 9. 0 /• - - - emu►- .r�rr .....r. _ '�- Z -- . rn rn Cal Q� rn mm u - h1 . -- - - - -�- - --------------- •----------- - -�� -- -- - - ? 0 x > D z M T x! N H!A" N g! N N M ! T � � N� �N� �• � �" 00� �N� X c c ^.3 ° ia ° OU19 4 g t!6 0 N f p o RilG o N v o qlgs i g q; m :-gc;m 8 `nm P� C,IR'► � . v 0 G z� o°LR z m 9 p � � '-, i r 1 - 0 i w z a M �^ z N 'n I . zi, � ji_ 3 O l a �qc I E 1 1 � m j 5 j sc O "m TO 2 Sri w V �r W ca •• vr,v►av,v,a � ��� �'� oo n C� z ' iq N d c s N n A / co r%) s .th O i • 0 N s a i v, Ch 'D rn ? 5 2/3/06 MPG MPG MPG UPDATED GRADING PER HOUSES ASSUILT. I . s • 4 3/2/ K18 MPG HPG REVISED PER CLIENT DIRECTION 3 10/22/04 TES MPG MPG REVISED DETWON VAULT 'y 0 2 7/19/04 TES MPG MPG REVISED HOUSES PER ARCHITECT �fR 1 5/7/04 KI9 I MPG I MPG IREMSED PER CITY COMMENTS No. Dote I By I Ckd. I Appr. Revision Job Numbe► � *14A& Deelgnod ..11.9- Soale: .'. 18215 72ND AVENUE SOUTH 11217 to KENT, WA 98032 Drown ... Horizontal AMERICAN CANADIAN REAL ESTATE, INC. DRAINAGE PLAN ?' (425)251 -6222 Checked . -MPG. . 1 ' ” -20 P.O. BOX 3280 FOR (425)251 -8782 FAX Sheet n •• v 100. CIVIL ENGINEERING, LAND PLANNING Approved _ -HP-0- Ve rtica l K ENT, WASHINGTON 98032 KHAN 3 —LOT DEVELOPMENT �� ENO % 011 Q SURVEYING, ENVIRONMENTAL SERVICES Oats 70 _24f03 (253) 854 -7002 h ilf' 1'' I I IJI)11�. 1 1.' I / \rl,, Ir,�nr,nr I I ; 1 / , rn I Ii I I�:II�' , rn,i!' 1'' ! - - - �\ /' t , to , UU�� IS;Art 'Scolt, 1 =20 dholslod Xrefs: z11217 ,hol,11217 -G' -5 M,zl l217- t,S_Kohn, +� I �o ��. Vi-4 �• 3 rn z D ;2 9. 0 /• - - - emu►- .r�rr .....r. _ '�- Z -- . rn rn Cal Q� rn mm u - h1 . -- - - - -�- - --------------- •----------- - -�� -- -- - - ? 0 x > D z M T x! N H!A" N g! N N M ! T � � N� �N� �• � �" 00� �N� X c c ^.3 ° ia ° OU19 4 g t!6 0 N f p o RilG o N v o qlgs i g q; m :-gc;m 8 `nm P� C,IR'► � . v 0 G z� o°LR z m 9 p � � '-, i r 1 - 0 i w z a M �^ z N 'n I I • 4 A a C to 0 dP I V rn �o N A 8 ... I , ................ ...... .. .... . . ... ...... ............_.,.._ _ _ - -- - _,,.,._.....,_._.....,....__. _......,...... / \� ._ .. _._. 1 8 \r .... _..__�. .ti_.� -__ ._._� .....__ J ^ r/ , /te _ '•�• '•\ .. _ _..-- -. _._ _. _..... __.. _..,.,..... ..... _ r...,,....,..._ _ ^....._ .......... ,..... ... ... ._ ...... ............................... � 7 e 'C ,, o r ........... ... i MESSNER ;•_` �; : ; ..4 4 do 41 -71 so tvq, • / 1 �� • �` r I , I / r v; / // A t ot r � I r 7 / / `` / • • .,,•.:.w. ..rrl ' w.V / '� r .M r r ,/ 'A Z ' v , �' 1 1 1 l 1 / /' ♦ ♦, r• JN f , • J • /I l `,� .••s' r. i r 4M. r.w._...••�r'�" "' / . '� �', r ', ./ / ��,,.,.� i \\� r •\� i ' \,, ti . 1 G� -���' ••,�• ,, / � (.�Jj�• � � , ,, •.�, _ rr_ , v..� r'." ' � „r._r.�r�rw / / 1 •M w ,. ,\ • ,� /y`� /• • ��nl• / 1� w� %7� ~ \.,. ,r�. ••• ••, • • .•��.,w .•rwwn ,.• n.�•wr..` Vr / ; �/ +Yr, 1” / � T '� NY yy Y• •r) �.........., .,.� • . ,,.4y�... .. •..r•M ,...•�•..•n� ..... I �•!'•'�' . 1 I / f _ � - ' ' .•; •M , I 1 �,' - •tip.. 1 \ Ir G •, � '•,� -•_ . r / � � r. „`•• `�,- • ..r.. ( � «. - •�•.•��'r"r'"'.'�. �._+.r+.�..�_ � � ti-: I � I � � � �f � (jf,7.12 ' i / �• /�/ ��r +�....•, '•Y''A� `• r s o 04 ~ ~ � f ' 1 r • wa , . 1 �� �'�r.. r! ; ` ZTiV ,� `\ ..,•..,,,,.�•„- �•. ' // i, \ t V .� �^_r..�.. = rrrrrrrrrrr _ •• =wl =- - .00 / // � \ \ _ � ✓ Y ._. v `Q v'�"1 "� � r'r r r r ...._. 1 � • .. ,.. �� �' '""_,._ w .... w. v� � r �.' ` I r � 1) \ `y 1 '� '•� ..,�� i • \ t �,,. / � �:'�. rte ...... _ .. r • N,, , r � r _., ,....._.,.,. - ....,.... •• " "i,,' r r rrrr 9 V � ... ^.. _..rr ' , '" // � '� ..r_....�� • w.:r . r Y� •• �r'r.r +., „..... . ,,.. .. rrrrr+ � il• � .: � �' W , .... .. rrrrrrwr �• r i� � r \ rte .•• _.. r J /J1, �• r : is ' / r ,rr • • r r Y rrrrr ,•. _. .,... ........ - , .......... _ ....,, ••'� = rrrrr ..rrr • r r • Z4_ r „ .rr r •• / "I / ! ",. r r r �•r ..................._ ............... / i •• N ' '•+. , �.. �ti "mm wwYw d+ _....., Its /, ,I........_ ,..rw r rrrr _ ,.......� �••� �L.. -• • 1.. rr rr r \ . • _, .:�; ,,• / i \ j r r r r r r r. r - .. .. ... ,,... ...., ._..,...... �...... rr r r w• r•�i% I 1 r � r ',• �,, t ... rrrr rlwrr • r •1., r,r'w•�so rr •rrr r r r .D , .....� \ `% ' Q -- -- �j 1 V'r• r i rrr r•rwrrrwnr ____.- - ^ -� ._ .� i •__ -------- ---- __ ___ '- _.____ ^..__..v _.. _- __._._..._.__-_-_• __ �C•___. _^ rr r r rrr r rrr __. .' _..•.� __•�.. ...._. .. __ _.._... 1 !! ',..•_ .,, � ��_ 1, a '' N � � 8 $ � $ 8 ; 8 � .; �'�% � ...._.. _.._ .. ,�,r_•• -._.._ ,� r ..rr•" �� �� + r � I •nom. _ ..._. -.�.�• ��•- •'^'�" ,,. ,..... �• 7 V; \ 8 , a _ •� _ _ _...� . _ . ._ .�.—�- -- ... -- — -� % i' ' % 2r Ch ' I 1 I A u �� 11 • =�_, .. ._ ......__._....... -_ _.. I 1 fi r � I r I� _ --r- r- _ d r* �— r�r� r• r mom r r w T w n`t fi vs v A � N Job Number 1'1217 ShW 1 ' � * H A& Designed _Ie� scale: F r , 18215 72ND AVENUE SOUTH rrVV11 KENT, WA 98032 Drown _._D►. Horizontal AMERICAN CANADIAN REAL ESTATE, INC. ?' (425)251 -6222 1 " (425)251 -8782 FAX Ch ocked _HEG_ P.O. BOX 3280 Approved _ wPC.. Vertical KENT, WASHINGTON 98032 y s G �Ob% CIVIL ENGINEERING. LAND PLANNING, N/A 02 S `r � N Q aNal���4 SURVEYING, ENVIRONMENTAL SERVICES oats x/.3/_08_ 9 .j I III• I" \ I l 11.. I ' \rrlqunr,•1ofI,I i t;' I : ,I ,I,v,l I o;; l( /'1.006 13:47 talll•; I " 10 (1hulslad Xref3c z 11217b,hol, 11217- GRD- STM,z11217 - S_Kahn, 0 z a -o �m� ��D Z Z �m D 11 ��Z Z 1 2/3/06 1 HPG J MPG I HPG I UPDATED GRONG PR HOUSE'S ASWILT. No. I Date By I CM. I Appr. Rev Title- GRADING PLAN FOR KHAN 3 -LOT DEVELOPMENT z r•� x r •� � I C) � -Q T 1 ` N low m � * H A& Designed _Ie� scale: F r , 18215 72ND AVENUE SOUTH rrVV11 KENT, WA 98032 Drown _._D►. Horizontal AMERICAN CANADIAN REAL ESTATE, INC. ?' (425)251 -6222 1 " (425)251 -8782 FAX Ch ocked _HEG_ P.O. BOX 3280 Approved _ wPC.. Vertical KENT, WASHINGTON 98032 y s G �Ob% CIVIL ENGINEERING. LAND PLANNING, N/A 02 S `r � N Q aNal���4 SURVEYING, ENVIRONMENTAL SERVICES oats x/.3/_08_ 9 .j I III• I" \ I l 11.. I ' \rrlqunr,•1ofI,I i t;' I : ,I ,I,v,l I o;; l( /'1.006 13:47 talll•; I " 10 (1hulslad Xref3c z 11217b,hol, 11217- GRD- STM,z11217 - S_Kahn, 0 z a -o �m� ��D Z Z �m D 11 ��Z Z 1 2/3/06 1 HPG J MPG I HPG I UPDATED GRONG PR HOUSE'S ASWILT. No. I Date By I CM. I Appr. Rev Title- GRADING PLAN FOR KHAN 3 -LOT DEVELOPMENT I e 0 4 r M 40 iw re l oci A q�aR :� Fax JJ2 a l l PIZ is 1945 MR Cap rug Sol rn V i- g oil In j n all i z 0 a W rn O 0 I '� c O z M D #; s �N L 1�IV, ,r•• ,�•' •�• to ♦ I 1 , ..._...� . 1. _ �.y .L.. , ... �... �: .� � - t � .4i ............... _...._.... - • -• �� — .. __...... _...........__, ,te r•• ' • \� y Ir Y ` ., / ���/'� •�� ..... _.... .- ..�''' -� r r r r r r r r�•y r r r r.�'+. , •� 1•�i !� '. 1 �� � ' rwrwr`rrrrwrr, • ,. • "• �,+' V � llt r � o f 1 1 1 �- 1 �rrrrrrwrrr , rti 4! 4 1 V? `�.rrrrrwrwwrrJ�^ '✓ 1// Z,R, •" �, 1 •C� 7� p r 1 �/ / �wrrrwrrrwrrrj ( ,�Q�j i IN ,) ry e+ l °, 0 1. .._..�. ... •� )0 r 7c) I •''' ' 1 a / O.. CVO �.� 1, / • (•.y L • ') r• } — .r'� "� •( i ,J r 3) • +�. " r riw �www— rr t) ., o i ��- ........ ........._. �....... _.- ........._ •� - . �,,+ fir r ,, ..ter'" r r•, / - - - - - -- °2 . °'.. ° ° ' __ ' ------------ ---------- ` - ", }d / ,--- - - - - - -- i t l•i �� h rJ i�• i!� `! a g o ' 4i :a) v �� fit: T , -�' it 1 'i _ __....._._--- •....L �•----- - - - - -- - .. - -• -- - :_ �.•- ..-- • -��-' :144 w rP� w>• ago X P .1" rn P F) PP ?I R wg ax r 2 _� too fig ICU 2 MIA 0 _ rT z n C r r r ' MAN 9 x M n o , Rol ge v � 5 0 1 I Job Number Scale: Q►�� 18215 72ND AVENUE SOUTH Designed ._KIB.. 11217 Z KENT, WA 98032 Drown .... _.KIB_. Hodzontal �,.. (425)251 -6222 Shea! v (425)251 -8782 FAX Checked .._I�EG_ 2 0' } Approved ...H? 0- Vertical 10 04 4 +b� CIVIL ENGINEERING. LAND PLANNING N/A 03 -. s r, NQ FNa�N��� SURVEYING, ENVIRONMENTAL. SERVICES Date 1. %,2810.3 file. VAI 1000':\ 1 I'll Q1. .i t•.•Iw.► 011ty /I nut ()')/' 13:46 Scale: 1 20 dhol5tad Xrefs: :;1 1217b.hol...11217- t.S_I(ohn, 1 m L O z a Iz v m v x M z —4 r z O -q M 0 0 ii O q 0 X 1' MIN. . all W . M 0 Z V) a, I 0 For. AMERICAN CANADIAN REAL ESTATE, INC. P.O. BOX 3280 KENT, WASHINGTON 98032 (253) 854 -7002 N N a O 6 4 0 n > CO Z MUM r I RE - a la -4 q ld rMrnl` No. I Dote Titl. =1 1 1 =1 ! i =1 1 t — =! I ICI ! i i^ rn r� OO O� a �D m v� z� >rn o� ' o� �Z �°O � =Z M 4 m m mZ m .1111. v 0(j) z =v �m m� .�rn Z W M ..j �D Z oZz � �O 0 zz (A mm i NO "r Z Z� o r mD 406Z M P. � �$ rn 51z Ckd. I APpr. Revision T.E.S.C. PLAN FOR KHAN 3 —LOT DEVELOPMENT MY OF 7UKWLA I01W 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE 'STANDARD SPECIFICATIONS FOR ROAD, BRIDW. AND MUNICIPAL CONSTRUCTION.` WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER. 1994 EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKW ILA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. R SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY' RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTW. THE CITY OF TUKWILAI ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECMTRUC71ON MEETING. 5- ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NEWLY COMPLETE. R IS THE SOLE REST 981UTY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UMMES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1 -60D- 424 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS. 6. CATCH BASIN - TYPE I - PER WSDOT/APWA STANDARD PLAN 0-1 OR ASSOCIATED SAND AND GRAVEL CB -15. OR EQUAL 7. CATCH BASIN - TYPE II - PER WSDOT/APWA STANDARD PLAN B-1E (48 -WCH I.D. OR 54 -INCH I.E. AS DESIGNATED) OR ASSOCIATED SAND AND GRAVEL CB -19. OR EQUAL. 8. UNIT COVERS AS DESIGNATED ARE WSDOT /APWA STANDARD. (PER STANDARD PLAN B -12). 9. ALL TYPE II CATCH BASINS SHWl HAVE LADDERS OR SAFETY STEPS PER WSDOT/APWA STANDARD PLAN B -12. 10. ALL CATCH BASIN FRAMES AND GRATES SHALL BE DUCTILE IRON PER WSDOT/APWA STANDARD PLAN B - u 11. ALL CATCH BASIN GRATES SHALL BE DEPRESSED 0.10 FEET BELOW PAVEMENT /CURB LEVEL 12. ALL OIL/WATER SEPARATOR CB GRATES SHALL BE OF THE ROUND SOUD LOCKING TYPE. 13. ALL STORK! DRAINAGE CONVEYA!'CE PIPE SHALL BE ONE OF THE FOLLOWING AS DESIGNATED. A HELICAL CORRUGATED ALUMINUM (OR ASPHALT- TREATED STEEL). MINIMUM 16 GAUGE OR GREATER AS SHOWN 2 2/3 -INCH x 1/2 -INCH CORRUGATION. WITH WATERTIGHT CONNECTING 8ANDS. B. CONCRETE, PER A.ST.M. C -14. CLASS IL NONREINFORCED BELL AND SPIGOT (WITH BELL FLUSH WITH C.B. WALL OF USED). WITH RUBBER GASKETS. C. P.V.C. CONFORMING TO A.S.T.M. 0 -3034 - SDR 35. D. PIPE MAY BE ANY OF THE ABOVE PROVIDED: 1) PIPE JOINTS MUST BE OF THE SAME MATERIALS. AND 2) WHERE A PIPE MATERUL IS SPECIFICKLY SHOWN ON THE PLAN. THAT MATERIAL MUST BE USED. E. MINIMUM PIPE COVER SHILL. BE 2.0 FEET. F. SMOOTH WALL SPIRAL RIB ALU NNNUM (OR ASPHALT- TREATED STEEL) PIPE. 16 GAUGE, W/34 -INCH 3/4 -INCH RIBS AT 7 -1/2 INCHES O.C. G. ADS TYPE N -12 HIGH-DENSITY POLYETHYLENE CORRUGATED PIPE WITH AN INTEGRALLY FORMED SMOOTH INTERIOR TO THE REQUIREMENTS OF AAS.H.T.O. M -294. 14. ALL PIPE BEDDING SHALL CONFORM TO WSDOT/APWA SECTION 9- 30.7(1)8 FOR ALUMINUM AND P.V.C. PIPE, AND SECTION 9- 30.7(1)A FOR CONCRETE PIPE ALL TRENCH BACKFILL SHALL BE COMPACTED TO 92 PERCENT MINIMUM DRY DENSITY PER AS T.M. 0- 1557 -70. 15. ALL PIPE SCULL BE LAUD ON A PROPERLY PREPARED FOUNDATION ACCORDING 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 THAT ENTIRE LENGTH OF THE PIPE WALL BE SUPPORTED ON A UNIFONLY DENSE .UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIRAIENTS FOR - GRAVEL BACKFILL FOR PIPE BEDDING,' THE FIRST LEFT OF PIPE BEDDING MAY BE OMITTED. PROVIDED THE MATERIAL IN THE BOTTOM THE TRENCH IS LOOSENED. REGRADED. A COMPACTED TO FORM A DENSE UNYIELDING BASE. 16. ALL BUILDING ROOF DRAM LOWNSPOUTS AND FOOTING DRAINS SHALL BE DIRECTLY CONNECTED TO THE MAIN SI7RM DRAINAGE CONVEYANCE SYSTEM THROUGH AN UNDERGROUND PIPE SYSTEM. ROOF DRAINS AND FOOTING DRAINS SHALL BE SEPARATE SYSTEMS AND SHALL BE CONSTRUCTED OF 6 -INCH (OR S- -INCH DIAMETER WHERE SHOWN) P.V.C. (RIGID. NONPERFORATED FOR ROOF DRAINS; PERFORATED FOR FOOTING DRAINS.) SUFFICIENT CLEMIOUTS AND SEWS SHALL BE IFWALLE0 SO THAT THE SYSTEM CAN BE EASILY MA E41NED. THE SYSTEM SHOWN HEREON IS SCHEMATIC ONLY. THE DR04A E /GRINDING CONTRACTOR OR LANDSCAPER MAY ALTER THE LAYOUT AS REQUIRED TO BETTER DRAIN THE SITE THE CONTRACTOR SHWl KEEP A DRONED RECORD OF THE LOCATION OF ALL PIPES AND CLE ANOUT5 AND SUBMIT SAME TO THE CITY. ENGINEER, AND OWNER UPON COMPLETION OF THE WIOF& 17. ALL ROOF AND F007M DRAINS SHALL BE :AC00 IN THE FIELD AND AD►IUS W AS NECESSARY TO AVOID IMPACTING THE EWTSING TREES DENOTED ON THE GRADING PLAN TO BE SAVED_ DRAIN LINES SHOULD BE LOCATED OUTSIDE THE DRP LIE OF TREES TO BE SAVED WHEREVER POSSIBLE 18. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRLKNED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WALL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY. 19. STRUCTURE'S SHALL NOT BE PERWTTEO WAIN 10 FEET OF THE SPRING LINE OF ANY STORY ORAD PIPE- 20 CONSTRUCTK)4 OF DENATERIiNG (GROUNDWATER) SYSTEM, E REQUIRED. SHALL BE IN ACCORDANCE WITH THE AP.WA STANDARD SPECIFICATIONS, SECTION 61 -302. 1981 EDITION. 21. PRIOR TO OCCUPANCY. THE PERMANENT SFM DRAINAGE SYSTEM MU% BE afANED oUr BY PUMANG. (00 NOT 'ir'YP OR DISPOSE INTO ANY OTHER STREAM, STORM SEINER„ OR SAIYTTARY SEWER SYSTEM.) 22. RP RAP ROCK FOR EROSION PROTECTION SHALL BE OF SOUK QINRRY ROCK PLACED TO A WQMUM DEPTH OF ONE (1) FOOT. ROCK AGGREGATE TO BE AS FOLLOW& 1/2 INCH - 2 INCHES - 10 PERCENT - 40 PERCENT 2 WHES - 4 I IC ES - 20 PERCENT - 40 PERCENT 4 INCHES - 8 INCH IM - 40 PERCENT - 70 PERCENT 23. TESTING OF ALL STORM SEWER PIPE WALL BE AT THE OPTION OF THE CITY OF TWRWILA 24. PITON PLAN AN:AiMMAY PPE OR PPE ARCH IS USED WHW R WILL BE IN CONTACT WITH CONCRETE OR CONCRETE PPE ALL AN.IAR" SURFACES IN CONTACT WAIF THE CONCRR W OR CONCRETE PPE SWILL 8E PAINTED VIM iW OWS OF PAW : THE ALUMINUM PPE TO BE PAINTED SHALL BE CLEANED WITH SOLVENT' TO REMOVE CONTANWAN) 3 AFTER CLF/NM OGN THE PPE SHALL BE PAIRED WITH 1M0 COAATS OF PAINT COWORiI 6 TO FEDERAL SPEWICAflON TT-P -645 (PRIIIAM PAW, ZINC CHR01 UL ALKYD VEHICLE.) 4 DETAILS LOCATED IN A PORMN OF THE NE 1/4 OF THE SE 1/4 OF SECTION 15, TOWNSHIP 23N, RANGE 4E, WILLAMETTE MERIDIAN TUKWI J C , LA, WASHINGTON STANDARD FRAME AND SOLD = c ; 21 3' . 12' SO IN IE= 122.50 2" COMPACTED DEPTH - CUISS 'B' AC. PAVEMENT 4 COMPACTED DEPTH CRUSHED- ROCK BASE COURSE (ALT. IS 3" ATB) f'•:I" _'.:: •• _" ':! E- E �r.'.I 1=.•1 : -!• _ II'" r 1 E r' 'T '_• ' '! :•' I N! !I'LL' '•'i! . : • r '�jl;!Lj e :!.��:�I': I.I� :::.Cal .!ilrj; jlE' V . i : "i II'' ! ! �' ;''' . I i'i i i I.l.il` 'I ` ! I• ! • ':1,•�.r, -I L.lia!Ii 1111) Iii. III Ilhi O C pJ 000 CO C ^ p obo p a 9 110 Op O G 12" SUBGRADE COMPACTED TO (MODIFIED PROCTOR DENSSM) REMOVABLE WATER -11GHT COUPUNG OF FLANGE PLATE WELDED TO ELBOW WITH ORIFICE AS SPECIFIED FLOW RESTRICTOR ELBOW DETAIL NOT TO SCALE .1 •.1 1 `1 } 1 M' 1 `1 1 1 1. IJ ]• � 1 ; a a 1 ! 11 ' • ► ' + • AL 1 -... ; 771 •. ►••.•• �. 7 7 1 1 1 1• r •. 1 PAVED ROAL SURFACE BOTTOM OF L ELEVATICN = MAX WS EL =1 RESTRICTOR � A! 0 ( PPE SUPPOR 3'x0.090 GAT; BOLTED OR 11 2" IN WALL ! MAX- T-O' 1 (w.m. ORE Sl CLFJA.'NOUT lu 8'DUA6 SHED GATE 0.5' DEAD 1 'L= 123.5 m w ) t 'fN1Iuni v- '1lV1'3(j)A1 FLOW RECTOR MISER WT TO SCALE F''OW Fain= 12' SD QtfT (SEE cums THIS S" n R -MVED C1Tr CF � l,`K1': to DETENTION VAULT DETAIL - PLAN SCARE. f = S PEFL%UT CE.ri a En t • FM P! W a. O J a� o J 0 a Ne U z Q N W CID Z 0) N �� Z X g 0 Z �oa� z�3 U W W Y a e r O v V N p �A i , rO 'i .- 0 ) Lai In le Y O 1 N E I •- a c 0 v CL CL �: _ T., Q � V X v a N 0 t F Z >- 2 R t: O N C X W 0 c = � 2 Q N Z� � c Olt (0 CO 04 1 I Z U 3�an z �Z 04 C4 ta ''�C ONOWNN .- l V � J � s � Z - 4 Ah,- a # cor� r e E 2 1 12 A I= _ Nr , - i EW.R£S 6-70-07 I - 6 'MAO • f � f STANDARD FRAME AND SOUD LOCKING LID PER KCRS DRWGS 2 -022 AND 2 -023. r. • ' d - ` • -_ MAX WS EL =127.5 �J _- 42' STANDARD FRAME AND SOLID L� LOCKING LID PER KCRS DRWGS 2 -022 AND 2 -021 t� BO 0M OF LID EL TION = 128.5 HANDHOLDS, STEPS OR LADDER PER KCRS DRWG 2 -011. TYP. 7' MIN. DEPTH DEAD STORAGE WS EL =123.5 C MIN. SED. STORA ;2� MAX SEDIMENT STORAGE EL =12 2.0 _ VAULT BOTTOM EL. = 121.50 (ALONG WALLS). 120.13 (ALONG FLOWLI FLOW RESTRICTOR DEVICE. > SEE DETAILS BELOW. 12' SO OUT TI E= 123.50 FLOOR GRATE OVER SUMP a• - -- -- -- - - 4' SO. SUMP NOTES: 2, TO 1. ALL FETAL PARTS MUST BE CORROSION RESISTANT. STEEL PARTS O RFICE MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT I OR BETTER.) ' f � S 2. PROVIDE WATER STOP AT ALL'CAST -IN -PLACE CONSTRUCTION JOINTS. PRECAST VAULTS SHALL HAVE APPROVED RUBBER GASKET SYSTEM. 3. VAULTS s 10' WIDE MUST USE REMOVABLE LIDS. 4. PREFABRICATED VAULT SECTIO14S MAY REOUIRE STRUCTURAL MODIFICATIONS TO SUPPORT 5x 10' OPENING OVER MAIN VAULT. DETENTION VAULT DETAIL - SECTION A -A SCALE: 1' = 2' PRIVATE ASPHALT PAVING SECTION NOT TO SCALE (PROVIDED IN GEOTECH Rc'PORT) 2" MIN . 4' LIVE STORAGE LOCKING LID PER KCRS i5 $ STANDARD FNtIME AND SOLID DRWGS 2-022 AND 2 -023. z °' LOCKING LID PER KCRS g ° ° DRAINS 2 -022 AND 2 -023. _ ° c = (4 � t` • o - M$ T ION F LI 28.5 a a g .. a V xx= 12' MAX WS EL =127.5 V _ x x x x x v ��v r M m • 11• I I xS<c��x � 4 a Cl ° O CD HANDHOLDS. STEPS OR `-� � N LADDER PER KCRS ORWG I 4' LIVE ; M ° ^ S 2-011, TIP. a 7' MIN. A A I STORAGE ° .r M N z° IEP><H FLOW RESTRiCTOR DEFACE (BEYnND). 1_ • SEE DETAILS BELOW. I` I 12. D DEAD STORAGE W EL =123.5 0 _ 12. SD - 6' MIN. STD. - - I IN -_, STORAGE EL.= 121.50 _ MAX SEDIME S TORAGE EL =12 a _ I I • 4' TO SUMP EL.= 120.13 I 4' TO SUMP BOTTOM a BOTTOM a ' • a 4' SQ. SUMP i I I !�' (BEYOND) I I ORIFICE I I IL_ - - - -__ L--- - - - - -- ---� DETENTION VAULT CROSS SECTION B -B SCALE: H". 1" = 2' . f 6 ' 12' LAIN 0 a 4 0 • 4. eo ... _..... __,...... _ .... __ ,r ` ,r•• •... ............. .... ...... _ ..... ....... ......_....•.; �� _.. 1......•...._.. .•......_..•....�......�.....• �... • • • r•, ,'r/ `� '�� %�; Ji,: Ut7,'M� ?7V`_.. ,..... -.. - .. J�- - t 60 • -- �'t-••._ _.- .I • � _ .' ,`� "•- �'� M 9r oo.twl _ a WON— � ,.. .._ _. ... _ ....- ... . 1 � 1 � � , �. -�. err .:.., j o � � •i � ... � ` 1 +'• i / /� y tea. � � � 1 / — iv / ; ~• ` }'w �, .rM -,+�', ,.: !:•till, /' �J / '� '• _�•" A =X � M1�1� / ' I � t ,. / ,• •• / � �, _ .r "— ^'- 1•�- r�'•�"�^ PW y j ,/ � j "i `.I±, r ,�, / (ti ('���tf�,i � __ �„ ~ Ci Mzz WON 1 .� 1 • t , r r � "�+w'�r�� ,1 _,,,,._, ..,._ �' '� r, w r .._ _ w ! _ •- _ .7�i 1, � ",,.• � � /+ •, 1 � \ ._.r.. ,r ,� 1 ,I ..t,l l,'1 ./ ' ' \ — ' w � r .+'� ..r .... ._.— .._... .....• ' _ ...! r _.. '• ". / � , 1 ', •.. „�..� ter,. —.. � �,. - -- - - - - -- - _ --------- - - - - -- - '1----- - - - - -- « PVC � r ' gj OD r.) — M -- — M �- t�Ti '� M --- - -- --- y t1 , ---------- --- ----------- ------- - - - - -- - - - - - -- cA 11 _ _......------ - - - - -» ___--- -• -tl- . ___ . _ .. » \ -- •— _ FR IZ Vi .n h L. rl f7 'I q C% �� rid •• ") �Vi C j j w `�Cd�ry)C.1 i�j r 1.5 1 r. t ri r r 1.4. @ n x F x x p =3� r � � � P a g E E Y w IC gi FR gig 2 P1 8 wo G3 S rn .0 tip co Mz I M; a a� a !Rill lalid lit FR ; sR SOMA rn IR IR, 5 2/3/06 MPG MPG 4 3/2/05 KIB MPG 3 10/22/04 TES MPG 2 7/19/04 TES MPG 1 15/7/041 KIB I HK Revision Job Number Designed J(IB_ Scale: For Trtl� 18215 72ND AVENUE SOUTH ' 11217 Q' .� KENT, WA 98032 Drown __XIB_ H orizontal AMERICAN CANADIAN REAL ESTATE, INC. WATER /SEWER CONNECTION PLAN (425)251 -6222 � (425)251 -8782 FAX Checked ..NP_G. 1 " -2a' P.O. BOX 3280 FOR oysG �= CIVIL E LAND PLANNING Approved _HP..G �A l KENT, WASHINGTON 98032 KHAN 3 —LOT DEVELOPMENT C5 �t tip' N Q �� SURVEYING, ENVIRONMENTAL SERVICES Date 10/28/_03 (253) 854 -7002 6 A NA E � . 1 rlr,: I IUUUs\ 1 )III / \I•n,ysv- onn.l\ 1 1:' F-7. Clwq oatn•/ I,rnc'• 0: Il) 20Zib 13:44 Stalc: 1=-20 dholstod Xrels: X1 121'lb,hol,1 121 7- GRO- STM,z11217- t,S_Kohn, D m CO m m n O z z m n ammi 0 z r D Z MPG UPDATED GRADING PER HOUSE'S ASSUILT. MPG REVISED PER CLIENT DIRECITON MPG REVISED DETENTION VAULT MPG REVISED HOUSES PER ARCHITECT MPG I REVISED PER CITY COMMENTS I • 41 e 1h r t J (J1 -+ . C) T o F 0. �i • 1 1 .0 o► I Q 0 n W °rti7 0 0 C0 C0 CO M 0 i 0 Z D D C0 M M CO S M M I 0 N .MO M A� N co N r M a o PROPERTY' ONE .•. .....:....:..:......: f .:: ,,:.. ;....., , ........................ .. . :::.r::. .......................... ••.•..................•.•.... ,':::.. :;;•.......• ;,...,.....I.....w..•.•. :••. ..... ........ .... ... ... ::' ..... ......• .. •. .,.•..•.. • ..... ......... ............ .. ... ... •... ..... .. ... .. ......•.•. ...... •... . I/\.•...•••...•..•..•w •. ...•...••.. ..• . ......r ........ .. ... ... .......... ..... . ... ... .. .. ...... • : . , y.14n,w.•, nY••.•1•. I .•,.p:. ..,•. •,••y.. .,.. Y.•. y • • • Y • • • • • • • ...w. • ' . /'Y•r • .. " ....... ............................... ::::: ....... j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� :..:.:.....::.:..:.... ;..:..........:...:.:.:.:..... .............:.:.:..;..:...... . . ............... : : : ::: : : : :: 5 ` EX. EDGE : OF PAVEMENT ; ......... ..... .. ........ ......... ...... .. .. . ......... ...... ... ......... . .... .. . * ....... ..... ... ......... . ..... ... ....... I ...... ...... ......... _ ............................ .. ....... . .......... .. ....... IV 'i .w& O! V o 9 b o 0 ftj "M 11pq j 2m� � Ic el l 4� ag RB e . a rn g in 10 oil 48� COPP ;F o C2 M n AV E co y rn e �Z� 5 2/3/06 MPG MPG 4 3/2/05 KIB MPG a d MPG 2 7/19/04 TES MPG 1 r"7 KIB I ...� BOX 3280 FOR t _ Approved . MPG . Vertica KENT, WASHINGTON 98032 4 i s W CML ENGINEERING, LAND PLANNING, :71 ; A t C6 _, 6 o PROPERTY' ONE .•. .....:....:..:......: f .:: ,,:.. ;....., , ........................ .. . :::.r::. .......................... ••.•..................•.•.... ,':::.. :;;•.......• ;,...,.....I.....w..•.•. :••. ..... ........ .... ... ... ::' ..... ......• .. •. .,.•..•.. • ..... ......... ............ .. ... ... •... ..... .. ... .. ......•.•. ...... •... . I/\.•...•••...•..•..•w •. ...•...••.. ..• . ......r ........ .. ... ... .......... ..... . ... ... .. .. ...... • : . , y.14n,w.•, nY••.•1•. I .•,.p:. ..,•. •,••y.. .,.. Y.•. y • • • Y • • • • • • • ...w. • ' . /'Y•r • .. " ....... ............................... ::::: ....... j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� :..:.:.....::.:..:.... ;..:..........:...:.:.:.:..... .............:.:.:..;..:...... . . ............... : : : ::: : : : :: 5 ` EX. EDGE : OF PAVEMENT ; ......... ..... .. ........ ......... ...... .. .. . ......... ...... ... ......... . .... .. . * ....... ..... ... ......... . ..... ... ....... I ...... ...... ......... _ ............................ .. ....... . .......... .. ....... IV 'i .w& O! V o 9 b o 0 ftj "M 11pq j 2m� � Ic el l 4� ag RB e . a rn g in 10 oil 48� COPP ;F o C2 M n AV E co y rn e �Z� 5 2/3/06 MPG MPG 4 3/2/05 KIB MPG 3 10/22/04 TES MPG 2 7/19/04 TES MPG 1 15/7/041 KIB I MPG No. I Date I By I Ckd. D O Z O �i m C0 0 O C0 C0 Cj) m n �A 0 Z MPG UPDATED GRADING PER HOUSE'S ASSUILT. MPG REVISED PER CLIENT DIRECTION MPG REVISED DETEMION VAULT MPG REVISED HOUSES PER ARCHITECT MPG I REVISED PER CITY COMMENTS vor. I Revision Nu" Job Number �� A �t�1 18215 72ND AVENUE SOUTH Designed —KID-. Scale: Scale: Title - 11217 t� KENT, WA 98032 Drawn _1518. Horizontal AMERICAN CANADIAN REAL ESTATE, INC. GRADING NOTES /CROSS SE011ON (425)251 -6222 ' '••' " (425)251 -8782 FAX Chock — 1:112 - G.. , 10-1 ' 1•10 BOX 3280 FOR `' 1% Approved . MPG . Vertica KENT, WASHINGTON 98032 KHAN 3 —LOT DEVELOPMENT s W CML ENGINEERING, LAND PLANNING, 1 •,s C6 _, 6 N O% %t SURVEYING, ENVIRONMENTAL SERVICES 'NQ e � Dote 1.0/28/ o3 C/L , 8 [lots\ /11m•\• 0;'/ 10/2006 13 :42 Scale: 1 - 10 dholstad Xre(s: z 1 1217b,hol, PF LI File: D05 -0069 35mm Drawing #1 0 - -'N I I 1 LEGEN ' B -1 BORING NUMBER AND APPROXIMATE LOCATION NOTE: . SITE PLAN IS BASED ON LOT SURVEY AND TOPOGRAPHIC SURVEY BY CRONES & ASSOCIATES (DATED DECEMBER, 2000) C1 n073 V 7M7 0 3 0 60 SCALE IN FEET LSI ADAPT 800 Maynard Avenue S., Suite 403 Seattle, Washington 98134 • Ph 206.654.7045 Fax 206.654.7048 I III�III�:,i.l�i.11.l .III.LI�I IIIII�I IILTI�4tl I! I l)I Inch vas 1I r I, :.�,2I . I I� I I F r 1` vY ' r Q 6 � � i E� Z Ib 9 I �i xluiV71u�1 i IIILIII�IIIIILILll .11aLLIIIIIIIIII II �',' i.l�.11 V I I I LLLIJ_l!_IJ, I I_LLI IJ LI_LI I L I LLI I I I I _LI I I J I I Il .... II (I�ILI IILLIL� IlIILIII�I,I:II ILII�lill £ II I f ill IIILI�I IIII11 I IIII FIGURE 2 - Site & -Exploration Plan Project : Hellwig's Addition Lots 1, 2 & 149 Location :13821 Macadam Road South Tukwila, Washington 98168 Client : AIA International Development Date : 05/23/01 Job # :S— WA- 01 -6267—