Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D05-016 - NORMED - RETAINING WALL
NORMED 4310 S 131 PL CANCELLED DOS -016 I Cit G. r T ukwila ' Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: ci.tmbvila.wa.us DEVELOPMENT PERMIT Parcel No.: 7349200055 Permit Number: Address: 4310 S 131 PL TUKW Issue Date: Suite No: Permit Expires On: Tenant: Name: NORMED Address: 4310 S 131 PL, TUKWILA, WA Owner: Steve Lancaster, Director DOS -016 09/20/2005 03/19/2006 Name: NORMED SHAW PTN Phone: Address: PO BOX 3644, SEATTLE WA Contact Person: Name: DAVID KEHLE Phone: 206 433 -8997 Address: 12720 GATEWAY DR, SUITE 116, TUKWILA WA Contractor: Name: INTERWEST DEVELOPMENT N W INC Phone: 253 939 -9787 Address: 1425 22ND ST NW, STE E, AUBURN WA Contractor License No: INTERDNO88KH Expiration Date: 01 /04/2006 DESCRIPTION OF WORK: INSTALLING APPROXIMATELY 700 LINEAR FEET OF 6 FOOT HIGH "LOCK - BLOCK" RETAINING WALL ABIVE A 2:1 CUT. WALL INSTALLATION ALONG 42ND AVE SOUTH AND s. 131ST PLACE WILL RETAIN PUBLIC RIGHT -OF -WAY AND FRONTAGE IMPROVEMENTS ASSOCIATED D04 -415. WORK IN MACADAM RD S (42nd Av S) IS NOT APPROVED UNDER THIS PERMIT. Value of Construction: Type of Fire Protection: Type of Construction: $42,000.00 Fees Collected: $1,155,90 International Building Code Edition: 2003 Occupancy per IBC: 0026 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: N Non - Profit: N ZZ Q w LY UO. Cl) o J = H. W O. J' CO)a H W. Z �. E- O Z�_ D p' �O N' C3ff = w. LL' O Z U co) , O Z i doc: IBC- Permit D05 -016 Printed: 09 -20 -2005 Cit d�Tukwila Y Steven M. Mullet, Mayor Department of Commuitity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Far.: 206 - 431 -3665 Web site: ci.tukwila.wa.us Water Main Extension: N Private: Water Meter: N * *continued on next page ** Steve Lancaster, Director Public: IJ City 0A 'Tukwila Steven M. Mullet, Mayor o/ y Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 O Tukwila, Washington 98188 Phone: 206 - 431 -3670 1908 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.:rs i Permit Number: D05 -016 i Issue Date: 09/20/2005 Permit Expires On: 03/19/2006 ,Permit Center Authorized Signature: (( S Date: I hereby certify that I have read and amin d 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 u ion or the performance of work. I am authorized to sign and obtain this development permit. Signatur Ala. a•Gc,o Date: 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. doc: IBC- Permit D05 -016 Printed: 09 -20 -2005 t*' A SI City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: Address: Suite No: Tenant: 7349200055 4310 S 131 PL TUKW NORMED Permit Number: Status: Applied Date: Issue Date: DOS -016 ISSUED 01/14/2005 09/20/2005 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: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: 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. 7: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 8: 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. 9: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 10: The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 11: Contractor shall notify Public Works Utility Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 12: Work in MACADAM RD S (42nd Av S) requires a TYPE C PERMIT. 13: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 14: ** *FIRE DEPARTMENT CONDITIONS * ** doc: Conditions D05 -016 Printed: 09 -20 -2005 :z.y. :.:v.J.:.tiu.'..y.+�Jt'« n:�«: +cin; .v u:: riawvSuL�..:' l:- i.:.wi'i,ti.w.;.4<:,..r..i..s .... t�2ut:. wm.': c+..: :wl:isi+.1::J.a+.1:3w�G.wtiklUC. r1ta:. I."+ uat. nrkC :iC+iw.a &u'r- a:.�ta:o-A,;,a•... �+..r4..v. z Z '~ w �D UO � CO) J f.- WO J LL Q N d =w • z �. F- O z H 5 �o O N. o iF- w U. z ui CO U O z I 1 ' � . City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 15: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 16: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" diameter) filled with concrete or concrete (minimum 8 diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3 -3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4 -foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 17: These plans were reviewed by Inspector 510. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 18: Any cyclone fencing shall use slats (either green or black) for screening in addition to the landscaping. 19: Prior to requesting landscaping final inspection, applicant must provide a completed Landscape Declaration and Checklist to Planning Department. * *continued on next page ** doc: Conditions D05 -016 Printed: 09 -20 -2005 Z zi �M u� D JU U O �o rn w U i_ H 52 LL,. W O. J (0 >> Z CY, �.. w Z f.. Z O w 2 D`. U 10 N` w W. o UCf D H Z 7 - City of T k ' la u cal 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. t 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. ( S Y Signatu D ate: �Q 4 doc: Conditions D05 -016 Printed: 09 -20 -2005 Gt�G1 CITY OF TUKWILA Community Development Department Public Works Department Permit Center isoe 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Permit No. Mechanical Permit No. Public Works Permit No. ,. Project No. wo ce um on Applications and plans must be complete in order to be acre tad for lan review. Applications wil not be accepted through th mail r b fax. * *Please Print ** SITE'I.00ATION King Co Assessor's Tax No. � = j , ski Site Address- Suite Number: Floor: Tenant Name: New Tenant: ......Yes []..No Property Owners Name: ^ hfE Mailing Address • ��✓ Sfi t't. • �� ; W E?. LVA� City State Zip CONTACT. TERSON ' Day Telephone:`_FAVV��A&129M [ GENERAL CONTRACTOR INFORMATION - (Mechanical Co ntractor Information on back page) Company Name: 94 1 f'1 4- Y Ll L �'fA01-ru (':f pt,/ 4 1--) V • l I 1 L - p� Mailing Address: I L25 ' ZZ A C1 �T7 KI (A � U 1 k E. A�i� I lli A / bX 'r ^ � City State Zip Contact Person: VI d A / l Day Telephone: E -Mail Address U �-2 h t-C� (� �� ,Qf(.VC,h . am Fax Number: -A D Contractor Registration Number: N T E2 pl Ba K-4 Expiration Date: * *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 stam ped b Arc hitect of Record Company Mailing A a Contact Person: VJV Vr-' fXT VW E -Mail Address A K) eh k e d 4sel%Wg rc W Gv wt W II UvIi 6 I� /ILk6a City State Zip Day Telephone:� 1, Fax Number: *20 - l�l D- O ENGINEER OF. RECORD,- All plans must be wet stamped by Engineer of Record 1 Company Name: I p Mailing Address City state Zip Contact Person: f W Day Telephone• fS " E -Mail Address Fax Number: �' • *0ic"om\pcamit x*catioo (7.2004) Pane 1 s - -- Z ;= z �W �U UO N C0 LL1 J = H C0 U. WD �_j L? = W �o Z 1— w U� 131-- WW LL O 111 Z U= O Z BUILDING; PERMT INFORA.TION 206431-3670 Valuation of Project (contractor's bid price): $ !A?ej = Existing Building Valuation: $ WV e"' Scope of Work (please provide detailed information): ( ._ - 1C-_1r- Oa V H1618 ` ' top �. Will there be new rack storage? []..Yes ` 4..No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DMSION: Single - family building footprint (area of the foundation of all strictures, plus any decks over 18 inches and overhangs greater then 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): �i ° 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 0 .. No If "yes ", explain: FIRE PROT .CTION/HA .AR_DOUS MATERI ❑ ... Sprinklers ❑..Automatic Fire Alarm E] ... ❑... 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 8-1 x II paper indicating quantities and Material Safety Data Sheets. �a lcaon *nWl application (7.2014) Page 2 Z il-- Z a Q , W W� JU UO (n U. W =, J F- N LL• W O; LL Q = C� W. Z t— H O W ~ W. �p �O N W W U LL 0: Z ll! U CO) Z Existinst Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 Floor. 2 Floor 37 Floor Floors thru Basement Accessory Structure* . Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DMSION: Single - family building footprint (area of the foundation of all strictures, plus any decks over 18 inches and overhangs greater then 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): �i ° 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 0 .. No If "yes ", explain: FIRE PROT .CTION/HA .AR_DOUS MATERI ❑ ... Sprinklers ❑..Automatic Fire Alarm E] ... ❑... 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 8-1 x II paper indicating quantities and Material Safety Data Sheets. �a lcaon *nWl application (7.2014) Page 2 Z il-- Z a Q , W W� JU UO (n U. W =, J F- N LL• W O; LL Q = C� W. Z t— H O W ~ W. �p �O N W W U LL 0: Z ll! U CO) Z MECE AMCAL: PERNIIT INFORMATION - 206.4313670 Of 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): Indicate type of mechanical work being installed and the quantity below: Unit Type: Oty Unit Type: Qty Residential: New .....❑ Replacement ..... ❑ Commercial: New .....❑ Replacement .....❑ Fuel ])IM Electric ...... ❑ Gas ..... Other. Indicate type of mechanical work being installed and the quantity below: Unit Type: Oty Unit Type: Qty Unit Type: Qty Boiler/Compressor: Qty Furnace<100K BTU Air Handling Unit >10,000 CFM Fire Damper 0-3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP /1,750,000 BTU Appliance Vent Hood Water Heater 50+ HP /1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind I Other Mechanical I Equipment PERM[T;APPhICA - IONNOTES Applicable to all.per"*b in this >wpplication 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 E51441JAY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING NE UT ORIZED AGENT: Signature: Date• 1440 Print Name: Mailing Ad( - ;.41 KU IrW r /VIVA/ Wr•• 'V1� City State Zip Date Application Accepted: Date Application Expi s: Staff Initials: tJ- /`f-0S' 1aWicalioma pamit application (7.2004) Paae 4 Z �Z W J U' UO N -J_ H Cf) LL WO J' LL j cl)d = W Z� t— O Z H LU W U� O - O 1— W W F=— H LL O •• Z W U= O Z �� 12720 GATEWAY DRIVE, SUITE 116 • SEATTLE, WASHINGTON 98168 (206) 433 -8997 FAX: 246 -8369 ' dkehle @ swmw oM dKtWear6 • com ., nn TO hL1, � J /A - '- 06 WE ARE SENDING YOU Attached ❑ Under separate cover via ❑ Shop drawings ❑ Prints ❑ Plans ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 0 C Chi Y THESE ARE TRANSMITTED as checked below: ❑ For review ❑ Reviewed as submitted For your use El Reviewed as noted As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FOR BIDS DUE 20 REMARKS A ., CrIY OF TUKW DEC 0 7 2005 COPY TO ❑ PRINTS RETURNED AFTER LOAN TO US ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ Samples the following items: ❑ Specifications Q 4j J" a-O-J- .Q,O SIGNED: a Z Z J U '. 0 0 CO) 0' w =- NLL W� 9 :. LL Q. 2 Co H W. �O w w U o O N WW C Y u. O: W Z. N� O z 0 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 7349200055 Permit Number: D05 -016 Address: 4310 S 131 PL TUKW Status: ISSUED Suite No: Applied Date: 01/14/2005 Applicant: NORMED Issue Date: 09/20/2005 Receipt No.: R05 -01753 Payment Amount: 2,000.00 Initials:. LAW Payment Date: 12/07/2005 02:04 PM User ID: 1630 Balance: $0.00 Payee: NORMED SHAW PARTNERSHIP TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 0934 2,000.00 ACCOUNT ITEM LIST: Description, Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PW PEER REVIEW 000/13.532.200.4 2,000.00 Total: 2,000.00 0012 :1 2 /07 `7.16 T0'1'11.. " {)t?0.0 ;? doc: Receipt Printed: 12 -07 -2005 H �g r9�s Ci of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 7349200055 Permit Number DOS -016 Address: 4310 S 131 PL TUKW Status: PENDING Suite No: Applied Date: 01/14/2005 Applicant: NORMED Issue Date: Receipt No.: R05 -01394 Payment Amount: 702.32 r' Initials: JEM Payment Date: 09/20/2005 01:39 PM .2 User ID: 1165 Balance: $0.00 Payee: NORMED SHAW PARTNERSHIP TRANSACTION LIST: Type Method Description Amount Payment Check 913 702.32 { ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - .NONRES 000/322.100 697.82 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 702.32 7393 09/20 9716 TOTAL 45844.03 doc: Receipt Printed: 09 -20 -2005 Z Z UJ J0. 00 , moo. ca w; w =. CO) U. W 0 ' LL ¢ N_� ul Z r•-: Z R " �_. �p O N; ;w w _ U N' H � O Z f City of Tukwila race 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT i z Z U Oi W W C0 LL w O'. J. (L Q, co) d H X. ~ O z �- W. U� ;O Go tD 1--i W W; u- ~O, �O ~y . Parcel No.: 7349200055 Permit Number D05 -016 Address: 4310 S 131 PL TUKW Status: PENDING Suite No: Applied Date: 01/14/2005 Applicant: NORMED Issue Date: Receipt No.: R05 -00055 Initials: SKS User ID: 1165 Payment Amount: Payment Date: Balance: 453.58 01/14/2005 10:55 AM $702.32 Payee: DAVID E. KEHLE, ARCHITECT TRANSACTION LIST: Type Method Description Amount Payment Check 16614 453.58 ACCOUNT ITEM LIST: Description. Account Code Current Pmts PLAN CHECK - NONRES 000/345.830 453.58 Total: 453.58 TOTAL 45 3 8 doc: Receipt Printed: 01 -14 -2005 r I- g-1- x O `�, x--s - e � OO � 3L- < 770H -047-11 ... ... ------------- .__ .___.__._.m_______..____.____ -_ _.- ____..- _. - - -_ -_ --- ___________.__.____ -. -- ____ _._ . __. - -_ . ._ The plan indicates the Lock-Block wall will have a maximum'height of six feet, and will be constructed near the top of the western slope,"with the wall face generally located about 15 -feet from the western property margin. Finished grades above and below the wall are shown at an inclination of 2:1(Horizontal: Vertical). i The soils we observed in test pits excavated on the western slope consist of fill overlying medium dense to dense silty sand and sandy silt. As discussed in Section 4.4 of the referenced geotechnical report, these soils are classified as Type C soils based on current Occupational Safety and Health Administration (OSHA) regulations. Temporary excavations in Type C soils should be laid back to an inclination of 1.5:1 or flatter. i 12525 Willows Road, Suite 101, Kirkland, Washington 98034 ' Phone (425) 821 -7777 a Fax (425) 821 A334 N o zm&i T �' . ,rte ` ..r TERRA ASSOCIATES, Inc. �„ ► • Consultants in Geotechnical Engineering; Geology and Environmental Earth Sciences PERMANENT. FILE COPY Z W' �D. 1 uKVILA September 12, 2005 ORK U CO) w PUBWO Project No. T 5613 J � W O _. Mr. Larry Shaw J NorMed -Shaw Partnership N P.O. 'Box 3644 = CY Seattle, Washington' 981243644 W _ Subject: Retaining Wall Grading Review z �. NorMed Warehouse >; • Tukwila; Washington v o' O ( References: 1. Geotechnical Report, NorMed -Shaw Building, Project No. T- 5.613, prepared by Terra o �- i Associates, Inc.,. dated November 17, 2004 W W 2. Letter, Lock-Block Retaining Wall Design, NorMed Warehouse, Project No. T -5613, prepared �U by Terra Associates, hie., dated November 30, 2004 LL Z, W U N< Dear' Mr. Shaw: z As requested by W. David Kehle of David Kehle Architects, 'we reviewed a plan titled Grading Plan for Wetland Mitigation by Others, for NorMed Warehouse by Barghausen Consulting Engineers, Inc., dated October 13, 2004 (latest revision -September 9, 2005 ) sho wing the location of the proposed Lock -Block retaining wall and proposed grading along the western margin of the site. The purpose of our review was to determine if temporary open -cut excavations that will be required for wall construction can be made without encroaching into the adjacent right -of- way for MacAdam Road. ; The plan indicates the Lock-Block wall will have a maximum'height of six feet, and will be constructed near the top of the western slope,"with the wall face generally located about 15 -feet from the western property margin. Finished grades above and below the wall are shown at an inclination of 2:1(Horizontal: Vertical). i The soils we observed in test pits excavated on the western slope consist of fill overlying medium dense to dense silty sand and sandy silt. As discussed in Section 4.4 of the referenced geotechnical report, these soils are classified as Type C soils based on current Occupational Safety and Health Administration (OSHA) regulations. Temporary excavations in Type C soils should be laid back to an inclination of 1.5:1 or flatter. i 12525 Willows Road, Suite 101, Kirkland, Washington 98034 ' Phone (425) 821 -7777 a Fax (425) 821 A334 N o zm&i T �' . ,rte ` i Mr. Larry Shaw September 12, 2005 Haled on our ' review of the • proposed wall location and grading infonhation, and considering the geometry discussed above, it does not appear. that wall construction can be completed using open-cut methods without extending ofd site and into the right - of - way by as much as 27 feet. - If a temporary construction easement cannot be' obtained, construction of the wall as cuirently proposed will require temporary shoring along the western aide of the wall excavation. We trust that this • information meets your current needs. If you have any questions or require any additional i information, please call. O s.s Sincerely yours, q TERRA ASSOCIATES, INC. John C. Sadler, L.E.G., L.H.G. �$ 'Project Manager 4 cc: W. David Kehle, David Kehle Architects .JO 6- SADLER E 1 Project No. T -5613 Page No. 2 014A ( n u 0 ,r may "''ryo CNG%t4lf L. Jill Mosqueda, P.E. City of Tukwila Public Works Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Response to Public Works Project Review No. 2 Normed Warehouse 4310 South 131st Place, Tukwila, Washington Permit No. D05 -016 — Retaining Walls Our Job No. 6719 Dear Jill: RECEIVED SEP t 5 z0o5 TUKVVILA PUBLIC WORKS Attached herewith are the revised retaining wall plans as part of the civil plan set, which has previously been submitted and is now in for a third review. Please refer to the submittal for Permit No. D04 -415 for the number of plans and the full submittal for this third review. The following outline provides each of the comments in your letter dated August 20, 2005 in italics exactly as written, along with a narrative response describing how each comment was addressed: 1. PW issues a Type C permit as part of the building permit. For the Type C permit, PW collects a base application: and plan review fee when the application is submitted. The fee pays for two reviews. Public Works charges for additional reviews. Response: We acknowledge receipt of this comment. 2. The plans show the wall footing extending into the right -of- -way. Generally, the City does not allow private property in the right -of -way. Public Works is very interested to know how the wall will be constructed without undermining 42nd Avenue South (Macadam Rd. S.) In order to construct the wall with the footing extending into the right -o f -way, the structural engineer and the civil engineer must provide compelling justification for extending into the right -of -way to Jim Morrow, Public Works Director, for approval. The compelling justification SHALL include a detailed description of how the wall will be constructed. This description SHALL include sequencing, access locations, type and location of equipment, stockpile areas, traffic control, method to compact the structural fill behind the wall and all other elements pertinent to the wall construction. The request must include a letter from the geotechnical engineer that approves the construction sequence and methods. { If Mr. Morrow approves the request, then Normed -Shaw must complete an encroachment agreement prepared by the City's attorney. Response: We have revised our retaining wall plans to move the retaining wall footing outside of the right -of- -way line of Macadam Road South, also known as 42nd Avenue South. 1 2 72ND AVEN SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX BRANCH OFFICES ♦ OLYMPIA, WA ♦ TEMECULA, CA ♦ WALNUT CREEK, CA www.barghausen.com CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES September 12, 2005 a Z ,F_ W u6 IX D UO rn D CO) = to LL , W Q. �D = �w z~ HO z F_ w U� 0 D F—. W W. LL. O z U =; O z L. Jill Mosqueda, P.E. City of Tukwila Public Works Department -2- September 12, 2005 3. IF you choose to move the wall to meet set backs per the Building Department comments, please provide construction information including sequencing, access locations, type and location of equipment, stockpile areas, traffic control, method to compact the structural fill behind the wall and all other elements pertinent to the wall construction. Response: The geotechnical engineer as well as the contractor selected for this project will provide information concerning sequencing, access locations, type and location of equipment, stockpile areas, traffic control, method to compact the structural fill behind the wall, and address all other required pertinent elements to the wall construction. 4. In either case, provide a letter from the geotechnical engineer that approves the construction sequence and methods. Response: Once the contractor prepares his plan for the construction sequence and methods to use for constructing the wall, the geotechnical engineer will write an approval letter concerning the construction sequence and methods. We trust this meets the requirements of your review comments. Should you have any questions, please do not hesitate to call. Respec ully, Ali Sadr, P.E. Senior Project Manager AS /dm .6719c.014.doc enc-. As Noted cc: Larry Shaw, Normed j Jake P. Jacobs, Barghausen Consulting Engineers, Inc. {l z �w J (U U N o to W ., J U) LL ,uJ O LL CO) = W O ; z ~` D p' O CO) w LI J 0; W Z (U N . O z r L. Jill Mosqueda, P.E. City of Tukwila Public Works Department -2- September 12, 2005 3. IF you choose to move the wall to meet set backs per the Building Department comments, please provide construction information including sequencing, access locations, type and location of equipment, stockpile areas, traffic control, method to compact the structural fill behind the wall and all other elements pertinent to the wall construction. Response: The geotechnical engineer as well as the contractor selected for this project will provide information concerning sequencing, access locations, type and location of equipment, stockpile areas, traffic control, method to compact the structural fill behind the wall, and address all other required pertinent elements to the wall construction. 4. In either case, provide a letter from the geotechnical engineer that approves the construction sequence and methods. Response: Once the contractor prepares his plan for the construction sequence and methods to use for constructing the wall, the geotechnical engineer will write an approval letter concerning the construction sequence and methods. We trust this meets the requirements of your review comments. Should you have any questions, please do not hesitate to call. Respec ully, Ali Sadr, P.E. Senior Project Manager AS /dm .6719c.014.doc enc-. As Noted cc: Larry Shaw, Normed j Jake P. Jacobs, Barghausen Consulting Engineers, Inc. {l z �w J (U U N o to W ., J U) LL ,uJ O LL CO) = W O ; z ~` D p' O CO) w LI J 0; W Z (U N . O z clean, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or OR fine gravel to protect it from damage during construction and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting in uniform curing of the slab and can actually serve as a water supply for moisture bleeding through the slab and affecting floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and th layer cannot be effectively drained. Page No. 9 : Z Z J UO UD CO) LU J = H CO W w O LLQ CJ) = E- _ Z�_ zo W LU � o U O N 0 H. w O. ui Z U= O f- Z ..._...aer..a..r�v... _tr:l.�t.��:CAy.'.... rn.. :..... ... ....r.. _...� .. .. ... .. ... r .. .. -. _ _. . November 17, 2004 Project No. T -5613 4.3 Building Preload We recommend preloading the building area to limit building and floor slab settlements to tolerable levels. For this procedure, we recommend placing structural fill in the building area to the design subgrade elevations and then surcharging the building area with surcharge fill totaling three feet in thickness. Building construction is then delayed until settlements under the preload fill have occurred. The preload fill should extend a minimum of five feet beyond the building perimeters and then slope down at an inclination of 1:1. The exception to this is on the northwestern side of the planned building where the proposed stormwater detention vault will be located. To reduce the potential for settlements between the building and the vault, the surcharge fill on this side of the building should extend at least five feet beyond the southeastern perimeter of the vault, approximately 17 feet from the northwestern perimeter of the building. We estimate total settlements under the building fill will be in the range of five to eight inches. These settlements are expected to occur in about four to six weeks following full application of the preload fill. To verify the amount of settlement and the time rate of movement, the preload program should be monitored by installing settlement markers. The settlement markers should be installed on the existing grade prior to placing any building or preload fills. Once installed, elevations of both the fill height and marker should be taken daily until the full height of the preload is in place. Once fully preloaded, readings should continue weekly until the anticipated settlements have occurred. It is critical that the grading contractor recognize the importance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. It is difficult, if not impossible, to evaluate the progress of the preload program if the markers are damaged or destroyed by construction equipment. As a result, it may be necessary to install new markers and extend the surcharging time period in order to ensure that settlements have ceased and building construction can begin. We expect that the surcharge fill removed from the building area will be re -used as fill around the building. We recommend that this fill be placed first in parking lot areas to allow additional settlements to occur that will further reduce the potential for settlement beneath parking lot utilities. Following the successful completion of the preload program, with foundations designed as recommended in the following Foundation section (Section 4.5 of this report), maximum total and differential post - construction settlements following full -load application are estimated at one inch, and one -half inch, respectively. 4.4 Excavations All excavations at the site associated with confined spaces, such as utility trenches, must be completed in inclination of 1.5:1. If there is insufficient room to complete the excavations in this manner, or if excavations greater than 20 feet deep are planned, the use of temporary shoring to support the excavations will be required. During our site explorations, we observed caving of the test pit sidewalls in several of the test pits excavated in the planned building area. Page No. 7 Z Z w. 00. moo. C0 J F- 00 L w O U. N D = CJ F _ w Z �O Z �- UJ U� 0 C h- w w LL O w z CO Z November 17, 2004 Project No. T -5613 Groundwater seepage should be expected in excavations made in the planned building area, particularly during the winter season. The volume of water and rate of flow into the excavation will be dependant on the excavation depth below the seepage elevation. Excavations that extend only one to two feet below the seepage level can likely be dewatered using conventional sump pumping procedures, along with a system of collection trenches, if necessary. Deeper excavations may require predraining the excavation site using well points or deeper pumped wells. The contractor must be prepared to dewater the excavations, as required, to maintain excavation stability I and relatively dry working conditions. Groundwater levels in our site explorations excavated in the planned building area generally occurred below a depth of about three feet, or about Elev. 9.0 in Test Pit TP -1, located near the western end of the proposed Page No. 8 z 3: UO U) o CO a �_ V) LL W O LL = d, �W z� F- O z F_ 2 W DC) O CO O I-. W W. �U W �. id ii U CO ; O z VtA .� C of Tukwila Me Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS z Parcel No.: 7349200055 Permit Number DOS -016 w Address: 4310 S 131 PL TUKW Status: ISSUED Suite No: Applied Date: 01/14/2005 O Tenant: NORMED Issue Date: 09/20/2005 c1 Co p UJ J 1: ** *BUILDING DEPARTMENT CONDITIONS * ** N U. w 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the ' � J Building Official. U. 'ob co) 0 3: All ermits inspection records and a roved lans shall be at the site and available to the ins ectors rior to P P PP P J P P w start of any construction. These documents shall be maintained and made available until final inspection approval is granted. p, w U J 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first v co building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 0— S: A final report documenting required special inspections and correction of any discrepancies noted in the inspections UJI v. shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special — inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection z' approval. v �. 6: All construction shall be done in conformance with the approved plans and the requirements of the International ~ Z Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7 All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 8: 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. 9: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 10: The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 11: Contractor shall notify Public Works Utility Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 12: Work in MACADAM RD S (42nd Av S) requires a TYPE C PERMIT. 13: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 0 14: ** *FIRE DEPARTMENT CONDITIONS * ** doc: Conditions D05 -016 Printed: 09.20 -2005 N� ••• N...N.wM. M 1908 City of T ukwila Steven M. Mullet, Mayor 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.: 7349200055 Address: 4310 S 131 PL TUKW Suite No: Permit Number: Issue Date: Permit Expires On: Steve Lancaster, Director DOS -016 09/20/2005 03/19/2006 Tenant: Name: NORMED Address: 4310 S 131 PL, TUKWILA, WA Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: Contractoi NORMED SHAW PTN PO BOX 3644, SEATTLE WA DAVID KEHLE 12720 GATEWAY DR, SUITE 116, TUKWILA WA INTERWEST DEVELOPMENT N W INC 1425 22ND ST NW, STE E, AUBURN WA - License No: INTERDNO88KH Phone: Phone: 206 433 -8997 Phone: 253 939 -9787 Expiration Date: 01 /04/2006 DESCRIPTION OF WORK: INSTALLING APPROXIMATELY 700 LINEAR FEET OF 6 FOOT HIGH "LOCK - BLOCK" RETAINING WALL ABIVE A 2:1 CUT. WALL INSTALLATION ALONG 42ND AVE SOUTH AND s. 131ST PLACE WILL RETAIN PUBLIC RIGHT -OF -WAY AND FRONTAGE IMPROVEMENTS ASSOCIATED D04 -415. WORK IN MACADAM RD S (42nd Av S) IS NOT APPROVED UNDER THIS PERMIT. Value of Construction: Type of Fire Protection: Type of Construction: $42,000.00 Fees Collected: $1,155.90 International Building Code Edition: 2003 Occupancy per IBC: 0026 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N i 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 Z F w . W W W� UO (0) 0` Co Lu J H ca LL ; 0 2 I LL Q DM s CY LU Z � 0 U� !O �, to w. u. ~O _ O F " Z doc: IBC - Permit 005 -016 Printed: 10 -04 -2005 � TERRA ASSOCIATES Inc. ��R�,•,. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences F Y ivIin l F COVE November 30, 2004 Project No. T -5613 SEA 19 � p05 Mr. Larry Shaw RECEIVED NorMed -Shaw Partnership �f �'u W1�a CITY OF TUKWIL4 P.O. Box 3644. city ON Seattle, Washington 98124 - 3644 .11. 2005 Subject: Lock -Block Retaining Wall Design PERMIT CENTER NorMed Warehouse Tukwila, Washington Reference: Geotechnical Report, NorMed -Shaw Building, 4310 South 131st Place Tukwila, Washington, Project No. T -5613, prepared byTerra Associates, Inc., dated November 17, 2004 Dear Mr. Shaw: A requested by Barghausen Consulting Engineers, we have completed a design for a Lock -Block gravity retaining wall at the subject project. The retaining wall is located along the west property line, adjacent the east side of 42nd Avenue South. The wall will be constructed in conjunction with wetland mitigation, and is shown on Civil Sheets C -7 and C -8 prepared by Barghausen Consulting Engineers, dated October 13, 2004. The wall will have a maximum I exposed height of six feet and be constructed along the top of a 2:1 (Horizontal:Vertical) cut slope. Grading for this slope is discussed in Section 4.2 of the referenced geotechnical report. The grade behind the wall will be horizontal along the northern portion of the wall, with a 2:1 backslope, graded behind the wall along the wall's southern section. A recommended construction detail for the maximum six -foot high exposed wall face is shown on the attached figure. Wall stability calculations are also attached for building official review. Note, that with a 2:1 front slope grade, the base block for the wall must bear at a minimum depth of 2 '/z feet below the grade, adjacent the toe of the wall. Structural backfill should be placed in accordance with recommendations as outlined in Section 4.2 of the referenced report. E)C)5OP614 I � A 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821 -7777 • Fax (425) 821 -4334 Z Z. Q W' WD UQ CO W = CO 0. w IE LL ac N� = Co. �w z H- H- O Z F-: LLJ W , U � WW HU LL p. 11 Z 1 . U =; O F.. Z I J O C11 O O O1 wan ueometry Enter Wall Height (Hw): 8.50 Enter Depth of Wail Below Front Grade (Dw): 0.00 Enter Wall Backslope Angle (degrees): 0.00 Enter Height of Slope Above Top of Wall: 0.00 Enter Horizontal Distance Beyond Slope Crest: 40.00 Enter Slope Angle in Front of Wall (degrees): 26.56 Enter Height of Slope Below Wall (Hb): 20.00 Distance From Back of Wall to Beginning of Surcharge: 0.00 Horizontal Extent of Surcharge: 10.00 Surcharge Magnitude (psf): 250.00 Enter Block or Gabion Height (feet) 2.50 Enter Block or Gabion Depth (feet) 2.50 Enter Unit weight of block (pcf) 145.00 Number of Units in Wall Height 3.40 Number of Units in Wall Depth 2.00 Base Width (feet) 5.00 Height of First Back Column (feet) 2.50 Height of Second Back Column (feet) 0.00 Height of Third Back Column (feet) 0.00 Enter Wall Batter (degrees) 7.13 x- component 0.12 Y- component 0.99 Wall Stability Summary Sliding Safety Factor = 2.80 Overturning at Wail Base Safety Factor= 3.64 Overturning One Unit Up Safety Factor =. 1.89, Overturning Two Units Up Safety Factor = 3.87 Overturning Three Units Up Safety Factor = 17,98 Overturning Four Units Up Safety Factor = Overturning Five Units Up Safety Factor = Overturning Six Units Up Safety Factor = Overturning Seven Units Up Safety Factor = Overturning Eight Units Up Safety Factor = Overturning Nine Units Up Safety Factor = . Overturning Ten Units Up Safety Factor = Overturning Eleven Units Up Safety Factor = . Normed Warehouse Tukwila, Washington Terra Associates Project No. T -5613 Lock Block Retaining Wall - Horizontal Backslope Soil Parameters.. ; Foundation Soil. Soil Unit Weight (pcf) 125.00 Friction Angle (degrees) " ' .34.00 Cohesion (psf) . 0.00; Wall Friction Angle 22.67 Ka (coulomb) 0.25 0.71. '. . Kp(Rankine) 154 . Reinforced Soil Zone Soil Unit Weight (pcf) 0.00 Friction Angle (degrees) 0.00 Cohesion (psf): 0.00" . . Wall Friction Angle: '0.00. Ka (coulomb) 0.00- 0.00 Kp(Rankine) 0.00 ' Unreinforced Soil Zone_ Soil Unit Weight (pcf) 120.00 Friction Angie, (degrees) . 34.00 Cohesion (pso , 0.00 Wall Friction Angle 24.00 Ka (coulomb).. 0.254 0.72 Kp(Rankine) I 4 °y 'Sliding at base' Driving Force Fr 1641.91 Resisitng.Force 4591.42 .. • 2444.46 4591.42 6614.43 8637.43 Safety Factor Against Sliding .' 2.80. '. Overturning . Base F Overturning Moment 4652,07 resisting moment 16942.75 5446.09 16942.75, 27775.63, 38608.51 Factor Of Safety Against Overturning of Base 3.64 Enter Exposed Wall Height (Hw): 6.00 . Height of First Back Column (feet) 0.00 Driving Force Fr 930 "24 ` • Height of Second Back Column (feet) .... 0.00 Overturning Moment 1860.49 Height of Third Back Column (feet), 0.00, resisting moment 3507.08 3507.08 Factor Of Safety Against Overturning 1.89 'Enter Exposed Wall Height (Hw): 3.50 Height of First Back Column'(feet) 0.00 Driving Force Fr 409.21 - Height of Second Back Column (feet) 0.00 Overturning Moment 477.41 Height of Third Back Column (feet) 0.00 resisting moment 1849.09 1849.09 Factor Of Safety Against Overtuming 3.87 EnterExposed Wall Height (Hw): 1.00_ Height of First Back Column (feet) 0.00 Driving Force Fr 78.79 Height of Second Back Column (feet) 0.0 Overturning Moment Height of Third Back Column (feet) 0.0 resisting moment 472.11 i 472.11 Factor Of Safety Against Overturning Wall Geometry Enter Wall Height (Hw): 8.50 Enter Depth of Wall.Below Front Grade (Dw): 2,50 Enter Wall Backslope Angle (degrees): 26.56 Enter Height of Slope Above Top of Wall: 11.00 Enter Horizontal Distance Beyond Slope Crest: 40.00 Enter Slope Angle in Front of Wall (degrees): 26.56 Enter Height of Slope Below Wall (Hb): 20.00 Distance From Back of Wall to Beginning of Surcharge: 0.00 Horizontal Extent of Surcharge: 10.00 Surcharge Magnitude (psf): 0.00 Enter Block or Gabion Height (feet) 2.50 Enter Block or Gabion Depth (feet), 2,50 Wall Stability Summary Sliding Safety Factor = 2.63 Overturning at Wall Base Safety Factor = 3.42 Overturning One Unit Up Safety Factor = 2.02 Overturning Two Units Up Safety Factor = 5.35 Overturning Three Units Up Safety Factor= 58,60 Overturning Four Units Up Safety Factor = Overturning Five Units Up Safety Factor = Overturning Six Units Up Safety Factor = Overturning Seven Units Up Safety Factor = Overturning Eight Units Up Safety Factor =. ! s J 1 J Enter Unit weight of block (pcf) 145.00 Overturning Nine Units Up Safety Factor= Number of Units in Wall Height 3.40 Overturning Ten Units Up Safety Factor = Number of Units in Wall Depth 2.00 Overturning Eleven Units Up Safety Factor = Base Width (feet) 5.00 Height of First Back Column 2.50 Height of Second Back Column (feet) 0.00 Height of Third Back Column (feet) 0.00 Enter Wall Batter (degrees) 7.13 *- component 0.12 Y- component 0.99 _ Normed Warehouse i Tukwila, Washington Terra Associates Project No. T -5613 Lock Block Retaining Wal(- 2:1 Backslope f Soil Parameters, Foundation Soil j Soil Unit Weight (pcf) 125.00 Friction Angle (degrees) 34.00 Cohesion (psf) 0.00 i Wall Friction Angle 22.67 . Ka (coulomb) . 0.40 .0.36 Kp(Rankine) . 3:54. l i Reinforced Soil Zone i Soil Unit Weight (pcf) 0.00 , Friction Angle (degrees) 0.00 . Cohesion (psf) 0.00.. Wall Friction Angle 0.00 Ka (coulomb) 0:00 0.00 Kp(Rankine) .. 0:00 } Unreiriforced Soil Zone, { Soil Unit Weight (pcf) 120.00. 1 Friction Angle (degrees) • 34.00 Cohesion (psf) .. 0.00 all Friction Angle 24.00 i Ka (coulomb) 0.403 0.37 Kp(Rankine) 3.54 ! s J 1 J Enter Exposed Wall Height (Hw): 6.00 Height of First Back Column' (feet) 0.00 Driving Force Fr 870.16 Height of Second Back Column (feet) 0.00: Overturning Moment 1740.31 Sliding at base 0.00 resisting moment Driving Force Fr 1746,35 Ressshng Force 4591.42 3507.08 = 2444.46. 4591.42 6614.43 8637.43 ? Safety Factor Against Sliding 2.63 i Overturning 150, Base Height of First Back Column (feet) Overturning Moment 4948.01 296.09 resisting moment . 16942.75 0.00 Overturning Moment 5446.09 16942.75.27775.63 38608.51 .. Factor Of Safety Against Overturning at Base* 3.42 Enter Exposed Wall Height (Hw): 6.00 Height of First Back Column' (feet) 0.00 Driving Force Fr 870.16 Height of Second Back Column (feet) 0.00: Overturning Moment 1740.31 Height of Third Back Column (feet) 0.00 resisting moment 3507.08 3507.08 Factor Of Safety Against Overturning 2.02 f Enter Exposed Wall Height (Hw):. 150, Height of First Back Column (feet) 0.00 Driving Force Fr 296.09 Height of Second Back Column (feet)' 0.00 Overturning Moment 345.44 ""Height of.Third Back Column ,(feet) 0.00- resisting moment 1849.09 J „ . 1849.09 J Factor Of Safety Against Overturning 5.35 Enter Exposed Wall Height (Hw): 1.00 . Height of First Back Column (feet) 0.00 Driving Force Fr 24.17 Height of Second Back Column (feet) 0.00 Overturning Moment 8.06 Height of Third Back Column (feet) 0.00 resisting moment 472.11 . 472.11 • a Overturning Factor Of Safety Against O ertu 'ng f 58.60 s �r ., r NorMed -Shaw Building 4310 South 131st Place Tukwila, Washington Project No. T -5613 NorMed -Shaw Partnership Seattle, Washington November 17, 2004 Uo5 -Old I TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences November 17, 2004 Project No. T -5613 Mr. Larry Shaw NorMed -Shaw Partnership P.O., Box 3644 Seattle, Washington 98124 -3644 Subject: Dear Mr. Shaw: Geotechnical Report NorMed -Shaw Building 4310 South 131 st Place Tukwila, Washington As requested, we completed a geotechnical report for the subject project. The purpose of our study was to explore the subsurface. soil and groundwater conditions and develop geotechnical engineering recommendations for project design and construction. Our field exploration indicates the proposed building area is generally underlain by soft, loose to medium dense compressible alluvial soils. We observed groundwater levels between approximately 3 and 12 feet below the existing ground surface. The upper approximately 10 to 14 feet of native soils in the planned building area will consolidate under stress imposed by ,proposed structures and the fills placed for site grading. To mitigate the potential for post - construction settlements due to consolidation, we recommend preloading the building location with a surcharge fill. Following completion of successful preloading, the building may be supported on conventional spread footing foundations bearing on a minimum of two feet of structural fill. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821 -7777 • Fax (425) 821 -4334 G E Mr. Larry Shaw Sincerely yours, TERRA ASSOCIATES, INC. David Eng" A / / - /?- d V Ir e Ui TABLE OF CONTENTS Page No. 1.0 Geotechnical Report NorMed -Shaw Building 4310 South 131st Place Tukwila, Washington 1.0 PROJECT DESCRIPTION The proposed project is a new 37,806 square -foot office /warehouse building with associated parking and utilities. The building will be located northeast of and adjacent a similar existing commercial building. Building plans are currently not available; however, we expect the proposed structure will be a typical light industrial office /warehouse building with concrete slab -on -grade floors, concrete tilt -up panel walls, and floor loads on the order of 200 to 400 pounds per square foot (psf). A site plan by David Kehle Architect, dated May 17, 2004, shows the proposed finished floor elevation of the building at Elev. 15.5. Approximately three to five feet of fill will be required to achieve this finish grade. Parking and driveway areas are located around the perimeter of the building at similar grades, except in the area of loading docks on the eastern side of the building. Planned parking lot elevations in this area are between Elev. 11.0 and Elev. 12.0, which are approximately one to two feet above existing site grades. The plans indicate significant grading will be required on the slope in the western portion of the site as part of on- site wetland enhancement activities. Proposed grades on the plans indicate cuts approaching 14 feet will be required to achieve a final slope inclination of 2:1 (Horizontal: Vertical) along the length of the slope. A retaining wall is shown supporting a vertical grade break of approximately six to eight feet at the top of the 2:1 slope. Site stormwater will be collected and routed to a detention vault adjacent the northern side of the proposed building. The site plan indicates the bottom elevation of the vault will be at Elev. 6.0, approximately four to six feet below existing surface grades. The northern side of the detention vault will function as a retaining wall for the parking lot fill on the northern side of the building. Stormwater discharged from the vault will be routed through a small sand filter vault off the eastern end of the detention vault. The recommendations contained in the following sections of this report are based on our understanding of the design features. If actual features vary or changes are made, we should review them in order to modify our recommendations, as required. We should review final design drawings and specifications to verify that our recommendations have been properly interpreted and incorporated into project design. 2.0 SCOPE OF WORK On October 18, 2004, we excavated 8 test pits to depths ranging from 11 to 16 feet below existing surface grades. Using the information obtained from the subsurface explorations, we developed geotechnical recommendations for project design and construction. Z W W � u� D UO N0. W =. S2 LL 1 w O° � LL Co UJ Z 1— O z �- w LU �o U .O N' win � .. Z w 0 =; O �z November 17, 2004 Project No. T -5613 Specifically, this report addresses the following: • Soil and groundwater conditions • Seismic • Site preparation and grading • Building preload • Excavations • Foundations • Retaining walls • Slab -on -grade floors • Stormwater detention vault 0 Subsurface drainage • Utilities • Pavements It should be noted that recommendations outlined in this report regarding drainage are associated with soil strength, design earth pressures, erosion, and stability. Design and performance issues with respect to moisture as it relates to the structure environment (i.e., humidity, mildew, mold) is beyond Terra Associates purview. A building envelope specialist or contactor should be consulted to address these issues, as needed. 3.0 . SITE CONDITIONS 3.1 Surface The project site is an undeveloped property located between State Route 599 (SR 599) and 42nd Avenue South, and just north of South 131 st Place in Tukwila, Washington. The approximate location of the site is shown on Figure 1. An existing office /warehouse building is located immediately southwest of the subject site. Site topography is relatively flat in the planned building area, and areas north of the building. The western portion of the site slopes up about 20 to 30 feet to the west to 42nd Avenue South at grades of about 15 to 40 percent. Localized slope areas with steeper or flatter grades exist. The slope appeared stable. We did not observe indications of instability, erosion, or significant seepage on the slope face. The eastern margin of the site is adjacent the toe of an approximately 20- to 30 -foot high embankment fill for SR 599. We observed an existing drainage culvert and ditch running along the toe of the slope in the western portion of the site, and across the relatively flat low -lying area north of the planned building area. The ditch discharges to a 66- inch diameter culvert that extends beneath SR 599 in the northeastern portion of the site. Page No. 2 November 17, 2004 Project No. T -5613 3.2 Soils Soils in the planned building area generally consist of 12 inches of sod and topsoil overlying alluvial silt, clay, silty sand, and sand. The silt and clay are typically soft and wet, with occasional discontinuous layers of fibrous peat. The maximum thickness of the peat layers we observed in the test pits was two feet in Test Pit TP -6. Test Pits TP -1 through TP -6 all terminated in medium dense sand to silty sand observed below depths of approximately 11.5 to 15.0 feet. Based on our experience in the area, and review of boring logs from previous site explorations in the planned building area, we expect these granular soils extend to depths of about 35 beneath the site. We observed approximately 2.5 to 3.0 feet of fill overlying the native soils in Test Pits TP -4 through TP -6, which were located in the southern portion of the planned building area. The fill generally consisted of loose, wet topsoil and organic clayey silt. However, the fill observed in Test Pit TP -5 consisted of firm, brown silty sand with gravel that appeared to be associated with filling for the existing parking lot to the southwest. The soils we observed in Test Pits TP -7 and TP -8, located on the slope in the western portion of the site, consist of approximately six feet of fill overlying native, medium dense to dense, moist to wet silty sand to sandy silt with varying amounts of gravel. The fill is generally loose to medium dense silty sand to sandy silt that contains a moderate amount of residential debris including carpeting, wood, tires, and broken concrete. We understand that several residences formerly occupied the upper to mid portions of the western slope. The Geologic j>'tap of the Des Moines Quadrangle, 6Yashington, by Howard H. Waldron (1962), shows the soils in the planned building area mapped as Quaternary alluvium consisting predominantly of fine - grained sand, silt, and clay. The soils on the slope in the western portion of the site are mapped as Kame - terrace deposits, which typically consist of silty sand and pebble- cobble gravel. The soils we observed in our,�ite explorations are generally consistent with the mapped soil descriptions. The preceding discussion is intended to be a brief review of the soil conditions encountered on the site. Detailed descriptions are presented on the Test Pit Logs in Appendix A. 3.3 Groundwater In general, we observed light to moderate groundwater seepage between depths of about 3 and 12 feet below the ground surface in the test pits excavated in the planned building area. Groundwater seepage in Test Pits TP -7 and TP -8, located on the slope in the western portion of the site, generally occurred between depths of about 6 and 10 feet. The seepage in these test pits was generally light to moderate, and typically occurred at the base of the uncontrolled fills that have been placed on the slope. Fluctuations in groundwater levels will occur seasonally and annually, with lowest levels and volumes occurring during late summer to early fall (July through September). Considering our test pits were excavated in mid- October, we expect the groundwater levels we observed in the test pits are slightly above their seasonal low levels. ■ z �D JU 0 0 0 . NW J H_ N U. w 0 U . �D = d E .. w Z O. 5` D 0. o F- w � U u_ 0. — Z UN O F "' z Page No. 3 November 17, 2004 Project No. T -5613 Organic soils encountered at the site will not be suitable for reuse as structural fill or utility trench backfill. Other inorganic native soils encountered at the site generally contain a significant amount of fines and will be difficult to compact as structural fill when too wet. The ability to use native soil from site excavations as structural fill will { depend on its moisture content and the prevailing weather conditions at the time of construction. Based on the results of laboratory testing, the contractor should be prepared to dry native soils by aeration during the normally dry summer season to facilitate compaction as structural fill. Alternatively, stabilizing the native soil with lime, cement kiln dust, or cement can be considered. If grading activities will take place during the winter season, the owner /contractor should also be prepared to import clean granular material for use as structural fill and backfill. Detailed recommendations regarding these issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. 4.2 Site Preparation and Grading At the time of our study, surface conditions in the planned building area were wet and soft. A track - mounted excavator was necessary to move around the area of the site. The grading contractor should expect similar conditions, especially if grading is initiated in early spring, and should plan site grading activities accordingly. Existing topsoil fills observed in Test Pits TP -4 and TP -6 in the southeastern portion of the planned building area is not suitable as a fill subgrade or for re -use as structural fill, and should be removed from areas of new construction. The existing mineral soil fill observed in Test Pit TP -5, along the southwestern side of the planned building area, can remain in place. In our opinion, it will not be necessary to strip the organic surface layer where structural fill depths above existing grade are a minimum of three feet in the building area and two feet in paved areas. Surface vegetation in these areas should be mowed closed to the ground, with cutting debris removed from the site. Where structural fill thicknesses fall below these minimums, vegetation and organic topsoil should be stripped from areas that will receive .fill. Topsoil will not be suitable for use as structural fill but can be used in landscaped areas. In general, the on -site soils, including the native soils on the western slope, contain a significant amount of fines and will be difficult to compact if the moisture conditions cannot be carefully controlled. Extreme care should be ' taken to ensure that exposed surfaces of the surficial soils do not become disturbed due to, weather and construction traffic. Accordingly, the ability to use native soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time site grading activities take place. Based on our observations, we expect that soils will be wet of optimum when excavated, and direct use as structural fill will likely require drying by aeration or treatment with an additive such as cement kiln dust (CKD) cement, or lime. If additives are used, additional Best Management Practices (BMPs) will need to be implemented to mitigate potential impacts to construction stormwater. Page No. 5 f Z Z ' MW D 0O CO 0 W W W= J CO u_. W O n a =W �_ Z �. �O Z F- D 0: O !- W W — O Z L) I" F O Z " November 17, 2004 Project No. T -5613 If grading activities are planned during the wet winter months, or if they are initiated during the summer and extend into fall and winter, the contractor should be prepared to treat /amend soil as necessary to facilitate compaction, or import wet weather structural fill. We recommend importing wet weather structural fill that meets the grading requirements for gravel borrow outlined in Section 9- 03.14(1) of the Washington State Department of Transportation (WSDOT) 2004 Standard Specifications for road, bridge, and municipal construction, modified to allow a maximum aggregate size of 6 inches and a maximum fines content (minus No. 200 sieve) of 5 percent based on the 3/4 -inch aggregate fraction. Prior to use, Terra Associates, Inc. should examine and test all materials planned to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D -698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. In non - structural areas, the degree of compaction can be reduced to 90 percent. Slope Grading As discussed, the existing slope in the western portion of the site will be graded to an inclination of 2:1 (Horizontal: Vertical). Because significant cuts will be required to achieve this final inclination, it is planned to use soil excavated from the slope as fill for the new building and parking areas, and the preload surcharge. However, the upper approximately six feet of material observed in our test pits excavated on the western slope contains a moderate amount of residential debris, and will not be suitable for reuse as structural fill. It appears that cuts required to achieve the planned slope grades will result in removal of the vast majority of the fill on the slope. If fill is exposed at final surface grades on the slope face, it should be removed and replaced with structural fill. Structural fills placed on slope must be keyed and benched into competent native soils. Based on our observations, light to moderate groundwater seepage may be encountered from some of the native soils exposed in the excavated slope face. Interceptor drains may be required to facilitate excavation, and to reduce the potential of shallow sloughing and erosion of the slope face due to emergent seepage. The need for drains on the slope should be evaluated by field observations at the time of construction. Water collected by slope drains should be tightlined to the toe of the slope. Upon completion of grading, the slope face should be firmly compacted, trackwalked, and vegetated, or provided with other physical means to guard against erosion. Final grades at the top of the slope must promote surface N drainage away from the slope crest. Water must not be allowed to flow uncontrolled over the slope face. If surface runoff must be directed towards the slope, the runoff should be controlled at the top of the slope, piped in a closed conduit installed on the slope face, and taken to an appropriate point of discharge beyond the toe. Analysis indicates adequate safety factors for stability will be achieved for finished slope grades completed to an inclination of 2:1. Our analysis is based on a finished slope consisting of competent materials such as the medium dense to dense native soils observed below the uncontrolled fill, or structural fill. Page No. 6 Z Z J U. 00 CO) J CO LL w 0 LL ?. N Co _. Z F . t �0 Z I—' w U O CO, o F- w L LL0 .. Z w U� 0 ~` Z I November 17, 2004 Project No. T -5613 4.3 Building Preload We recommend preloading the building area to limit building and floor slab settlements to tolerable levels. For this procedure, we recommend placing structural fill in the building area to the design subgrade elevations and then surcharging the building area with surcharge fill totaling three feet in thickness. Building construction is then delayed until settlements under the preload fill have occurred. The preload fill should extend a minimum of five feet beyond the building perimeters and then slope down at an inclination of 1:1. The exception to this is on the northwestern side of the planned building where the proposed stormwater detention vault will be located. To reduce the potential for settlements between the building and the vault, the surcharge fill on this side of the building should extend at least five feet beyond the southeastern perimeter of the vault, approximately 17 feet from the northwestern perimeter of the building. We estimate total settlements under the building fill will be in the range of five to eight inches. These settlements are expected to occur in about four to six weeks following full application of the preload fill. To verify the amount of settlement and the time rate of movement, the preload program should be monitored by installing settlement markers. The settlement markers should be installed on the existing grade prior to placing any building or preload fills. Once installed, elevations of both the fill height and marker should be taken daily until the full height of the preload is in place. Once fully preloaded, readings should continue weekly until the anticipated settlements have occurred. It is critical that the grading contractor recognize the importance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. It is difficult, if not impossible, to evaluate the progress of the preload program if the markers are damaged or destroyed by construction equipment. As a result, it may be necessary to install new markers and extend the surcharging time period in order to ensure that settlements have ceased and building construction can begin. We expect that the surcharge fill removed from the building area will be re -used as fill around the building. We recommend that this fill be placed first in parking lot areas to allow additional settlements to occur that will further reduce the potential for settlement beneath parking lot utilities. Following the successful completion of the preload program, with foundations designed as recommended in the following Foundation section (Section 4.5 of this report), maximum total and differential post - construction settlements following full -load application are estimated at one inch, and one -half inch, respectively. 4.4 Excavations All excavations at the site associated with confined spaces, such as utility trenches, must be completed in accordance with local, state, or federal requirements. Based on current Occupational Safety and Health Administration (OSHA) regulations, soils observed at the site are classified as Type C soils. Accordingly, for excavations less than 20 feet deep, the side slopes should be laid back at a minimum slope inclination of 1.5:1. If there is insufficient room to complete the excavations in this manner, or if excavations !� greater than 20 feet deep are planned, the use of temporary shoring to support the excavations will be required. During our site explorations, we observed caving of the test pit sidewalls in several of the test pits excavated in the planned building area. z = z`. �w JU U N WO 95 U. Ud 4 Z Z O. W �5 U 0: O N. w w' u- O, w Z' ~_ O ~' i z Page No. 7 • ' , November 17, 2004 Project No. T -5613 Groundwater seepage should be expected in excavations made in the planned building area, particularly during (� the winter season. The volume of water and rate of flow into the excavation will be dependant on the excavation considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pco. We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be backfilled with structural fill as described in Section 4.2 of this report. The values recommended include a safety factor of 1.5. Page No. 8 z z UJ U O CO O J Ui u_ w O L L ND = C3 F . w Z F . . zO �� O N. O I— w W U' w z w U N z . The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting in uniform curing of the slab and can actually serve as a water supply for moisture bleeding through the slab and affecting floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. Page No. 9 connecting the drain to the outfall pipe for discharge. With proper wall backfill and drainage, we recommend designing the vault walls for an earth pressure imposed by an equivalent fluid weighing 50 pcf. For any portion of the wall that falls below the invert elevation of the wall drain, an earth pressure equivalent to a fluid weighing 85 pcf should be used. These values assume a horizontal backfill condition. To simulate traffic surcharge impacts, walls should be designed for an additional imaginary height of two feet. As discussed, the northwestern side of the vault will function as a retaining wall where exposed above the existing ground surface, approximately Elev. 10 top Elev. 12. The top of the wall on the northwestern side of the vault is shown at Elev. 15.0. The portion of the vault wall between the adjacent ground surface and the maximum water elevation in the vault (Elev. 11.5) is a hydraulic structure that retains stored water; therefore, the loads imposed on the wall by the stored water would govern the wall design. Because the proposed vault will extend below the known water table, the structure will be subject to uplift pressures if drainage is not provided. The weight of the structure and the weight of the backfill soil above its foundation will provide resistance to uplift. For backfill consisting of on -site soils, a soil unit weight of 110 pcf can be used, provided the backfill is placed and compacted as structural fill. If vault backfill consists of imported material conforming to the gradation recommended in Section 4.2 of this report, a unit weight of 125 pcf should be used. Page No. 10 Z All '~ w � UO N D. J = H C0 u_ , w O Q. N� F . w z� H- O Z �_ w U O U O F- w w O ll! Z U CO) O ~` Z I d November 17, 2004 Project No. T -5613 4.9 Subsurface Drainage Surface Final exterior grades should promote free and positive drainage away from the site at all times. Water must not be W QQ om. J V:. V O 0 CO) w w O �_J u_ Q N� = a W 7 Z �. I" O. W U !O CO), w M U_ F- w z ~ O' z Page No. 11 Regular maintenance should be planned to seal cracks when they occur. 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design drawings and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. !" 6.0 LINUTATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc., and is intended for specific application to the Norlvled -Shaw Building project. This report is for the exclusive use of the NorMed -Shaw Partnership, and their authorized representatives. The analyses and recommendations presented in this report are based on data obtained from the test pits excavated, and the previous borings advanced on the site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to re- evaluate the recommendations in this report prior to proceeding with construction. Page No. 12 Z z UO CO) o UJ J N L w O'. Q co D, �w z�.. �O Z �- W U� O CO), = w: F= .. Z. U N 'O Z \ �. � d ? u N 6 j > ✓✓ ,S � � s S I ¢ OUWAMISN y 9 ¢ rs r N \ 117TH STS 117TH ( Z PARK \ !� o "s� o ST 1 1 PL I w pp WALLACE a° s 119TH n N �.� ✓l� S S 119TH S JUNIPER ST PARK ¢ N r r'O GC J , ,�� A! S 121' 122ND s !ma s 1 ST ms�o s S 122ND Sr •S 123RD ST m co = I 1 1MI S, I I s� Q ✓ 11 y S 125TH S' S 1 4TH ST ?� ' 2' < a 125TH y sr a s� s ti 2700 �� N 1zsTH ! PARK `_ `.� ` *'pr o < S 126TH �! ¢ < S N 126T ST I ■Ora ,/ OREFy /�' yr . ST ✓ T P 128TH P L 1 I pt S S S S 1 8TH¢ . s� j �R. m �, '� �•. n ST y I S ' HIGHLINE S "" 130TH m HST 1 0TH COMMUNITY s < ) I- ¢ S PL © HOSP N ¢' N b o o ¢ = 131ST 131ST O RIVERTON 3I 156 w I ST ° o., & 13 N N < PARK co 133RD ` ¢ "' ¢ 4'` w 133RD ST 5 133 ST S w • ,� � r^ a o 3 RIVERTaV > t S 134TH n ��, MINI PARK ✓ gyp ,� ({ ham: /" _01 i IE,��' a v b y � 7 y S 135TH ST N ¢ '¢ SOUTHGATE A y� �P , r 3400 PARK RICE ■ h '� = —'' f G S 136TH = ST M s 196TH °� ST a i3st FOSTER :N O p Z 'a M S 137TH MST S S 13ITy ST J m �� ° <� � "' GOLF \� s o h N t ST RI VERTON 7 13�arH N N 93 Q 9 rn N v SN n �s " t, q ` sT,y ` `/P L INKS 1 ST N ifj. C RES T i S < '¢ y ¢ s��� 6 JOS PN S `fn TH PL r, M -- ¢ - -- S -139TH V - - -- r - S MEM - -139TH -v, s m�- - � R - $ - — - - - -- ST" PK y i ST ¢ o s a 141ST `� I S I 4400 vi S 140T N 4 n t +tsT /� sr a' 141ST ST a J' ' ,� '^ P� ✓�✓ PL ; ST '¢ �� 9`s s S 142ND $ Q S ¢ 142 D ST 141 r S v 142ND ST N 1 wmn S Q . 142ND ST ., N ¢ ¢ ST 00 N 142x0 PL P� PL , IB OSTER MID ¢ M a = N h ��1 ST ■ I LO 2600 ! I 1 3100 ( 4000 S � � > r an i `i' 6 FS � 4600 J $ I5300 � I ! °o 1 145TH I ¢ ¢, Vf NOT TO SCALE REFERENCE: THOMAS GUIDE, CD -ROM, KING, PIERCE AND SNOHOMISH COUNTIES, 2003 EDITION Terra VICINITY MAP NORMED -SHAW BUILDING ~~ .•• ••• Associates, Inc. TUKWILA, WASHINGTON • •• • Consultants in Geotechnical Engineering Geology and Pro No. T -5613 Date NOV 2004 Figure 1 Environmental Earth Sciences �' ..- .X::., n , ;c:,...,:d;Cti�; }�:,,,, ..:, :'4it>:•;�r��;,; •rdqur.�!}..�uriav:c;4skr:.ix Z �W W� UQ to W W J � C0 LL W O 9_j U_ j CO �W Z �. z O W Uj �p U OH .w LLJ LL H � W Z. !l1 Z NOT TO SCALE NOTE: MIRADRAIN G100N PREFABRICATED DRAINAGE PANELS OR SIMILAR PRODUCT CAN BE SUBSTITUTED FOR THE 12 -INCH WIDE GRAVEL DRAIN BEHIND WALL. DRAINAGE PANELS SHOULD EXTEND A MINIMUM OF SIX INCHES INTO 12 -INCH THICK DRAINAGE GRAVEL LAYER OVER PERFORATED DRAIN PIPE. _..:; Terra TYPICAL WALL DRAINAGE DETAIL �• �''' NORMED -SHAW BUILDING • •• ••• Associates, Inc. TUKWILA, WASHINGTON • • '• Consultants in Geotechnical Engineering Geology and Pro No. T -5613 Date NOV 2004 Figure 3 Environmental Earth Sciences 1 Z iH Z W� J U' UO: N o N LL WO LL N d t=- _ z �. t~ O Z I- W UJ � p. U = U' LL Z' U =' O :Z APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING NorlMed -Shaw Building Tukwila, Washington On October 18, 2004, we performed our field explorations using a track - mounted excavator. We explored subsurface soil conditions at the site by excavating 8 test pits to a maximum depth of 16 feet below existing surface grades. The test pit locations are shown on Figure 2. The test pit locations were approximately determined by measurements from existing site features. The test pit logs are presented on Figures A -2 through A -5. An engineering geologist from our office conducted the field exploration, classified the soil conditions encountered, maintained a log of each test pit, obtained representative soil samples, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A -1. Representative soil samples obtained from the test pits were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the test pit logs. � MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION Clean GW Well- graded gravels, gravel -sand mixtures, little or no GRAVELS Gravels fines. GP Poorly graded gravels, gravel - sand mixtures, little or J (less than O Cz N More than 5% fines) no fines. G M Silty gravels, gravel- sand -silt mixtures, non - plastic U) 'N 50% of coarse fraction is 0 1= W > w � larger than No. Gravels with fines fines. .a) z E 4 Sieve GC Clayey gravels, gravel- sand -clay mixtures, plastic fines. � n Z Z � QQ w , WD 00 CO J = F- CO LL W O � LL Q 2 C� �W Z f. 1_ O Z H W w 0 -. � F- WW t �0 ui Z. to H =; O F" Z Test Pit No. TP -1 Logged by: DPL Date: 10/18/04 Depth Soil Description kft•) Soil Description oo ent 0 (12 inches TOPSOIUSOD) Grayish -brown sandy clayey SILT, medium stiff to stiff, some roots and iron stains. (ML) Pp- 3.5 to 4.0 at 3 feet. Dark gray sandy clayey SILT, some roots, soft, wet. (ML) V 39.7 40.4 Interbedded grayish -brown to brown clayey SILT and PEAT, soft, wet. (COPT) Pp- 0 to 1 at 4 to 6 feet. 59.7 5— Grayish -brown clayey SILT to CLAY interbedded with peat layers, small log at 5 feet, soft, wet. (PT /CL) 177.7 Pp- 1 to 2 at 7 to 10 feet. 206.3 49.8 25.8 57.5 25.2 62.2 Some caving at 11 feet. 10 Black silty SAND, fine grained, medium dense, wet. (SM) 27.1 27.4 Test pit terminated at 13.5 feet. 15 Moderate groundwater seepage at 3 to 10 feet. Some caving below 9 feet. Test Pit No. TP -2 Logged by: DPL Date: 10/18/04 Depth (ft.) 0 5- 10- 15- Approximate Elev. 12 Moisture C t Approximate Elev. 10 Moisture Content (12 inches TOPSOIUSOD) 35.7 Grayish -brown sandy clayey SILT, medium stiff to stiff, some roots and iron stains. (ML) Pp- 3.5 to 4.0 at 3 feet. V 40.4 Interbedded grayish -brown to brown clayey SILT and PEAT, soft, wet. (COPT) Pp- 0 to 1 at 4 to 6 feet. 120.4 78.9 Grayish -brown CLAY with peat stringers, soft, wet. Pp- 1 to 2 at 7 to 10 feet. 49.8 25.8 Black silty SAND, fine grained, medium dense, wet. (SM) 25.2 Test pit terminated at 14 feet. Moderate to heavy groundwater seepage at 3 to 12 feet. Some caving at 11 feet. Terra TEST PIT LOGS Associates, I nc. ORMED -SHAW BUILDING ' TUKWILA, WASHINGTON Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T -5613 I Date NOV 2004 1 Figure A -2 0 z . ~. Z. Q � W W� JU U W� T u-. WO 9 _ LL a U � = CY' �W Z � Z O W �o o N: o� W LU LL- O ..z U� z Logged by: DPL Date: 10/18/04 Depth (ft.) 0 — T t„ m, 20 Test Pit No. TP -3 Soil Description Approximate Elev. 10 Moisture Content N Dark grayish -brown sandy SILT, trace roots, medium stiff to stiff, wet. (ML) Pp- 2 to 3 at 3 to 4 feet. 5 Brown PEAT soft, wet. PT Grayish -brown CLAY with some peat soft, wet. (COPT) 10 Gray sandy SILT, trace peat, medium stiff, wet. (ML) Pp- 0.5 to 1.5 at 10.0 feet. Black silty SAND, fine grained, medium dense, wet. (SM) 15 Test pit terminated at 14 feet. Moderate to heavy groundwater seepage at 3.5 and 12 feet. Test Pit No. TP -4 Logged by: DPL Date: 10/18/04 Depth (ft.) 0 5 10 15 20 Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Soil Description Z 50.2 87.3 41.2 41.4 29.5 29.0 Approximate Elev. 12 Moisture Content ( %) TEST PIT LOGS NORMED -SHAW BUILDING TUKWILA, WASHINGTON Proj. No. T -5613 I Date NOV 2004 Figure A -3 I z �Z �W � QQ 2 JU U 0 U W= N W. W } O J LL Q N d �W ? H �0: z E- �5 D 0 O co: o F ... W ui -0 Z .. w O �" FILL: old organic topsoil, some debris, loose, wet. 50.5 50.8 ra is - rown sandy clay y , iron stained, medium sti to stiff, wet. ML Pp- 2.5 to 3 to 4 feet. 49.8 Gray sandy SILT, trace peat stringers, medium stiff, wet. (ML) 41.3 Pp- 1 to 2 at 6 feet. Pp- 0.5 at 8.5 feet. 37.0 Gray sandy clayey SILT to silty CLAY, soft, wet. (CL) Pp- 0 to 0.5 at 11 feet. Black silty SAND, fine grained, medium dense, wet. (SM) 27.2 Test pit terminated at 15 feet. Moderate groundwater seepage at 4 feet. Some caving below 5 feet. TEST PIT LOGS NORMED -SHAW BUILDING TUKWILA, WASHINGTON Proj. No. T -5613 I Date NOV 2004 Figure A -3 I z �Z �W � QQ 2 JU U 0 U W= N W. W } O J LL Q N d �W ? H �0: z E- �5 D 0 O co: o F ... W ui -0 Z .. w O �" Logged by: DPL Date: 10/18/04 Depth (ft.) 0 61 10 15 Test Pit No. TP -5 Soil Description Approximate Elev.12 Moisture Content ( %1 Test Pit No. TP -6 Logged by: DPL Approximate Elev. 12 Date: 10/18/04 Depth Moisture (ft.) Soil Description Content 0 FILL: topsoil fill mixed with dark brown sandy organic clayey silt, loose, wet. Brown clayey SILT, iron stained, stiff, wet. (ML) Pp- 2.5 to 4 at 4 feet. 5 Brown PEAT with thin clay lenses, soft, wet. (PT /CL) Gray CLAY with trace peat, soft, wet. (CL) Pp- 0 to 1 at 8 feet. 10 Gray sandy SILT, medium stiff, trace peat, wet. (ML) Pp 0.5 to 1.5 at 10 feet. 15 Interbedded black silty SAND to gray clayey SILT, soft, wet. Test pit terminated at 16 feet. Moderate to heavy groundwater seepage at 4 feet. 51.5 1 150.0 62.6 46.3 33.7 20 ' ' Terra TEST PIT LOGS Associates I nc. NORMED -SHAW BUILDING TUKWILA, WASHINGTON Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T -5613 Date NOV 2004 Figure A -4 0 Ili Z 00, N �. J C0 LL W O LL. �W H O; ZH W U� .0 -. o - W �- O� w CO O� Z FILL: import, brown silty sand with gravel, fine grained, medium dense, moist. 112.1 47.7 Dark gray sandy silty CLAY, iron stained, stiff, wet, trace rootlets. Pp -1 to 2.5 at 4 feet. D ark b rown to ggray sandy clayey with peat, soft, wet. Pp- 1 to 1.5 at 7 feet. 88.2 Brown PEAT with gray clay lenses, soft, wet. (PT /CL) 131.2 Gray sandy clayey SILT to silty CLAY, soft, wet, trace peat. (MUCL) Pp- 0.5 to 1.5 at 11 feet. 74.5 1 29.0 Black sand, to silty SAND, fine grained, medium dense, wet. (SM) Test pit terminated at 15 feet. Light groundwater seepage observed at 3.5 feet. Some caving below 12 feet. Test Pit No. TP -6 Logged by: DPL Approximate Elev. 12 Date: 10/18/04 Depth Moisture (ft.) Soil Description Content 0 FILL: topsoil fill mixed with dark brown sandy organic clayey silt, loose, wet. Brown clayey SILT, iron stained, stiff, wet. (ML) Pp- 2.5 to 4 at 4 feet. 5 Brown PEAT with thin clay lenses, soft, wet. (PT /CL) Gray CLAY with trace peat, soft, wet. (CL) Pp- 0 to 1 at 8 feet. 10 Gray sandy SILT, medium stiff, trace peat, wet. (ML) Pp 0.5 to 1.5 at 10 feet. 15 Interbedded black silty SAND to gray clayey SILT, soft, wet. Test pit terminated at 16 feet. Moderate to heavy groundwater seepage at 4 feet. 51.5 1 150.0 62.6 46.3 33.7 20 ' ' Terra TEST PIT LOGS Associates I nc. NORMED -SHAW BUILDING TUKWILA, WASHINGTON Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T -5613 Date NOV 2004 Figure A -4 0 Ili Z 00, N �. J C0 LL W O LL. �W H O; ZH W U� .0 -. o - W �- O� w CO O� Z Test Pit No. TP -7 Logged by: DPL Approximate Elev. 24 Date: 10/18/04 FILL: dark brown to gray silty SAND to sandy SILT with gravel and debris. Depth Moisture eft•) Soil Description Content ( /o) 0 boulders, wet, loose. FILL: dark gray silty SAND with gravel, quarry rock, concrete, and car tires, loose, wet. 18.1 = FILL: tan -brown sandy SILT with gravel, with quarry rock and concrete, 21.4 loose to medium dense, wet. 13.3 5 Grayish -brown sitly SAND with gravel, fine grained, dense, moist to wet. 12.6 76.9 V FILL: grayish -black sandy clayey silt, clay tile, soft, wet. 8.9 Test pit terminated at 11 feet. Light groundwater seepage observed at 6 feet. Bluish -gray sandy SILT to silty SAND with some gravel, iron stained, fine 19.4 grained, medium dense, wet. (MUSM) 11.4 Greenish -blue sandy clayey SILT, medium stiff, wet. (ML) 1 � 19.3 Gray silty SAND with gravel, fine grained, dense, moist. (SM) 13.3 Test pit terminated at 12 feet. Light groundwater seepage observed at 6 to 10 feet. 15 Test Pit No. TP -8 Logged by: DPL Approximate Elev. 22 Date: 10/18/04 Depth Moisture (ft•) Soil Description Content M 0 FILL: dark brown to gray silty SAND to sandy SILT with gravel and debris. Pieces of concrete, wood, carpet, car parts, tires, and cobbles to small 17.9 boulders, wet, loose. 5 = Tan -brown to grayish -brown silty SAND with some gravel, some iron 21.4 staining, fine grained, medium dense, moist. (SM) 13.3 Grayish -brown sitly SAND with gravel, fine grained, dense, moist to wet. 12.6 Z 10 (SM) 8.9 Test pit terminated at 11 feet. Light groundwater seepage observed at 6 feet. Moderate groundwater seepage at 9.5 feet. 15 Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences TEST PIT LOGS NORMED -SHAW BUILDING TUKWILA, WASHINGTON Proj. No. T -5613 Date NOV 2004 Figure A -5 M z a 1 10 O W W N ur. WO J uL Q cl) d = W t^ O. z t~ W �o U Cl) WW o; W z U N F- X. o z t 7 O J: �i A January 24, 2006 City of Tukwila Steven M, Mullet, Mayor Department of Community Development Steve Lancaster, Director David Kehle David Kehle, Architect 12720 Gateway Dr, Ste 116 Seattle, WA 98168 RE: CORRECTION LETTER #2 for Revision #1 Development Permit Application Number b05 -016 Normed — 4310 S 131 P1 Dear Mr. Kehle: 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 sa time and reflected on your drawings. I have enclosed comments from the Planning and Public Works Departments. At this time the Building and Fire. Departments have no comments. Planning Department: Carol Lumb, at 206 431 -3661, 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, & `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and ►vill not be accepted through the mail or by a messenj er service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, e i k all e it ian encl xc: File No. D05 -016 � a PNennifeACorrection Letters\2005\D05.016 Correction Ltr Q Rev LDOC jem 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 i" z Z: W: .j C.) UO: C l) o, U) J F.. . N U_ W O. u. Q m d, W z� H- O> Z P!, , N . W w '. H V; W Z U N O f-- ; z T� PLANNING DIVISION COMMENTS DATE: CONTACT: RE: ADDRESS: January 18, 2006 David Kehle, David Kehle Architrects D04 -415, D05 -016 4310 S. 131" Place Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 - 431 -3661. 1. The November 10, 2005 report prepared by Terra Associates recommends constructing a rock revetment over the portion of the slope face where seepage is occurring in the vicinity of boring B -1. The civil drawing C5 submitted on December 21, 2005 does not show this revetment. Please revise the drawing to show the location of the revetment and provide a detail of the revetment for the contractor. 2. Adolfson's memo indicates that the rock revetment will be hydroseeded after placement of the erosion control blanket over the top. Does this mean that some topsoil will be placed on top of the rock underneath the erosion control blanket? Please clarify. What seed mix will be used for the hydroseeding? 3. The- requirement for wildlife crossing signage is rescinded. The trees that are located in the two wildlife corridors must remain and continue to be protected with the temporary fencing. 4. Since a revised site landscaping plan was not submitted, it is assumed that the landscaping along Macadam Rd. South will be installed even though the retaining wall is being eliminated. If this is not the case, then a revised landscaping plan must be submitted and approved. I 5. There is still a breach in the silt fencing facing the existing NorMed parking lot. The opening must be closed to prevent sediment from entering the wetland and stream. If a temporary closure is necessary for maintenance purposes, it should be limited in size to allow only passage of personnel and not heavy equipment. 6. Given the very steep slopes that will remain after grading is completed, the City has concerns about how the slopes can safely be planted and maintained. Please explain. Since planting has not yet taken place, plant j survival will be compromised if irrigation is not installed. Drip irrigation will be necessary to ensure plant survival until plants are established. Overhead watering will simply run -off down the slopes and is, therefore, not acceptable. 7. Given the sediment transfer that has occurred during the recent heavy rains and that the plants have not been 1 installed per the approved wetland mitigation plan, prior to planting the wetland area, the wetland biologist needs to re- evaluate the site to see if additional soil amendment is necessary. Z � Z U O o N w =�. J � N U. w o u- =w Z OO. 5, D 0. U ? .O 1- w w' LL �. U =. O ~' z i PERMANENT FILE COPY =111 SH A NNON 6WILSON INC. January 5, 2006 ECrEUVED Ms. Jill Mosqueda, P.E. City of Tukwila Department of Public Works Development Section 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 -2544 JAN 112006 1 UKWILA PUBLIC WORKS RE: GEOTECHNICAL PEER REVIEW, NORMED -SHAW BUILDING, 4310 SOUTH 131 PLACE, TUKWILA, WASHINGTON Dear Ms. Mosqueda: ALASKA COLORADO FLORIDA MISSOURI OREGON WASHINGTON This letter presents the results of our peer review of geotechnical engineering reports for the proposed NorMed -Shaw Office Building project in Tukwila, Washington. The project site consists of an undeveloped portion of a commercial property located northeast of an existing office /warehouse building at 4310 South 131 Place, Tukwila, Washington. The proposed building site is currently covered with a mound of fill material that was recently placed to pre -load the subgrade soils for the building pad. An enhanced wetland has been partially constructed along the western portion of the site. The purpose of our work is to provide an opinion as to the adequacy of the geotechnical engineering reports submitted with the proposed development permit application. BACKGROUND INFORMATION The geotechnical studies for this project consist of two reports prepared by Terra Associates, Inc. (Terra), and an older geotechnical report prepared in April 1980 by Pacific Testing Laboratories (PTL). The Terra reports include a geotechnical report dated November 17, 2004, and a slope evaluation letter dated November 7, 2005. The geotechnical report by Terra presents the results of eight test pit explorations and includes recommendations for site development, foundation design, preloading, seismic design, subsurface drainage, and other typical geotechnical issues. Terra recommended preloading the site with 3 feet of surcharge fill and leaving it in place for 4 to 6 weeks. The November 2005 letter by Terra presents 400 NORTH 34TH STREET - SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 206.6328020 FAX 206695.6777 TDD: 1.800. 833.6388 www.shannonwiison.com 21 -1- 20436 -001 ✓� �a —ra1(v �wLJ � ��� ° V SOS 4tg S'-f! uc'rcer2 z z. W U O N o. W =. S2LL w O L L i C% w z � Z �p w �. O W Z U_ ~ O z, .t Ms. Jill Mosqueda, P.E. City of Tukwila Department of Public Works ' January 5, 2006 Page 2 SHANNON 6WILSON, INC. information from three soil borings that were drilled on the slope located between Macadam Road and the recently expanded wetlands on the NorMed Property. It addresses slope stability for the proposed cut slopes in this area. The PTL report, which was included with the September 2001 Draft Environmental Impact Statement, presents the results of nine soil borings ranging from 20 to 40 feet deep. It includes geotechnical recommendations for foundation design, structural fill, and pavement design. PTL recommended preloading the site with 10 feet of surcharge fill and leaving it in place for 6 to 9 months. We note that laboratory consolidation tests were not discussed in the PTL report. Because of the age of the PTL report, we understand that the recommendations of Terra are being relied upon for the current project and Terra is the geotechnical engineer -of- record. We also reviewed a set of drawings dated October 2005 showing proposed site grading around the wetlands. These included sheet SD -1 by David Kehle architect, and sheets 1 and 2 by Barghausen Consulting Engineers. These drawings indicate proposed cut slopes ranging from 2 Horizontal to 1 Vertical (2H:1 V) to 1.4H:1 V. CONCLUSIONS Based on our review of the 2004 Terra Associates report and observations of the site, we generally concur with the opinions and recommendations provided for the proposed building foundation. We note that Terra Associates predicted the site will settle 5 to 8 inches during the 4- to 6 -week preload period. The 1980 Pacific Testing Laboratories report suggested that the preload period would be 6 to 9 months. Neither report presented laboratory consolidation test data that would provide a more accurate estimate of settlement rates; however, geotechnical observations and analysis are required to confirm that the preload method achieves a sufficiently improved subgrade soil prior to building construction (the observational method). Therefore, we recommend that Terra prepare reports that document the preload settlement data and analysis. These reports should be provided to the City of Tukwila to become part of the permanent construction record. 21 -1- 20436- 001 -L1 /wp /LKD 21-1 Z Z w. 6 D JU U N 0 C0 LU J Co w w Ei U. ?. � �w z� �= O. Z H- Uf U �. 'O N, o� Vi ur L O. ..z w O F' z Ms. Jill Mosqueda, P.E. SHANNON 6WILSON INC. City of Tukwila Department of Public Works January 5, 2006 Page 3 Terra Associates, in their November 2004 letter, recommended that permanent slopes along the western edge of the enhanced wetland be graded to an inclination of 1.5H:1 V. They performed slope stability analyses that indicate the factors of safety against slope failure are adequate under static and seismic conditions. In our opinion, these findings and recommendations are acceptable and the proposed slopes are not likely to result in adverse affects, e.g., settlement, on Macadam Road. During our recent visit to the project site we observed that the temporary slopes along the west side of the enhanced wetland are, in places, currently cut much steeper than 1.5H:1 V. Some of the cuts are near - vertical and there is no erosion control matting or mulch on the slope. We also observed active erosion occurring on the exposed soil cuts, most notably where water from a storm sewer pipe discharges directly onto the ground surface above the temporary cut slope. Thus, it is important that slope modifications and stabilization occur as soon as possible to prevent continued erosion and sedimentation of the wetlands. The 1.5H:1 V slopes, protected with erosion control blanket or rock revetment, as recommended by Terra Associates, should be implemented. If space limitations between the wetlands and protected trees prevent the use of 1.5H:1 V slopes, then additional geotechnical recommendations should be provided by the project geotechnical engineer. Such additional measures could include use of rockeries to provide erosion - resistant facing on stable slopes steeper than 1.5H:1 V. Finally, the site grading drawings prepared by Barghausen Consulting Engineers show slopes steeper than the 1.511: IV recommended by Terra. Terra should review and comment on the stability of these slopes, if they are to be used. It is our opinion that the geotechnical reports prepared for this project by Terra meet the generally accepted standards of practice in this area and meets the standards of Tukwila Municipal Code 18.45.080E. Additional information should be provided to the City of Tukwila by the applicant's geotechnical engineer, as discussed above. 21 -1- 20436 - 001- LIMp /MD 21-1 s Z Z W LY UO N Q. U) =. NU w 2 �. 1 -J . u. Q. Na �w Z �.. Z ►- w 2 5'. U� !O N W w. ui Z. U CO) O ~' Z u 1 SHANNON 6WILSON, INC. E TECHNICAL AND ENVIRONMENTAL CONSULTANTS December 19, 2005 w► ' ALASKA COLORADO FLORIDA MISSOURI OREGON WASHINGTON RECEIVED DEC 2 1 2005 City of Tukwila TUKWIL.m Public Works Department/Engineering Division PUBLIC WORKS 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: Ms. Jill Mosqueda, P.E. RE: GEOTECHNICAL PEER REVIEW FOR PROPOSED NORMED OFFICE/ WAREHOUSE DEVELOPMENT, MACADAM ROAD AND SOUTH 131 PLACE, TUKWILA, WASHINGTON This letter confirms your authorization for Shannon & Wilson, Inc. to perform a peer review of a geotechnical engineering report for proposed development on the above - referenced property in Tukwila, Washington. The purpose of our work will be to offer an opinion on the appropriateness and adequacy of the geotechnical engineering report that has been prepared for the proposed development by others. We will also provide our opinion regarding stability of Macadam Road as it relates to the proposed development. Our fee and the terms under which our services are offered will be on a lump sum basis in accordance with the enclosed Standard General Terms and Conditions. Our fee will be $3,000, which includes review of the geotechnical reports that have been prepared for this project, a visit to the site, and preparation of a written summary of our findings. The geotechnical findings will be limited to and based on our visual site observations, the information contained in the geotechnical reports, review of our project files, and experience with similar projects in the area. Invoices for payment will be submitted to you as our client. Please sign in the space provided and return a copy of this letter, which will then serve as an agreement between us. Shannon & Wilson, Inc., has prepared the enclosed "Important Information About Your Geotechnical Proposal" to assist you and others in understanding the use and limitations of our proposals. 400 NORTH 34TH STREET - SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 206632.8020 FAX 206.695.6777 TDD: 1. 800.833.6388 www.shannonwilson.com 21 -3 -51023 -001 1 Z JU 00 : N0. w= J 1- co LL Z it 9_0 U_ < N co =w Z zO w 2 5. Uo O cf): 0 F - . ,w w. V; ui Z co z 9 M' ' City of Tukwila Attn: Ms. Jill Mosqueda, P.E. December 19, 2005 Page 2 We appreciate this opportunity to be of service and look forward to working with you. I am 4 available at (206) 695 -6875 if you have any questions. Sincerely, SHANNON & WILSON, INC. Martin W..Page, P.E., L.E.G. Associate MWP:TMG /mwp Enclosures: Standard General Terms and Conditions, SEA -LS -2005 (1/2005) Important Information About Your Geotechnical Proposal I accept the above conditions and authorize the above work to proceed. By Signature (print) Date Organization SHANNON &WILSON, INC. 21- 3- 51023- 001- L1 /wp /LKD 21-1-51023-001 SHANNON & WILSON, INC Attachment to and part of our Proposal Geotechnical and Environmental Consultants December 19, 2005 Date: 21 -3- 51023 -001 City of Tukwila, Public Works Dept. /Engineering To: Division Macadam Road and South 131st Place, Tukwila, Re: Washington STANDARD GENERAL TERMS AND CONDITIONS (ALL PURPOSE) ARTICLE 1 — SERVICES OF SHANNON & WILSON Shannon & Wilson's scope of work (Work) shall be limited to those services expressly set forth in its Proposal and is subject to the terms and conditions set forth herein. Shannon & Wilson shall procure and maintain all business and professional licenses and registrations necessary to provide its services. Upon Client's request (and for additional compensation, if not already included in Shannon & Wilson's Proposal), Shannon & Wilson shall assist Client in attempting to obtain, or on behalf of Client and in Client's name attempt to obtain, those permits and approvals required for the project for which Shannon & Wilson's services are being rendered. Client acknowledges, depending on Feld conditions encountered and subsurface conditions discovered, the number and location of borings, the number and type of field and laboratory tests, and other similar items, as deemed necessary by Shannon & Wilson in the exercise of due care, may need to be increased or decreased; if such modifications are approved by Client, Shannon & Wilson's compensation and schedule shall be equitably adjusted. If conditions actually encountered at the project site differ materially from those represented by Client and/or shown or indicated in the contract documents, or are of an unusual nature which materially differ from those ordinarily encountered and generally recognized as inherent for the locality and character of the services provided for in Shannon & Wilson's scope of work, Shannon & Wilson's compensation and schedule shall be equitably adjusted. Without increasing the scope of work, price, or schedule contained in Shannon & Wilson's Proposal, Shannon & Wilson may employ such subcontractors as Shannon & Wilson deems necessary to assist in furnishing its services. If Shannon & Wilson's scope of work is increased or decreased by Client, Shannon & Wilson's compensation and schedule shall be equitably adjusted. r,1.Y>i Lei >t *l= =1 *3s1L LIF91#1 14 I:1C]6*1ZViLei*] LUMP SUM AMOUNT Shannon & Wilson's total fee for performing all of the services described in the Scope of Work shall be the lump sum amount of $3,000. Shannon & Wilson shall be entitled to monthly progress payments in proportion to the percentage of the completed Work bears to all of the services described the Scope of Work. Fees For Additional Services Fees for Shannon & Wilson's services attributable to any additional services provided by Shannon & Wilson which are not specifically included in our Scope of Work will be based on the actual time expended on the project, including travel, by our personnel and will be computed by multiplying the actual number of hours worked times the employees direct salary rate times 3.3. The hourly rates for the services of our staff will be doubled for time spent actually providing expert testimony. ADDITIONAL REIMBURSABLE EXPENSES Expenses other than salary costs that are directly attributable to any additional services provided by Shannon & Wilson which are not specifically included in our scope of work will be invoiced at our cost plus 15 percent. Examples include, but are not limited to, expenses for out -of -town travel and living, information processing equipment, instrumentation and field equipment rental, special fees and permits, premiums for additional or special insurance where required, long distance telephone charges, local mileage and parking, use of rental vehicles, taxi, reproduction, local and out -of -town delivery service, express mail, photographs, film, laboratory equipment fees, shipping charges and supplies. A unit price of $7.00 per hour will be charged for computer time to prepare spreadsheets, $25.00 per hour for AutoCAD and modeling software use, and $35.00 per hour for GIS computer work. ARTICLE 3 — TIMES FOR RENDERING SERVICES Shannon & Wilson shall perform its services in accordance with the schedule set forth in its Proposal. If Shannon & Wilson's Proposal sets forth specific periods of time for rendering services, or specific dates by which services are to be completed, and such periods of time or dates are extended or delayed through no fault of Shannon & Wilson, Shannon & Wilson's compensation and schedule shall be equitably adjusted. If Shannon & Wilson's schedule is increased or decreased by Client, Shannon & Wilson's compensation shall be equitably adjusted. ARTICLE 4 — PAYMENTS TO SHANNON & WILSON Invoices shall be prepared in accordance with Shannon & Wilson's standard invoicing practices and shall be submitted to Client by Shannon & Wilson monthly. The amount billed in each invoice shall be calculated as set forth in Shannon & Wilson's Proposal. Unless Shannon & Wilson's Proposal contains a fixed lump -sum price, Shannon & Wilson's actual fees may exceed the estimate contained in its Proposal. Shannon & Wilson shall not exceed the estimate contained in its Proposal by more than ten percent (10 %) without the prior written consent of Client; provided however, unless the Client authorizes additional funds in excess of the estimate contained in Shannon & Wilson's Proposal, Shannon & Wilson shall have no obligation to continue work on the project. SEA -LS -2005 Page l of 6 (1/2005) Z 11- . Z. W� UO ca 0 co W J = H Co LL W O U. N� = F.. W Z Z 1— H O Z 1— W UJ � p. L) .O - 1] 1— W UJ' Hu ! L .. Z W U =, O Z SHANNON & WILSON, INC. Invoices are due and payable within 30 days of receipt. If Client fails to pay Shannon & Wilson's invoice within 30 days after receipt, the amounts due Shannon & Wilson shall accrue interest at the rate of one and one -half percent (1.5 %) per month (or the maximum rate of interest permitted by law, if less) after the 30' day. In addition, Shannon & Wilson may, after giving seven (7) days written notice to Client, suspend services under this Agreement until Shannon & Wilson has been paid in full. If Client disputes Shannon & Wilson's invoice, only the disputed portion(s) may be withheld from payment, and the undisputed portion(s) shall be paid. Records of Shannon & Wilson's direct and indirect costs and expenses pertinent to its compensation under this Agreement shall be kept in accordance with generally accepted accounting practices and applicable federal, state, or local laws and regulations. Upon request, such records shall be made available to Client for inspection on Shannon & Wilson's premises and copies provided to Client at cost. ARTICLE 5 — CLIENT'S RESPONSIBILITIES Client shall grant or obtain free access to the project site for all equipment and personnel necessary for Shannon & Wilson to perform its services. ARTICLE 6 — STANDARD OF CARE / ABSENCE OF WARRANTIES / NO RESPONSIBILITY FOR SITE SAFETY OR CONTRACTOR'S PERFORMANCE Standard of Care The standard of care for all professional services performed or furnished by Shannon & Wilson under this Agreement shall be the skill and care ordinarily exercised by other members of Shannon & Wilson's profession, providing the same or similar services, under the same or similar circumstances, at the same time and locality as the services were provided by Shannon & Wilson. The construction, alteration, or repair of any object or structure by Shannon & Wilson shall be performed in a good and workmanlike manner in accordance with general industry standards, and conform to this Agreement. Shannon & Wilson warrants for one (1) year from substantial completion of the Work, all goods delivered hereunder shall be new and free from defects in material or workmanship, and shall conform to the specifications, drawings, or sample(s) specified or furnished, if any, and shall be merchantable and fit for their intended purpose(s). Shannon & Wilson warrants that Shannon & Wilson has good and marketable title to all goods delivered hereunder, and that all goods delivered hereunder shall be free and clear of all claims of superior title, liens, and encumbrances of any kind. Subsurface explorations and testing identify actual subsurface conditions only at those points where samples are taken, at the time they are taken. Actual conditions at other locations of the project site, including those inferred to exist between the sample points, may differ significantly from conditions that exist at the sampling locations. The passage of time or intervening causes may cause the actual conditions at the sampling locations to change as well. Interpretations and recommendations made by Shannon & Wilson shall be based solely upon information available to Shannon & Wilson at the time the interpretations and recommendations are made. Shannon & Wilson shall be responsible for the technical accuracy of its services, data, interpretations, and recommendations resulting therefrom, and Client shall not be responsible for discovering deficiencies therein. Shannon & Wilson shall correct any substandard work without additional compensation, except to the extent that such inaccuracies are directly attributable to deficiencies in Client - furnished information. No Warranties Shannon & Wilson makes no guarantees or warranties, express or implied, under this Agreement or otherwise, about Shannon & Wilson's professional services. Client- Furnished Documents Shannon & Wilson may use requirements, programs, instructions, reports, data, and information furnished by Client to Shannon & Wilson in performing its services under this Agreement. Shannon & Wilson may rely on the accuracy and completeness of requirements, programs, instructions, reports, data, and other information furnished by Client to Shannon & Wilson. Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from Shannon & Wilson's reliance on Client- furnished information, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Site Damage Shannon & Wilson shall take reasonable precautions to minimize damage to the project site, but it is understood by Client that, in the normal course of Shannon & Wilson's services, some project site damage may occur, and the correction of such damage is not part of this Agreement unless so stated in Shannon & Wilson's Proposal. Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from any project site damage caused by Shannon & Wilson, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Buried Structures If there are any buried structures and/or utilities on the project site where subsurface explorations are to take place, Client shall provide Shannon & Wilson with a plan showing their existing locations. Shannon & Wilson shall contact a utility locator service to request that they identify any public utilities. Shannon & Wilson shall use reasonable care and diligence to avoid contact with buried structures and/or utilities as shown. Shannon & Wilson shall not be liable for any loss or damage to buried structures and /or utilities resulting from inaccuracy of the plans, or lack of plans, or errors by the locator service relating to the location of buried structures and/or utilities. Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify, and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from damage to buried structures and/or utilities caused by Shannon & Wilson's sampling, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Aquifer Cross - Contamination Despite the use of due care, unavoidable contamination of soil or groundwater may occur during subsurface exploration when drilling or sampling tools are advanced through a contaminated area, linking it to an aquifer, underground stream, or other hydrous body not previously contaminated and capable of spreading contaminants off the project site. Because Shannon & Wilson is powerless to totally eliminate this risk despite use of due care, and because sampling is an essential element of Shannon & Wilson's services, Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from cross - contamination caused by Shannon & Wilson's sampling, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. SEA -LS -2005 Page 2 of 6 (1/2005) Z I = — Z �W �U U �U U W J NW W J U Q U) Z C% �W Z� H O W E_ W 5 U� O N 0H W LU U_ O .. Z U= O }" Z SHANNON & WILSON, INC. Opinions of Probable Construction Costs If opinions of probable construction costs are included in Shannon & Wilson's Proposal, Shannon & Wilson's opinions of probable construction costs shall be made on the basis of its experience and qualifications and represent its judgment as a professional generally familiar with the industry. Opinions of probable construction costs are based, in part, on approximate quantity evaluations that are not accurate enough to permit contractors to prepare bids. Further, since Shannon & Wilson has no control over: the cost of labor, materials, equipment, or services furnished by others; the contractor's actual or proposed construction methods or methods of determining prices; competitive bidding; or market conditions, Shannon & Wilson cannot and does not guarantee that proposals, bids, or actual construction cost will not vary from opinions of the components of probable construction cost prepared by Shannon & Wilson. If Client or any contractor wishes greater assurance as to probable construction cost, Client or contractor shall employ an independent cost estimator. Review of Contractor's Shop Drawings and Submittals If review of a contractor's shop drawings and submittals are included in Shannon & Wilson's Proposal, Shannon & Wilson shall review and take appropriate action on the contractor's submittals, such as shop drawings, product data, samples, and other data, which the contractor is required to submit, but solely for the limited purpose of checking for general overall conformance with Shannon & Wilson's design concept. This review shall not include a review of the accuracy or completeness of details, such as quantities; dimensions; weights or gauges; fabrication processes; construction means, methods, sequences or procedures; coordination of the work with other trades; or construction safety precautions, all of which are the sole responsibility of the contractor. Shannon & Wilson's review shall be conducted with reasonable promptness while allowing sufficient time, in Shannon & Wilson's judgment, to permit adequate review. Review of a specific item shall not be construed to mean that Shannon & Wilson has reviewed the entire assembly of which the item is a component. Shannon & Wilson shall not be responsible for any deviations by the contractor in the shop drawings and submittals from the construction documents, which are not brought to the attention of Shannon & Wilson by the contractor in writing. Construction Observation If construction observation is included in Shannon & Wilson's Proposal, Shannon & Wilson shall visit the project site at intervals Shannon & Wilson deems appropriate, or as otherwise agreed to in writing by Client and Shannon & Wilson, in order to observe and keep Client generally informed of the progress and quality of the work. Such visits and observations are not intended to be an exhaustive check or a detailed inspection of any contractor's work, but rather are to allow Shannon & Wilson, as a professional, to become generally familiar with the work in progress in order to determine, in general, whether the work is progressing in a manner indicating that the work, when fully completed, will be in accordance with Shannon & Wilson's general overall design concept. Shannon & Wilson's authority shall be limited to observing, making technical comments regarding general overall compliance with Shannon & Wilson's design concept, and rejecting any work which it becomes aware of that does not comply with Shannon & Wilson's general overall design concept. Shannon & Wilson's acceptance of any non - conforming work containing latent defects or failure to reject any non - conforming work not inspected by Shannon & Wilson shall not impose any liability on Shannon & Wilson or relieve any contractor from complying with their contract documents. All construction contractors shall be solely responsible for construction site safety, the quality of their work, and adherence to their contract documents. Shannon & Wilson shall have no authority to direct any contractor's actions or stop any contractor's work. If Shannon & Wilson is not retained to provide construction observation of tine implementation of its design recommendations, Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson, and indemnify and hold Shannon & Wilson harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from the implementation of Shannon & Wilson's design recommendations, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. No Responsibility for Site Safety Except for its own subcontractors and employees, Shannon & Wilson shall not: supervise, direct, have control over, or authority to stop any contractor's work; have authority over or responsibility for the means, methods, techniques, sequences, or procedures of construction selected by any contractor; be responsible for safety precautions and programs incident to any contractor's work; or be responsible for any failure of any contractor to comply with laws and regulations applicable to the contractor, all of which are the sole responsibility of the construction contractors. This requirement shall apply continuously, regardless of time or place, and shall in no way be altered because a representative of Shannon & Wilson is present at the project site performing his /her duties. Notwithstanding anything to the contrary, Shannon & Wilson shall never be deemed to have assumed responsibility for the project's site safety by either contract or conduct. No act or direction by Shannon & Wilson shall be deemed the exercise of supervision or control of any contractor's employees or the direction of any contractor's performance. Any direction provided by Shannon & Wilson shall be deemed solely to ensure the contractor's general overall compliance with Shannon & Wilson's design concept. No Responsibility for Contractor's Performance Except for its own subcontractors and employees, Shannon & Wilson shall not be responsible for safety precautions, the quality of any contractor's work, or any contractor's failure to furnish or perform their work in accordance with their contract documents. Except Shannon & Wilson's own employees and its subcontractors, Shannon & Wilson shall not: be responsible for the acts or omissions of any contractor, subcontractor or supplier, or other persons at the project site, or otherwise furnishing or performing any work; or for any decision based on interpretations or clarifications of Shannon & Wilson's design concept given without the consultation and concurrence of Shannon & Wilson. Approval of Contractor's Applications for Payment If approval of a contractor's applications for payment are included in Shannon & Wilson's Proposal, Shannon & Wilson shall review the amounts due the contractor and issue a recommendation about payment to Client. Shannon & Wilson's review and approval shall be limited to an evaluation of the general progress of the work and the information contained in the contractor's application for payment and a representation by Shannon & Wilson that to the best of the Shannon & Wilson's knowledge, the contractor has performed work for which payment has been requested, subject to further testing and inspection upon substantial completion. The issuance of a recommendation for payment shall not be construed as a representation that: Shannon & Wilson has made an exhaustive check or a detailed or continuous inspection check of the quality or quantity of the contractor's work; approved the contractors means, methods, sequences, procedures, or safety precautions; or that contractor's subcontractors, laborers, and suppliers have been paid. ARTICLE 7 — CONFIDENTIALITY AND USE OF DOCUMENTS Confidentiality Shannon & Wilson agrees to keep confidential and to not disclose to any person or entity (other than Shannon & Wilson's employees and subcontractors), without the prior consent of Client, all information furnished to Shannon & Wilson by Client or learned by Shannon & Wilson as a result of its work on the project; provided however, that these provisions shall not apply to information that: is in the public domain through no fault of Shannon & Wilson; was previously known to Shannon & Wilson; or was independently acquired by Shannon & Wilson from third - parties who were under no obligation to Client to keep said information confidential. This paragraph shall not be construed to in any way restrict Shannon & Wilson from making any disclosures required by SEA -LS -2005 (1/2005) Page 3 of 6 ;rs '. �,... � �� f E�tiYiiiC��v }1, Z Z �W �U 00 to 0 J CO U_ WO U. co = �W Z P H O Z 1-- W W U O � 0 F— WW H� O --z W 0 O Z SHANNON & WILSON, INC. law. Client agrees that Shannon & Wilson may use and publish Client's name and a general description of Shannon & Wilson's services with respect to the project in describing Shannon & Wilson's experience and qualifications to others. Copyrights and Patents — Shannon & Wilson shall indemnify, hold harmless, and defend Client from any and all actions, damages, demands, expenses (including reasonable attorneys' fees and costs), losses, and liabilities arising out of any claims that any goods or services furnished by Subcontractor infringe any patent, trademark, trade name, or copyright. Use of Documents All documents prepared by Shannon & Wilson are instruments of service with respect to the project, and Shannon & Wilson shall retain a copyrighted ownership and property interest therein (including the right of reuse) whether or not the project is completed. Shannon & Wilson grants to Client a non - exclusive, irrevocable, unlimited, royalty -free license to use any documents prepared by Shannon & Wilson for Client. Client may make and retain copies of such documents for their information and use. Such documents are not intended or represented to be suitable for reuse by Client, or others, after the passage of time, on extensions of the project, or on any other project. Any such reuse without written verification or adaptation by Shannon & Wilson, as appropriate for the specific purpose intended, shall be at Client's sole risk, and Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from such reuse, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Any verification or adaptation of the documents for extensions of the project or for any other project by Shannon & Wilson shall entitle Shannon & Wilson to additional compensation to be agreed upon by Client and Shannon & Wilson. Copies of documents that may be relied upon by Client are limited to the printed copies (also known as hard copies) that are signed or sealed by Shannon & Wilson. Text, data, or graphics files in electronic media format are furnished solely for the convenience of Client. Any conclusion or information obtained or derived from such electronic files shall be at the user's sole risk. If there is a discrepancy between the electronic files and the hard copies, the hard copies govern. Because data stored in electronic media can deteriorate or be modified inadvertently or otherwise without authorization of the data's creator, the party receiving an electronic file agrees that it shall perform acceptance tests or procedures within 60 days after its receipt, after which, unless notice of any errors are given in writing to the delivering party, the receiving party shall be deemed to have accepted the data thus transferred. Any errors reported within the 60- day acceptance period shall be corrected by the party delivering the electronic files at their sole expense. Shannon & Wilson shall not be responsible for maintaining documents stored in electronic media format after acceptance by Client. When transferring documents in electronic media format, neither Client nor Shannon & Wilson makes any representations as to long -term compatibility, usability, or readability of documents resulting from the use of software application packages, operating systems, or computer hardware differing from those used for the document's creation. ARTICLE 8 - INSURANCE Shannon & Wilson shall purchase and maintain during the term of this contract, the following insurance coverage at its sole expense: Commercial General Liability - $1,000,000 each occurrence /$2,000,000 annual aggregate Bodily Injury/Property Damage Combined Single Limit including Blanket Contractual Liability, Broad Form Products and Completed Operations, Explosion/Collapse/Underground (XCU) Exposures, and Washington Stop Gap coverage. Auto Liability - $1,000,000 Bodily Injury/Property Damage Combined Single Limit including Owned, Hired, and Non -Owned Liability coverage. Umbrella Liability - $10,000,000 Bodily Injury/Property Damage combined Single Limit in excess of Commercial General Liability, Auto Liability, and Employers' Liability. Workers' Compensation - Statutory in monopolistic states and $500,000 per accident/$500,000 per disease /$500,000 disease policy aggregate Employers' Liability in non - monopolistic including if applicable, U.S. Longshore & Harbor Workers coverage. Professional Liability - $5,000,000 per claims /$5,000,000 annual aggregate for professional errors and omissions including Pollution Liability coverage. If requested in writing by Client, Shannon & Wilson shall name Client as an additional insured on its Commercial General Liability policy. If requested in writing by Client, Shannon & Wilson shall deliver to Client certificates of insurance evidencing such coverage. Such certificates shall be furnished before commencement of Shannon & Wilson's services. Client shall cause Shannon & Wilson and its subcontractors to be listed as additional insureds on any Commercial General Liability insurance carried by Client that is applicable to the project. Client shall require the project owner to require the general contractor on the project to purchase and maintain Commercial General Liability, Automobile Liability, Workers Compensation, and Employers Liability insurance, with limits no less than set forth above, and to cause Shannon & Wilson and its subcontractors to be listed as additional insureds on that Commercial General Liability insurance. Client shall require the project owner include the substance of this paragraph in the prime construction contract. All insurance policies shall contain a waiver of subrogation. ARTICLE 9 - HAZARDOUS ENVIRONMENTAL CONDITIONS Disclosure of the Existence of Hazardous Environmental Conditions Client has disclosed to Shannon & Wilson all data known to Client concerning known or suspected hazardous environmental conditions, including but not limited to, the existence of all asbestos, PCBs, petroleum, hazardous waste, or radioactive material, if any, located at or near the project site, including its type, quantity, and location, or has represented to Shannon & Wilson that, to the best of Client's knowledge, no hazardous environmental conditions exist at or near the project site. If any hazardous environmental condition is encountered or believed to exist, Shannon & Wilson shall notify Client and, to the extent required by applicable laws and regulations, the project site owner, and appropriate governmental officials. SEA -LS -2005 Page 4 of 6 (1/2005) Z 11-: Z UO (00 to Ul J � NU_ L L N� = �W Z E- O Z 1-- �5 U� co WW F.. V LL- O W Z U= O �- Z SHANNON & WILSON, INC. Disposal of Non - Hazardous Samples and Hazardous or Toxic Substances All substances on, in, or under the project site, or obtained from the project site as samples or as byproducts (e.g., drill cuttings and fluids) of the sampling process are the project site owner's property. Shannon & Wilson shall preserve such samples for forty -five (45) calendar days after Shannon & Wilson's issuance to Client of the final instrument of service that relates to the data obtained from them. Shannon & Wilson shall dispose of all non - hazardous samples and sampling process byproducts in accordance with applicable law; provided however, any samples or sampling process byproducts that are, or are believed to be, affected by regulated contaminants shall be packaged by Shannon & Wilson in accordance with applicable law, and turned over to Client or left on the project site. Shannon & Wilson shall not transport store, treat, dispose of, or arrange for the transportation, storage, treatment, or disposal of, any substances known, believed, or suspected to be affected by regulated contaminants, nor shall Shannon & Wilson subcontract for such activities. Shannon & Wilson shall, at Client's request (and for additional compensation, if not already included in Shannon & Wilson's Proposal), help Client or the project site owner identify appropriate alternatives for transportation, storage, treatment, or disposal of such substances, but Shannon & Wilson shall not make any independent determination about the selection of a transportation, storage, treatment, or disposal facility. Client or the project site owner shall sign all manifests for the transportation, storage, treatment, or disposal of substances affected by regulated contaminants; provided however, notwithstanding any other provisions of this Agreement to the contrary if Client directs Shannon & Wilson, Shannon & Wilson's employees, or Shannon & Wilson's agents to sign such manifests and/or to hire for Client or the project site owner a contractor to transport store, treat, or dispose of the contaminated substances, Shannon & Wilson shall do so only as Client's disclosed agent. Contaminated Equipment and Consumables Client shall reimburse Shannon & Wilson for the cost of decontaminating field or laboratory equipment that is contaminated by regulated materials encountered at the project site and for the cost of disposal and replacement of contaminated consumables. In some instances, the cost of decontamination may exceed the fair market value of the equipment, were it not contaminated, together with the cost of properly transporting and disposing of the equipment. In such instances, Shannon & Wilson will notify Client and give Client the option of paying for decontamination or purchasing the equipment at its fair market value immediately prior to contamination. If Client elects to purchase equipment, Client and Shannon & Wilson will enter into a specific agreement for that purpose. Any equipment that cannot be decontaminated shall be considered a consumable. Client's Liability for Hazardous or Toxic Materials Except to the extent caused by Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract, and only to the maximum extent permitted by law, Client shall: indemnify and hold harmless Shannon & Wilson, its subcontractors and their partners, officers, directors, employees, and agents; from and against any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage (including bodily injury, death, or property damage to Shannon & Wilson's own employees), or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non - economic, general, special, incidental, consequential), demands, expenses (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever; arising from the arrangement for and/or ownership, operation, generation, labeling, transportation, storage, disposal, treatment, release, or threatened release of any hazardous or toxic materials, as defined by CERCLA, MTCA, or similar federal, state, or local environmental laws, on and /or from the project site. ARTICLE 10 - ALLOCATION OF RISK Indemnification of Client To the maximum extent permitted by law, Shannon & Wilson shall: indemnify and hold harmless Client, its appointed and elected officials, partners, officers, directors, employees, and agents; from and against any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage, (including bodily injury, death, or property damage to Shannon & Wilson's own employees) or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non - economic, general, special, incidental, consequential), demands, expenses (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever; arising from the negligent or wrongful acts, errors, or omissions, or breach of contract or warranty express or implied, by Shannon & Wilson or any of its subcontractors; but only to the extent of Shannon & Wilson's and its subcontractor's relative degree of fault. In furtherance of these obligations, and only with respect to Client, its appointed and elected officials, partners, officers, directors, employees and agents, Shannon & Wilson waives any immunity it may have or limitation on the amount or type of damages imposed under any industrial insurance, worker's compensation, disability, employee benefit, or similar laws. Shannon & Wilson acknowledges that this waiver of immunity was mutually negotiated. Limitation of Shannon & Wilson's Liability A. Total Liability Limited to Insurance Proceeds Notwithstanding any other provisions of this Agreement, and only to the maximum extent permitted by law, the total liability, in the aggregate, of Shannon & Wilson, its subcontractors, and their partners, officers, directors, employees, agents and, or any of them, to Client and/or anyone claiming by, through, or under Client, for any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage, (including bodily injury, death, or property damage to Shannon & Wilson's own employees) or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non - economic, general, special, incidental, consequential), demands, expenses (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever, arising out of, resulting from, or in any way related to the project or this Agreement, shall be limited to the insurance proceeds payable on behalf of or to Shannon & Wilson by any insurance policies applicable thereto. If you are unwilling or unable to limit our liability in this manner, we will negotiate this limitation and its associated impact on our approach, scope of work, schedule, and price, with you. You must notify us in writing before we commence our work of your intention to negotiate this limitation and its associated impact on our approach, scope of work, schedule, and price. Absent your prior written notification to the contrary, we will proceed on the basis that our total liability is limited as set forth above. B. Professional Liability Limited to $50,000 or 10% of Fee With respect to professional errors or omissions only, notwithstanding any other provisions of this Agreement, and only to the maximum extent permitted by law, the total liability, in the aggregate, of Shannon & Wilson, its subcontractors, and their partners, officers, directors, employees, agents, or any of them, to Client and/or anyone claiming by, through, or under Client, for any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage (including bodily injury, death, or property damage to Shannon & Wilson's own employees) or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non - economic, general, special, incidental, consequential), demands, expenses SEA -LS -2005 Page 5 of 6 (1/2005) Z �Z � W W� JU UO W H NU_ WO � LL Q U � _CY 1.. W Z H ZO 7. 5 V O� 01-- =U �- O 11! Z to O Z SI-IANNON & WIL.SON, INC. (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever, arising out of, resulting from, or in any way related to the professional errors or omissions of Shannon & Wilson, its subcontractors, or their partners, officers, directors, employees, agents or, or any of them, shall not exceed the aggregate total amount of $50,000.00, or ten percent (10 %) of the total compensation actually paid to Shannon & Wilson under this Agreement, whichever is greater. If you are unwilling or unable to limit our professional liability to these sums, we will negotiate the amount of this limitation and its associated impact on our approach, scope of work, schedule, and price, with you. You must notify us in writing before we commence our work of your intention to negotiate the amount of this limitation and its associated impact on our approach, scope of work, schedule, and price. Absent your prior written notification to the contrary, we will proceed on the basis that our total professional liability is limited to $50,000.00 or ten percent (10 %) of the total compensation actually paid to Shannon & Wilson under this Agreement, whichever is greater. ARTICLE 11 — MISCELLANEOUS Termination This Agreement may be terminated without further obligation or liability by either party, with or without cause (for convenience), upon 30 days prior written notice to the other. Shannon & Wilson shall be entitled to compensation for all services performed prior to the termination of this Agreement. This Agreement may be terminated by the non - breaching party upon any breach of this Agreement that remains uncured after 10 days notice to the breaching party by the non - breaching party. Upon payment of all amounts due Shannon & Wilson, Client shall be entitled to copies of Shannon & Wilson's files and records pertaining to services performed prior to the termination of this Agreement. Successors, Assigns, and Beneficiaries This Agreement shall be binding upon each party's assigns, successors, executors, administrators, and legal representatives. Neither Client nor Shannon & Wilson may assign or transfer any rights under or interest in this Agreement without the written consent of the other. No assignment shall release or discharge the assignor from any duty or responsibility under this Agreement. Nothing in this Agreement shall be construed to create, impose, or give rise to any duty owed by Client or Shannon & Wilson to any third -party. All duties and responsibilities undertaken under this Agreement shall be for the sole and exclusive benefit of Client and Shannon & Wilson. There are no intended third -party beneficiaries. Notwithstanding the foregoing, should a court find a third -party to be a beneficiary of this Agreement, it is the intent of the parties that the judicially created third -party beneficiary be bound by and subject to all of the terms and conditions of this Agreement. Jurisdiction, Venue, and Choice of Law Any applicable Statute of Limitation shall be deemed to commence running on the date which the claimant knew, or should have known, of the facts giving rise to their claims, but in no event later than the date of substantial completion of Shannon & Wilson's services under this Agreement. To the maximum extent permitted by law, as a condition precedent to commencing a judicial proceeding, a party shall give written notice of their claims, including all amounts claimed, and the factual basis for their claims, to the other party within one (1) year of when the claimant knew, or should have known, of the facts giving rise to their claims, but in no event later than one (1) year from the date of substantial completion of Shannon & Wilson's services under this Agreement. As a condition precedent to commencing a judicial proceeding, a party shall first submit their claims to non - binding mediation through and in accordance with the rules of the American Arbitration Association. This Agreement shall be construed in accordance with and governed by the laws (except choice and conflict of law provisions) of the state in which the Project is located. Any judicial action shall be brought in the state in which the Project is located. Attorneys' Fees Should any dispute or claims arise out of this Agreement, whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise, the prevailing party shall be entitled to an award of their reasonable attorneys' fees and costs, including upon appeal and in the enforcement of any judgment. Should neither party prevail on all of their claims or receive all of the relief they sought, then the substantially prevailing party shall be awarded their reasonable attorneys' fees and costs, including upon appeal and in the enforcement of any judgment. Waiver A waiver of any of the terms and conditions or breaches of this Agreement shall not operate as a subsequent waiver. Headings The headings used in this agreement are for general ease of reference only. They have no meaning and are not part of this Agreement. Integration This Agreement, together with all attachments hereto, are incorporated by reference into each other, and supercede all prior written and oral discussions, representations, negotiations, and agreements on the subject matter of this Agreement and represent the parties' complete, entire, and final understanding of the subject matter of this Agreement. Survival Notwithstanding completion or termination of this Agreement for any reason, all representations, warranties, limitations of liability, and indemnification obligations contained in this Agreement shall survive such completion or termination and remain in full force and effect until fulfilled. Severability If any of the terms or conditions of this Agreement are found to be void or unenforceable for any reason, the remainder of this Agreement shall continue in full force and effect, and the court shall attempt to judicially reform the void or unenforceable provisions to the maximum extent possible, consistent with the original intent expressed in the provisions, to render it valid and enforceable. If the court is unable to reform the provisions to render it valid and enforceable, the court shall strike only that portion which is invalid or unenforceable, and this Agreement shall then be construed without reference to the void or unenforceable provisions. SEA -LS -2005 Page 6 of 6 (1/2005) Z i~ Z a , W D JU 0 N co W J H CO LL WO LL Q N_ _CY �W Z 3: H O Z H W UJ �p U a �_ H WW H� LL O W Z U= O Z - SHANNON & WILSON INC. Attachment to and part of Proposal 21 -3 -51023 -001 _ Geotechnical and Environmental Consultants Date: December 19, 2005 - To: City of Tukwila, Public Works Dept. /Engineering Division Attn: Ms. Jill Mosqueda, P.E. Z = F- IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAUENVIRONMENTAL W PROPOSAL QQ JU 00 More construction problems are caused by site subsurface conditions than any other factor. The following suggestions and observations are 0 W offered to help you manage your risks. Z HAVE REALISTIC EXPECTATIONS. Co O W If you have never before dealt with geotechnical or environmental issues, you should recognize that site exploration identifies actual .� subsurface conditions at those points where samples are taken, at the time they are taken. The data derived are extrapolated by the consultant, who then applies judgment to render an opinion about overall subsurface conditions; their reaction to construction activity; = CY appropriate design of foundations, slopes, impoundments, recovery wells; and other construction and/or remediation elements. Even under 1— _ optimal circumstances, actual conditions may differ from those inferred to exist, because no consultant, no matter how qualified, and no ? �- subsurface program, no matter how comprehensive, can reveal what is hidden by earth, rock, and time. Z 0 DEVELOP THE SUBSURFACE EXPLORATION PLAN WITH CARE. 5: V 0 The nature of subsurface explorations —the types, quantities, and locations of procedures used —in large measure determines the 0 effectiveness of the geotechnical/environmental report and the design based upon it. The more comprehensive a subsurface exploration and W W testing program, the more information it provides to the consultant, helping to reduce the risk of unanticipated conditions and the attendant H 0: risk of costly delays and disputes. Even the cost of subsurface construction may be lowered. Z Developing a proper subsurface exploration plan is a basic element of geotechnical/environmental design, which should be accomplished U N jointly by the consultant and the client (or designated professional representatives). This helps the parties involved recognize mutual ~O H concerns and makes the client aware of the technical options available. Clients who develop a subsurface exploration plan without the Z involvement and concurrence of a consultant may be required to assume responsibility and liability for the plan's adequacy. READ GENERAL CONDITIONS CAREFULLY. Most consultants include standard general contract conditions in their proposals. One of the general conditions most commonly employed is to limit the consulting firm's liability. Known as a "risk allocation" or "limitation of liability," this approach helps prevent problems at the beginning and establishes a fair and reasonable framework for handling them, should they arise. Various other elements of general conditions delineate your consultant's responsibilities. These are used to help eliminate confusion and misunderstandings, thereby helping all parties recognize who is responsible for different tasks. In all cases, read your consultant's general conditions carefully and ask any questions you may have. HAVE YOUR CONSULTANT WORK WITH OTHER DESIGN PROFESSIONALS. Costly problems can occur when other design professionals develop their plans based on misinterpretations of a consultant's report. To help avoid misinterpretations, retain your consultant to work with other project design professionals who are affected by the geotechn- ical/environmental report. This allows a consultant to explain report implications to design professionals affected by them, and to review their plans and specifications so that issues can be dealt with adequately. Although some other design professionals may be familiar with geotechnical/environmental concerns, none knows as much about them as a competent consultant. Page l of 2 1/2005 OBTAIN CONSTRUCTION MONITORING SERVICES. Most experienced clients also retain their consultant to serve during the construction phase of their projects. Involvement during the construction phase is particularly important because this permits the consultant to be on hand quickly to evaluate unanticipated conditions, to conduct additional tests if required, and when necessary, to recommend alternative solutions to problems. The consultant can also monitor the geotechnical/environmental work performed by contractors. It is essential to recognize that the construction recommendations included in a report are preliminary, because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Because actual subsurface conditions can be discerned only during earthwork and/or drilling, design consultants need to observe those conditions in order to provide their recommendations. Only the consultant who prepares the report is fully familiar with the background information needed to determine whether or not the report's recommendations are valid. The consultant submitting the report cannot assume responsibility or liability for the adequacy of preliminary recommendations if another party is retained to observe construction. REALIZE THAT ENVIRONMENTAL ISSUES MAY NOT HAVE BEEN ADDRESSED. If you have requested only a geotechnical engineering proposal, it will not include services needed to evaluate the likelihood of contamination by hazardous materials or other pollutants. Given the liabilities involved, it is prudent practice to always have a site reviewed from an environmental viewpoint. A consultant cannot be responsible for failing to detect contaminants when the services needed to perform that function are not being provided. ONE OF THE OBLIGATIONS OF YOUR CONSULTANT IS TO PROTECT THE SAFETY, PROPERTY, AND WELFARE OF THE PUBLIC. i i A geotechnical/environmental investigation will sometimes disclose the existence of conditions that may endanger the safety, health, property, or welfare of the public. Your consultant may be obligated under rules of professional conduct, or statutory or common law, to ' notify you and others of these conditions. i RELY ON YOUR CONSULTANT FOR ADDITIONAL ASSISTANCE. 1 Your consulting firm is familiar with several techniques and approaches that can be used to help reduce risk exposure for all parties to a construction project, from design through construction. Ask your consultant, not only about geotechnical and environmental issues, but others as well, to learn about approaches that may be of genuine benefit. The preceding paragraphs are based on information provided by the ASFE /Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland i Z W'. � g W� JU UO N 0 W= J CO) LL WO J LL j. N �W Z �. Z O H. �p U 0 0H W W H. ti O Z 'O ~ Z Page 2 of 2 1/2005 L e O s December 19, 2005 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Ms. Jennifer Marshall Re: NorMed II D05 -016 & D04 -415 4310 So. 131S Place Dear Jennifer, The following comments are in response to City comments from two agencies. These responses are as follows: A. Planning Dept. Comments — 12/5/05 Carol Lumb 1. Since the removal of the wall now allows more planting and the slope of 1 -1/2 to 1 will still be stable, the landscape really is not impacted other than quantity or spacing. See also Adolfson response. 2. The "seepage" revetment is a very small area (5'x 20) and is relatively insignificant in the scope of the project. See Adolfson response and plan revision showing locations. 3. The revised submittal does reflect the revised planting plan relative to no wall and no changes were done because the slope change from 2 to 1 to 1 -1/2 to 1. See also Adolfson response. 4. The original TESC had shown an erosion control fence at the edges of existing to new wetland which is still in place. Now that we have completed the stream and wetland relocation and the hillside is not complete, we will add an erosion control fence at the I base of the hill (see revised civil sheet/Barghausen). 5. Slopes are now going to be accessed from Macadam Road with long reach equipment. Thus we will be out of the "emerging" wetland and don't have to go across the stream. There are no wetland plantings in place yet and nothing but hydroseed on the hill, so no impacts will be done. 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 (206) 433 -8997 FAX (206) 246 -8369 email: davek ®dkehlearch.com S +f S . ' - Ms. Jennifer Marshall ¢ City of Tukwila Re: NorMed — D04 -415, D05 -016 1 December 19, 2005 Page 2 s 6. The Adolfson plans were changed to reflect the removal of the wall and really, no changes were necessary. In addition you noted a breach in two locations of the silt fence. I was at the site today and saw two "access" areas from the upland to the wetland to enable maintenance — are those what `s you're looking at? We could put in a removable section of silt fence if you are concerned. Also, since there is no wall anymore, do we get rid of the "habitat crossings" since the entire hill is now accessible? B. Public Works 11/23/05 Jill Mosqueda 1. The $2,000 check for the "peer review" was delivered to Public Works on 12/7/05. Thank you for your reviews. cer , :.t David Kehle : DK/mt Enclosure: Civil Sheet C5 of 11 cc: Mr. Larry Shaw w /enclosure Mr. Ali Sadr w /enclosure Mr. Mark Epstein w /enclosure - a:104411cftylet12 -19-05 to �l MEMORANDUM DATE: TO: FROM: CC: RE: December 20, 2005 Carol Lumb, City of Tukwila Mark Epstein, Landscape Architect 4 4 4 ; ma A D O L F S O N Teresa Vanderburg; file wvi ro ►vrne►vta G So Guti o ns Response to Comments NorMed: D05 -016 and D04-415 This memo is in response to the Planning Division Comments of Correction Letter #1 for Revision #1, in a letter to David Kehle, Architect dated December 8, 2005. Our responses are numbered in accordance with the Planning Division Comments. 1. There will be no impacts to the new wetland as a result from re- grading the slope in order to eliminate the need for the retaining wall. We understand from Barghausen Engineers that the new slope was started at the existing toe of slope, resulting in no change to the wetland area or perimeters. 2. Our understanding is that the rock revetment (as detailed in the Slope Evaluation study by Terra Associates dated November 7, 2005) to control seepage on the slope will be installed in one location encompassing an area approximately 20'x30' near the top of the slope. This area cannot be planted with trees or shrubs, however the rock will be covered with erosion control blanket and hydroseeded. We will field- adjust the plants proposed for this area to other locations so the number of plants installed will remain the same. 3. We propose no change to the buffer planting plan except the adjustment noted in #2 above. We concur with the use of an erosion control blanket along the entire slope face. Plants may be installed after blanket installation by cutting an "X" through the blanket for each plant and installing per our slope planting detail shown on our plans. Each plant should be protected from spray during the hydroseeding operation. 4. A temporary erosion control and sedimentation plan for slope re- grading is being prepared by Barghausen Engineers. 5. Our understanding is that slope re- grading will be performed from the top of the slope and no work will occur in the wetland. We anticipate no impact to the wetland plants or plantings on the slope as a result of the regarding. All grading work should be completed and the erosion control blanket in place before planting begins. 6. As stated in responses #2 and #3, we propose no change to the approved landscaping plan except for a change in location for plants displaced by the rock revetment. We propose to make those changes in the field based on the site conditions after grading. Please contact me if you require any further clarification. ADOLFSON ASSOCIATES, INC. 5309 Shilshole Avenue NW, Suite 200 Seattle, WA 98107 Tel 206 789 9658 a x'u'.aclnl/k�,n.cnm Fax 206 789 9684 �N Z J U' UO U 0 CO LU J Co u.. uJ O co d =w H O` Z H. Dp O N` Z U. — O: w z UN Z City of Tukwila Public Works Department Development Section 6300 Southcenter Boulevard Suite 100 Tukwila, WA 98188 -2544 (206) 433- 0179/Phone (206) 431- 3665/Fax LETTER OF TRANSMITTAL TO: Shannon & Wilson, Inc. Date: December 14, 2005 . 400 North 34 Street, Suite 100 Attention: Martin Page, P.E. (P.O. Box 300303) RE: Normed Retaining Walls Seattle, WA 98103 D05 -016 206.632.8020 Attached is the following: [X] Plans [ ] Letter [X] Reports [ ] Easements [] Other Quantity Description 1 Plan set Revision 1 1 Draft EIS — Geotechnical study by Assoc. Earth Sciences, Inc. 09.10.2001 1 Geotechnical Report by Terra Associates, Inc. 11.17.2004 1 Geotechnical Report by Terra Associates, Inc. 11.07.2005 These are transmitted as checked below: [X] Detailed Review [ ] Approved as noted [ ] As requested [ ] Returned for correction [ ] Submit mylars [ ] Remarks /Comments: Applicant proposes eliminating retaining wall on slope /embankment that supports Macadam Rd S (42 Av. S.). Please provide a price quote and a contract for Geotechnical peer review. Please return all materials once the contract is closed. If you have questions / comments, please contact me at 206.431.2449. / cc: File # D05 -016 DOS -415 S T — id: L. Jill Mosqueda, P.E. Public Works Development Engineer , Z z. ww . QQ `, U J � N LL: w O U. �. CO) d H Ul Z f.. ZO w 2f D 0: U co .; O— wW H 0 .. u O w Z. U co 2 TERRA ASSOCIATES- Inc. a Consultants in Geotechnfeal En'giheering, Geology and Environmental Earth. Scientes November 7, 2005 Project No. T-5613 Ak. Lorry Shaw RECEIVED NorMed-Shaw Partnaft CITY OF TUKWILA P.O. 156x 3644 NOV 10 200 5 Seattle, Washington 98124-3W subjftt. Slope Evaluation* PERMIT CENT5R NoOded-Shaw Slope' 'Tukwila, Washington. Reference: Geotechnical Repott, NorMed- .Shaw Building, Project' No. T-5613, prepared Term AssQciatcs,'lhc., dated November 17, 2004 Dear Mr. Shaw: As'requeste4 we have an evaluation of the slope located in the westem'portion of the NorMed sit. Our scope - of work included a visual site reconnaissance, the drilling of 3 test borings to maximum depths of about 20.0 to 21.5 feet below existing surface gridies, and review of-the referenced geotacbnical report. the purpose of our study was to evaluate slope stability to determine an appropriate permanent slope inclination to be graded in lieu of the previously - planned retafifing wall and 2:1 (HorizontalNertical) cut slopes..' Our study included analysis of slope stability albag three. profiles identified as. Secti 6ni A-A, Section 113-B, and Section C-C, on Figures 2 through 4. respectively. INCOMPLETE LTR# CONDITIONS 10 1 '10 SUBSURFACE V Surface Grades in the western portion of the site currently slope gently to steeply down about 20 to 25 feet to the cast from the shoulder of MacAdam Road. The lower approximately 10 to 20 feet of the slope has reqently been graded• to moderate to steep temporary inclinations incidental to the wetland mitigation work cast of the slope area.. Review of topographic information provided' by Barghausen Consulting Engineers, Inc., indicates that the temporary slope inclinations currently range between about 50 percent'and 150 percent but are generally about 70 Percent. Native slope grades above the temporary out are generally 30 percent or flatter. 12525'Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821-7777 9 Fax (425) 821-4334 t)DSwxw8i (P .z w : 5 JU 00, U) C0 LLJ Lu J�q CO) LL W O u. < D W z W UJ 5 Cl) �O O 1- UJ Lu : u. 0. ua z CO) 10 z 0 �r Mr. Larry Shaw November 7, 2005 Soils exposed in the faces of the temporary cut slopes generally consist of dense silty sand to sandy silt with varying amounts of gravel, and fine - grained sand with silt and gravel. We observed light seepage from some of the sand with silt soils exposed in the lower few feet of the temporary cut slope just north of Boring B -2. This seepage, along with uncontrolled runoff from the upper part of the slope, appears to have caused some minor surficial sloughing of the lower slope face. We did not observe indications of deep- seated instability, significant active erosion, or significant groundwater seepage on the slope. We observed several areas along the shoulder of MacAdam Road where road shoulder subgrades appear to consist of fill. The road fill is generally several feet high and slopes down to the native grade at an inclination of about 1:1. A 12 -inch diameter storm sewer pipe currently discharges stormwater from a catch basin on the western side of MwAdam Road to the top of the slope south of Boring B -1. We observed wet surface conditions below the pipe outlet; however, we did not observe indications of an established channel or significant active erosion. The upper portions of the slope are currently vegetated with grasses, brush, and occasional mature deciduous trees. Several of the large trees are located near the top of the temporary cut slope. b ace Sam$ The native soils we observed in the test borings consist predominantly of medium dense to dense silty sand to sandy silt with varying amounts of gravel. These soils are generally consistent with our observations of native soils in test pits excavated on the slope during our previous site explorations. The native soils are overlain by fill at Boring B -1 in the northern portion of the slope area. The fill observed in Boring B -1 generally consisted of medium dense to dense silty sand with gravel. We expect that the fill was placed many years ago, possibly at the time that MacAdam Road was constructed. Ilm Geologic Map of the Des Moines Quadrangle, Washington, by Howard H. Waldron (1962), shows the soils on the slope in the western portion of the site mapped as Kame- terrace deposits, which typically consist of silty sand and pebble- cobble gravel. The soils we observed in our site explorations and observed in existing exposures on the slope are generally consistent with the mapped soil description. The boring locations are shown on Figures 1 through 4. Detailed descriptions of the soil conditions observed in the test borings are presented on the boring logs, Figures 6 through 8. Groundwater We encountered groundwater in all 3 borings at depths of 15 to 18 feet below existing surface grades. The groundwater generally occurs within the fine - grained sand with silt to silty sand observed at lower elevations in the borings. This is generally consistent with our observations of light seepage from isolated areas near the toe of the existing cut slope. Project No. T-5613 Page No. 2 Z �w 2 u� D J U: U O; CO 0 U) J F. CO) w O u. Q; C =w �O z �_' .w w, U� O CO .o E- w W: �U LL O iui Z U co): Z r Mr. Larry Shaw November 7, 2005 Stsbillty Anah►si: We performed our stability analyses using the computer program WINSTABL. The soil parameters used are shown on the attached analysis plots and output text. These parameters are based on field and laboratory data, and our past experience with similar soils. As discussed, analyses of the slope were performed along three section lines identified on the attached Figures 2 through 4 as Section A A, Section B-B, and Section C-C. Our analyses of these sections considered both static and pseudostatic (seismic) conditions for a permanent slope inclination of 1.5:1. A horizontal acceleration of 0.20g was used in the pseudostatic analysis to simulate slope performance under earthquake loading. The lowest safety factors for each condition are presented in the following table: Section Analyzed Minimum S lety Factors Static Pseudostatic Section A -A 1.63 1.11 Section B-B 1.89 1.20 Section C-C 1.88 1.33 The results of the stability analyses indicate that permanent cut slopes established to an inclination of 1.5:1 are stable with respect to deep - seated failure under static and pseudostatic conditions. The factors of safety determined by our analyses are considered acceptable by local engineering practice for the static and pseudostatic conditions. The results of the stability analysis are attached. DISCUSSION AND RECObII MMATIONS Based on our study, and review of the topographic information provided to us, it appears that it will be feasible to establish a permanent cut slope in the western portion of the site provided the slope is adequately protected from erosion and surface water is not allowed to flow uncontrolled onto the slope face. In our opinion, the undisturbed native soils underlying the slope can be graded to a permanent inclination of 1.5:1. We recommend the existing fill soils, such as those observed in the upper approximately ten feet of Boring B -1 in the northern portion of the slope, be graded to a permanent inclination of 2:1 and thoroughly compacted using a hoe pack. As an alternative, fill soils exposed in the slope face may be completed to an inclination of 1.5:1 provided the fill is excavated at the slope face, thoroughly compacted using a hoe pack, and the slope face is buttressed with two- to four -inch diameter quarry spalls (broken rock) as shown on attached Figure 9. As discussed, we observed light groundwater seepage in several areas near the toe of the existing cut slope. In one location, seepage in conjunction with uncontrolled runoff' from the upper portion of the slope appears to have caused some minor surficial sloughing near the lower slope face. In our opinion, the potential for continued shallow sloughing due to persistent groundwater seepage can be adequately mitigated by constructing a rock revetment over the portion of the slope face where the seepage is occurring. We recommend that the rock revetment consist of a minimum 12 inch thick layer of 2- to flinch diameter quarry spalls that extends at least 12 inches beyond the extent of visible seepage. Project No. T -5613 Page No. 3 j Z W U O: U ) o' J L w 0; LL U D. d W.' Z F-- F- O. i Z F-' Dp ;O U)' =U u_ O: tll Z: U Nt O Z Mr. Larry Shaw November 7, 2005 Once final slope grades are established, the exposed soils should be seeded and covered with an extended-term erosion control blanket. For this purpose, we recommend using North American Green C125 double net coconut blankets (or equivalent.) The erosion control blankets must be installed in conformance with the manufacturer's recommendations, and should extend at least two feet beyond the perimeter of the bare area being covered. A storm sewer currently daylights onto the upper portion of the slope, just south of the location of Boring B-3. Stormwater discharge from this pipe must not be allowed to flow uncontrolled onto the face of the permanent cut slope. We recommend collecting discharge from the pipe and muting in a controlled manner to an approved point of discharge at the toe of the slope. We recoarnend that a representative of Terra Associates, Inc., observe the slope grading activities to verify soil conditions and appropriate slope inclinations, and to identify seepage areas that require buttressing with a rock revetment. In addition, we should observe installation of erosion protection measures to verify conformance with our recommendations and to provide additional or alternate recommendations, if necessary. We trust this information is sufficient for your current needs. If you have any questions or require any additional information, please call. Encl: Figure 1-- Exploration Location Plan Figures 2 through 4 - Boring Location Detail Figure 5 - Unified Soil Classification System Figures 6 through 8 - Boring Logs Figure 9 - Rock Buttress Detail WINSTABL Output Data Sincerely yours, TERRA ASSOCIATES, INC. '4ftiC,6 John C. Sadler, L.E.G., .H.G. Project Manager % /. Xx Kevin P. Roberts, P.E. Senior Engineer cc: Mr. Ali Sadr, Barghausen Consulting Engineers fl- 7-05 0 8/04/6 Project No. T -5613 Page No. 4 e • t 4 W ' J U: U O; U to W w= J � N LL, W U li 4 a: = W . z� f- 0 1 Z H �O N H w w ; :E- U .0 N O ~' Z -dd--%t-a 0 DD ,80 APPROXNAW SCAIF IN FEET r� MACADA qD NOTE: TM8 31TE PLAN 18 SCNEIMTIC. ALL LOCATIONS AM 0WNSIONS ARE APPROXWTE. T IS NTENDED FOR REFERENCE ONLY AND 6NDULD NOT W WED FOR DESIGN OR CONSTRUCTION PURPOSES. REFERENCE: SrTE PLAN PROVIDED BY SARONAUSEN CONSULTING ENGINEERS, INS t - - - - -- I � F --- us LEGEND: G 61 APPROXMATE LOCATION OF BORING MACADAM RD L SEE nGURE 1 1 1 I It'I (CULV -n73 I �r t , i i�! k l ?i �-' r - V IV LLJ NN 0- r�n V NOTE: - LEGEND: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND 13.1 APPROXIMATE LOCATION OF BORING DIMENSIONS ARE APPROXIMATE. IT 1S INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. REFERENCE: SITE PLAN PROVIDED BY BARGHAUSEN CONSULTING ENGINEERS, INC 0 30 80 IIIIIII NOR APPROXIMATE SCALE IN FEET Terra BORING LOCATION DETAIL • r�• ;'' NORMED -SHAW SLOPE • Associates Inc. TUKWILA, WASHINGTON • Consultants in Geotechnical Engineering Geolog and • Pro• No. T-5613 Date NOV 2005 Figure 2 Environmental Earth Sciences 1 7 Z 1L�4 i! W !� J U. UO CO W= N LL 0. o } LL Q CO) T O H. _ Z H: 1-0 Z 1—. W �o U O N. 0 1.- W W. LL U CO) Z ' 'S z �1 o == •ytl� � 5 RD B M NOTE: LEGEND: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND B -2 APPROXIMATE LOCATION OF BORING DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR -19K—_!_Q DESIGN OR CONSTRUCTION PURPOSES. 0 30 60 REFERENCE: SITE PLAN PROVIDED BY BARGHAUSEN CONSULTING ENGINEERS, INC APPROXIMATE SCALE IN FEET Terra BORING LOCATION DETAIL *� *•' NORMED -SHAW SLOPE Associates Inc. TUKWILA, WASHINGTON • Consultants in Geoteechnicel Engineering Environmental Earth sciences Proj. No. T 6613 Date NOV 2005 Figure 3 Z .Q L . Z ' W: QQ i' JU 0 CO) 0 CO) W W =; J I.- CO) LL' W O: _J' U- = d F _ Z 1- Z O U =U LL O Z, W O ~' Z �. NOTE: LEGEND: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND 19 B-3 APPROXIMATE LOCATION OF BORING DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR „� _�__Q DESIGN OR CONSTRUCTION PURPOSES. U 30 60 REFERENCE: SITE PLAN PROVIDED BY BARGHAUSEN CONSULTING ENGINEERS, INC APPROXIMATE SCALE IN FEET =J: Terra BORING LOCATION DETAIL •• " "'' NORMED -SHAW SLOPE • Associates I nc. TULWILA, WASHINGTON • • Consultants in Geotechnical Engineering Geology and ro No. T -5613 Date NOV 2005 Figure Environment Earth Sciences p 1• 4 9 s ; z Z LU UO N � W= J F. N LL' W O. J LL ?' N C7 F _: Z �.. O Z F-. 5 U O N W UJ H H u" O 111 Z U U) O ~' Z • i` r NOTE: LEGEND: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND 19 B-3 APPROXIMATE LOCATION OF BORING DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR „� _�__Q DESIGN OR CONSTRUCTION PURPOSES. U 30 60 REFERENCE: SITE PLAN PROVIDED BY BARGHAUSEN CONSULTING ENGINEERS, INC APPROXIMATE SCALE IN FEET =J: Terra BORING LOCATION DETAIL •• " "'' NORMED -SHAW SLOPE • Associates I nc. TULWILA, WASHINGTON • • Consultants in Geotechnical Engineering Geology and ro No. T -5613 Date NOV 2005 Figure Environment Earth Sciences p 1• 4 9 s ; z Z LU UO N � W= J F. N LL' W O. J LL ?' N C7 F _: Z �.. O Z F-. 5 U O N W UJ H H u" O 111 Z U U) O ~' Z n^w�w.»Araw,m+wu�C. + r+rrr�nawasmmrora. Z Z �W UO 0 w� CO) LL W O 9 _ LL CO) =d �W Z H W O Lu �p U CO D H WW H� L- O W Z F_ 0 z MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION Clean GW Well- graded gravels, gravel -sand mixtures, little or no GRAVELS Gravels fines. GP Poorly - graded gravels, gravel -sand mixtures, little or J a (less 6. than 0 2 y More than 5% fines) no fines, GM srlty gravels, gravel- sand -sift mixtures, non - plastic CO �° y �fradion m > Z , � larger than No. Gravels with fines fines. E 4 sieve GC Clayey gravels, gravel -sand -clay mixtures, plastic fines. 0 `p N o Clean Sands SW Well- graded sands, gravelly sands, Me or no fines. S ANDS � M Z (less than SP Pood"raded sands or gravelly sands, little or no r c More than 5% fines) fines. .= B z 50% of coarse U 0 `' I s Sands SM Silty sands, sand -silt mixtures, non - plastic fines. g�jj� $C Clayey sands, sand -clay mixtures, plastic fines. No. 4 sieve with fines M L Inorganic silts, rock flour, clayey silts with slight J c o SILTS AND CLAYS plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). �o y N E c Liquid limit is less than 50% QL Organic sifts and organic days of low plasticity. W � Z •y Z to M0 MH Inorganic silts, elastic. SILTS AND CLAYS o N CH Inorganic clays of high plasticity, fat clays. Z Liquid limit is greater than 50% U. OH Organic clays of high plas ticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS to W Standard Penetration D ensi ty Resistance in Blows /Foot 2 OUTSIDE DIAMETER SPLIT I SPOON SAMPLER 0 Very loose 04 2A" INSIDE DIAMETER RING SAMPLER Loose 4-10 OR SHELBY TUBE SAMPLER Medium dense 10-30 X Dense 30 - 50 1 WATER LEVEL (DATE) v Very dense >60 Tr TORVANE READINGS, tsf Pp PENETROMETER READINq tsf Standard Penetration W Consistency Resistance in Blows /Foot DD DRY DENSITY, pounds per cubic foot CO) Very soft 0 -2 LL LIQUID LIMIT, percent Soft 2 = O Medium stiff 4 - 8 Pi PLASTIC INDEX U Stiff 8 - 16 Very stiff 16- N STANDARD PENETRATION. blows per foot Hard >32 Terra UNIFIED SOIL CLASSIFICATION SYSTEM " � � Associates, I nc. NORMED - SHAW SLOPE • • TUKWILA, WASHINGTON Consultants in Geotechnical Engineering Proj. No. T-5613 Date NOV 2005 Figure 5 Geology and Environmental Earth Sciences n^w�w.»Araw,m+wu�C. + r+rrr�nawasmmrora. Z Z �W UO 0 w� CO) LL W O 9 _ LL CO) =d �W Z H W O Lu �p U CO D H WW H� L- O W Z F_ 0 z Boring B No. B -1 Logged by: JMC Date: 10/28/05 Approximate Elev. 38 Consistency/ a (N) Moisture Soil Description Relative Depth E Blows/ Content Density (ft.) y ft. N FILL: brown silty sand to sandy sIN with gravel, moist Medium Dense 32 5.6 FILL: light brown silty sand, fine - grained sand, moist Medium Dense 19 7.2 I .... ........................ .. .... _ ........... . .............................. .. ........... - -- FILL: .............................. 5 34 8.6 gmylsh4nwn silty sand with gravel, molded, fine- to medium- grained sand, moist, Dense asphalt bits. 1 0 Possible FILL: Bluish -gray mottled, clayey sand to silty Medium Dense s sand, wet ... .... .. 11 19.9 Grayish -brown, mottled silty SAND, fine - grained sand, Medium Dense wet. (SM) _ .......................... . ........................... ._._.. _ .................................... .................................... Grayish -brown silty SAND with gravel, medium - grained 15 sand, fine- to medium- grained gravel, wet (SM) Dens I 32 13.9 .. Some areas mottled. _ Gray silty SAND, fine- to medium - grained sand, Dense 20 wet (SM) 41 18.6 Boring terminated at 21.5 feet. Groundwater encountered below 18 feet Terra •• Associates, inc. BORING LOG NORMED -SHAW SLOPE TUKWILA, WASHINGTON Consultants In GeokK*u*al Engineering Geology and Environmental Earth Sdenm Proj. No. T-5613 Date NOV 2005 Figure 6 z J U. UO CO) 0. co) =. J� U1 u, :W O �J u_ Q N = W H Z� ZO WW �p O �; W W ': u_ 1 0, Z U U) H � O Z Boring No. B -2 Logged by: JMC Date: 10/28/05 Approximate Elev. 33 Consistency/ a (N) Moisture Soil Description Relative Depth E Blows/ Content Density (ft.) N ft. ( %) Light brown sandy SILT, fine - grained sand, moist. (ML) Medium Stiff 14 8.3 Medium Dense I 26 13.7 Light brown, mottfed silty SAND with gravel, fine- grained sand and gravel, moist. (SM) 5 28 12.6 I Brown silty SAND to SAND with sift, Interbedded SILT with sand, fine-grained sand, wet. (SM/SP-SM) 10 Dense 45 15.6 15 1=1 50/4" Gray silty SAND with gravel, fine- grained sand, fine- to medium rained gravel, moist. (SM) (Glacial till -like) Dense to Very Dense 20 35 Boring terminated at 21.5 feet. Groundwater encountered at 15 feet. 11.0 7.9 10.1 Terra BORING LOG Associates, Inc. NORMED -SHAW SLOPE . •_ • ; • TUKWILA, WASHINGTON Consultants in Geotechnicai Engineering Geology and Environmental Earth Sciences Proj. No. T-5613 Date NOV 2005 Figure 7 i Y Boring No. B -3 I Logged by: JMC A roArnate Elev. 38 7 Date: 10/28/05 pp Consistency/ a (N) Moisture Soil Description Relative Depth E Blows/ Content Density (ft.) ca ft. ( %} - T Loose 3 17.0 Dark brawn silty SAND with gravel, medium - graind sand mediurn- grained gravel, moist. (SM) Some areas mottled. Very Dense 55N1.5" 11.4 ............................................... .. ..... .._ .. .._.. ._. ........... .. ...... _ .......... ........ _._._... ............. 5 35 6.1 Light brown, mottled sandy SILT, fine - grained sand, wet. Dense (ML) Brown gray. mottled sandy SILT, fine-grained 10 17 20.3 sand, wet. (ML) Medium to Dense Dense Brown ra y , , mottled silty SAND with ravel medium - grained sand, fine - grained gravel, wet. (SM) 15= 3 16.1 I $ 12.9 1 Brown silty SAND, fine - grained sand, wet. (SM) Dense I . mo�tTed`siNy�ANt7* tti gravel, flnn��fo Very Dense mediu rained sand moist to wet. SM " Boring terminated at 20'J" feet. Perched water in sand seams below 15 feet. ` I Terra BORING LOG NORMED -SHAW SLOPE Associates, I nc. TUKWILA, WASHINGTON • • Consultants in Geotechnical Engineering Environmen Ea n, sciences Proj. No. T-6613 Date NOV 2005 Figure 8 f s z w W� U O, co b LU J N L w _5 =Y _a I-- _; Z� Z O. W W . O `W W — O' tii Z U N H � Z 2" TO 4" DIAMETER QUARRY SPALLS 1.5 I H EXISTING FILL NATIVE SOIL NOT .TO SCALE NOTES: 1) TEMPORARY CUT FACE IN FILL SOIL SHOULD BE MECHANICALLY COMPACTED PRIOR TO PLACEMENT OF ROCK 2) MINIMUM WIDTH OF BUTTRESS BASE CUT W2 = 2 FEET - c .:?► Terra ROCK BUTTRESS DETAIL • : *` NORMED -SHAW SLOPE • Associates! Inc. TUKWILA, WASHINGTON • Consultants in Geotechnlcg Engineering Geology and Proj.No. T-5613 Date NOV 2005 Figure 9 Environmental Earth Sciences 25. 16, E:1 u U-M 1 U-15 25.13 33.50 41.88 50.25 58.63 67.0( 1.63 1.64 1.67 1.67 1.67 1.67 1.68 1.68 1.68 1.74 Profile.out ** PCSTABL6 ** Purdue university modified by Peter 3. Bosscher university of Wisconsin - Madison 1 - -slope stability Analysis-- ! simplified 3anbu, s or spencer's Method of slices PROBLEM DESCRIPTION 1.5:1 (A -A) Static BOUNDARY COORDINATES (deg) Param. 7 Top Boundaries 1 125.0 I 9 Total Boundaries 32.0 0.00 Boundary X -Left Y -Left X -Right No. (ft) (ft) (ft) 1 5.00 2.00 10.00 2 10.00 2.00 16.00 3 16.00 6.00 30.00 4 30.00 15.00 39.00 5 39.00 21.00 43.00 6 43.00 22.00 50.00 7 50.00 26.00 67.00 8 30.00 15.00 67.00 9 16.00 6.00 67.00 Y- C�j t 2.00 6.00 15.00 21.00 22.00 26.00 28.00 15.00 9.00 Soi 1 Type Below Bnd 3 2 1 1 2 3 ISOTROPIC SOIL PARAMETERS 3 Type(s) of soil Soil Total saturated Cohesion Friction Pore Pressure Piex. Type unit Wt. unit Wt. Intercept Angle Pressure Constant surface No. (pct) (pcf) (psf) (deg) Param. (psf) No. 1 125.0 125.0 100.0 32.0 0.00 0.0 0 2 130.0 130.0 125.0 35.0 0.00 0.0 0 3 130.0 135.0 100.0 35.0 0.00 0.0 1 Page 1 i r r Profile.out 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED unit weight of Water 62.40 y Piezometric surface No. 1 specified by 2 Coordinate Points Point X -Water Y -Water No. (ft) (ft) 1 16-00 9.00 0 z 000 0 A critical Failure Surface searching Method, using A Random Technique-For Generating circular Surfaces, Has Been Specified. 100 Trial Surfaces Have seen Generated. 10 surfaces Initiate From Each of 10 Points Equally spaced Along The Ground surface Between X = 10.00 ft. and X = 20.00 ft. Each surface Terminates Between X = 43.00 ft. and X = 65.00 ft. unless Further Limitations were Imposed, The Minimum Elevation At which A surface Extends is Y - 1.00 ft. 3.00 ft. Line segments Define Each Trial Failure surface. Followiing Are Displayed The Ten Most Critical of The Trial Failure surfaces Examined. They Are ordered Most Critical First. * * safety Factors Are calculated By The Modified Bishop Method Failure surface specified By 19 Coordinate Points Point X -Surf Y -surf No. (ft) (ft) 1 10.00 2.00 2 13.00 2.11 3 15.99 2.39 Page 2 8 j . t f i Failure surface specified By 18 Coordinate Points Point X -surf Y -Surf No. (ft) (ft) Page 3 5 Profile.out ; 4 18.95 2.84 5 21.88 3.47 6 24.77 4.28 8 30.39 6.38 a 9 33.10 7.68 10 35.72 9.13 11 38.26 10.73 12 40.69 12.48 13 43.02 14.37 14 45.24 16.40 15 47.33 18.55 16 49.29 20.82 17 51.11 23.20 18 52.80 25.68 19 53.21 26.38 Circle center At x a 9.7 Y = 53.1 and Radius, 51.1 ** 1.633 * ** Failure surface specified By 19 coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 10.00 2.00 .2 12.99 2.29 3 15.95 2.72 4 18.90 3.31 5. 21.81 4.04 6 24.68 4.91 7 27.50 5.93 8 30.27 7.08 9 32.98 8.37 10 35.62 9.80 11 38.18 11.35 !! 12 40.67 13.03 13 43.07 14.84 45.37 l5 8 18 79 16 49.68 20.93 17 51.67 23.17 18 53.55 25.51 19 54.27 26.50 circle center At x a 5.7 Y = 62.0 and Radius, 60.1 * 1.642 Failure surface specified By 18 Coordinate Points Point X -surf Y -Surf No. (ft) (ft) Page 3 5 °1 Profile.out 2 1298 1.6 3 15.98 1.53 4 18.97 1.67 5 21.95 2.06 6 24.88 2.70 7 27.75 3.57 9 33.22 6.03 10 35.78 7.59 11 38.20 9.36 40.47 3 56 13.48 14 44.7 2 5 . 79 15 46.18 18.26 16 47.67 20.86 17 48.95 23.58 18 49.81 25.89 Circle Center At X = 15.8 Y = 37.5 and Radius, *. 1.666 * ** Failure surface specified By 15 coordinate Points Point X��� f YCft) f No. 1 10.00 2.00 2 12.98 2.38 3 15.92 2.94 4 18.83 3.70 5 21.67 4.64 6 24.45 5.77 7 27.16 7.07 8 29.77 8.55 9 32.28 10.19 10 34.68 11.99 11 36.96 13.94 12 39.10 16.04 13 41.11 18.27 14 42.96 20.63 15 44.50 22.86 r circle center At X = 5.7 Y = 48.1 and Radius, * ** 1.667 * ** Failure surface specified By 16 coordinate Points Point x -surf Y -Surf i No. (ft) (ft) 1 11.11 2.74 2 14.11 2.68 Page 4 35.9 46.3 i Profile.out 3 17.10 2.87 4 20.07 3.31 72 no A 01 6 25-84 4.95 7 28.59 6.13 8 31.24 7.55 9 33.76 9.18 10 36.12 11.02 11 38.33 13.06 12 40.35 15.28 13 42-17 17.66 14 43.78 20.19 is 45.17 22.85 16 45.39 23.36 Circle center At X = 13.4 y = 37.8 and Radius, 35.1 1.674 Failure surface specified By 18 coordinate Points 'Point x-rf Y(ft) surf 1 11.11 No. su 2.74 2 14.11 2.58 17.11 3 2.65 4 20-09 2.95 5 23.04 3.48 6 25.95 4.24 7 28.78 5.22 8 31.53 6.42 9 34.18 7.83 36.71 9.44 11 39.11 11.25 12 41.36 13.23 13 43.45 15.38 14 45.36 17.69 15 47.09 2.14 16 48.63 22 17 49.96 25.41 18 50.21 26.02 circle center At X = 14.7 Y = 41.2 and Radius, 38.6 1.675 Failure surface specified By 17 coordinate Points Point x-surf Y-surf No. (ft) (ft) 1 11.11 2.74 2 14.08 3.15 3 17.03 3.72 Page 5 I Profile.out 4 19.94 . 4.43 22-82 6 .4 6.31 7 28.40 7.47 8 31.11 8.78 9 33.74 10.22 10 36.29 11.80 15.34 12 41.13 13 43.41 17.29 14 45.58 19.36 15 47.64 21.54 16 49.58 23.83 17 51.37 26.16 Circle center At X = 4.1 Y 60.0 and Radius, 57.7 ** 1.680 * ** " Failure Surface Specified sy 17 Coordinate Points Point X(ftjf Y -Su f No. 1 10.00 2.00 2 12.97 1.54 3 15.96 1.38 4 18.96 1.51 S 21.93 1.94 6 24.84 2.66 7 27.67 3.67 8 30.38 4.95 9 32.95 6.49 10 35.36 8.28 11 37.58 10.30 12 39.59 12.52 13 41.37 14.94 14 42.90 17.52 15 44.17 20.23 16 45.17 23.06 17 45.22 23.27 Circle Center At X = 16.1 Y = 31.7 and Radius, 30.3 * ** 1.682 *,�* Failure Surface specified sy 18 Coordinate Points Point X Su f Y -Su f No. 1 10.00 2.00 2 12.94 2.62 3 15.84 3.36 4 18.72 4.21 Page 6 I 0.00 8.38 16.75 25.13 33.50 Page 7 T 41.88 f i Profi 7 e. out 6.23 6 24.37 7 27.13 7.41 8 29.84 8.69 9 32.50 10.08 13.15 11 37.65 12 40.13 14.84 13 42.55 16.62 14 44.89 18.4 is 47.16 0.45 16 49.36 22.50 j 17 51.47 24.63 18 53.05 26.36 circle center At X = -4.6 Y a 78.1 and Radius, 77.4 ** 1.664 ** f Failure surface specified P i B ed Y 21 coordinate Points Point x (ftj f Y(f f No. t) 1 10.00 2.00 2 12.99 1.80 3. 15.99 1.77 4 18.99 1.91 5 21.98 2.21 6 24.94 2.68 7 27.87 3.31 9 33.61 5.05 10 36.40 6.1S it 39.12 7.41 12 41.77 8.82 13 44.34 10.37 14 46.82 12.06 15 49.20 13.89 16 51.48 15.84 17 53.64 17.92 18 55.69 20.11 19 57.61 22.41 20 59.40 24.82 21 61.04 27.30 circle center At X = 15.0 Y 56.0 and Radius, 54.2 ** 1.738 ** Y A X I s F. 0.00 8.38 16.75 25.13 33.50 Page 7 T 41.88 f i 1 . 7 � 'va it r Prof•i 1 e . out X 0.00 +---------+--------- +--------- +--------- +---- - - - - -+ t� 8.38 + - 31. - .314..* - ..49.... - .3127..... - .30124..•.. X 25.13 +..3.1247.... - ...65.49.... - ..•3.12.7. ... - ....03.15?...... I + ....0381257 .... .33.SO -.. 8. 4.. ..... - .....0.3.1257 C. ......... .3812.5.. - ......0...6.87 4.. - ........ ..312.5.. 4. 5 41.88 + ........0... 3.8.95. - ......... ....12..754* - ........0......3169.8 .48 - ... ........... 2.37 5. - ..... ..0. ...1.637 . . .......0.. ....1.63. 50.25 + ......... ..so.. 2..7.6 * - . . .......0........19.7 - ..... .... 0.... ...21. - .. ........ .0.. ..2 -- ... .....0.. .... F' - ..... .....0..... 58.63 + .. ......... - . ..........0 T 67.00 + Page 8 9 W U U 0;. co) co) W' co LL ;. ui O = c3, W; _, F- 0; z F-;. �` O Nr. 2 U`f Z LLi co! U — S O ~ 0 8.38 16.75 25.13 33.50 41.88 50.25 58.83 67.00 A -A 1.5 to 1 Pseudostatic ** PCSTABL6 ** by Purdue University t modified by Peter 7. Bosscher university of Wisconsin - Madison i i 1 - -slope stability Analysis- - simplified 3anbu, simplif - ied . Bishop or spencers Method of slices PROBLEM DESCRIPTION 1.5:1 (A -A) Pseudostatic BOUNDARY COORDINATES 7 Top Boundaries 9 'total Boundaries Boundary X -Left Y -Left X -Right Y -Right soil Type No. (ft) Cft) (ft) (ft) Below Bnd 1 5.00 2.00 10.00 2.00 3 2 10.00 2.00 16.00 6.00 3 3 16.00 6.00 30.00 15.00 2 4 30.00 15.00 39.00 21.00 1 5 39.00 21.00 43.00 22.00 1 6 43.00 22.00 50.00 26.00 1 7 50.00 26.00 67.00 28.00 1 8 30.00 15.00 67.00 15.00 2 9 16.00 6.00 67.00 9.00 3 ISOTROPIC SOIL PARAMETERS 3 Type(s) of soil soil Total Saturated Cohesion Friction Pore Pressure Piez. Type unit Wt. unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (Pcf) (psf) (deg) Param. (psf) No. 1 125.0 125.0 100.0 32.0 0.00 0.0 0 2 130.0 130.0 125.0 35.0 0.00 0.0 0 3 130.0 135.0 100.0 35.0 0.00 0.0 1 Page 1 f H 1 A -A 1.5 to 1 Pseudostatic 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED unit weight of water = 62.40 Piezometric surface No. 1 specified by 2 Coordinate Points Poi nt X- r Y- r NO. `at Cate 1 16.00 6.00 2 67.00 9.00 A Horizontal Earthquake Loading coefficient of0.200 Has Been Assigned A vertical Earthquake Loading coefficient Of0.000 Has Been Assigned cavitation Pressure = 0.0 psf A Critical Failure surface searching Method, using A Random Technique For Generating circular surfaces, Has Been specified. 100 Trial Surfaces Have Been Generated. 10 Surfaces initiate From Each of 10 Points Equally spaced Along The Ground surface Between x = 10.00 ft. and x = 20.00 ft. Each surface Terminates Between X - 43.00 ft. and X = 65.00 ft. 1 unless Further Limitations were imposed, The Minimum Elevation j At which A surface Extends is Y - 1.00 ft. 3.00 ft. Line segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical of The Trial Failure Surfaces Examined. They Are Ordered - Most critical First. * * Safety Factors Are calculated By The Modified Bishop Method Page 2 I a Page 3 rl A-A 1.5 to 1 Pseudostatic Failure surface Specified By 19 coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 10.00 2.00 2 13.00 2.11 3 15.99 2.39 4 18.95 2.84 5 21.88 3.47 6 24.77 4.28 7 27.61 5.25 8 30.39 6.38 9 33.10 7.68 10 35.72 9.13 n 38.26 10.73 12 40.69 12.48 13 43.02 14.37 14 45.24 16.40 is 47.33 18.55 16 49.29 20.82 17, 51.11 23.20 is 52.80 25.68 19 53.21 26-39 circle center At X = 9.7 Y = 53.1 and Radius, 51.1 1.109 Failure surface specified By 19 coordinate Points Point x -surf -surf Y No. (ft) (ft) 1 10.00 2.00 2 12.99 2.29 3 15.95 2.72 4 18.90 3.31 5, 21.81 4.04 6 24.68 4.91 7 27.50 5.93 8 30.27 7.08 9 32.98 8.37 10 35.62 9.80 n 38.18 11.35 12 40.67 13.03 13 43.07 14.84 14 45.37 16.76 is 47.58 18.79 16 49.68 20.93 17 51.67 23.17 18 53.55 25.51 19 54.27 26.50 circle center At X = 5.7 Y = 62.0 and Radius, 60.1 Page 3 AA 1.5 to 1 Pseudostatic 1.112 Page 4 N Failure surface Specified sy 18 coordinate Points Point x-surf Y-Surf NO. (ft) 1 10.00 2.00 2 12.98 1.64 3 15.98 1.53 4 18.97 1.67 5 21.95 2.06 6 24.88 2.70 7 27.75 3.57 8 30.53 4.69 9 33.22 6.03 10 35.78 7.59 11 38.20 9.36 40.47 11.33 13 42.56 13.48 14 44.47 15.79 15 46-18 18.26 16 47.67 20.86 17 48-95 23.58 18 49.81 25.89 circle center At x R 15.8 Y 37.5 and Radius, 35.9 1.139 Failure surface specified sy 15 coordinate Points Point x- Surf Y-Surf No. (ft) (ft) 10-00 2.00 2 12.98 2.38 3 15.92 2.94 4 18.83 3.70 5 21.67 4.64 6 24.45 5.77 7 27.16 7.07 8 29.77 8.55 9 32.28 10.19 10 34.68 11-99 11 36.96 13.94 12 39.10 16.04 13 41.11 18.27 14 42.96 20.63 is 44.50 22.86 Circle center At X = 5.7 Y = 48.1 and Radius, 46.3 1.145 Page 4 N 5 .r B G Y A -A 1.5 to 1 Pseudostatic Failure surface specified By 18 coordinate Points � Point x� f Y`ft� f ft� 2 12.94 2.62 3 15.84 3.36 5 21.56 5.16 k 6 24.37 6.23 7 27.13 7.41 8 29.84 8.69 t 9 32.50 10.08 10 35.11 11.56 11 37.65 13.15 12 40.13 14.84 13 42.55 16.62 14 44.89 18.49 15 47.16 20.45 16 49.36 22.50 17 51.47 24.63 18 53.05 26.36 circle center At X = -4.6 Y = 78.1 and Radius, 77.4 * ** 1.146 ** Failure surface specified By 18 coordinate Points PN x�ft�f Y�ft�f ] 11.11 2.74 2 14.11 2.58 3 17.11 2.65 4. 20.09 2.95 5 23.04 3.48 6 25.95 4.24 8 31.53 6.42 10 36.71 9.44 11 39:11 11.25 12 41.36 13.23 13 43.45 15.38 14 45.36 17.69 15 47.09 20.14 16 48.63 22.72 17 49.96 25.41 18 50.21 26.02 circle Center At x = 14.7 Y = 41.2 and Radius, 38.6 ** 1.148 ** Page 5 B G Y t A -A 1.5 to 1 Pseudostatic i Failure Surface specified By 17 coordinate Points Point X -Surf Y -surf No. (ft) (ft) 1 11.11 2.74 2 14.08 3.15 3 17.03 3.72 4 19.94 4.43 6 25.64 6.31 8 31.11 8.78 9 33.74 10.22 10 36.29 11.80 11 38.76 13.50 12 41.13 15.34 13 43.41 17.29 14 45.58 19.36 15 47.64 21.54 16 49.58 23.83 17 51.37 26.16 circle center At X = 4.7 Y = 60.0 and Radius, 57.7 ** 1.150 * ** Failure surface specified sy 16 coordinate Points C Point X- t j f Y -Su f No. 1 11.11 2.74 2 14.11 2.68 3 17.10 2.87 4 20.07 3.31 5 22.99 4.01 6 25.84 4.95 7 28.59 6.13 8 31.24 7.55 9 33.76 9.18 10 36.12 11.02 ' 11 38.33 13.06 12 40.35 15.28 13 42.17 17.66 14 43.78 20.19 15 45.17 22.85 16 45.39 23.36 circle center At X = 13.4 Y = 37.8 and Radius, 35.1 * *} 1.153 ** Page 6 N i Page 7 I i A -A 1.5 to 1 Pseudostatic Failure surface specified By 21 Coordinate Points P X- s�u rf Y(ftjf i 1.80 2 12:9 4 18.99 1.91 5 21.98 2.21 6 24.94 2.68 7 27.87 3.31 8 30.77 4.10 6.15 10 36.40 12 41.77 8.82 13 44.34 10.37 14 46.82 12.06 15 49.20 13.89 16 - S1.48 15.84 17 53.64 17.92 18 55.69 20.11 19 S7.61 22.41 20 59.40 24.82 21 61.04 27.30 circle center At x = 15.0 Y = 56.0 and Radius, 54.2 * 1.154 *+�* Fail Surface specified By 17 coordinate Points PN ont x(�tj Y���f 1 10.00 2.00 2 12.97 1.54 3 15.96 1.38 4 18.96 1.51 5 21.93 1.94 6 24.84 2.66 7 27.67 3.67 9 32.95 6.49 10 35.36 8.28 11 37.58 10.30 _ 12 39.59 12.52 13 41.37 14.94 14 42.90 17.52 15 44.17 20.23 16 45.17 23.06 17 45.22 23.27 Circle Center At X = 16.1 ; Y = 31.7 and Radius, 30.3 Page 7 I i t * ** A- * * 5 to 1 Pseudostatic 1:156 r. 7 Y A X I S F T 0.00 8.38 16.75, 25.13 33.50 41,88 X 0.00 +---------+--------- +--------- +--------- +---- - - - - -+ 8.38 + - 6 - 31. - 67.. - .314..* A _ 16.7S +..67.... - ..45.... - .3127..... - .39124..... X 25.13 +..3.1247.. .. - ....68.45.... - ...3.12.7. ... - .... 93.187...... I 33.50 + ....9301287 .... - .....9.3.1287 C. ......... .. .307.2.5.. - ...... 9...6.07 4.. - ............312.5.. 4. S 41.88 + ........9... 3.0.58.. - ........ ...12 -.7. 84 *. - ........9 .40 - ... ..... .... 2.37 8. 1 - ..... ..9.. ... .. .......9.. .. - ,..1.53 50.25 + ......... ...... 2..7.6* 9 - . ........ . ......15.7 9 . .... ...21. - .. ......... ... ..2 F - .....� .....9..... 58.63 + ............ T 67.00 + Page 8 r. 7 0 8.13 16.25 24.38 32.50 40.63 48.75 56.88 65.00 1.89 2.08 2.10 2.10 2.10 2.10 2.11 2.13 2.15 2.16 Profile.out PCSTABL6 by Purdue University modified by Peter 3. Bosscher University of Wisconsin-Madison --slope stability Analysis- - Simplified .7anbu, simplified Bishop or Spencer's method of slices PROBLEM DESCRIPTION 1.5:1 (8-8) Static BOUNDARY COORDINATES 6 Top Boundaries 8 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right soil Type NO. (ft) (ft) (ft) (ft) Below Bnd 1 2.00 2.00 6.50 2.00 3 2 6.50 2.00 16.00 830 3 3 16.00 8.50 27.50 16.00 2 4 27.50 16.00 40.00 24.00 1 5 40.00 24.00 55.00 29.00 1 6 55.00 29-00 65.00 29.00 1 7 27.50 16.00 65.00 16.00 2 8 .16.00 9.50 65.00 8.50 3 ISOTROPIC SOIL PARAMETERS Type(s) of soil Soil Total Saturated cohesion Friction Pore Pressure Piez. Type unit wt. Unit wt. Intercept Angle Pressure Constant Surface No. (pcf) (Pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 150.0 34.0 0.00 0.0 0 2 120.0 125.0 100.0 35.0 0.00 0.0 1 3 130.0 130.0 250.0 36.0 0.00 0.0 0 Page 1 I Profile.out .1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED :i ;i unit weight of water = 62.40 Piezometric Surface No. Z Specified by 2 coordinate Points Point X -Water Y- r Cate N0. 1 27.50 16.00 2 60.00 16.00 j A Critical Failure Surface searching Method, using A Random Technique For Generating Circular surfaces, Has Been specified. 100 Trial surfaces Have Been Generated. 10 surfaces Initiate From Each of 10 Points Equally spaced Along The Ground surface Between x = 6.50 ft. and x m 25.00 ft. Each Surface Terminates Between x = 40.00 ft. f and X = 65.00 ft. unless Further Limitations were imposed, The Minimum Elevation At which A surface Extends is Y = 1.00 ft. 3.00 ft. Line segments Define Each Trial Failure surface. Following Are Displayed The Ten Most Critical of The Trial Failure surfaces Examined. They Are ordered most Critical First. * * safety Factors Are calculated By The Modified Bishop Method l Failure surface specified By 17 coordinate Points Point x -surf Y -Surf No. Cft) (ft) 1 16.78 9.01 2 19.78 8.88 3 22.77 8.94 4 25.76 9.21 Page 2 s+ Profile.out 5 28.73 9.67 6 31.65 10.33 1 7 34.53 11.18 8 37.35 12.22 9 40.09 13.44 10 42.74 14.84 11 45.29 16.41 12 47.74 18.15 13 50.06 20.05 14 52.26 22.09 15 54.31 24.28 16 56.22 26.59 17 57.94 29.00 circle center At x = 20.3 Y = 54.2 and Radius, 45.3 * #� 1.891 rr# Failure Surface Specified By 16 Coordinate Points Point X-surf Y-Su f NO. 1 16.78 9.01 2 19.69 9.71 3 22.59 10.51 4 25.45 11.41 5 28.28 12.40 6 31.08 13.48 7 33.84 14.66 8 36.56 15.93 9 39.23 17.28 10 41.86 18.73 11 44.44 20.26 .12 46.97 21.88 13 49.44 23.58 14 51.85 25.36 15 54.21 27.22 16 56.32 29.00 circle Center At x = -3.0 Y = 97.1 and Radius, 90.3 t* 2.080 rr�* Failure Surface Specified By 19 coordinate Points Point x -Surf Y -Surf No. (ft) (ft) 1 6.50 2.00 2 9.43 2.65 3 12.33 3.41 4 15.20 4.28 5 18.04 5.26 6 20.83 6.35 { f Page 3 1 .i i I 1 14.72 Profile.out 7 23.59 7.54 8 26.29 8.84 9 28.95 10.24 10 31.54 11.74 a 11 34.08 13.33 12 36.56 15.03 13 38.97 16.81 14 41.31 18.69 15 43.58 20.65 16 45.77 22.70 17 47.88 24.83 18 49.91 27.04 19 50.22 27.41 Circle Center At X = -9.1 Y = 79.1 and Radius, 78.7 * ** 2.096 * *� Failure surface Specified By 18 coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 14.72 7.63 2 17.68 8.10 3 20.63 8.68 4 23.55 9.36 5 26.45 10.15 6 29.31 11.03 7 32.14 12.02 8 34.94 13.11 9 37.70 14.29 10 40.41 15.57 12 45.69 18.42 13 48.25 19.98 14 50.76 21.63 15 53.20 23.37 16 55.59 25.19 17 57.90 27.09 118 60.06 29.00 circle Center At X = 2.8 Y e 91.8 and Radius, 85.0 ** 2.098 * *s Failure Surface specified By 17 Coordinate Points Point X -Surf Y -surf No. (ft) (ft) 1 14.72 7.63 2 17.65 8.28 3 20.55 9.04 4 23.42 9.92 Page 4 0 Profile.out 5 26.25 10.90 6 29.05 12.00 7 31.79 13.21 8 34.49 14.52 9 37.14 1S.93 10 39.72 17.45 11 42.25 19.07 12 44.71 20.79 13 47.10 22.60 14 49.42 24.50 15 51.67 26.49 16 53.83 28.56 17 53.90 28.63 Cl rcl center At X = -0.5 ; Y = 83.0 and Radius, 76.9 * :s 2.103 *�* Failure Surface specified By 12 coordinate Points Poont X f �ftj Y C ftj 1 22.94 13.03 2 25.94 13.14 3 28.92 13.53 4 31.84 14.19 5 34.70 15.11 6 37.45 16.30 7 40.09 17.73 8 42.59 19.40 9 44.92 21.29 :10 47.06 23.38 11 49.01 25.67 12 50.24 27.41 Circle Center At X = 23.2 Y = 45.7 and Radius, 32.6 +r ** 2.104 * ** Fail ure surface specified By 10 Coordinate Points Point X --Surf Y -Surf No. (ft) (ft) 1 22.94 13.03 2 25.93 12.69 3 28.92 12.91 4 31.82 13.69 5 34.52 14.98 6 36.94 16.75 7 38.99 18.94 8 40.61 21.47 9 41.72 24.26 10 41.79 24.60 Page 5 0 f Profile.out circle center At X = 26.2 Y 28.8 and Radius, 16.1 2.106 ** Failure surface Specified By 12 coordinate Points Point X -Surf Y -surf No. (ft) (ft) 1 22.94 13.03 2 25.82 12.17 3 28.80 11.81 4 31.79 11.96 5 34.72 12.62 6 37.50 13.76 7 40.04 15.35 8 42.28 17.34 9 44.15 19.69 10 45.59 22.32 11 46.57 25.16 12 46.75 26.25 circle center At X = 29.4 Y = 29.5 and Radius, 17.7 * ** 2.127 * #,� Failure surface specified By 17 Coordinate Points Point X -surf Y -5u rf No. (ft) (ft) 1 12.67 6.22 2 15.64 6.64 3 18.58 7.22 4 21.49 7.95 5 24.36 8.83 6 27.18 9.85 7 29.94 11.02 8 32.64 12.32 9 35.27 13.77 10 37.82 15.35 11 40.29 17.06 12 42.67 18.89 13 44.94 20.84 14 47.12 22.91 15 49.18 25.08 16 51.14 27.36 17 51.50 27.83 circle center At X = 5.9 Y = 64.1 and Radius, 58.3 *� 2.151* Page 6 f z� Z . oc w . .0 O N � CO w WE CO) �. w O J� u_ Q c! w 1- O: Z w, � o vO CO w W; U; w U N, O a J N Profile.out Failure Surface Specified By 19 Coordinate Points Point x -surf Y-surf No. 16.78 9.01 19.74 9.48 3 22.69 10.03 4 25.62 10.67 5 28.53 11.40 6 31.42 12.21 7 34.28 13.10 8 37.12 14.07 9 39.93 15.13 10 42.71 16.26 n 45.45 17.48 12 48.16 18.77 13 50.83 20.14 14 53.45 21.59 15. 56.04 23.11 26 58.58 24.71 17 61.07 26.38 63.51 28.12 0.1 19 64.68 29.00 circle center At X 2.0 Y 112.0 and Radius, 104.0 2.156 Y A x I S F T 0.00. 8.13 16.25 24.38 32.50 40.63 X 0.00 +--------- +---------- +-- - - - - -- --------- - - 8.13 + -.o*3. 9 - 4 A ....3.. 16.25 + .....9.*1 9. 9.. . . .....3.142. 6 X 24.38 ... ... ...9. .1 5286. Page 7 a Page 8 � m FA � ; � | � _ � ` Profile-out 130276.. .......,..'C,,. . ^" ^°^^^^^^~3~~2~^^^ ^^^^^^^^^^ ^4.6^^^ ^ ^^^^^^^^^^^^ ^3^2^^^^ ^^^ 1 .. .......... . 03 27 , ........"..�L. ^ .. ..... .......vx.2^v .^^ , ,, ,,.......]L4.96...7. . � "^^^°^ 26^ ^" 7 "^^^�^04^9^3^^ ^ ^ , .. .2L...825" .. . ^ ^ ^~"" ^^"~ ^^04 ^^83^^8^ ^^~~^^^ ^^^ ^256 ^^^ ^^^^^"^^^^^0 4 ^ ^596 ^^^~^^^ "^ ~~^^^^1.4^2 °^ ~... .^^^~.. .. 0....^2 59 ,,,, ,, ,,, ,,, 1,4,,,,,, ........ .....,.. .1..2 5. ...�..�. .� ...... ,.. ^°""°^^ ^^^^ ^^^^^^1^^2 ' � .... . .....�..�..� ..l�... ... "".....4 0^~^^ .............. ` ^^^^^^~0^ ` ' ' ` ' ' � , '-' / ' ' ` . . ' ` Page 8 � m FA � ; � | � _ � ` 16 n 0 3.13 15.25 24.35 32.50 40.63 48.75 55.88 65.0{ 1.20 1.33 1.35 1.35 1.36 1.39 1.40 1.40 1.41 1.44 Profi 1 e . out ** PCSTABL6 ** by Purdue University modified by Peter 7. Bosscher University of Wisconsin - Madison Boundary X -Left Y -Left X -Right Y -Right No. (ft) (ft) (ft) (ft) 1 2.00 2.00 6.50 2.00 2 6.50 2.00 16.00 8.50 3 16.00 8.50 27.50 16.00 f 4 27.50 16.00 40.00 24.00 5 40.00 24.00 55.00 29.00 f 6 55.00 29.00 65.00 29.00 7 27.50 16.00 65.00 16.00 8 16.00 8.50 65.00 8.50 Soil Type Below Bnd 3 1 1 2 3 Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 150.0 34.0 0.00 0.0 0 2 120.0 125.0 100.0 35.0 0.00 0.0 1 3 130.0 130.0 250.0 36.0 0.00 0.0 0 Page 1 9 Profile.out 1 PIEZOMETRIC SURFACE(s) HAVE BEEN SPECIFIED Unit Weight of water = 62.40 Piezometric surface No. 1 Specified by 2 coordinate Points Point x- water r Y w ft) r No. J 1 27.50 16.00 2 60.00 16.00 A Horizontal Earthquake Loading coefficient af0.200 Has Been Assigned A Vertical Earthquake Loading coefficient Of0.000 Has Been Assigned cavitation Pressure = 0.0 psf 1 A critical Failure surface searching Method, Using A Random Technique For Generating Circular surfaces, Has Been specified. 100 Trial surfaces Have Been Generated. 10 surfaces Initiate From Each of 10 Points Equally spaced Along The Ground surface Between x = 6.50 ft. �. and x = 25.00 ft. Each Surface Terminates Between x = 40.00 ft . and x = 65.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At which A surface Extends Is Y = 1.00 ft. 3.00 ft. Line segments Define Each Trial Failure surface. I Following Are Displayed The Ten Most critical of The Trial Failure surfaces Examined. They Are ordered - Most Critical I First. * * Safety Factors Are calculated By The Modified Bishop Method * * Page 2 q- Page 3 i Profile.out Failure surface specified By 17 coordinate Points Point x -surf Y -surf No. (ft) (ft) 1 16.78 9.01 2 19.78 8.88 3 22.77 8.94 4 25.76 9.21 5 6 28.73 31.65 9.67 10.33 7 34.53 11.18 8 37.35 12.22 9 40.09 13.44 10 42.74 14.84 11 45.29 16.41 12 47.74 18.15 13 50.06 20.05 14 52.26 22.09 15 54.31 24.28 16 56.22 26.59 17 57.94 29.00 circle center At x = 20.3 Y = 54.2 and Radius, 45.3 1.204 # ** Failure surface specified By 19 coordinate Points L. Point X -surf Y -surf Ho. (ft) (ft) 1 16.78 9.01 2 19.74 9.48 3 22.69 10.03 4 25.62 10.67 5 28.53 11.40 6 31.42 12.21 7 34.28 13.10 8. 37.12 14.07 9 39.93 15 -13 10 42.71 16.26 11 45.45 17.48 12 48.16 18.77 13 50.83 20.14 14 53.45 21.59 15 56.04 23.11 16 58.58 24.71 17 61.07 26.38 18 63.51 28.12 19 64.68 29.00 circle center At X = 2.0 Y = 112.0 and Radius, 104.0 * ** 1.333* Page 3 i Page 4 Profile.out Failure surface specified By 16 coordinate Points Point X-Surf Y-surf No. (ft) 16.78 9.1 2 19.69 9.7 3 22.59 10.51 4 25.45 11.41 5 28.28 12.40 6 31.08 13.48 7 33.84 14.66 36.56 15.93 9 39.23 17.28 10 41.86 18.73 11 44.44 20.26 12, 46.97 21.88 13 49.44 23.58 14 51.85 25.36 is 54.21 27.22 16 56.32 29-00 circle center At X = -3.0 Y = 97.1 and Radius, 90.3 1.348 Failure surface specified By 18 coordinate Points Point X-surf Y-surf No. 1 14.72 7.63 17.68 8.10 3 20.63 8.68 4 23.55 9.36 -.S 26.45 10.15 6 29.31 11.03 7 32.14 12.02 a 34.94 13.11 9 37.70 14.29 10 40.41 15.57 11 43.08 16.95 12 45.69 18.42 13 48.25 19.98 14 50.76 21.63 is 53.20 23.37 16 55.59 25.19 17 57.90 27.09 18 60.06 29.00 circle center At x = 2.8 Y = 91.8 and Radius, 85.0 1.350 Page 4 Page 5 I Profile.out Failure surface specified By 19 Coordinate Points Point x-surf Y-Surf No. (ft) (ft) 16.78 9.01 2 19.72 9391 3 22.65 10.24 4 25.56 10.96 5 28.46 11.75 6 31.33 12.62 7 34.18 13.55 8 37.01 14-55 9 39.81 15.62 42.59 16.75 11 45.34 17.96 12 48-05 19.23 13 50.74 20.56 14 53.39 21-96 is 56.01 23.42 16 58.60 24.95 17 61-14 26.54 18 63.65 28.19 19 64-81 29.00 circle center At X -5.7 Y 130.7 and Radius, 123.8 1.362 Failure surface specified By 17 Coordinate Points Point X-surf Y-surf No. (ft) (ft) 1 14.72 7.63 2 17-65 8.28 3, 20.55 9.04 4 23.42 9.92 26.25 10.90 6 29.05 12.00 7 31.79 13.21 8, 34.49 14.52 9 37-14 15.93 10 39.72 17.45 11 42.25 19.07 12 44.71 20.79 13 47.10 22.60 14 49.42 24.50 is 51.67 26.49 16 53-83 28.56 '17 53.90 28.63 circle center At X = -0.5 Y = 83.0 and Radius, 76.9 1.387 Page 5 I Page 6 N Profile.out Failure surface Specified i By 18 Coordinate Points a Point x -surf Y -surf No. (ft) (ft) 1 20.89 11.69 2 23.89 11.67 3 26.89 11.81 12.53 5 32.84 6 35.79 23.11 7 38.70 13.83 8 41.57 14.70 9 44.39 15.71 10 47.16 16.86 11 49.87 18.14 12 52.52 19.56 13 55.09 21.11 14 57.58 22.79 15 59.98 24.58 16 62.29 26.49 17 64.50 28.52 1$ 64.98 29.00 Circle Center At X 22.7 Y = 72.0 and Radius, 60.3 * ** 1.401 * ** Failure surface Specified By 17 Coordinate Points Point x -Surf Y -surf NO. Cft) (ft) 10.75 2 23.74 I 3 26.67 10.10 { 4 29.65 9.76 5 32.65 9.72 6 35.63 9.99 7 38.58 10.57 8 41.45 11.44 9 44.21 12.61 10 46.84 14.05 11 49.31 15.75 12 51.59 17.70 13 53.66 19.87 14 55.50 22.25 15 57.09 24.79 16 58.40 27.49 17 58.95 29.00 Circle Center At x = 31.5 Y = 38.9 and Radius, 29.2 1.402 Page 6 N I I Profile.out Failure surface specified By 12 coordinate Points Point X-Surf Y-surf NO. (ft) 1 22.94 13.03 2 25.94 13.14 3 28.92 13.53 4 31.84 14.19 5 34.70 15.11 6 37.45 16.30 7 40.09 17.73 8 42.59 19.40 9 . 4492 21.29 10 47.06 23.38 11 49.01 25.67 12 50.24 27.41 circle center At x = 23.2 Y a 45.7 and Radius, 3206 1.413 Failure surface specified By 22 coordinate Points. Point X-surf Y-Surf No. (ft) (ft) 8.56 3.41 2 11.54 3.67 3 14.52 4.03 17.48 4.51 5 20.43 5.08 6 23.35 5.77 7 26.25 6.55 8 29-11 7.44 9 31.94 8.43 10 34.74 9.51 11 37.50 10.70 40.21 11.98 13 42.87 13.36 14 45.48 14.84 is 48.04 16.40 16 50.55 18.05 17 52.99 19.80 18 55.37 21.62 19 57.68 23.54 20 59-92 25.53 21 62.09 27.60 22 63.46 29.00 Circle center At X = 2.7 Y = 87.7 and Radius, 84.5 1.441 Page 7 I I I Profile-out 3 Y A x I s F T 0.00 8.13 16.25 24.38 32.50 40.63 0.00 --------------------------------------------------- 0 ...0. 4 16*25 + ..0.. :22:7 ..G0.::123: 9 24.38 ... ... ....87. 23.9. ...0. 1.23-9.. .........8.47.. 32.50 1.253.. ... . .......0.8 .4.9... ......... of .253 8 1.4. . 0 a 6 ....... 25 3. 40.63 . . .. .......0.1 4..9..... . 8...7..5 39. ..0.1.24...... .. ...... 8. 71.5.36. .... ... 0 ..24 ....... ....... ...8..071.5.369.. 9 .. 48..75 ... .......8...2 4 . .6.9. ....... .. ...7..1.4.3 ...9 8. 2.....3 6. .... .. ... .7. 1.4 ..... .1.3 6. 56.88 .7825.4. + ... .... 8.1.3 ...7025.48.1 ... ... .70....4 ..... ..... 25... ..........7 0 .. . ....... 20 6 + 7* Page 8 I 0 8.75 17.50 26.25 35.00 43.75 52.50 61.25 70.0( Profile.out PCSTABL6 by Purdue University modified by Peter 3. Bosscher University of wisconsin-madison --slope stability Analysis-- simplified 3anbu, Simplified Bishop or spencers method of slices �PROBLEM DESCRIPTION 2.5:1 (C-C) Static BOUNDARY COORDINATES 7 Top Boundaries 10 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right soil Type No. (ft) (ft) (ft) (ft) Below 8nd 1 7.00 2.00 9.50 2.00 4 2 9.50 2.00 23.00 11.50 4 3 23.00 11.50 26.00 13.50 3 4 26-00 13.50 38-00 22.00 2 5 39.00 22.00 46.00 27.50 1 6 46.00 27.50 50.00 28-00 1 7 50.00 28.00 70.00 2830 1 8 38.00 22.00 70.00 22.00 2 9 26.00 13.50 70.00 13.50 3 10 23.00 11.50 70.00 11.50 4 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total saturated cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (Pcf) (psf) (deg) Param. (psf) No. 1 120.0 120.0 0.0 30.0 0.00 0.0 0 2 120.0 120.0 150.0 34.0 0.00 0.0 0 Page 1 'I Profile,out 3 130.0 13S.0 250.0 36.0 0.00 0.0' 1 4 130.0 130.0 250.0 36.0 0.00 0.0 0 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit weight of water ¢ 62.40 Piezometric surface No. 1 Specified by 2 Coordinate Points Point X -water Y -Water No. (ft) (ft) 1 26.00 13.50 2 70.00 13.50 A critical Failure surface Searching Method, Using A Random Technique For Generating circular surfaces, Has Been specified. 100 Trial surfaces Have seen Generated. 10 surfaces initiate From Each of 10 Points Equally spaced Along The Ground surface Between X = 9.50 ft. and X = 26.00 ft. Each surface Terminates Between X = 46.00 ft. and X - 60.00 ft. Unless Further Limitations were imposed, The Minimum Elevation At which A Surface Extends Is Y = 1.00 ft. 3.00 ft. Line Segments Define Each Trial Failure surface. Following Are Displayed The Ten Most critical of The Trial Failure surfaces Examined. They Are ordered - Most critical First. * * safety Factors Are calculated By The Modified Bishop Method Failure surface specified By 18 coordinate Points Point X -surf Y -surf No. tft) Cft) 1 9.50 2.00 Page 2 i I t • i Profile.out 2 12*.42 2.68 3 IS.32 3.48 4 18.17 4.39 5 20.99 5.41 6 23.77 6.55 7 26.50 7.79 8 29.8 9.15 9 31.8 10.61 10 34.36 12.17 U 36-85 13.83 12 39.29 15.60 13 41.64 17.46 14 43.91 19.41 is 46.11 21.4 16 48.23 23.57 17 50.26 25.78 18 52.33 28.05 Circle Center At X s -6.0 Y = 75.4 and Radius, 75.1 1.883 Failure surface Specified By 19 coordinate Points Point X-Surf Y-Surf NO. (ft) 9.50 2.00 2.12 3 15.48 2.41 4 18.45 2.89 5 21.37 3.5S 6 24.25 4.38 7 27.08 5.39 8. 29.84 6.56 9 32-53 7.90 10 35.12 9.40 11 37.63 11.05 12 40.02 12.86 13 42.31 14.80 14 44.47 16.88 46.50 19.09 16 48.40 21.41 17 50.15 23.85 51.75 26.39 19 52.67 28.07 Circle center At X = 9.1 Y = 51.5 and Radius, 49.5 1.899 Failure surface specified By 12 coordinate Points Point x-surf Y-Surf No. Page 3 Profile.out 1 24.17 12.28 r 2 27.11 12.87 3 30.00 13.68 4 32.82 14.69 5 35.56 15.91 6 38.21 17.32 7 40.75 18.92 8 43.16 20.70 9 45.44 22.65 a 10 47.57 24.76 it 49.54 27.02 12 50.28 28.01 circle Center At x = 17.5 Y 53.0 and Radius, 41.3 u * 1.904 * ** Failure surface specified By 13 coordinate Points Point X -Suu, f Y�s�u; f NO. 1 24.17 12.28 2 27.11 12.87 3 30.01 13.64 15.69 5 3S.64 6 38.35 16.98 7 40.98 18.42 #. 8 43.52 20.02 9 45.96 21.77 ? 10 48.28 23.67 s 11 50.48 25.71 12 52.56 27.87 13 52.73 28.07 circle center At x = 15.9 Y = 60.9 and Radius, 49.3 * ** 1.906 * ** 1 Fai lure Surface specified By 18 coordinate Points Point x Su f Y Suu) ? No. 1 13.17 4.58 2 16.15 4.87 3 19.12 5.34 I 4 22.05 5.97 5 24.94 6.77 { 6 27.78 7.74 7 30.56 8.86 8 33.27 10.14 9 35.91 11.58 Page 4 r Profile .out 10 38.45 13.17 11 40.91 14.89 12 43.26 16.76 13 45.49 18.76 14 47.61 20.8 is 49.61 23.2 16 51.47 25.47 17 53.20 27.93 is 53.30 28.08 Circle Center At X 9.5 Y = 56.8 and Radius, 52.3 1.921 Failure surface specified By 17 Coordinate Points Point x-surf Y-surf NO. (ft) (ft) 1 13.17 4.58 2 16.15 4.88 3 19.11 5.37 .4 22.04 6.05 5 24.91 6.90 6 27.73 7.94 7 30.47 9.14 8 33.14 10.52 9 35.71 12.06 10, 38.18 13.76 11 40.55 15.61 12 42.79 17.60 13 44.90 19.74 14 46.87 21.99 is 48.70 24.37 16 50.38 26.86 17 51.06 28.03 Circle center At X a 9.8 Y = 52.4 and Radius, 47.9 1.923 Failure surface specified By 18 Coordinate Points Point X-surf Y-surf No. (ft) (ft) 1 11.33 3.29 2 14.18 4.24 3 17.00 5.27 4 19.79 6.38 5 22.S5 7.55 6 25.27 8.80 7 27.97 10.12 8 30.63 11.51 9 33.25 22.97 Page 5 Profile.out 10 35.83 14.50 11 38.37 16-10 12 40.86 17.76 13 43.31 19.49 45.72 21.29 is 48.08 23.14 16 50.38 25.06 17 S2.64 27.04 18 53.78 28.09 circle center At X - -23.4 Y 131.4 and Radius, 113.6 1.957 Failure Surface specified By 17 coordinate Points Point X-Surf Y-surf No. Cft) (ft) 1 9.50 2.00 2 12.47 2.43 15.41 3.04 4 18.30 3.83 5 21.14 4.80 6 23.91 5.94 7 26.61 7.26 29.22 8.73 9 31.74 10.37 34.15 12.16 n' 36.44 14.09 12 38.61 16.16 13 40.65 18.36 14 42.54 20.69 is 44.29 23.13 16 45.89 25.67 17 46.95 27.62 circle center At X = 4.1 Y = 50.1 and Radius, 48.4 1.960 Failure surface Specified By 13 coordinate Points Suf surf Point X - r - Y No. 1 26-00 13.50 2 28.96 14.00 3 31-89 14-65 4 34.78 15.45 5 37.63 16.40 6 40.42 17.49 7 43.15 18.72 8 45.82 20.10 9 48.41 21.61 Page 6 I LK z UJ 0'; LLJ 5 (0) LL� 0! A o 1 Cy. : z I O Z I-; uj� 5! CO) ,10 Lu w CY: Z' ,w CO)( B i ' Profile.out 10 50.92 23.25 11 53.35 25.02 ... 12 55.68 26.90 13 57.09 28.18 circle center At x = r 17.8 Y = 71.2 and Radius, 58.3 F t ** 1.971►* t l Failure Surface specified ay 21 coordinate points Point x -surf Y -Surf NO- (ft) (ft) 2 1 2.50 1.97 3. 15.50 2.11 4 18.48 2.42 S 21.44 2.89 6 24.38 3.52 7 27.27 4.31 ! 8 30.11 5.27 9 32.90 6.38 i 10 35.62 7.64 11 38.27 9.05 12 40.84 10.60 13 43.31 12.29 14 45.69 14.12 15 47.97 16.08 i 16 50.13 18.16 17 52.17 20.36 18 54.09 22.66 19 SS.88 25.07 20 57.53 27.57 21 57.90 28.20 circle.center At x 11.5 Y = 56.2 and Radius, 54.2 �* 1.977 : ** Y A X I S F `f' i 0.00 i 8.75 17.50 26.25 35.00 43.75 f • _-_._----+--- __- _-- +--- _------ +---- - - - - -+ X 0.00 +-_..__-..-_+ t - i - i 8.75 + 7 Page 7 :z Profi7e.out - 21 5 - ..7 . - .021.5. A 17.S0 + ...17.. - : .28.5.... ..817. .. _ ..02..5.7.. - ...02. 5 7...3 X 26.25 + ..02..5..7..3. - .. ...2. 1. ..9. -. ...0...5,.7..3.. - ........2..1....9. - .....0....5.87.3 Y 35.00 +... ....0.2..1...3.. - ..........5. 17. - ...4....0..2.56.743. - .. ......0....56 743 .. S 43.75 + ... .... .0.. .2.9143.8 - .........0....5.67.3. 8 - .. .. . .... ..2..1 . *8 .. ........ .0.....29713 ... - . ... .....0....52.1.3* - ......... .. ....9.4266 52.50 + ........ .0.. .. .71 - ... .........0.9. - .............9 F : 61.25 + _ I :z 17 N 8.75 1 7.50 1ti.15 ;55.uu 4i. /5 OZ.au 0 i .co IV. V 1.33 1.34 1.34 1.36 1.36 1.37 1.37 1.37 1.37 1.37 a Profile -out ** PCSTABL6 ** by Purdue university modified by Peter J. Bosscher university of Wisconsin - Madison - -Slope stability Analysis simplified Janbu, simplified Bishop or Spencer's Method of slices PROBLEM DESCRIPTION 1.5:1 (C -C) PseudOStatic BOUNDARY COORDINATES 7 Top Boundaries 10 Total Boundaries : . Boun da ry X( (ft) Y( ft;� X -Righ Y -� �t Belo BBnd 1 7.00 2.00 9.50 2.00 4 2 9.50 2.00 23.00 11.50 4 E . 3 23.00 11.50 26.00 13.50 3 4 26.00 13.50 38.00 22.00 2 5 38.00 22.00 46.00 27.50 1 6 46.00 27.50 50.00 28.00 1 7 50.00 28.00 70.00 28.50 1 8 38.00 22.00 70.00 22.00 2 9 26.00 13.50 70.00 13.50 3 10 23.00 11.50 70.00 11.50 4 i i ISOTROPIC SOIL PARAMETERS 4 Type (s) of soil I soil Total saturated cohesion Friction Pore Pressure Pi Type unit Wt. unit Wt. intercept Angle Pressure Constant surface No. (Pcf) ( Pc fl ( (deg) Param. (ps No. 1 120.0 120.0 0.0 30.0 0.00 0.0 0 2 120.0 120.0 150.0 34.0 0.00 0.0 0 Page 1 E t Profile.out 3 130.0 135.0 250.0 36.0 0.00 0.0' 1 4 130.0 130.0 250.0 36.0 0.00 0.0 0 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED unit weight of water = 62.40 Piezometric surface No. 1 Specified by 2 coordinate Points Poi nt x- ovate r Y- at r No. 1 26.00 13.50 2 70.00 13.50 i I A Horizontal Earthquake Loading Coefficient of0.200 Has Been Assigned A Vertical Earthquake Loading Coefficient Of0.000 Has Been Assigned Cavitation Pressure = 0.0 psf A Critical Failure surface searching Method, using A Random Technique For Generating Circular Surfaces, Has Been Specified. 100 Trial surfaces Have Been Generated. 10 surfaces initiate From Each of 10 Points Equally spaced C Along The Ground surface Between x = 9.50 ft. and x = 26.00 ft. Each surface Terminates Between x = 46.00 ft. and x = 60.00 ft. unless Further Limitations were Imposed, The Minimum Elevation At which A surface Extends is Y = 1.00 ft. 3.00 ft. Line segments Define Each Trial Failure surface. Following Are Displayed The Ten Most Critical Of The Trial Failure surfaces Examined. They Are ordered - Most Critical First. t Page 2 Failure surface specified By 18 coordinate Points Point X-Surf Y-Surf No. (ft) (ft) Page 3 Profile.out safety Factors Are calculated By The Modified Bishop method Failure surface specified By 13 Coordinate Points Point X-surf Y-surf NO. (ft) (ft) 1 26.00 13.50 2 28.96 14.00 3 31.89 14.65 4 34.78 15.45 5 37.63 26.40 6 40.42 17.49 7 43.15 18.72 8 45.82 20.10 9 48.41 21.61 10 50.92 23.25 11 53.35 25.02 12 55.68 26.90 13 57.09 28.18 Circle center At x = 17.8 Y = 71.2 and Radius, 58.3 1.327 Failure surface specified By 13 Coordinate Points Point X-surf Y-surf NO. (ft) 1 24.17 12.28 2 27.21 12.87 3 30.01 13.64 4, 32.86 14.58 5 35.64 15.69 6 38.35 , 16.98 7 40.98 18.42 8 43.52 20.02 9 45.96 21.77 10 48.28 23.67 21 50.48 25.71 12 52.56 27.87 23 52.73 28.07 circle center At X = 15.9 Y = 60.9 and Radius, 49.3 1.340 Failure surface specified By 18 coordinate Points Point X-Surf Y-Surf No. (ft) (ft) Page 3 V. Profile . out 1 2.00 2 12.42 2 15 4.48 4 .7 .39 6 23.77 6.55 7 26.50 7.79 8 29.18 9.15 9 31.80 10.61 { 10 34.36 12.17 11 36.85 13.83 12 39.28 15.60 14 43.9 19.41 1S 46.11 21.45 16 48.23 23.57 17 50.26 25.78 18 S2.18 28.05 Circle center At X = -6.0 Y = 75.4 and Radius, 75.1 * *. 1.342 *� Failure surface specified By 19 Coordinate Points Point X(ftj f Y�j f NO. 1 9.50 2.00 2.41 3 15.48 4 18.45 2.89 5 21.37 3.55 6 24.25 4.38 7 27.08 5.39 8 29.84 6.56 9 32.53 7.90 10 35.12 9.40 11 37.63 11.05 12 40.02 12.86 13 42.31 14.80 14 44.47 16.88 15 46.50 19.09 i , 16 48.40 21.41 17 50.15 23.85 18 51.75 26.39 19 52.67 28.07 Circle Center At X = 9.1 Y = 51.•5 and Radius, 49.5 * ** 1.357 * *,� j Failure surface specified By 20 coordinate Points Point X - surf Y - Surf Page 4 I Profile.out No. 1 11.33 3.29 2 14. 31 3.64 3 17.28 4.12 4 20.22 4.71 5 23.13 5.42 6 26-01 625 7 28.86 7..19 8 31.67 8. Z5 34.43 9.42 10 37.15 10.70 11 39.81 12.09 12 42.41 1338 13 44.95 15.18 JA 47-42 16.87 is 49.82 18.67 52.15 20.56 17 54.40 2234 18 56.57 24.62 19 58.66 26.77 20 59.97 28.25 Circle Center At X = 4.0 Y = 77.5 and Radius, 74.5 1.359 Failure Surface Specifi ed By 18 coordinate Points Point X-surf Y-Surf NO. (ft) (ft) 13-17 4.58 2 16.15 4.87 ig2.05 .12 5.34 2 S.97 5 24.94 6.77 6 27.78 7.74 30-56 8.86 8 33.27 10.14 9 35.91 11.58 20 38.45 13-17 21 40-91 14.89 12 43.26 16.76 13 45.49 18.76 14 47.61 20.88 49.61 23.12 16 51.47 25.47 17 53.20 27-93 18 53.30 28.08 circle center At x = 9.5 Y = 56.8 and Radius, 52.3 1.365 Failure surface Specified By 12 coordinate Points Page 5 I i t :1 Y� t �S Failure surface specified By 14 coordinate Points Point x -surf Y -surf Page 6 0 Profile.out Point X� -surf Y -surf No.. (ft) Cft) 1 24.17 12.28 2 27.11 12.87 14.69 4 32.82 35.56 15.91 6 38.21 17.32 7 40.75 18.92 9 45.44 22.65 10 47.57 24.76 11 49.54 27.02 12 50.28 28.01 Circle center At x = 17.5 Y = 53.0 and Radius, 41.3 www 1.365 www Failure Surface specified By 20 coordinate Points Point x (ftj f Y f (ft) 3.58 2 14.32 3 17.29 3.99 4 20.24 4.53 5 23.17 5.19 6 26.06 5.98 7 28.92 6.90 8 31.74 7.93 9 34.51 9.08 37.22 10.35 .10 11 39.89 11.74 12 42.48 13.24 ' 13 45.02 14.84 14 47.48 16.56 15 49.87 18.37 16 52.18 20.29 17 54.40 22.30 �,. 18 56.53 24.41 19 58.58 26.61 20 59.98 28.25 circle center At X = 6.1 Y 73.4 and Radius, 70.3 # ** 1.366 ww* Failure surface specified By 14 coordinate Points Point x -surf Y -surf Page 6 0 a Profile-out NO. (ft) (ft) 22-33 11.03 Page 7 I 3 28.08 12.76 4 30.91 13.76 5 33.70 14.84 6 36.47 16.02 7 39.19 17.28 8 41.87 18.62 9 44.51 20.OS 47.10 21.56 n 49-64 23.15 12 S2.13 24.83 13 54.57 26.57 14 56.65 28.17 circle center At X = -2.2 Y = 103.2 and Radius, 95.3 1.369 Failure Surface specified By 13 coordinate Points Point x-Surf Y-surf No. (ft) 26.00 13.50 2 29.00 13.51 3 31.99 13.78 4 34.94 14.29 5 WAS 15.05 6 40.69 16.05 7 43.41 17.28 8 46.03 18.74 48.52 20.41 10 50.87 22.28 11 53.04 24.35 12 55-04 26.59 13 56.22, 28.16 circle center At X = 27.4 Y s 49.2 and Radius, 35.8 1.370 Y A x I s F T 0.00 8.75 17.50 26.25 35.00 43.75 x 0.00 --------------------------------------------------- Page 7 I Profile.out 8.75 + 5 —43 -.43.6. A 17.50 + ...3... — ..4..6 ..53.. a —.**4..6o&.* 9 — . ....53..... * —.00,4& 6 X 26.25 . .....5.3.....* — .....4..6 ..2. .@ ... 3. .01. — ....... 35.00 .... ... ..84..3.0.1.. ........56. 3.9. :.84.6.0.:17. ....854.3 9--o .. .. ........... 60 227 as �S 43.75 .......... 854.39.... + as ..401327.. as *..04..2 :5-041.27 so ..5.... 64.3.7* 52.50 .5....9... 2 ...85..19.6 "Op" .0..5 ... I ......85 F 61.25 + 70.;00 + p Page 8 0 December 8, 2005 I . City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director David Kehle David Kehle, Architect 12720 Gateway Dr, Ste 116 Seattle, WA 98168 RE: CORRECTION LETTER #1 for Revision #2 Development Permit Application Number D05 -016 Normed — 4310 S 131 PI Dear Mr. Kehle: 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 Planning and Public Works Departments. At this time the Building and Fire Departments have no comments. Planning Department: _ Carol Lumb, at 206 431 -3661, if you have questions regarding the attached memo. Public Works Department: Jill Mosqueda, at 206.431 -2449, if you have questions regarding the attached f ! 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 well not be accented through the mail or by a messenger service. If you have any questions, please contact meat (206) 433 -7165. Sincerely, Je nikr arshall rmit echnician encl xc: File No. D05 -016 P:VenniferTorrection Letters\D05 -016 Correction Ltr #I Rev 2.DOC jern 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: • Fax. 206=431 -3665 Z w � u� D UO U) o; co J H S2 LL w O 5 ` ca Z Z O N; o E-. w w Z. U� H F z bi PLANNING DIVISION COMMENTS DATE: CONTACT: RE: ADDRESS: December 5, 2005 Dave Kehle, David Kehle Architects NorMed: D05 -016 and D04415 4310 S. 131 Place Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 -431 -3661 or you may contact Sandra Whiting, Urban Environmentalist at 206 -431 -3663. 1. The plans do not make it clear what, if any, impacts to the new wetland will result from re- grading the slope in order to eliminate the need for the retaining wall. The applicant's wetland consultant should review the plans and provide input. 2. The plans do not indicate if or where the rock revetments will be put in place along the seeps as recommended in the geotechnical report, nor are design details provided for these revetments. If the revetments are not proposed, applicant must explain how the seepage issue will be controlled to maintain slope stability. Installation of extensive revetments is not necessarily appropriate for the wetland buffer and, therefore, if control of seepage is needed, the applicant should develop alternative techniques more in keeping with enhancement of the buffer function. This should be coordinated with the applicant's wetland consultant. 3. Any changes to the approved buffer planting plan resulting from re- grading the slope should be reflected in a revised planting plan and submitted for approval. The applicant's wetland consultant should review the use of the proposed erosion control blanket with respect to the planting plan. 4. A temporary erosion control and sedimentation plan will need to be implemented to prevent sediment from entering the wetland and the stream during re- grading. 5. Will the slopes be accessed through the wetlands and across the relocated stream to carry out the re- grading? If so, how will impacts to these sensitive areas be mitigated? What are the impacts to the wetland plantings that go up the slope? 6. The plans provided do not indicate whether any revisions are proposed to the approved landscaping plan. In addition, at site visit today it was observed that the silt fencing has been breached in two locations. This must be repaired as soon as possible or you will be cited for a code violation. z Z w 2. u� D JU 0 U) o w LLI J CO W w 0 J wj V) = w z F- O Z F-; w D U� 0 - CO. .0 F-: wW u. z. LU O F-- z .` CITY OFTUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards a r Permit #: D04 -415 Project Name: Revision: Review M Date: Reviewer: D05 -016 Retaining Wall Normed 4310 S 131 P1 #2 1 11.23.2005 L. Jill Mosqueda, P.E. The City Of Tukwila Public Works Department (PW) has the following comments regarding your application for the above permit. Please contact me at 206.431.2449, if you have any questions. 1. The revisions trigger a peer review by a geotechnical engineer. Public Works negotiates the contract with an independent geotechnical engineering firm and the applicant pays for the review. Please provide $2000 for initial costs for the review. If the review costs less, the remainder will be returned to the applicant. PW notified applicant of this requirement by phone ( 11.17.2005. n Y . s 5 d am d Wdhle r 4 ' RECEIVED November 10, 2005 CITY OF TUKWILq NOV 1 0 2005 F City of Tukwila PERMIT CENTE { 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Building, Planning & Public Works Y � . Re: NorMed 11- D05 -016 1 4310 So. 131' Place t Dear Staff, The new stream has been relocated and approved by Fisheries and the wetland area has been ' overexcavated and top soil mix installed ready for planting. i In cutting back the hillside for the wetland creation, the hill stability is better than previously I anticipated. The soils engineer has done additional testing and has concluded that the slope will be stable at a 1 -1/2 to 1 slope (previously a 2 to 1 slope). This change in the grading will eliminate the need for the retaining wall. i I have attached the Soils Engineer Report and revised architectural site plans SD -1, civil drawings 1/2 and 2/2 and Adolfson drawings 1 -5 which reflect the wall deletion and grade changes. We are requesting this owner revision to the retailing wall permit (actually probably i void that permit) and revise the building permit accordingly. Please advise if you need anything s else from us. r S' SS 4 F� S 5 { David ehle 4 DK/mt cc: Mr. Lary Shaw w /enclosure f Ms. Alison Moss Enclosure: Engineering Soils Report Site, Civil and Adolfson Drawings a: \0441 \cityletl l - 8- 05retaining f' 12720 GATEWAY DRIVE, SUITE 116 (206) 433 -8997 SEATTLE, WA 98168 FAX (206) 246 -8369 email: davekOdkehlearch,com j K. I TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences October 6,, 2005 Project No. T -5613 ;Mr. harry Shaw NorMed -Shaw Partnership CIT RECEIVED O LA P.O. Box 3644 Seattle, Washington 98124 -3644 our 0 i 2Q05 Subject: Supplemental Lock- B1ock'Retaining Wall Design' PERMIT CENTER NorMed Warehouse Tukwila, Washington References: 1. Geotechnical Report,'NorMed -Shaw Building, Project No. T -5613, prepared by Terra Associates, Inc., dated November 17, 2004 .2. Letter, Lock B1o&Retaining.Wall Design, NorMed Warehouse, Project No. T -5613, .Prepared by TI ira Associates, Inc., dated November 30, 2004 Dear Mi. Shaw: As requested, we have completed a supplemental design for an 11.5 -foot high Lpck Block gravity retaining wall atthe subject project. The retaining wall is located along the•westem property line, adjacent the east side of 42nd Avenue' South We previously provided a design for an 8.75 -foot high Lock -Block wall - at the same' location; however, we -understand that subsequent redesign in proposed grading in the western portion of the site will require a slightly higher wall at one location. The wall will have a maximum exposed height of 8.15 feet. Finished grades above and below the wall will be 2:1 (Horizontal:Vertical). Grading for this slope is discussed in Section 4.2 of the referenced geotechnical report. A recommended construction detail for the maximum 8.75 -foot high exposed wall face is shown on the attached figure. Wall stability calculations are also attached for building official review. Note, that with a 2:1 front slope grade, the.base block for the wall must bear at a minimum depth of 2 %s feet below the grade, adjacent the toe of the wall. Structural backfill should be placed in accordance with recommendations as outlined in Section 4.2 of the referenced report. 1 0, r - t z Z �W Q � J U. UO N C W =' CO) LL W } O �J u.. Q = h _ z� �O w ~_ U� UJ O N' X3 H_ , w W , U F_ F-, w z U CO), Z 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) .821 -7777 • Fax (425) 821 -4334 b� Soso D I Mr. Larry Shaw 'j October 6, 2005 In Section 4.4 of our referenced geotechnical report, we recommended grading temporary excavations to a minimum slope inclination of 1.5:1. Based on our field observations, it appears that most of native soils exposed in the initial excavations in the area where the wall will be constructed consist of dense silty sand to sandy silt with varying amounts of gravel. These soils are consistent with Type B soils based on current Occupational Safety and Health Administration (OSHA) regulations, and therefore, may be graded to a temporary inclination of 1:1, or flatter. A representative of Terra Associates, Inc. should view soils exposed in the temporary construction cuts to verify the proper temporary slope inclination. If you have any questions or require any additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. gyp' R0�_ John C. Sadler, L.E.G. Project Manager y 'T. , to 3M Kevin P. Roberts, P.E. Senior Engineer cc: Mr. Ali Sadr, Barghausen Consulting Engineers Eno): Figure 1— Lock -Block Wall Details Calculations a r i Project No. T -5613 Page No. 2 t�E NOTES 1. REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS. MINUS 3/4' WASHED DRAINAGE a =� °` o, �a AGGREGATE MINIMUM 12' ° 2. LOCK-BLOCK WALL CONSTRUCTION TO BE COMPLETED PER MANUFACTURERS SPECIFICATIONS. ° ^• 8 8.75 EXPOSED FACE BEHIND WALL 3. BLOCKS SHOULD BE INTERLOCKED TO SPAN JOINTS OF UNDERLYING BLOCKS WHERE POSSIBLE. '- 4. ALL STRUCTURAL FILL TO BE COMPACTED TO 95% OF SOILS MAXIMUM DRY DENSITY PER ASTM D-e98, STANDARD PROCTOR. 5. HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMP TRUCKS, FRONT -END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OF WALLS. STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFTTHICKNESS OF 12 2 INCHES AND SHALL BE COMPACTED USING HAND OPERATED COMPACTION EQUIPMENT. •' 2.5' (MIN.) EMBEDMENT BASE BLOCKS TO BEAR ON COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL 4' DIAMETER PERFORATED PVC DRAIN PIPE, TAKEN TO APPROVED POINT OF DISCHARGE NOT TO SCALE wan rJeomet Enter Wall Height (Hw): 11.25 Enter Depth of Wall Below Front Grade (Dw): 2.50 Enter Wail Backslope Angle (degrees): 26.56 Enter Height of Slope Above Top of Wall: 11.00 Enter Horizontal Distance Beyond Slope Crest: 40.00 Enter Slope Angle in Front of Wall (degrees): 26.56 Enter Height of Slope Below Wall (Hb): 10.00 Distance From Back of Wall to Beginning of Surcharge: 0.00 Horizontal Extent of Surcharge: 10.00 Surcharge Magnitude (psf): 0.00 Enter Block or Gabion Height (feet) 2.50 Enter Block or Gabion Depth (feet) 2.50 Enter Unit weight of block (pcf) 145.00 Number of Units in Wail Height 4.50 Number of Units in Wall Depth 2.00 Base Width (feet) 5.00 Height of First Back Column (feet) 5.00 Height of Second Back Column (feet) 0.00 Height of Third Back Column (feet) 0.00 Enter Wall Batter (degrees) 7.13 x- component 0.12 , Y-component 0.99 Seismic Uniform Load on Wall Value x H In psf Soil Parameters Foundation Soil 3 Soil Unit Weight (pcf) j . Friction Angle (degrees) ! Cohesion (psf) Wall Friction Angle Ka (coulomb) Kp(Rankine) i Reinforced Soil Zone I Soil Unit Weight (pcf) Friction Angle (degrees) E Cohesion (psf) Wall Friction Angle Ka (coulomb) Kp(Rankine) Unreinforced Soil Zone Soil Unit Weight (pcf) Friction Angle (degrees) Cohesion (psf) Wall Friction Angle Ka (coulomb) . i Kp(Rankine) i 0 125.00 34.00 0.00 22.67 Wall Stability Summary Sliding Safety Factor = 2.01 Overturning at Wall Base Safety Factor= 2.11 Overturning One Unit Up Safety Factor = 3.25 Overturning Two Units Up Safety Factor = 1.88 Overturning Three Units Up Safety Factor = 4.71 Overturning Four Units Up Safety Factor = 37.95 Overturning Five Units Up Safety Factor = Overturning Six Units Up Safety Factor = Overturning Seven Units Up Safety Factor = Overturning Eight Units Up Safety Factor = Overturning Nine Units Up Safety Factor = Overturning Ten Units Up Safety Factor = Overturning Eleven Units Up Safety Factor = ':NorMed ' 's gkwila; n'gton �fierrd AssacietsLlnc: Pir"pjettE`No: T- 50'1`3 '11.25- Foot'Higl%C+ock -gtock ` Ret�j inir��,�'Vall';��;;��; 2r� • 'Backslope';'2:1' %Fgr'eslope ?Static,; ��'`` '•� � 0 125.00 34.00 0.00 22.67 Wall Stability Summary Sliding Safety Factor = 2.01 Overturning at Wall Base Safety Factor= 2.11 Overturning One Unit Up Safety Factor = 3.25 Overturning Two Units Up Safety Factor = 1.88 Overturning Three Units Up Safety Factor = 4.71 Overturning Four Units Up Safety Factor = 37.95 Overturning Five Units Up Safety Factor = Overturning Six Units Up Safety Factor = Overturning Seven Units Up Safety Factor = Overturning Eight Units Up Safety Factor = Overturning Nine Units Up Safety Factor = Overturning Ten Units Up Safety Factor = Overturning Eleven Units Up Safety Factor = ':NorMed ' gkwila; n'gton �fierrd AssacietsLlnc: Pir"pjettE`No: T- 50'1`3 '11.25- Foot'Higl%C+ock -gtock ` Ret�j inir��,�'Vall';��;;��; 2r� • 'Backslope';'2:1' %Fgr'eslope ?Static,; ��'`` '•� � _, . • 0.40 0.36 3.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 120.00 34.00 0.00 24.00 0.403 0.37 3.54. Sliding at base Driving Force Fr Resisitng Force }. Safety Factor Against Sliding Overturning Base Overturning Moment resisting moment i Factor Of Safety Against Overturning at Base Enter Exposed Wall Height (Hw): Height of First Back Column (feet) i Height of Second Back Column (feet) Height of Third Badc Column (feet) Enter Exposed Wall Height (Hw): Height of First Back Column (feet) Height of Second Back Column (feet) Height of Third Back Column (feet) Enter Exposed Wall Height (Hw): Height of First Back Column (feet) Height of Second Back Column (feet) Height of Third Back Column (feet) Enter Exposed Wall Height (Hw): Height of First Back Column (feet) Height of Second Back Column (feet) Height of Third Back Column (feet) 3059.14 6161.35 3235.64 6161.35 8839.12 2.01 11471.78 24201.24 7905.51 24201.24 39115.98 2.11 8.75 2.50 Driving Force Fr 0.00 Overturning Moment 0.00 resisting moment Factor Of Safety Against Overturning 6.25 0.00 Driving Force Fr 0.00 Overturning Moment 0.00 resisting moment Factor Of Safety Against Overturning 3.75 0.00 Driving Force Fr - 0.00 Overturning Moment 0.00 resisting moment Factor Of Safety Against Overturning 1.25 0.00 Driving Force Fr 0.00 Overturning Moment 0.00 resisting moment Factor Of Safety Against Overturning 11516.89 54030.72 1850,59 5397.56 17515.94 5656.61 3.25 944.18 1967.04 3688.92 3688.92 1.88 339.90 424.88 2002.44 2002.44 4.71 37.77 15.74 597.18 597.18 37.95 s r wan cseometry Wall Height (Hw): 11.25 Depth of Wall Below Front Grade (Dw): 2.50 Wall Backslope Angle (degrees): 26.56 Height of Slope Above Top of Wall: 11.00 Horizontal Distance Beyond Slope Crest: 40.00 Slope Angle in Front of Wall (degrees): 26.56 Height of Slope Below Wall (Hb): 10.00 ice From Back of Wall to Beginning of Surcharge: 0.00 mtal Extent of Surcharge: 10.00 urge Magnitude (psi): 0.00 Block or Gabion Height (feet) 2.50 Block or Gabion Depth (feet) 2.50 Unit weight of block (pcf) 145.00 ier of Units in Wall Height 4.50 ►er of Units in Wall Depth 2.00 Width (feet) 5.00 t of First Back Column (feet) 5.00 it of Second Back Column (feet) 0.00 i t of Third Back Column (feet) 0.00 Wall Batter (degrees) 7.13 loonent 0.12 Seismic Uniform Load on Wall Value x H in psf 9 Soil Parameters Foundation Soil Soil Unit Weight (pcf) 125.00 Friction Angle (degrees) 34.00 Cohesion (pst) 0.00 Wall Friction Angle 22.67 Ka (coulomb) 0.40 Kp(Rankine) 3.54 Reinforced Soil Zone Soil Unit Weight (pcf) 0.00 Friction Angle (degrees) 0.00 Cohesion (psf) 0.00 Wall Friction Angle 0.00 Ka (coulomb) 0.00 Kp(Rankine) 0.00 Unreinforced Soil Zone Soil Unit Weight (pcf) 120.00 Friction Angle (degrees) 34.00 Cohesion (pso 0.00 Wall Friction Angle 24.00 Ka (coulomb) 0.403 Kp(Rankine) 3.54 0.36 0.00 0.37 Wall Stability Summary Sliding Safety Factor = 1.47 Overturning at Wall Base Safety Factor = 1.54 Overturning One Unit Up Safety Factor = 2.36 Overturning Two Units Up Safety Factor = 1.37 Overturning Three Units Up Safety Factor = 3.43 Overturning Four Units Up Safety Factor = 37.95 Overturning Five Units Up Safety Factor = Overturning Six Units Up Safety Factor = Overturning Seven Units Up Safety Factor = Overturning Eight Units Up Safety Factor = Overturning Nine Units Up Safety Factor = Overturning Ten Units Up Safety Factor = Overturning Eleven Units Up Safety Factor = :':A rMed Ware fid 6; ' TdkW11a,; W.1.6hington Terra Assoct t s; Inc: Pr.'oje Nd' 11:25= ositHi$h` Lock= �I'bclC;Refaii "n'ir !!V11F 2:1. BaeTislo`pe; 2ii Foresfope; Seisfnic r i : Sliding at base Driving Force Fr Resisitng Safety Factor Against Sliding Overturning Base Overturning Moment resisting moment Factor Of Safety Against Overturning at Base Enter Exposed Wall Height (Hw): Height of First Back Column (feet) Height of Second Back Column (feet) Height of Third Back Column (feet) Enter Exposed Wall Height (Hw): } Height of First Back Column (feet) j Height of Second Back Column (feet) Height of Third Back Column (feet) 1 j Enter Exposed Wail Height (Hw): i Height of First Back Column (feet) Height of Second Bads Column (feet) Height of Third Back Column (feet) i . ► Enter Exposed Wail Height (Hw): i Height of First Back Column (feet) } Height of Second Back Column (feet) Height of Third Back Column (feet) i i 4198.20 6161.35 3235.64 6161.35 8839.12 11516.89 1.47 15743.27 24201.24 7905.51 24201.24 39115.98 54030.72 1.54 8.75 2.50 Driving Force Fr 2539.65 0.00 Overturning Moment 7407.33 0.00 resisting moment 17515.94 5656.61 Factor Of Safety Against Overturning 2.36 6.25 0.00 Driving Force Fr 1295.74 0.00 Overturning Moment 2699.46 0.00 resisting moment 3688.92 3688.92 Factor Of Safety Against Overturning 1.37 3.75 0.00 Driving Force Fr 466A7 0.00 Overturning Moment 583.08 0.00 resisting moment 2002.44 2002.44 Factor Of Safety Against Overturning 3.43 1.25 0.00 Driving Force Fr 37.77 0.00 Overturning Moment 15.74 0.00 resisting moment 597.18 597.18 Factor Of Safety Against Overturning 37.95 0 ', re �S �qs -•.W '• City of Tukwila Steven M. Mullet, Mayor j0 •`= Department of Community Development Steve Lancaster, Director October 12, 2005 Ali Sadr. 18215 72 Av S Kent, WA 98032 RE: Letter of Incomplete Application # 1 Development Permit Application D05 -016 Normed Warehouse — 4310 S 131 PL Dear Mr. Sadr: s This letter is to inform you that your application received at the City of Tukwila Permit Cetiter•on October 7, is determined to be incomplete. Before your application can continue the plan review process the attached items from the following department(s) need to be addressed: Public Works Department: Jill Mosqueda, at 206 431 -2449, if you have any questions concerning the attached memo. .. 9 Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with die 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 messen-eer service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, r nnifer arshall Permit Technician Enclosures } File: Permit D05 -016 I • P:Vennifer \Incomplete Letters\1305 -016 Incomplete Ltr #I,DOC z Z U, L) 0 U 0� N W: co ~ ' u_ W O J U. CO CY; �W O z U U ' O N- � H; W W = U. — O z U CO) O 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 1 tc try y r' CITY OF TUKWILA ° PROJECT REVIEW COMMENTS fj Permit M D05 -016 Project Name: Normed Retaining Wall Review M 1 ' Date: 10.11.2005 Reviewer: L. Jill Mosqueda, P.E. The City Of Tukwila Planning Department, Building Department, and Public Works Department have the following comments regarding your revision to the above permit. { i Please provide a description of construction methods and sequencing. Include access, type of equipment, where equipment will access, where equipment will sit, where soil will be placed, how block will be placed, how cut will occur, size and location of .F benching if any, etc... i 4 1 f 't From: David Kehle <dkehle @dkehlearch.com> To: Jill Mosqueda <jmosqueda @ci.tukwila.wa.us> Date: 9/16/05 9:54AM Subject: NorMed Retaining Wall 4� Jill, PERMANENT FILE COPY Please see the attached memorandum. t � Thank you. David Kehle a David Kehle, Architect 12720 Gateway Drive Suite 116 Seattle, Washington 98168 206 - 433 -8997 - phone 206- 246 -8369 - fax 0 The contractor will access the hill from the bottom via construction road /pads through the wetland, over the existing culvert thereby not disturbing the existing creek. Of course the erosion control measures will be in place per the Barghausen documents. ©s=ay b .Q W Q �. WD J U. 0 0 W W J S2 LL, W� J; U co W ' O, Z E- 2 5`: U 10 N' W W: U LL - O iii Z; U N. O Z. r .F y, yei PERMANENT FILE COPY i1 PROJECT MEMORANDUM To: Jill Mosqueda Re: NorMed II 4310 So. 131S Place ' Retaining Wall From: David Kehle I Date: September 16, 2005 Thank you for your call this morning to finalize the permit for the retaining wall. Yesterday we had a meeting with the contractor Interwest Construction, Chad or Nick — 253 - 939 -9787, John Sadler from Terra Assoc., Jim Cosner, Biologist from Barghausen, Ali Sadr from Barghausen, myself and Larry Shaw (Adolfson was available by phone) to discuss construction sequencing and wall construction. The goal is to have the stream active by September 30, 2005 (Corps. Permit). In order to do_ this, Interwest has proposed to work from the bottom up, cutting to 2 to 1 or as necessary 1 -1/2 to 1 as a temporary cut to create the "bench" from the wall construction. The upper cut will start from the property line at the temporary 1 -1/2 to 1 cut as recommended by Terra Associates to ` meet the bench. They will then set the wall from above (they will provide to the City of traffic control plan for work from Macadam). The wall will be constructed, backfilled with the 12" gravel per Terra report and backfill with native to the 2 to 1 slope. Again, work will not occur in the i right of way. The drainage from the wall collection is going to daylight from the wall near the "riparian" corridor. t As for water seepage control, per Terra's report, page 6, there is a potential for this and diversion interceptor drains may be required. This will be determined in the field. On the wetland area, the water table found per Terra was at -3' to 12'. Since we are only removing the 1' in this area, water should not be a concern. The contractor will access the hill from the bottom via construction road /pads through the wetland, over the existing culvert thereby not disturbing the existing creek. Of course the erosion control measures will be in place per the Barghausen documents. ©s=ay b .Q W Q �. WD J U. 0 0 W W J S2 LL, W� J; U co W ' O, Z E- 2 5`: U 10 N' W W: U LL - O iii Z; U N. O Z. ' Project Memorandum Re: NorMed September 16, 2005 z Page 2 a t+ s Soils from the hill cut will be placed as fill for the building pad across this access way (north end of existing building and parking lot). As the hill cut is accomplished, the new stream bed will be i cut as well and at the end of the excavation, the construction road will be removed. And water diversion completed. In addition, since erosion is possible on the hillside, a "curlex" fiber mesh will be placed over a hydroseed mix with plantings to occur later in the year (this was recommended by the Corps and Adolfson.) Prior to stream cut over, the wetland area will have topsoil mix per Adolfson i blown in. Erosion control again will be in place along new creek location. Total duration is between 15 to 21 working days. Again the goal is to have Larry Fisher's "buy in" on the stream location by his deadline, September 30 Balance of work (rock wall from above) may be on- going. We also discussed the possibility, depending on timing, of working some from the top. If that is required, the contractor will provide traffic control plan. t I presume there will be a pre -con with the City prior to the major work. Our schedule is clear and grade for two days with pre -con next Tuesday. Jill, I trust this is what your concerns are and that this will satisfy the permit conditions. If you {. have any further questions, please call. i Cc: Mr. Ken Nelson Mr. Larry Shaw aA0441\memo9 -16 -05 9 z �W QQ �' W D: J U UO U 0. 'N W� W J 52 LL W O �a _J J LL Q N d. 1=— W, Z z �. 5; U W LL F-i W Z ' ; N z. TERRA ASSOCIATES, Inc. ' ► Consultants in 'Geotechnical Engineering; Geology and Environmental Earth Sciences PERMANENT FILE COPY 'SEP 15 2005 - 1 V KW ti ARKS September 12, 2005 PuBUC W Project No. T -5613 Mr. Larry Shaw NorMed -Shaw Partnership P.O. 'Box 3644 Seattle, Washington' 981243644 subject: Retaining Wall .Grading Review NorMed Warehouse Tukwila; Washington References: 1. Ceoteclmical Report, NorMedShaw Building, Project No. T- 5613, prepared by Terra Associates, Inc., dated November 17, 2004 2. Letter, Look-Block Reaining Wall Design, NorMed Warehouse, Project No. T -5613, prepared by Terra Associates,1 ic., dated November 30, 2004 Dear Mr. Shaw: As requested by W. David Kehle of David Kehle Architects,'we reviewed a plan titled Grading Plan for •Wetland Mitigation by Others, for NorMed Warehouse by Barghausen Consulting Engineers, Inc., dated October 13, 2004 (latest revision -September 9, 2005) showing• the location of the proposed Lock Block retaining wall and proposed grading along the western margin of the site. The purpose of our review was to determine if temporary open -cut excavations that will be required for wall consWxtion can be made without encroaching into the adjacent right -of- way for MacAdam Road. The plan indicates the Lock Block wall will have a maximum'height of six feet, and will be constructed near the top of the western slope, "with the wall face generally located about 15 -feet from the western property margin. Finished grades above and below the wall are shown at an inclination of 2:1(HorizontalNertioal). The soils we observed in test pits excavated on the western slope consist of fill overlying medium dense to dense silty sand and sandy silt. As discussed in Section 4A of the referenced geotechnical report, these soils are classified as Type C soils based on current Occupational' Safety and Health Administration (OSHA) regulations. Temporary excavations in Type C soils should be laid back to an inclination of 1.5:1 or flatter. 12525 Willows Road, Suite 101, Kirkland, Washington 98034 _ Phone (425) 821 -7777 • fax (425) 821 -4334 o `-� `� �' N Z J U; 00 U U. W =. J � u w U. :3 � w' Z� Z O U� w w. X c?` U =; O Z .ow -Mr. Larry Shaw September U, 2005 Based on our* review of the - proposed wall location and grading infortivition, and considering the geometry discussed above, it does not appear. that wall construction can be completed using open-cut 'methods without extending off-site and into thb,roadway right-of-way by as much as 27 feet • If a temporary construction casement cannot be' obtained, construction of the wall as currently proposed will require temporary shoring along the western side of the wall excavation. We bust that this. information meets your current needs. ff you have any questions or require any additional information, pliase call. Sincerely yours, TERRA ASSOCIATES, INC. John C. Sadler, L.E.G., L.H.G; 'Project Manager W. Divid Keble, David Kehle Architects d JOHN d. Project X6. T-5613 Page No. 2 a 1� September 13, 2005 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Ms. Brenda Holt Re: NorMed II - D05 -016 4310 So. 131 Place Dear Brenda, Attached are four sets of revised drawings of civil (Barghausen) and wetlands (Adolfson) in response to comment letters from Carol Lumb (Planning) and Jill Moqueda (Public Works). These relate to the retaining wall. It appears there is overlap within the comments between the Building Permit (1304 -415) and this retaining wall permit. Therefore I have included the same civil set and wetland set for both. Speck to the building permit are as follows: 1. Letter of response from Barghausen to Carol dated August 31, 2005. 2. Letter from Barghausen to Jill dated September 12, 2005. 3. Letter from Geotechnical regarding sequence of construction of wall. 4. Original comment letters from Carol and Jill. 5. Previous response letter from Kehle to Carol on mitigation timing August 31, 2005 in response to additional items 1 and 2. 6. Redlines from Carol Sheet S5, Sheet 1/5, L1, L2, Sheet 4. 7. Under mitigation plan from Carol, Items 1, 3, 4, & 5 have been revised on the drawings and all drawings should match. Thank you for your efforts in putting this all together. If you have any questions, please call. S' r David Kehle DK/mt cc: Mr. Larry Shaw Mr. Ali Sadr a:\0441 bitylet9- 13- 05retaining 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 (206) 433 -8997 FAX (206) 246 -8369 email: davek®dkehlearch.com f Mt F� 0.- ip W! A�® 1908 September 1, 2005 Y f City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director David Kehle David Kehle Architects 12720 Gateway Drive, Suite 116 Seattle, WA 98168 RE: CORRECTION LETTER #2 Development Permit Application Number D05 -016 Normed — 4310 South 131s Place Dear Mr. Kehle: 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 Planning and Public Works Departments. At this time, the Building and Fire Departments have no comments. Planning Department: Carol Lumb, at 206 - 431 -3661, if you have questions regarding the attached memo. Public Works Department: Jill Mosqueda, at 206 - 431 -2449, if you have questions regarding the attach6 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 accented through the mail or by athe mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Brenda Holt Permit Coordinator encl xc: File No. D05 -016 PAplanningUendAD05 -016 — coneclion Itr 42.doc bli 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Z Z J U. U O. (00" .w = J N LL: w O. L L =w �_ Z �. I-- O Z �— U� O � o F— w wi H U LL Di iii Z O Z GHq n ` = u o t ��HG ENG%N L. Jill Mosqueda, P.E. City of Tukwila Public Works Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES September 12, 2005 RECEIVED SEP 15 2005 TUKINILA PUBLIC WORKS RE: Response to Public Works Project Review No. 2 Normed Warehouse 4310 South 131st Place, Tukwila, Washington Permit No. D05 -016 — Retaining Walls Our Job No. 6719 Dear Jill: Attached herewith are the revised retaining wall plans as part of the civil plan set, which has previously been submitted and is now in for a third review. Please refer to the submittal for Permit No. D04 -415 for the number of plans and the full submittal for this third review. The following outline provides each of the comments in your letter dated August 20, 2005 in italics exactly as written, along with a narrative response describing how each comment was addressed: 1. PW issues a Type C permit as part of the building permit. For the Type C permit, PW collects a base application and plan review fee when the application is submitted. The fee pays for two reviews. Public Works charges for additional reviews. Response: We acknowledge receipt of this comment. 2. The plans show the wall footing extending into the right -of -way. Generally, the City does not allow private property in the right -of- -way. Public Works is very interested to know how the wall will be constructed without undermining 42nd Avenue South (Macadam Rd. S.) In order to construct the wall with the footing extending into the right -of -way, the structural engineer and the civil engineer must provide compelling justification for extending into the right -of -way to Jim Morrow, Public Works Director, for approval. The compelling justification SHALL include a detailed description of how the wall will be constructed. This description SHALL include sequencing, access locations, type and location of equipment, stockpile areas, traffic control, method to compact the structural fill behind the wall and all other elements pertinent to the wall construction. The request must include a letter from the geotechnical engineer that approves the construction sequence and methods. If Mr. Morrow approves the request, then Normed -Shaw must complete an encroachment agreement prepared by the City's attorney. Response: We have revised our retaining wall plans to move the retaining wall footing outside of the right -of -way line of Macadam Road South, also known as 42nd Avenue South. b 'q 5-- ej t (° :i 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 t; �t t > Y: N K a L. Jill Mosqueda, P.E. City of Tukwila Public Works Department -2- t September 12, 2005 3. IF you choose to move the wall to meet set backs per the Building Department comments, please provide construction information including sequencing, access locations, type and location of equipment, stockpile areas, traffic control, method to compact the structural fill behind the wall and all other elements pertinent to the wall construction. Response: The geotechnical engineer as well as the contractor selected for this project will provide information concerning sequencing, access locations, type and location of equipment, stockpile areas, traffic control, method to compact the structural fill behind the wall, and address all other required pertinent elements to the wall construction. 4. In either case, provide a letter from the geotechnical engineer that approves the construction sequence and methods. Response: Once the contractor prepares his plan for the construction sequence and methods to use for constructing the wall, the geotechnical engineer will write an approval letter concerning the construction sequence and methods. We trust this meets the requirements of your review comments. Should you have any questions, please do not hesitate to call. Respec ully, Ali Sadr, P.E. Senior Project Manager 1 AS /dm 6719c.014.doc enc: As Noted cc: Larry Shaw, Normed Jake P. Jacobs, Barghausen Consulting Engineers, Inc. j 1 ti .y a ¢' 1 r; GHA V� Gy � 2 s Py . NO XI IGIt W Carol Lumb, Planner City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 CORRESPONDENCE RE: Response to Plan Review Comments of August 26, 2005 Normed Project 4310 South 131st Place, Tukwila, Washington Tukwila File Nos. D04415 and D05 -016 Our Job No. 6719 Dear Carol: The following is a response to planning review comments for landscape and civil plans related to the permit review of the Normed project. The revised plans are included in a package of resubmittals to be made by Mr. David Kehle, David Kehle Architect. The following summarizes the changes in the drawings and follow the City's comments on an item -by -item basis. Wetland Mitigation Plan: 1. The wetland biologist will address the condition of second tree to the northernmost habitat area corridor. 2. The civil drawings, including Temporary Erosion and Sedimentation Control (TESL) Plan, have been revised to clarify reference to the mitigation plans for identification of the wildlife corridors and tree protection measures. j 3. This is a revision by the wetland biologist. 4. This is a revision by the wetland biologist. i i 5. This is a revision by the wetland biologist. This completes the items under Wetland Mitigation Plan. Landscaping Plan: I. The landscape planting plan has been revised to remove ivy from the proposed planting. Kinnikinnick, which is already specified as a groundcover, has been extended to include the areas around the entry of the new Normed building. tl 2. The plant list/legend included two species that can be referred to as trees or large shrubs based on their use. Rhus typhina and vine maple are typically sold based on height and numbers of growing stems. It would be extremely difficult to obtain these species in the minimum caliper of 2 inches. Sumac (R. typhina) was replaced by an evergreen tree, Leyland Cypress, and planting layout along SR -599 was adjusted for inclusion of that tree. 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 1 ? CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES August 31, 2005 . W W U. U O 0 N w= N LL WO J U. Q' ND LLI Z �.. �- Z f- W U� :O CO. w w 2 u O .. Z w U N O Z �i J Carol Lumb, Planner City of Tukwila Department of Community Development -2- August 31, 2005 Per our telephone conversation, vine maple can be specified based on height around the new ` building foundation. Shrub sizes are confirmed to be a minimum of 18 inches height at i planting. 3. The shrub species planted along Macadam have been revised to be native plant species. Tall Oregon grape replaces the heavenly bamboo previously specified. California (Oregon) myrtle replaced the previously specified Photinia. The plant list on Sheet L1 identifies the specific quantities and sizes of these plants used along Macadam Road. P 9 P 4. The TESC Plan (Sheet C5) has been revised. 5. The TESC Plan (Sheet C5) has been revised to include all tree protection, including a reference to the mitigation plan for tree protection measures. 6. Civil Sheets C5 and C9 have been revised to identify all trees in the wildlife corridors to be saved. This concludes the list of items under the Landscaping Plan. Additional reference notes have been included on the drawings to identify the wildlife corridor openings as noted under Item No. 3 of the final paragraph of the review comments. i We trust this resubmittal addresses the City's review comments satisfactorily. Should you have any questions, please do not hesitate to contact David Kehle at (206) 433 -8997 or myself at (425) 251 - 6222. . Sincerely, t H. Bruce McCrory Landscape Architect HBM/dm/tep 6719c.012.doc I cc: David Kehle, David Kehle Architect Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. Ali Sadr, Barghausen Consulting Engineers, Inc. File Z Uj W D; U O J CO LL U.1 0; u. Q co CY = to Z Z OO: 2 f` `O t� D I— w H U. �O Z lli . - O�"' . Z t C PLANNING DIVISION COMMENTS - CORRECTED DATE: August 26, 2005 CONTACT: Dave Kehle, David Kehle Architects RE: D04 -415 and D05 -016 ADDRESS: 4310 S. 131 Street Please review the following comments listed below and submit your revisions accordingly. If you have any questions, Carol Lumb is the planner assigned to the file; she can be reached at 206 - 431 -3661. Wetland Mitigation Plan: 1. There is a discrepancy between the TESC plan and Sheet 115 that identifies trees to be retained in the habitat crossing area. Sheet 115 shows just one tree to be retained in the northern most habitat area whereas the TESC (Sheet plan shows two. 2. Sheet 115: The notation identifying existing trees to be saved needs to be extended to the northern -most wildlife corridor and a note added that links to the tree protection measures on Sheet 4/5 of the Wetland Mitigation Plan. 3. Sheet 115: Add to the "Existing Trees to be Saved" notation: "Trees to be protected per detail on Sheet 4/5 of the Wetland Mitigation Plan." 4. Sheet 4/5, Tree Protection graphic: correct Note 1 to replace "dripline of trees" with "direction of the project biologist." 5. Please correct Sheet 4/5 — Roots as noted to replace a reference to "containerized" plants — the reference should be container -grown plants As an information item: Sheet 1/5 now contains a note stating that the top 12 inches of soil will be removed in existing 1 wetland areas, however, it is still not clear on the drawing which areas are meant. It does not need to be changed to satisfy Tukwila's permit process, but it may cause confusion to a potential bidder /contractor. This could possibly be clarified during a pre -bid or pre- construction site meeting. Landscaping Plan 1. Sheet L1 proposes that ivy (Hedera helix `Hahns') be planted in the overhead planter and as ground cover. No new ivy may be planted anywhere on the site for the following reasons: ivy is listed on the State and King County noxious weed lists; ivy is very invasive and has become a serious problem in urban forests; and the site contains wetland and upland habitat that needs to be protected. Alternative evergreen vines that can be substituted include: a. Jasminum x stephanense (Pink Jasmine) b. Holbellia fargesii or other species c. Billardiera lon ig flora (Climbing Blueberry) 2. Sheet L1: Plant List/Legend: Several red -lined corrections were not picked up from the last review. Deciduous trees must have a minimum caliper of 2 inches (Acer Circinatum and Rhus Typhina only specify a height); shrubs must be a minimum of 18 inches in height at planting. Z Z UO ND UJ J �• CO L L L Cf) H= z� ►- O w F_ D o' U O oH W W — O.. lil Z: U CO O Z 3. Sheet L2. Native shrubs must be planted along Macadam instead of Nandina and Photinia, in keeping with the adjacent wetland buffer mitigation, which is being planted with native plants. Assuming an evergreen shrub is desired for this area, one suggestion would be to plant Tall Oregon Grape ( Mahonia aguifolium Another alternative is California Myrtle ( Myrica californica This shrub would need to be pruned periodically to keep it from spreading horizontally. 4. Sheet C5 — TESC Plan. The TESC Plan ignores the fact that clearing will also be taking place on the existing wetland (removal of the top 12 inches of soil and Reed Canary Grass roots). The TESC needs to be extended to identify the rest of the wetland mitigation area. 5. Sheet C5 — TESC Plan: The notation to protect existing trees needs to be extended to the second wildlife corridor and a note added that links to the tree protection measures on Sheet 4 of the Wetland Mitigation Plan. 6. Sheets C5 and C9: These sheets have omitted identifying the second tree in the northern most wildlife corridor that is to be saved. Please add this tree to the drawings. As an informational item, when the permit is approved, the following conditions will be applied: L The owner must provide a copy of the signed contract for maintenance of the mitigation area after the first year. 2. The Scope of Work for the maintenance contract shall include those maintenance tasks listed on Sheet 5 as well as the following: a) maintain/correct erosion control measures as necessary; b) remove non - native plants from within the dripline of installed plants, even if invasive species cover is —< 20 %; and c) maintenance /replacement of wetland signage as necessary. J. The chain link fencing on top of the retaining walls along Macadam Road shall not block the wildlife corridor ,crossing openings. cc: Sandra Whiting, Urban Environmentalist fi :i �5 Z mo w. u� o 00 0 w= J � CO) u.. u_ ¢ Na w. :Z Z O 2 :3 U O �. o H: wW uL — O: ii Z i U =; z V 0 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.d.tukwila.wa.us Development Guidelines and Design and Construction Standards Q �_- Z . t QQ r 2 U J 00, Permit #: D05 -016 Retaining walls w i. Project Name: Normed J C0 LL w O. 4310 S. 131 s` Place �. Review #: 2 a Date: 08.29.05 N � = a Reviewer: L. Jill Mosqueda, P.E. �w z Zo W The City Of Tukwila Public Works Department (PW) has the following comments regarding your col o application for the above permit. Please contact me at 206.431.2449, if you have any questions. w w u.. 1. PW issues a Type C permit as part of the building permit. For the Type C permit, z: w PW collects a base application and plan review fee when the application is submitted. The fee pays for two reviews. Public Works charges for additional z ~ reviews. 2. The plans show the wall footing extending into the right -of -way. Generally, the City does not allow private property in the right -of -way. Public Works is very interested to know how the wall will be constructed without undermining 42n Avenue South (Macadam Rd. S.) In order to construct the wall with the footing extending into the right -of -way, the structural engineer and the civil engineer must provide compelling justification for extending into the right -of -way to Jim Morrow, Public Works Director, for approval. The compelling justification SHALL include a detailed description of how the wall will be constructed. This description SHALL include sequencing, access locations, type and location of equipment, stockpile areas, traffic control, method to compact the structural fill behind the wall and all other elements pertinent to the wall construction. The request must include a letter from the geotechnical engineer that approves the construction sequence and methods. If Mr. Morrow approves the request, then Normed -Shaw must complete an encroachment agreement prepared by the City's attorney. A.. ✓.. J : % "4.:4 �1� `+J.f - ..il.: Z{.u'..a .t,i1.sD�w .w+w'�SSS�f2.w 3. IF you choose to move the wall to meet set backs per the Building Department comments, please provide construction information including sequencing, access locations, type and location of equipment, stockpile areas, traffic control, method to compact the structural fill behind the wall and all other elements pertinent to the wall construction. 4. In either cas, provide a letter from the geotechnical engineer that approves the construction sequence and methods. 0 t� Fq ml.� day -Od 1. � July 27, 2005 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Ms. Brenda Holt Re: NorMed II 4310 So. 131 st Place D05 -016 Dear Brenda, R1`CmVED CITY OF TUKIWLA J U L 2 8 2005 PERMIT CENTER The following comments respond to the various comment letter letters received on this project (retaining wall): A. Jan. 20, 2005 — Public Works — L. Jill Mosqueda P. E. See Barghausen's response letter and these comments have been addressed in permit D04 -415. 6. A Geotechnical Report had been submitted (another is attached). B. Feb. 15, 2005 — Planning — Carol Lumb 1. Cross sections are shown on C -8 (civil only does them their way). 2. Landscape comments were addressed in permit D04 -415. Revised drawings are included (4 sets) and flagged as needed. If there are any other questions, please call C O R R E C T I O N Sin LTR# David Kehle DK/mt ? Enclosure: Barghausen Response Letter Four Revised Sets (SD -1, C1, C5, C9, C10, L2, L3)(1,2,4,5 for reference) Geotech Report f a: \0441 \citylet4- 14-05a 12720 GATEWAY DRIVE, SUITE 116 (206) 433 -8997 t SEATTLE, WA 98168 FAX (206) 246 -8369 email: davekOdkehlearch.com • tr t i i 'v 4 z Z f �w J U: U 0;' ;N 0, w w ' DA w 0; � a uk z z O, t w w: U ;0 N: o 0; tai z CO 0 !- 4 .Z i i zo8 February 16, 2005 �> City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. David Kehle 12720 Gateway Drive, Suite 116 Seattle, Washington 98168 RE: CORRECTION LETTER #1 Development Permit Application Number D05 -016 Normed — 4310 South 131 Place Dear David: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning and Public Works Departments. At this time, the Fire Department has no comments. Building Department: Ken Nelsen, at (206) 431 -3677, if you have questions regarding the following comments: 1. Please see memo from Public Works (attached) Planning Department: Carol Lumb, at (206) 431 -3661, if you have questions regarding the attached memo. Public Works Department: Jill Mosqueda, at (206) 431 -2449, 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 mast be made in person and ►vill not be accepted throaiell the mail or by a messenzer service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician encl xe: File No. D05 -016 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 .z Z W _' U: UO J X LL' W O: J W Q. N d 1= _ O. Z F— WW �p 0� � F— W LU — O of Z, U N, O � Z City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards Permit #: Project Name: Review #: Date: Reviewer: D05 -016 Normed 4310 S. 131 Place 1 01.20.05 L. Jill Mosqueda, P.E. The City Of Tukwila Public Works Department (PW) has the following comments regarding your application for the above permit. Please contact me at 206.431.2449, if you have any questions. 1. PW issues a Type C permit as part of the building permit. For the Type C permit, PW collects a base application and plan review fee when the application is submitted. The fee pays for two reviews. Public Works charges for additional reviews. 2. Please visit the following website for Public Works standards and Customer Assistance Bulletins. 3. Provide a completed Bulletin A2 and an engineer's estimate for the work. 4. Provide items as listed in Bulletin A4 for the right -of -way work this project will require. 5. Provide the expected cut and fill volumes. 6. The geotechnical report must meet the City's format and must include stability analysis of the 2:1 cuts. See attached Bulletin B4. 7. The plans must show the frontage improvements and must consider the frontage improvements in the calculations for the retaining wall and the 2:1 cuts below the wall. 8. The culvert that crosses 42 nd Av. S. and outlets onto the hillside must be shown. The plans must show how this culvert and its water will be handled. Z, iM Z W � JU 0 0 N 0 W =. J � W O! 9 �: LL A D d HW F- O`. W W: :� p O co): ;W W. W F- - 0 W Z,. U =. O F"- Z 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206 - 431 -3665 ` t 4 V; �IILA, 01 Z City of Tukwila Steven M. Mullet, Mayor U ' • O N'. 2 Department of Community Development Steve Lancaster, Director 1908 PLANNING DIVISION COMMENTS DATE: February 15, 2005 CONTACT: Dave Kehle, Architect RE: D05 -016, NorMed Warehouse ADDRESS: 4310 S. 131" Street Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 - 431 -3661. 1. Please provide at least one cross section that uses the same scale for both vertical and horizontal views. 2. Type 2 landscaping is required to screen the fencing along Macadam. Please provide a landscaping plan that complies with the requirements for Type 2 landscaping. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax. 206- 431 -3665 R t i i ''�RMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 - 016 PROJECT NAME NORMED SITE ADDRESS 4310 S 131 PL ` D F1 Planni g Division ❑ Permit Coordinator ❑ Original Plan Submittal X Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 After Permit Issued DEPARTMENTS Building Division Public Works Fire Prevention Structural ,WM Af I - ( -o� DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete d Incomplete ❑ Comments: DATE: 12 -21 -05 DUE DATE: 12-22-05 Not Applicable ❑ 'ermit Center Use Only NCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: )epartments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: i TUES/THURS ROUT NG: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS DUE DATE: 0 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) d i Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ PingK PW ❑ Staff Initials: Documents/routing sllp,doc •28 -02 n z !� w rr � 3 L 0 J = N U. 9 : LL =w z � w �o :O .o �- w LO ui Z' _� o� Z A nn (�LpllkNVt z' F Plaing Division ❑ Permit Coordinator ❑ DATE: 11 -10 -05 r DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: PERMIT CQORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -016 PROJECT NAME NORMED SITE ADDRESS 4 31 0 S 131 PL Original Plan Submittal _Response to Incomplete Letter #I— Response to Correction Letter # X Revision # —j— After Permit Issued DEPARTMENTS h u � � - zl ild'ing Division d Fire Prevention Public Wor s , a / Structural Imm )) DUE DATE: 11-1 -05 Not Applicable ❑ Permit Center Use Only NCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUT NG: i Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: ti Approved ❑ Approved with Conditions❑ Notation: REVIEWER'S INITIALS: DUE DATE: 12 -1 3-05 Not Approved (attach comments) [R( DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Pln9V PW ( Staff Initials: f Documemshoufing slip.doc •28-02 z W W 6 .3 0. UO rn t] J I.- S2 LL ww i Ei LL Ca Co = w �_ z I_ z o. W L U� O -. � F- w w U LL F= u+ z . _`: O H- z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -016 DATE: PROJECT NAME NORMED SITE ADDRESS: 4310 S 131 PL 10 -07 -05 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # I After Permit Issued DEPARTMENTS: 10-g Bu' iTdinV�n Public Works J v �l Io.�zaS Fire Prevention d Structural ❑ P Ra k ig ivdmon Permit Coordinator ❑ DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete ❑ Incomplete ❑v Comments: DUE DATE: 10-1 1-05 Not Applicable ❑ Dermit Center Use. Only NCOMPLETE LETTER MAILED: (� ' �Z' (� LETTER OF COMPLE ENESS MAILED: departments determined incomplete: Bldg Fire ❑ Ping i PW [ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS DUE DATE: 1 1-08-05 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documenls/rouling slip.doc 2 -28-02 z 'a �_- Z � W JU U NO CO) III J = F-' C0 LL W 9 5 L� N = w ? ZO w w �o O tn: w w .. z' w O H z i ll 'PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: PROJECT NAME: SITE ADDRESS: Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # After Permit Issued DE ART NTS: B ! I v " is ion Public-Works IWO D05 -016 NORMED 4310 S 131 PL Fire Prevention Structural DATE 09 -13 -05 ❑ Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete ❑� Incomplete ❑ Comments: DUE DATE: 09-1 5-05 Not Applicable ❑ lermit Center Use Only NCOMPLETE 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 ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS DUE DATE: 10-13-05 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing s ip. oc •2"2 z �z � JU UO Cl) CO) J�— 00 LL w O U . to � =d F- w Z t- w LU �p U ON o E- w �- LL Q . Z U =: O ~. z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER D05 -016 DATE: 7 -28 -05 PR03ECT NAME NORMED SITE ADDRESS 4310 S 131 PL Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # 1 Revision # After Permit Issued z �z w D. 00 0 0 LU J � � w 0 LLD =a �w z� w o; 5 U0 0 � o� w w . =U u. ~O ..z w 0 O F.. z DEPA RTMENTS: $ ��� Build �ivi ion Public Wo Fire Prevention ❑ Structural PI n'ning ivision Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 8 -05 Complete ❑� Incomplete Not Applicable P ❑ pP ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R TING: 06.0 Please Route Structural Review Required No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS DUE DATE: 8 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED:' Departments issued corrections: Bldg [ Fire ❑ Ping X PW [ Staff Initials: I Documents /routing sllp,doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -016 DATE: 01 -14 -05 PROJECT NAME: NORMED SITE ADDRESS: 4310 SOUTH 131 ST PLACE X Original Plan Submittal _Response to Incomplete Letter # Response to Correction Letter # Revision #after /before permit is issued DEPA RTMENTS : p� n ivi lo Build � Fire Prevention Pf�nnln 4i n� Q 9 n! Public Work �] Structural ❑ Permit Coordinator -2U , 0 S DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 01 -18 -05 Complete [d Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW [I Staff Initials: TUES /THURS 7 U Structural TING: Please Route Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS DUE DATE: 02 -15 -05 Approved ❑ Approved with Conditions E] Not Approved (attach comments) pP pP Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: cZ 14-0 -5� Departments issued corrections: Bldg X Fire ❑ Ping N� PW Staff Initials: Ph RMI'T COORD COPY Documents /routing sllp.doc 2.28.02 ❑ No further Review Required DATE: z w J U U O O CO = J F— �w w 0 1 U - = �w z� E- O z �- w Uj 5 C1 O �. : W w . H t5. LL — z w . CO P F-=1 O z PROJECT NAME: �- � PER,ti !,LNO:. i7V: ;_ ( _ Site Address: , H20 4:_ Ply - - -- Origir,_., -Issue Date. 20 .b 5-- REVISION LOG Revision' i Date Staff I Date "Staff No. I Received Initials Issued Initials Summary of Revision: Received Bv: 3 (please print) A 1 (please print) ' Revision No. Date I Received Staff I Initials Date Issued Staff Initials No. I Summary of Revision: ` Initials Received By: tpiease print) Revision Date I Staff Date staff I No. I Received ` Initials Issued Initials Summary of Revision: Received By: (please print) Revision Date Staff Date I Staff No. I Received � Initials Issued j Initials I j Summary of Revision: Received By: (please print) �i z =tom W 3 U UD CO LU J = /� H N LL W O G 9 _j W N i W Z F— O zz H G J U ON � I— W W LL O W z U CO E- x O z REVISION SUBMITTAL 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.ttikwila.iva.us Revision submittals must be submitted in person at the Permit Cep :ter. Revisions will not be accepted through the mail, fax, etc. Date: aoild�� Plan Check/Permit Number: D05-01 ❑ Response to Incomplete Letter # eft � ® Response to Correction Letter # 2 for Revision #1 YUKWILA ❑ Revision # after Permit is Issued L 0 2 2006 ❑ Revision requested by a City Building Inspector or Plans Examiner PERMIT CENTER t f. i t ,:Project Name: NORMED Project Address 4310 S 131 PL Contact Person David Kehle Su r„r ,many of Revision: Phone Number• ft 4?'3'Mq:f-' _ Sheet Number(s): Ar- "Cloud" or highlight all areas of revision including date of revision I Received at the City of Tukwila Permit Center by: t Entered in Permits Plus on a ppIications forms- applications on lineVevision submittal Created: 8 -13 -2004 Revised: i . Z QQ SZ W � J U. UO UJ J H CO LL w O; J LL Q = d. W Z O. UJ 5 v °1 O O t—. w L L _ O ill Z N O Z WW 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.tulnvila.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: �212�I � Plan Check/Permit Number D05 -016 D0+ -41 s ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 for Revision #1 ��kWl(J1 ❑ Revision # after Permit is Issued D 2 1 2005 ❑ Revision requested by a City Building Inspector or Plans Examiner PEAMri' CENTER Project Name Normed Project Address 4310 S 131 Pl Contact Person David Kehle Phone Number: "� •qA 4 Summary of Revision: Sheet Number(s): GO/ "Cloud" or highlight all i of revision including date of revision Received at the City of Tukwila Permit Center by: 0 Entered in Permits Plus on pplications forms- applications on line revision submittal Created: 8 -13 -2004 Revised: z W� J U' UO N to 11. w 0 I - U- < �d t _: H O z F- 2f U 0. O N. oF- w H U, LL O tll Z, CO. O z Of � s it �N % 2 1908 ' REVISION SUBNIITTAL . City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite n100 Tukwila, Washington 98133 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci. tuk►vila. iva. its Steven M. Millet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fizz, etc. Date: Plan Check/Permit Number: ��� ' (J`(� Rofo ��(,{,� Response to Incomplete Letter # Response to Correction Letter Revision 9 after Permit is Issued N 0 V 9 0 2005 ❑ Revision requested by a City Building Inspector or Plans Examiner PERMIT CENTER Project Name: t- �V Project Address: Contact Person: 61 V O �Sr hone Number: WP /45�3 I i V- 11 1 - 1 � � �j � Nod-, f I � i I i t Sheet Number(s): o '� GvIL {�- 7r0'`2� C "Cloud" or highlight all areas of revisi n including date of revision Received at the City of Tukwila Permit Center by: >!ll Entered in Permits Plus on b � applications\lorms- applications on line\revision submittal Created: 8 -13 -2001 lY ,• T i Z WD J U� UO Co 0. CO W J �. to LL.. W a LLQ �a = W zO 5. UO O N 0 W LL f= z iu U =; O Z ♦ 1 J��IILA: k,� ••nn City of Tukwila Steven Alf Mullet, Mayor o/ Z Department of Community Development Steve Lancaster, Director O 6300 Southcenter Boulevard, Suite #100 N 2 Tukwila, Washington 98188 - �,..., Phone: 206 -431 -3670 1908 Fax: 206 -431 -3665 Web site: h1W: 11www.ci.tukwila.wa.us �y a ,��; �REVIS. ON SUBMITTAL 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ��% �_ Plan Check/Permit Number: 05 ❑ Response to Incomplete Letter # RECEM ❑ Response to Correction Letter # CITY OF TUKW11.A ❑ Revision # after Permit is Issued 0 C T ` . 7 2005 T Revision requested by a City Building Inspector or Plans Examiner PERMIT CENTER Project Name: ` 0 � NzA Project Address: '( l,� V - L.2 G l JJ r1 • 1 ��� 0 S 1 p L Contact Person: {�. i SCt ✓ Phone Number: a) - 2S! — z Z Z Summa � e J I "C C- CG L I't r- JP It 0 e-3 of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including (late of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus oni 0 -D� U \applications\forins-applications on line\revision submitta Created: 8 -13 -2004 Revised: Z ..Z J UO W= J H CO) LL w O: �aJ LL Q cf) = W Z �.. Z O W D p ;O N w H U LL ~O' ul Z U CO O Z 4 y � W � 1lA.MW,4�/ 0/ J t 12 1 1908 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: ci.tulnvila.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, fa-r, etc. Date: q Plan Check/Permit Number: L---V!5 ❑ Response to Incomplete Letter # X Response to Correction Letter # 2- C" OF TUKWNA ❑ Revision # after Permit is Issued S EP 1 A 2005 ❑ Revision requested by a City Building Inspector or Plans Examiner PERMIT CENTER Project Name: Mr [Y i Project Address 4310 " ,fo . r kGAu-., Contact Person: Atq . AJ-ac" Phone Number: 7.3.3 - Bqq 7 i Summary of Revision: �- Md6ca4oc, Plan 1 a4 oaf 64 re-6ubmI HA . i i Sheet Number(s): 1 L 5 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ' 61 Entered in Permits Plus on pplications\forms- applications on Ime\revision s bmittal Created: 8 -13 -2004 Revised: '~ W W D JU U O U O' W = COL W O �a D = w z� z Oi w �5 U CO ' ,O tA. W w LL ui U =� OI.. z PERMIT COORD COPY' 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: / /wtvw.ci.ttikwila.wa its REVISION SUBMITTAL Revision submittals must be submitted ill person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: M`oLcp/ ■ /.1 ■ ■ Plan ChecWPermit Number D05 -016 Response to Incomplete Letter # RECEIVES CITY OF TU1r(WIP,A Response to Correction Letter # 2 S EP i 3 2605 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner PERMIT CENTER Project Name NORMED Project Address 4310 South 131 st Place Contact Person David Kehle Phone Number: Summary of Revision: Sheet Number(s): 1 Lkl C a • "Cloud" or highlight all areas of revision including (late of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 01 - I ?) ' appiications forms - applications on fine evasion submittal Created: 8 -13 -2004 Revised: t 4' Q Z Q '~ W ' 1Y 2 u� D U O N 0`. W = J �- CO LL WO LL a' �D = �. w z ZO W Do ,Q N 3 E- WW �U LL 0 Z U CO Z City of Tukwila De artineitt of Con :mtnti D l t REVISION- SUBMITTAL CEMrEA p tY eve opener: 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ht0: / /www.ci.tukwila.wa.its !"1 Steven M. Mullet, Mayor Steve Lancaster, Director CITY OF TUKMLA JUL 2 8 2005 Revision: submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date I2i1 02 Plan Check/Permit Number: _ ❑ Response to Incorripldte Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name NORMED Project Address 4310 SOUTH 131 ST PLACE Contact Person David Kehle Phone Number: I I: Sheet Number(s):- "Cloud" or highlight all areas of revision including date of revision , Received at the City of Tukwila Permit Center by: '0� �V { g " � Entered in Permits Plus on D :2&� pp ications forms - applications on line cvision submittal Created: 8 -13 -2004 Revised; D05 -016 Z Q H W JU UO Cf) W =. J � N LL w O LL Q S2d X_ E- O w 2 5 U13 O� . t` w Ly LL O LLi z U CO. O Z Look Up a Contractor, Electripign or Plumber License Detail Washington State Department of Labor and Industries General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty f construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. License Information License INTERDNO88KH Licensee Name INTERWEST DEVELOPMENT N W INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601374187 Ind. Ins. Account Id 82223100 Business Type CORPORATION Address l 1425 22ND ST NW STE E Address 2 City AUBURN County KING State WA Zip 98001 Phone 2539399787 Status ACTIVE Specialty l GENERAL Specialty 2 UNUSED Effective Date 5/8/1992 Expiration Date 1/4/2006 Suspend Date Separation Date Parent Company Previous License THOMAOC196LW Next License TACOMCS980QK Associated License Business Owner Information Name Role Effective Date Expiration Date KESSELL, JOE PRESIDENT 05/08/1992 KESSELL, SHARON SECRETARY 05/08/1992 SELANDER, WILLIAM VICE PRESIDENT 12/12/2001 Bond Information Bond Company Bond Account Effective Expiration Cancel Impaired Bond Received Bond Name Number Date Date Date Date Amount Date INTERNATIONAL Until #10 FIDELITY INS CO CAIFSUO381793 05/08/2004 Cancelled $12,000.00 05/04/2004 Pagel of 3 J Z QQ �QQ W� JU U O Co 0 CO =. -J I. CO) W W } O } J LL Q c =a �W ZH 1— O Z H. W =y U� O N, � H W U LL. Z CO) ` 0 F- O Z https:H fortress. wa. gov /lni/bbip /printer.aspx ?License= INTERDNO88KH 09/20/2005 . 0 a • a 40 is 0 Ap 0 re :••;" v I ll l � l " 7 � C �i 5. 130th .S" ,C)wt/ " ui fill ;i► nit � rG K� u FR Im R; 9 1 CK CP I AS M 4 c� n ?n � '► � AS � -C � uC.7 930 05 1 OF C► to M 5 do ic I AS I AS I ROADWAY FRO NTAGE IMPRO VEMENTS PER C ITY REV IEW 4 S t r� c. In �1•II - , ... , • # 4 i, �' 11 { 111 f11 0 `j 0 / J 1 1 1 111 �l I t I ll l � l " 7 � C �i 5. 130th .S" ,C)wt/ " ui fill ;i► nit � rG K� u FR Im R; ,: � p '.1 � 1 ��I I ► I l 11111 1 y7/ ,- __..._..�„ .'., •. 1111111111 ; \ , , • a �} i � 1 111}111111 I I • U. i '•�. III Atilt 11 � � !I 11 11 11 1 1��' 1 1 ti� ' 'i•• ,,!.( � 1 1 11111 111 � � ''' ,, 11111 1 { ` ' I ' . , •• v,• � — ; - � � 1 11 1l 111 1 � 1 •, 1 i' I I : ` ' `�, � _ ,r_ �\ 1111 1 1 � 11 1111 till ot 1 si � ii i tt ii • ` , ''' � �' \ 1 11' 1 1 Ill 1 � I � � : ' ~•. r �, 1 ... � � I I,N' 1 II 1 f •\ 1 I I I � 1 � � .. �` , � F. . ,., • '� ! j j -111 1 1 1 1 1 \ 4 I ,. ly `• if 1 I ••'• 1 r ri r,• I 1 1 \ 1.� 1 1 1 k ( 1 11 \\ ,� •.� � � ` `,' , '' ! �'� It .;,,; �• li�jln�l�� %�� \`' r I �—� '�`•'•. 1 : I yy 9.24 Q ' L M4.24 3 7 rrl rn N r ~6� x Dq l�l v oIaIco IQ \ m V rn rm If 1 v 5, p � A 9 1 CK CP I AS M �'•'{ r_C c� MDY AS AS � ,C * 930 05 1 OF © M 5 do ic I AS I AS I ROADWAY FRO NTAGE IMPRO VEMENTS PER C ITY REV IEW 4 S t r� c. In ... , ,: � p '.1 � 1 ��I I ► I l 11111 1 y7/ ,- __..._..�„ .'., •. 1111111111 ; \ , , • a �} i � 1 111}111111 I I • U. i '•�. III Atilt 11 � � !I 11 11 11 1 1��' 1 1 ti� ' 'i•• ,,!.( � 1 1 11111 111 � � ''' ,, 11111 1 { ` ' I ' . , •• v,• � — ; - � � 1 11 1l 111 1 � 1 •, 1 i' I I : ` ' `�, � _ ,r_ �\ 1111 1 1 � 11 1111 till ot 1 si � ii i tt ii • ` , ''' � �' \ 1 11' 1 1 Ill 1 � I � � : ' ~•. r �, 1 ... � � I I,N' 1 II 1 f •\ 1 I I I � 1 � � .. �` , � F. . ,., • '� ! j j -111 1 1 1 1 1 \ 4 I ,. ly `• if 1 I ••'• 1 r ri r,• I 1 1 \ 1.� 1 1 1 k ( 1 11 \\ ,� •.� � � ` `,' , '' ! �'� It .;,,; �• li�jln�l�� %�� \`' r I �—� '�`•'•. 1 : I yy 9.24 Q ' L M4.24 3 7 rrl rn N r ~6� x Dq l�l v oIaIco IQ \ m V rn rm If 1 v 5, p � A job Nurnbw �C.NA(j� 18215 72ND AVENUE SOUTH Designed .PBt�. Sc al e: 679 Q' 0. KENT, WA 98032 Drawn . -.PBA- H o rizontal '• % (425)251 -6222 •" (425)251 -8782 FAX Checked _A8. . 1 '"�' Sheet � I. Approved. DK8. Vertical oy s G X 00 CIVIL ENGINEERING, LAND PLANNING, N/A C5 1 � C. NGIN SURVEYING, ENVIRONMENTAL SERVICES Date 1. %1.3/. - 04 Of I�Ir I''\ l) t. 111n1• • \r,!1'I \r•nrlln!•r'�n; \i�' / I•I ,IN•1 ;t:�l�•, +I�rr1 l i.:0 /::Ilh!� 10:04 ;r,rrl�•: 1 �1l'r my�rk Xr� +(s :l'�71!1 I?.dGrt•- b,ZG719�;.'�u gxgqg , No x ,1 ii I MI 8 9 1 CK CP I AS M �'•'{ r_C c� MDY AS AS � ,C * 930 05 '� OF © M 5 �s+ ic job Nurnbw �C.NA(j� 18215 72ND AVENUE SOUTH Designed .PBt�. Sc al e: 679 Q' 0. KENT, WA 98032 Drawn . -.PBA- H o rizontal '• % (425)251 -6222 •" (425)251 -8782 FAX Checked _A8. . 1 '"�' Sheet � I. Approved. DK8. Vertical oy s G X 00 CIVIL ENGINEERING, LAND PLANNING, N/A C5 1 � C. NGIN SURVEYING, ENVIRONMENTAL SERVICES Date 1. %1.3/. - 04 Of I�Ir I''\ l) t. 111n1• • \r,!1'I \r•nrlln!•r'�n; \i�' / I•I ,IN•1 ;t:�l�•, +I�rr1 l i.:0 /::Ilh!� 10:04 ;r,rrl�•: 1 �1l'r my�rk Xr� +(s :l'�71!1 I?.dGrt•- b,ZG719�;.'�u gxgqg , No x ,1 ii I MI 8 9 1 CK CP I AS REVISED PER EXISTING CONDITIONS 7 9/9 MDY AS AS REVISED PER CITY REVIEW. 6 930 05 8CW AS AS REVISED PER CITY REVIEW. 5 7/25/05 MDY I AS I AS I ROADWAY FRO NTAGE IMPRO VEMENTS PER C ITY REV IEW NORMED DEVELOPMENT PO BOX 3644 SEATTLE, WASHINGTON 98124 --3644 (206) 242--8228 19tre,z67 19- t,Z6719 -sx, r r r r r r .& a i0 O r z A cl rn $ � � v � olc � � SZ 2 c S D•*1 z " c z o s I ! e 47 s� -$ I� D or C y q A z z _ - I� F Z � �1 g $ � .� Q c o c og L� �N G� OZ y F, 91 i`•• �'1 C3 t*t C C O pn m >0 — v � �D o lllllllll, < Z n0m =0 7n rn (j) c::* 0 n 0) --I m 2,m �m� Z.a.Z 0 -q 7n D Dm-I = n om z � ,% Z Q, F! z G 0 0 � Z rn� - 0 r D Z 4 7/20/05 8CW JAS AS I REVISED PER CITY REVIEW 3 1/07/01 LK AS AS REVISED RETAINING WALL 2 11/10M LK AS AS REVISED WATER CONNECTION PER CLIENT REVIEW 1 11/13/04 8W AS AS REVISED PER CLIENT REVIEW No. I Dab I By I Ckd. I Appr. Revieton MO.. TEMPORARY EROSION/ SEDIMENTATION CONTROL PLAN FOR NORMED WAREHOUSE r 1 1 , l r { { ti t i 1 i I i s 513�y VICINITY MAF NOT TO SCALE SITE 40 BU'LD.%* STAT19TIC5 SD-! GOvERKNra BUILDING CODE: IBC 2003 OFFICE: FIRST FLOM ZO'`NG: C4.1 3453 SETBACKS FRO611T 25' 4540 SF - VVE 5' ?'X- -: F R. ST HOME REAR 5' 420 SITE AREA: 2 SF 2OW 5F = EXISTM IIETLA%0: 19.6115F ' SE: FIRST FiODQ L4.M SCApM. : FR ff 125' b.4: 51DE 5' 5w SF = REAR 0' C8 -8 BU1LDNG AREA:- 64 CAR 5 EAST-Ma 28520 SF (1%, COVERAGE) L2 OF S wku 33,W1 5F 1.30F5 TOTAL: ""I SF (26% ') L4 OF S OCCUPMCY GRA;O: B- OFFICE= 51 WAREII0 F FACTORY TYPE OF C06TRZT10M.- IRRIGATION NOTES & DETAILS EXISTM. V -B SPRNKLERED 2 5!DE5 (115% NCREASEE) (300MGF MAX,' FROrPOSED: 111 -B SMNCLEQED I = " FIM - 2151(!) : 15R �A5E W LD.. -M R°_�G : 45' 4 STORES MAX -NM (F.) 24` A.� _ f2pw • Floo0 x '+5 . ISO x 3i j ARCHITECTURAL ELEVATIONS & DETAILS A -3 L A4 WALL SECTIONS 1222'0 • `3220 + 36220 = 51222 5F PAW.M: (IXCST•.6 PAQr NG IS 55 STALLS; SD-! EXISTRMS BJ *L 7TWs 2022 SF, 66 CARS REWRED OFFICE: FIRST FLOM -'N5 SF (3400) 3453 MZZANM. 4540 SF - 131o: ?'X- -: F R. ST HOME 4222 8F (MMO) = 420 I'c ZZA%1-: 2OW 5F = 2.W ' SE: FIRST FiODQ 12.915 5F MOW) = b.4: cZEA %NE: 5w SF = 2..% C8 -8 TOTAL CAS 64 CAR 5 `:J BU'-D�•C• 39,58. SR O* :CE: FIRST P.Or'F- 0M 5F (3VM - :! tZL4t 2002 SF - 6 F:!5T FLC 4 ?_ 3ZW815F = n TOTt" CARS _ 44 CARS T0%L ST: _;5 qWu W_C: 28 5 TC "A. STG !.5 pgcvcED: Q 'AL5 CO" = =C`T5 ' : LOLED fWA03 3. ST41_5' iO .�.► �� v °QO`rC =D: '8 5 :I.L � 6� e% E X 5•Nc B%. _C Ks s :. c 4a: s Nd 8 7T 5F ' «X ;f R ML74OL-E • = X5"?fs ak:z.�Ys r.34w.o mw _3=":s2ZPfW5 NE 5EC- S. RASCr: :3N TO.Ab -.o 4E cOR CF LC 3 =!3 6 _0 S LIC Q OF 5_0M JUNC, col O� D: 1.0' A ANC _ri'S 5 : - O� - PLfcC :z ZZ - :C'S 5 '�: ' AND ' -9 '-4. '6 O� .:Xr 3. w`CR= G 4C&EN - %X , 5 :56W f� OF X's 'A: T: r-#.eR iM C'S 0 - -M, 7J 2'FF'Oi W or .O'S ' TG 5'JGc- -EF J'-I Poor0�5 0: vAc4W .9R A^ E SOt, 4 4 fAc.4ri 4igo PLACE 500 Jl5'• G �.. :ELt t�P'O� : e;4�t.,.: r'3 ">t�20Qt'f �5i _t`i t 7►4- . 3. . JC 17 Q',Slr.o% Q�'�:.� rr.�i v i - I l es tOw«Ge V pJF'Q� O: '/.:C� r i s ° .SCE 5017+-s :hi -0 8 86ox : Ci RV t 0i W._°.A' CF ? 5. "OW •r+F J RJF O+N Or- tZCAt 7= jzPF0 °.ACE 501+ «� • 10 a 4 INDEX OF DRAWA'G SD-! O BALL SITE PLAN SD -2 SITE LIGHTING PLAN SD -3 SITE DETAILS C1 -8 CIVIL COVER SHEET C2.8 GRADING, DRAINAGE & UTILITY PLAN C3.8 STOMI DRAINAGE NOTES AND DETAILS Of W ATER AND SEWER PLAN cOR CF LC 3 =!3 6 _0 S LIC Q OF 5_0M JUNC, col O� D: 1.0' A ANC _ri'S 5 : - O� - PLfcC :z ZZ - :C'S 5 '�: ' AND ' -9 '-4. '6 O� .:Xr 3. w`CR= G 4C&EN - %X , 5 :56W f� OF X's 'A: T: r-#.eR iM C'S 0 - -M, 7J 2'FF'Oi W or .O'S ' TG 5'JGc- -EF J'-I Poor0�5 0: vAc4W .9R A^ E SOt, 4 4 fAc.4ri 4igo PLACE 500 Jl5'• G �.. :ELt t�P'O� : e;4�t.,.: r'3 ">t�20Qt'f �5i _t`i t 7►4- . 3. . JC 17 Q',Slr.o% Q�'�:.� rr.�i v i - I l es tOw«Ge V pJF'Q� O: '/.:C� r i s ° .SCE 5017+-s :hi -0 8 86ox : Ci RV t 0i W._°.A' CF ? 5. "OW •r+F J RJF O+N Or- tZCAt 7= jzPF0 °.ACE 501+ «� • 10 a 4 INDEX OF DRAWA'G SD-! O BALL SITE PLAN SD -2 SITE LIGHTING PLAN SD -3 SITE DETAILS C1 -8 CIVIL COVER SHEET C2.8 GRADING, DRAINAGE & UTILITY PLAN C3.8 STOMI DRAINAGE NOTES AND DETAILS C4.8 W ATER AND SEWER PLAN C3•8 TESC PLAN C6.8 TESC NOTES & DETAILS C7 -8 WE11 AM MITIGATED GRADING PLAN C8 -8 WETLAND MITIGATED CROSS SECTIONS LI OF S LANDSCAPE PLANTING PLAN - BUILDING L2 OF S LANDSCAPE PLANTING PLAN - MACADAM[ 1.30F5 LANDSCAPE NOTES & DETAILS L4 OF S IRRIGATION PLAN LS OF S IRRIGATION NOTES & DETAILS L1.0 WETLAND MITIGATION PLANTING PLAN LLI WETLAND MITIOATION NOTES & DETAILS L1.2 WEI LAND MITIGATION REPORT A -1 ARCHITECTURAL FLOOR PLAN A -2 ARCHITECTURAL ELEVATIONS & DETAILS A -3 ARCHITECTURAL REFLECTED CEILING %VRH LIGHTING A4 WALL SECTIONS A -S WALL SECTIONS & BUILDING CROSS - SECTIONS A-6 DETAILS S.1.0 OF 13 STRUCTURAL NOTES S.1.1 OF 13 FOUNDATION PLAN S.11 OF 13 FOUNDATION SECTIONS S.1.3 OF 13 WALL PANELS S.1.4 OF 13 \VALL PANELS S.1.5 OF 13 WALL PANELS S.1.6 OF 13 WALL PANELS S.1.7 OF 13 PANEL SECTIONS S.1.8 OF 13 PANEL SECTIONS S.1.9 OF 13 PANEL SECTIONS S.2.1 OF 13 ROOF FRAX. MG S.21 OF 13 ROOF SECTIONS S.2.3 OF 13 ROOF SECTIONS EMSM WMY MANAGE DITC s , ' s SITE PLAID { � &-� AMEA Dwfl5 7RAIOFO FM R ON 8'6a PAD IV OV89 LK AND 4' LA4SCAPE PPE TO BE EXTENDED 'EX. 04 ABATER SEI°ERATOR MaIl9 (RAISE PER Ova) PEDESTRIAN LW TO VMS" 1MASE RADAIS OR FOR TRACKING RECFEMD CITY OF TUWr -LA PEWAT CENTER Z O X a� ■ u 9*1 a W N � W 0 z W w 0 !NC"WoIPLETE _TR> 0) (0 0 0 d N c0 c0 00 C4 CNI r 00 Wj r 0 v �_ 0< Q r �w J �� N Q ^W w0) Hu NN" F-" W CL V) CZ M V � 1 Z 0 �� 0 z 0 � 0 C4 0 CL 4 i . %S D -1 Z: - CAa- 2004'Oi41 horr�easo -1 SO-2 SO- 3�.dn1�. 1. . :200682 r 1 I i -.WmaAi 46 e • f 40 -1 .-. O ' 1 Y f � I N � Y v •1 � t ; • = U 7 t ` M M u V u y M • � • Y r VIA 3 SOUTH N N� W � y� YI N N A A �A rin CD l�l H � � a F� o g 0 I i 1 l I ' I �... ti r• � • 1 t 1� I I , • ... �� ,\ / / l 0• r . + + �•... _•. `� fit � •f f , 1 111 1 , • +. ' ,�i;l�ri4f�i1 1 r r , 1 �1 f 1 1 1 rl �` � •, � , fI1 r r fif X1 j jif�j 1 j to � \`�'• \\\ �. t r I fi ll \`�\ . 1 gs' 1 ' w 1 � 1 I 1 1 i 1 X% I t �V Ii l Aye \ i 1 ` ��%�� NO I \ 1 ps. �: ��� �_ ~••L+ \\ \ 9.21 dj R =150.80 L =84.24 l „ ,,,.�••- 1 `�::�\ � ,. BS I Z C u, n — 1 0 J W •�i l • a 0 0 Z 00 Om --I D°D z�r rn nmill o,X 0 "n co c�= �n z - Z v, o� zw �o r 2 11 /7/05 LK AS DKS REVISED TO REPLACE WALL WITH SLOPE 1 110/5/051 LK I AS } DK8 I REVISED PER FIELD CONDITION Job Number Scale: �O' �1 18215 72ND AVENUE SOUTH Designed _eye. 6719 Ir KENT, WA 98032 Drawn ..PBiel_ Horizontal I i1o I':' (425)251 -6222 (425)251 -8782 FAX Checked -0— Approved B_ Vertical 1r. &4 @ML ENnINIPPRING_ I-Nf) PLANNING M JA \r; /ICJ \rn�lin�,��rinq \t� � l 11 wI, .E XI lltil l 03' - l6uv l .Jwkj Oott� /T;rno: 11/08/2005 08 Scale: 1 e =30 bwolloston Xrefs: Z6719 —sx, NORMED DEVELOPMENT PO BOX 3644 SEATTLE, WASHINGTON 98124 -3644 (206) 242 -8228 TOP WALL EXHIBIT FOR NORMED WAREHOUSE � 1 iJ l ..1p 11111N u • ts 01 ...., ... .........-...:.... .. I .. . .... ....................... ...... ...... ....... . . . .. . . .. . ... . . . .. . .... . . .. . .. . . 1. . .... . . . . . . . .. . . . .. .: ... . . I I . .. . .. . . . . I AN % qb 4* N A C? ;DDI CD <=) 1 11111111111111111111111111 1 %-.. _ I I 1 f 1� vP' .�,. 0 ?c m il "-; i� c L j Job Number Sheet 2 of 2 6CONA& Q' t� it �. 10 w . f y • , �-v a .a ts im o R $ .... / , , - - ., , '. - * . . A I". : . . . . . , .. . / : . . ../ ; ............. . . ... . . .. .. /. . • I . . t �'. . _. ........... 1. F r I. . .::::: R . , , . . . ... . I . .. 11 _, r; 9 . �!; 8 . . II .... .......... Zn , �; C1 I A '.: p .. .. . .. I ....: . .. . .. . :;;,. / . ..' . I . : . "f / �y ::::'. .11 11�u ' : I N ' •, ., . I . /) � •' : I�! I . .. . . . ..... ......... . IN f. \, , \'. ,,% i N. \ I" I I... .' ..... .:..' :. . '..'.:. . ! '/;.I•.1... ..., .e /. \/ ',,.,..,,.' /".;�,/. I . . . . . . . . . . . . . . . . I . ,. . •,�r, I , � .. • ", V . r.� j I. ,v ,,`/ , \ i ... ... .. ..... .. . _. I .. \,; . . .. . . . . . . . : . . . . . . . . . . . . I : ,� .. , - . I . . . . I : ....,. ' '.; .. .. , f - . . . . * * , : , , , : 11 , (20 . . . I . ... .. N I. :. .: :.. ...:..........: . � . .I ... .. . .... .. .. ... ...... ...... ... ... . ts r" 8 Cn N I N m� p fa 1 § - 61 4 o ( 1 0 I T ts rA 8 $ . . I I . I . . . : . ....... : ......... I A , 14� . 1. .......'....'....... . . . . I'- ., :,..,1.. . : y . ....... ..::.I... :.:.:,I::; . � ,\ ,/ \ X / " " \ ���, , , "\, / /, . ". ,/ , . . . : . . . . . . , . z - � -/ 1, -Y : N."., / " I , \ R / / Z. , X �//\��>/��) � ... . ,,�, . � \��/ //\'. ", ." - 00 /. . . N O'� ... * * * * ,� ., 11 -*� '\ � k�</:-- " * : 0 . /y, O',� - - >-1 /X ��\",-�� " /\ , � ��>.* " , \//."%, /'.X, \, , , \.-I .1 " / � 1'�� . . . , I. . . \ %/ %,\\ � "\ . .>1 I I NI N N I N ' S, ,�N ,\<4,N. . . . : - v '? /. �/\ /i ,- � ./ .; " I / " " / , � xx, <�'/ Z , ;/1 —� I ".. - /, I I I % /I * , , ,;. < ; \ - \. ' . ;; .' . � /i ,,, ,, /,.. .. / i s .. 9 \,\ ,` \\ \ /� . ;-? \," �%\��" \�;� \ . :/ : �:: ... , '' . . .I - N ", -<-�//,\,�.'���/������-��"/,/"`/�` I - '' : \ / \� , ,/ / /�, \ //\ /. . . . . IN, ,\ :•,r;;,., �; Y. ,�j, >. / / fir . ..:..:.. :....:.' �....:..::. :.......:..:.:..:..:. I \ �- �\\, . .. ��\ \ \.� \�- ,-- ,v`� \ \� \ :.�!.:..:..:..:....:..:. :.:.. ..:..:..:.:..:... \\ , \. , \. - 1 ,�' . .. . �� /, /. \! /. :. :.. :..:..:..:..:..:.:..:..:. :.� ` :.: . .., .. -: :.: . ' .:.........:.: ................... :....................... :: // ......... I ........ ........ . . . 11 .:.6....�: .......' . ..: . : ;6 6 -..... . ... .... ....... ...........,........ ......... .. - - '.............................. ° r m O 1 � $ 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425)251 -8782 FAX CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES Designed - 28k. Scale: ft r. Drown ..r-BI,I,_ Horizontal 1 N = , S I Checked - Approved -D98_ Date toa Q4 Vertical 1 .- I 0 i I N 9 it 9 N �M n =1 Z5 Z� 0 > Z I 0A ..00 ,-% crj r M 80 7q ::I —0 � Z 5 � o a -to 'I 1 - - - - - -o _..1. ..• . . . i � .. ..,. . . .. . . .: . ..•: ... .;:. :.. . . . I . . . . . . . . . : . . . . . : . . . . . .. , \. /�,/ . . . . . . : . I . I . I Iyx . , .. .. ., . . I . . . ..... . . . .. : . . . ... */ I / 1 %-,4 , 1 �1 \ . . . . I . . . : I . . . ^ , X, I M* ��.,�/�\� . I . I N N , : , :`� , , .,\, -� .. � - -�y ... .. . . / x \.\ \ \ \., \ \\ N. \ ' .. . . . \�� / / : :.. \ " , ��.',�\<�� . :. -, ... </\ N - N. N , \,,\� * ,��- \ \ / \ \/\ \/ \�\� j \ / \\`/ ' ' / .. ,... : `� /� \� /. /�` ��\` /��!%� �Z-' \�/ �. ...... .... . \ \ \ \` \/ \ I .. , \\ \ \\ \\ .. \ \ \,�\ \ \, i• . .... If /,. \j\ \ / \�,•' . . : . ... /,� \ /,� \ . . ... ". . \�/ ... : ;�� / /.:. ...... ... . I , 1. ... I . I I I , ** ....... ! .... .... . /.. .A �// /......... /..... .. .:. :...:� % ...:..:.:....:.:::.: 1.,'.. ::: .. : :: :: :: :.-:.. ::: : :::::.::::::: ..... Nd . �; :. :...... o ..:....... ..:..:..:.....:.... ..........:..:..:.r ....:..:.......:.... ........:........:........:..:. ...:.., :..'.....'..:... U p $ 8 at o 01 6 $ ! ......... : .......... : ...... 1: .: ....... : . . .. .. ....... I : . . : I ... .... I .... ....: ........ I ........ : ......... !, I :.. .....I ......... : ......... : .. ..... 1:1 ........ :... 477::: � . . . :': ::: : :.:: : ::: :: ::::::: ::::: ::::..::: .:..:7�0 1. ....�1 . .....:, ;- — : . . , . . . . . . ' . . . . : . : : . . . . . . . . . : . . . . . . . ;I. . . * : * *.. ........ ..... ... .... ...... • . �- - - - - -- c :::: ::: :, :::.. :,: ::'::: ::: :: ... . ., t,... ... :.....' .:............ .....................'. ..................... .I :.................... ..... : .... : ..:..... : ..............1j ..... _ ...... • :. : : ..........:......:.:::..:.. ........:......I..............: r...:.... :.... :. ....... .. : .'::.::::: : :::::. /�II..... :........ ......... ..... ..::.: ::.... :: : ::'. : .; : ::: :.::: j/ \/. _.� �.. .......................... ... \ \ \ \ \. \ \ X �� \>� �::: :: Z. `�\//: � , , "', 'N I o- � .?/. N. .. . ...... ...*. . . . . Y .,\,� , , I ". .^. �o N. . I . : \ <\'< (�\� X \\-'/�\�x /" <�\' V�\\X� � �\/,. * . :............ \. \ \... \. . \. \. \. � \. \ \• /-�\/� • / \ /\ / \ / \ / \/ / / \ /i, '�� , , " . . , �2- - x - /Z. �`% .. . . -/' , , ..� � < N� K\ . X , �,. ,.- �,/, / I / - - I . I N." : - - - - -�\��,/>,-,;��-�\O\//-,-, , .�\ �/ 1; * *.:. 1. : / // :;:/ /�' /,f. / /.�� �j: �:.. .... �..... .. .. .. . .\ /�x , N . A '... . . .... I . ..../.... . • \ \ \ \'� \\ :.....:..: % . /./�` .......1 � . �.� ��. .:..:..:..:.. :.. ..., :.. :.: :..I.,...... .... ....... ....: :,. :,. ...:.. :..: :::: , / NC jam \j . / .� ::: :: :.. : ::: : ::: :.::::: : \' \ \ \\ �' .. / �` / .. /, , ' ' .. .... . :: :: \l \ \ \�� \ : : :::::::: : ::::::i: :::::: :: Of, ......... .....i... ..... . . : ......... : / . . : . f * , , , * ; .... ::::�::: ::: ::::: :'::::::: ::: r .:::: ::::::::: :.:::::':: . . .� . . . . ......; :.:.....:..: ...:..:............... .....:...............; :...t...:.:.. :.•:. ...:...:..:.:.:..:... ....................... : I . : � . . :.. ......... ........I ./....... ......... ::: o..:: :.::::::: j.::::::. ::::::::: :...... ......... ..................... .............. ......... /::.:..... :........... ".-I.......... ............. .....,.......,.......... .:............: :: :': :::':�.: :'::....... ::::: :' .... 0 01 8 en 8 2 11/7 /05 LTC AS DK8 REMISED TO REPLACE WALL WITH SLOPE 1 10 S 05 LX AS I DKB I REVISED PER FIELD CONDITION No. I Dote I By I Ckd. I Appr. I Revision NORMED DEVELOPMENT PO BOX 3644 SEATTLE, WASHINGTON 98124 -3644 (206) 242 -8228 �IiI WALL GRADING CROSS SECTIONS EXHIBIT FOR NORMED WAREHOUSE D r r C) D D C) z n O C0 C cf) m n ==A O 0) z m x z a) �A I' ale P. \ +\01/ 1 \rnqin1 \o / 11, wl I.X111611- 04 -- ev 1 rlw..1 (kit;- /lima; I 1 /08 /:'005 08:38 $Coln,: 1 -5 L)wolloston Xrefs: r • 1 A3Q �^I 1 o� n \I `_ S i VICIN1 Y MAP' YTS. - T. 23, R. 4E, W. V11. , �.I ' "= 30 0 TS 30 60 i WALI---- FXHIBIT A rORTIION OF THE NW 1 /4 OF THE NE 1/4 OF SEC. 1 �, ;;I Y OF TUKWIL-A, KIN COUNTY, WASHINGTON m T w J Q S w cr. 0 F O Ll- ry O z L O L- a 0 0 z 2 a o d' X r p Z O I N c' Z 00 00 w N > Q O Co O I -j to w > X 7 N O 0 in N Ix Ld O 7_ Q W tl. L O L- a 0 0 z 2 N => 2 O z y 5 -V rRV:if. CV - Lm Q 1 ;_iLf+tiO 1�Friul PTA CE'At . t OF .'. L Lj < i ILETJ4AD U ;ATFM P-AN z ��. I - Pd_-q T.^. ExMAT.". CCA Mr-TOR SW %. CC J%%9 SI?PE I � � c' N co Z EX.S !r: =LAGGED r-,;k%S RATS Tv -% Sk. VACr -o 1►1 EE O N G (o 00 � z i F,jZC{D Sr-* - )4r- T�x.,,r_ ea_.xx F�: '^.E -�� c�►rs - W'r'E �„� C ___'�'.iV� EYC"ATrC!.. :.C4 :; i �i K V i r. �4 CR ? v R- 8� FOR jT f�i IAv ARSE r" ' StMIasED =.1V $ (�2 N Z >- rr 0 T0= •r OF SC-t .4 - 1 - C DrkcG -T VETLAN3 AREA SNJrE1 B N Z N N - RJ�rNW Apt- �SE CS} CYF -ST PEF - K E)rCXifAr -CN WES TH�Y� s f0. V•=ET 3 � Y � V f ,+ Jl ca,iT+i A^_F. -< _PE;A'.:►% SiACI BE V :a')CCP i''- 6:0 - EC - %tk QZP•_x PREPARED FC* 'Tr Ma ECT 3w TPRA ,� ` ♦� ati ASS-XaF,S ME CAVED W'. J. 2%'%. PFC6% 5:"ks _ S X SEr-!)-:C VC CNERSED AN t'YE%-rDE3 -"E=eA E4-6 -N — A \r!1_ E?Ab: =_-7 Ve VEER 7 qr- c..VVc -'# A �w Z vnL_ E.�FC. _R: Y .0 � r ` 1 -$O0- 4 22 4 -5 VISION D S Ct1Y QF �, tij p rWIT CEN a o rc X Z O O a i - . N => 2 O z y 5 -V rRV:if. CV - Lm Q 1 ;_iLf+tiO 1�Friul PTA CE'At . t OF .'. L Lj < i ILETJ4AD U ;ATFM P-AN z ��. I - Pd_-q T.^. ExMAT.". CCA Mr-TOR SW %. CC J%%9 SI?PE I � � c' N co Z EX.S !r: =LAGGED r-,;k%S RATS Tv -% Sk. VACr -o 1►1 EE O N G (o 00 � z i F,jZC{D Sr-* - )4r- T�x.,,r_ ea_.xx F�: '^.E -�� c�►rs - W'r'E �„� C ___'�'.iV� EYC"ATrC!.. :.C4 :; i �i K V i r. �4 CR ? v R- 8� FOR jT f�i IAv ARSE r" ' StMIasED =.1V $ (�2 N Z >- rr 0 T0= •r OF SC-t .4 - 1 - C DrkcG -T VETLAN3 AREA SNJrE1 B N Z N N - RJ�rNW Apt- �SE CS} CYF -ST PEF - K E)rCXifAr -CN WES TH�Y� s f0. V•=ET 3 � Y � V f ,+ Jl ca,iT+i A^_F. -< _PE;A'.:►% SiACI BE V :a')CCP i''- 6:0 - EC - %tk QZP•_x PREPARED FC* 'Tr Ma ECT 3w TPRA ,� ` ♦� ati ASS-XaF,S ME CAVED W'. J. 2%'%. PFC6% 5:"ks _ S X SEr-!)-:C VC CNERSED AN t'YE%-rDE3 -"E=eA E4-6 -N — A \r!1_ E?Ab: =_-7 Ve VEER 7 qr- c..VVc -'# A �w Z vnL_ E.�FC. _R: Y .0 � r ` 1 -$O0- 4 22 4 -5 VISION D S Ct1Y QF �, tij p rWIT CEN 00RO i wo AO Ot:F :ON ASSOCIA I NC. Enairaronmtd Sdution►s SM sleet. Ave. NW 2.119,. RA seta F (no 7nmu F: t=O 78040" WaAU @MOFTW souaces towti 3m i EM. IMADNP9NfIlM MTKMOrM RD Nl WAVnESORawap i1FFs M PWOFCATA 9Qt� 8AR6lfl�OOl�ftTl�6116� iQ7+api�Plrla+�d��dn!!�'� I I s SHEET NO. WETLAND MITIGATION GRADING PLAN NORMED WAREHOUSE AND OFFICES NORMED DEVELOPMENT OF 5 0 u 6 1 9 :] -'AA Fie name: baroraus+ ad" Date: 4&7X5 aft NOT TO SCALE Revised: 11/M mbe i z o 7 . 3Z 0 W V s ° J W a o� uw w oc r m � n • O O h � � � O Z a o rc Z 00RO i wo AO Ot:F :ON ASSOCIA I NC. Enairaronmtd Sdution►s SM sleet. Ave. NW 2.119,. RA seta F (no 7nmu F: t=O 78040" WaAU @MOFTW souaces towti 3m i EM. IMADNP9NfIlM MTKMOrM RD Nl WAVnESORawap i1FFs M PWOFCATA 9Qt� 8AR6lfl�OOl�ftTl�6116� iQ7+api�Plrla+�d��dn!!�'� I I s SHEET NO. WETLAND MITIGATION GRADING PLAN NORMED WAREHOUSE AND OFFICES NORMED DEVELOPMENT OF 5 0 u 6 1 9 :] -'AA Fie name: baroraus+ ad" Date: 4&7X5 aft NOT TO SCALE Revised: 11/M mbe i z o 7 . 3Z 0 W V s ° J W a o� uw w oc r m � n • O O h � � � O Z r V* -a PLANT SCHEDULE SYMBOL SCIENTIFIC NAME COMMON NAME QUANTITY SIZE NOTES RM M Acer mocroph)Num Big -leaf maple 33 1 9d/5 go. every 51h plant is 5 gal. B Betulo pop)dfero Paper birch 24 2 gol. Dog Comus nuttolli Pacific dogwood 9 2 9d. DH Crotoegus eoujosri Douglas hawthorn 30 1 9d. 0 Frofixis latifolia Oregon ash Crab Molus, fusc.) Western crabapple 3S 1 gd./5 gal. every A plant is 5 gal. 35 2 gal. BC Populus bolsomifero Block cottonwood 26 1 gal. Popolus treridoides; Quaking aspen 25 1 gal. OF Pseudotsuga menziesiii Owjos fir 38 1 gal./5 gol. every 51h plan( is 5 go]. HW Sorix hookeriona Hookers wilow 37 1 gal. PW Solix lueldo Pacific willow 19 1 gal. sit Solo sitchenets Sitko wilow CO ibuja plicolo Western red cedar 11 1 9d. 22 1 gd./5 gal. every 51h plant is 5 gal. H Tsugo heteropholo Western hemlock 17 1 9a. /5 gal. every 51h plant is 5 qoL Shrubs: J& Acer circinotum We mople 64 2 gal. Comus stdonifero Red -osier dogwood 63 1 gd. Goultherio shollon Sold 72 1 gol. S on center Lonicero involucroto Block twin-berry 87 1 gal. 0 69 Mohonio oquiRdiurn Tall Oregongrope 1 gal. 3! on center E ) Polystichurn muniturn Sword fern 151 1 gal, 3 on center Prunus emorginoto Bitter cherry 0 erry 21 1 gol. pc R;bes locustre Prickly currant 82 1 gol. Rosa aymnocorpo Boldhip rose 108 1 gal. R Rosa nulkow Noolko rose 74 1 gal. Rubus spectoblis Solmonberry 199 1 gal. Sombucus rocemoso Red elderberry 27 1 gal. 0 Synphoticarpois dbus Common snowberry 76 1 gol. Seed Mbc Seed all areas of disturbed sot, 45j /acre. EXISTING CULVERT IE=7.8 Alopecurus qeWiculatus Water Foxtail 60% composition Agrostis oregonensis Oregon bentgross 30% Composition Festuco rubro Red Fescue 10% coniposition I A- 0 ADOLFSON ACH"SM SOCIATES INC. Efivionmental Solutions smshambeft Ave- W - WA ftfS7 ft (20" 709M FxPM789M" • Is Fie name: pbnft&q Date: 10127104 mbe SCALE f4V Revised: 11/W5 aft KW0ATA1WTKMMff0r-UES0LQ=US7WMW f60aVA0WW8W."A000"AS90M7KNC 29M W VVMV0 OR QN40M ISCINKIM Mff ASK:Cr OF DATA eawnit SWAM son cr spumnalm Lownum 00MME= INK 8L Owes I q 1 1 L 0 ,AACAqxM ItoAD W-CEP" CITY OF VJMWA REVISION No pffimacmm WETLAND MITIGATION PLANTING PLAN NORMED WAREHOUSE AND OFFICES NORMED DEVELOPMENT SHEET NO. OF 5 • 9 I _aaAi WETLAND /STREAM RESTORATION NOTES PERMITTING 1. STREAM RESTORATION CONSTRUCTION MUST ADHERE TO ALL REQUIREMENTS AND PROVISIONS STATED IN THE FOLLOWING TWO DOCUMENTS: A) HYDAULIC PROJECT APPROVAL, DATED JUNE 10 2005 FROM THE WASHINGTON DEPARTMENT OF FISH AND WILDLIFE. NOTE REQUIREMENTS FOR NOTIFICATION, FLOW BYPASS, CHANNEL REALIGNMENT, FISH REMOVAL, EROSION AND SEDIMENT CONTROL, AND SEASONAL LIMITATIONS. B) NORMED WAREHOUSEIOFFICE BIOLOGICAL EVALUATION, DATED MARCH 2002, PREPARED BY ADOLFSON ASSOCIATES. PARTICULARLY NOTE SECTION 6.6 RECOMMENDED CONSERVATION MEASURES. EXCAVATION I. PRIOR TO THE START OF EXCAVATION, THE CONTRACTOR SHALL PROVIDE INFORMATION REGARDING WHERE THE EXCAVATED MATERIALS WILL BE DISPOSED. CONTRACTOR SHALL PROVIDE EVIDENCE THAT THE MATERIAL WAS DISPOSED OF AT THE LOCATION INDICATED. 2. THE TOP TWELVE INCHES (12 OF SOIL SHALL BE REMOVED FROM THE ENTIRE EXISTING WETLAND AND DISPOSED OFF41TE TO REMOVE ALL REED CANARY GRASS AND SEED BED. 3. CONTRACTOR SHALL TAKE ALL PRACTICABLE MEASURES TO AVOID COMPACTION DURING EXCAVATION AND WEED REMOVAL. INVASIVE WEED REMOVAL WITHIN TREE PROTECTION AREAS SHALL BE DONE BY HAND. A. PROJECT BIOLOGIST SHALL BE PRESENT DURING WETLAND EXCAVATION FOR REED CANARY GRASS REMOVAL, PROVIDE THREE DAYS NOTICE BEFORE COMMENCING EXCAVATION WORK. STAKING 1. CONTRACTOR SHALL STAKE STREAM CENTERLINE AND TOP OF BANK PRIOR TO STREAM EXCAVATION FOR APPROVAL BY THE PROJECT BIOLOGIST. GRAVEL I. THE GRAVEL MIX SHALL BE PLACED A MINIMUM OF 12 DEEP, FROM EACH ROOTWAD TO 10' DOWNSTREAM, AS DIRECTED BY THE BIOLOGIST TO FORM A NATURAL STREAM BOTTOM. THE i ROCK SHALL BE PLACED IN A MANNER SUCH THAT ALL RELATIVELY LARGE STONES SHALL BE ESSENTIALLY IN CONTACT WITH EACH OTHER AND ALL VOIDS FILLED WITH THE SMALLER MATERIALS TO PROVIDE A WELL41RADED, COMPACT MASS. 2. GRAVEL SHALL BE PROVIDED IN THE FOLLOWING SIZES: s.2S DIAMETER -10 % BY VOLUME .2S -1.5" DIAMETER - 40 % BY VOLUME 1.5' -3' DIAMETER - 35 % BY VOLUME 3 DIAMETER -15 % BY VOLUME 3. THE CONTRACTOR SHALL CLEAN THE BOULDERS OF ALL DIRT AND LOOSE DEBRIS PRIOR TO PLACING THEM INTO THE STREAM. TOPSOIL I. TOPSOIL SHALL BE A MIX OF SIX INCHES (6 OF IMPORTED TOPSOIL WITH AN ORGANIC CONTENT OF AT LEAST 30 % AND SIX INCHES (6 OF IMPORTED COMPOST (CEDAR GROVE COMPOST, OR APPROVED EQUAL) EVENLY SPREAD OVER THE ENTIRE WETLAND AREA OR AS DIRECTED BY THE PROJECT BIOLOGIST. TOPSOIL MIX SHALL BE MECHANICALLY WORKED INTO THE TOP 12' OF REMAINING SOIL IN TWO, SIX -INCH LIFTS. COMPOST SHALL NOT BE PLACED WHEN THE GROUND OR TOPSOIL IS FROZEN, EXCESSIVELY WETS OR IN A CONDITION DETRIMENTAL TO THE WORK. EXISTING CULVERT IE =7.8 Q WILDLIFE CROSSING SI SEE DETAIL SHEET 3 L NGPA SIGN Q SEE DETAIL SHEET 4 UNANCHORED LARGE WOOD SEE DETAIL SHEET 4 � m STREAM CHANNEL BOULDER SEE DETAIL SHEET 4 i ADO IA�TES, Im ' / Environmerltd Slut orts Saes Shftholt Ave. NW>♦ S.m"I. WA 98107 ma P: P" >S941e6e Fs p" lnmw AD OILF SON • +� I Fie name: planting dwg z Date: 4127105 mbe SCALE 1"-30 Revised: 1118M n*e Llllp o�r� � TIE PAOPEfW7YdF T rE 90I11XES LLS#EOBEr;AIi Boa, w�L�eslll�roosr .�wo�Ioas�o�l�ssoont�NC, a�uFs Ilo�nrLFS aRS��sxw,�craL=o+�r,� SaCE eserooLar�>�Icelr an aplre�la�gadiigt I.- U) 0 M �cw ...Nuffm LAwmawa .we a 0WIPS SOS 0 14 RECEIVED CRY OF TUK %'hLA REVISION N06 PEAi/RT CENTER STREAM RESTORATION PLAN NORMED WAREHOUSE AND OFFICES NORMED DEVELOPMENT SHEET NO. 3 OF 5 IF 1 I MI r AWMINUM SIGN W" WHITE TGRECrPA DACKGRMIND. INSTALL IN LOCATIONS SHOWN ON THE PLANS. 4x4 PRESWRE TREATED WOOD POS WITH Itr CHAMFER AT TOP SLOPE CONCRETE TO DRAIN AWAY PROM POST CONCRETE COLLAR G' DEEP OF CRUSHED ROCK I r MIN. WILDLIFE CROSSING SIGNS N.T.5. / `1% i I i i i 1 4 6 -.mgaAi MACAOAM ROAD r GENERAL NOTES AND SPECIFICATIONS • s ROOT WAD PLANTING w es te rn Redcedar or Douglas f i r. Embed stem far enough into bank to ORIGIN resist movement. SCARIFY ROOTBALL 2 -r LAYER OF BARK MULCH IN 30' I. PLANT MATERIALS SHALL BE NATIVE PLANTS, NURSERY GROWN IN THE PUGET SOUND AND SPREAD ROOTS CIRCLE AROUND TREES do SHRUBS. KEEP AREA OF WASHINGTON. 2 AWAY FROM STEMS EROSION CONTROL HANDLING l O' BLANKET. SLIT FOR CONSTRUCT 2' WATERING BASIN I. PLANTS SHALL BE HANDLED SO AS TO AVOILD ALL DAMAGE G, , INCLUDINO BREAKIN PLANT INSTALLATION BRUISINO, ROOT DAMAGE, SUNBURN, ORYING, FREEZING OR OTHER INJURY. PLANTS MUST BE FINISH GRADE COVERED DURING TRANSPORT. PLANTS SHALL NOT BE BOUND WITH WIRE OR ROPE IN A MANNER THAT COULD DAMAGE BRANCHES. PROTECT PLANT ROOTS WITH SHADE AND WET SOIL IN THE TIME PERIOD BETWEEN DELIVERY AND INSTALLATION. DO NOT LIFT CONTAINER STOCK BY TRUNKS, STEMS, OR TOPS. DO NOT REMOVE FROM CONTAINERS UNTIL READY TO � , 3 . .�' 1.5 X BACKFlLL TO BE 2/3 SOIL EXCAVATED • PLANT. WATER ALL PLANTS AS NECESSARY TO KEEP MOISTURE LEVELS APPROPRIATE TO THE ROOTBALL j( FROM PLANTING PIT AND 1/3 CEDAR SPECIES HORTICULTURAL REQUIREMENTS. PLANTS SHALL NOT BE ALLOWED TO DRY OUT. ALL DEPTH GROVE COMPOST OR EQUAL PLANTS SHALL BE WATERED THOROUGHLY IMMEDIATELY UPON INSTALLATION. SOAK ALL \ F ���• CONTAINER - GROWN PLANTS THOUROUGHLY PRIOR TO INSTALLATION. BARE ROOT PLANTS RE A SUBJECT TO THE FOLLOWING SPECIAL REQUIREMENTS AND SHALL NOT BE USED UNLESS BASE S FL :� SCARFY EDGES OF PLAITING HOLE TO ALLOW FOR ROOT PENETRATION PLANTED BETWEEN NOVEMBER 1 AND MARCH 1 AND ONLY WITH THE PERMISSION OF THE WETLAND BIOLOGIST. BARE ROOT PLANTS MUST HAVE ENOUGH FIBROUS ROOT TO INSURE PLANT SURVIVAL. ROOTS MUST BE COVERED AT ALL TIMES WITH MUD ANDIOR WET STRAW '" COMPACT SOIL UNDER ROOTBALL LOW FLOW CHANNEL MOSS, OR OTHER SUITABLE PACKING MATERIAL UNTIL TIME OF INSTALLATION. PLANTS LOW FLOW CHANNEL. ROOTBALL WHOSE ROOTS HAVE DRIED OUT FROM EXPOSURE WILL NOT BE ACCEPTED AT INSTALLATION COIR LOG MEANDERS WITHIN DIAMETER INSPECTION. STREAM CHANNEL Secure with stakes. SECTION IRRIGATION I. NEWLY INSTALLEDPLANT� OR THE DURATION OF THE nrPERIOD. TO oR UNANCHORED LARGE WOOD INSTALLATION STREAM CHANNEL SECTION TREE /SHRUB PLANTING SHALL PROVIDE TEMPORARY IRRIGATION PRIOR TO BEGINNING PLANTING. CONTRACTOR MAY N.T.5. N.T.S. N.T.S. PROVIDE ALTERNATIVE IRRIGATION METHODS ONLY WITH APPROVAL OF THE PROJECT BIOLOGIST. DAMAGED PLANTS I. DAMAGED DRIED OUT, OR OTHERWISE MISHANDLED PLANTS WILL BE REJECTED AT INSTALLATION INSPECTION. ALL REJECTED PLANTS SHALL BE IMMEDIATELY REMOVED FROM ROOT WAD with THE SITE. PLANT NAMES I. PLANT NAMES SHALL COMPLY W:T!! THOSE GENERALLY ACCEPTED IN THE NATIVE PLANT 8' min. trunk attached. Tip diameter to be 12' -1 V. NURSERY TRADE. ANY QUESTION REGARDING PLANT SPECIES OR VARIETY SHALL BE SCARIFY ROOTBALL 2 -4 LAYER OF BARK MULCH IN W CIRCLE REFERRED TO THE WETLAND BIOLOGIST. AND SPREAD ROOTS AROUND TREES & SHRUBS PLANT SUBSTITUTIONS I. PLANT SUBSTITUTIONS ARE NOT PERMITTED WITHOUT THE PERMISSION OF THE WETAND BIOLOGIST. SAME SPECIES SUSTITUTIONS OF LARGER SIZE DO NOT REQUIRE SPECIAL ANGULAR BOULDERS EDGE OF STREAM CtiANN EROSION CONTROL FINISH E BLANKET, SLIT FOR PLANT INSTALLATION PERMISSION. HOWEVER, SMALL PLANTS OFTEN EXPERIENCE LESS TRANSPLANT SHOCK AND ADAPT MORE QUICKLY TO SITE CONDITIONS, RESULTING IN A HIGHER SUCCESS RATE. AS SUCH, SMALLER PLANTS WILL BE APPROVED AS SUBSTITUTIONS BASED ON CERTAIN 1115TAUAIM A ' E PLAN CONSTRUCT 2 WATERING BASIN SITE-SPECIFIC CONDITIONS (TREES NOT LESS THAN 1 GALLON SIZE HOWEVER). 24• M I N . 2 -MAN ROCK - NATURAL HELD STONE 1.5 X ::' BACKfLI TO BE 2/3 SOIL EXCAVATED QUALITY AND CONDITION BURY STONES MIN. 12' BELOW � ROOTBALL FROM PLANTING PR AND 1/3 CEDAR I. PLANTS SHALL BE NORMAL IN PATTERN OF OROMITH, HEALTHY, WELL BRANCHED, DEPTH VIGOROUS, WITH WELL-DEVELOPED ROOT SYSTEMS, AND FREE OF PESTM AND DISEASES. z FINISH GRADE, WITH WIDEST a GROVE COMPOST OR EQUAL DI DAMAGED, DISEASED, PEST - INFESTED, SCRAPED, BRUISED, DRIED OUT, BURNED, BROKEN, OR POINT OF STONE BELOW GRADE. SCARIFY EDGES PLANTING HOLE TO DEFECTIVE PLANTS WILL BE REJECTED. PLANTS WITH PRUNING WOUNDS OVER 1" IN i ALLOW FOR ROOT' PENETRATION DIAMETER WILL BE REJECTED. Z � I � � I � � FINIS" GRADE I I I I I I� I � I COMPACT SOIL UNDER ROOTBALL � 101 1 1 1 I 1� 1 I ROOTS GOIR LOG. � II I '-� I. ALL PLANTS SHALL BE BALLED AND BURLAPPED OR CONTAINER GROWN, UNLESS install at We under 1 � SECTION ROOTBALL EXPLICITLY AUTHORIZED BY THE WETLAND BIOLOGIST. ROOTBOUND PLANTS OR B&B PLANTS DIAMM WITH DAMAGED, CRACKED OR LOOSE ROOTBALLS (MAJOR DAMAO" WILL BE REJECTED. � root vad IMMEDIATELY BEFORE INSTALLATION, PLANTS WITH MINOR ROOT DAMAGE (SOME BROKEN � � P� - SECTION AND TWISTED ROOTS) MUST BE ROOT - PRUNED. MATTO OR CIRCLING ROOTS OF CONTAINER -GROWN PLANTINGS MUST BE PRUNED OR STRAIGHTENED AND THE SIDES OF THE ROOT BALL MUST BE ROUGHENED FROM TOP TO BOTTOM TO A DEPTH OF APPROXIMATELY STRl:Atw FLOW HALF AN INCH IN TWO TO FOUR PLACES. UNANCHORED LARGE WOOD DETAIL STREAM CHANNEL BOULDERS TREE /SHRUB SLOPE PLANTING PLANTING 1. GRUB AND REMOVE EXISTING GRASSES AND HERBS FROM EACH PLANTING PIT TO EXTEND N.T.S. N.T.5. 6 INCHES BEYOND THE WATERING BASIN CIRCLE. MAINTAIN EXISTING VEGETATION Z FEET BEYOND PLANTED PLOT. 2 THIS PLANTING PLAN 18 DESIGNED TO REPLICATE NATURAL PLANT COMMUNITIES IN SPECIES COMPOSITION AND ARRANGEMENT. EVEN SPACING AND STRAIGHT -ROW PLANTING HAM* QMN FMIECIM AUA rim � � 12 V AWIVJN N SIGN NTH VMM wa *agar knave ARE NOT DESIRED WITHE EXCEPTION OF THE EMERGENT AND LIVE STAKE PLANTING. "na RffteCrNE BACKGROUND- INSTALL 1N LOGITIJN, 5f10WN ON THE P1.M15. NOTES n"�T* Tw CHUMM Is,a SEE 5t1EET 5 FOR SKN I 'M 3. ACTUAL PLANTING LOCATION TO BE DETERMINED BY FIELD CONDITIONS. INSTALL ENHANCEMENT PLANTINO AROUND EMI NO VRcLLiETATiON. „'lei' ;TNOWW °F 101 I . G HII TEMPiORARYCtWNUNKC FENCE SHA1L BE PLACED AT OWXCrM Or THE PROJECT �,�. � stML COMPLETELY E pp PLANTS See Planting Plan 4. ALL PLANT MATERIAL SHALL BE HEALTHY, HURSERY-OROWN-0NLY STOCIL WEAK OR S. BLOCKS O NLY - FENCE POSTS 1k51 °TER BLOCKS OM.Y_ AV01D Dom' K)575 OR DAMAGED PLANTS WILL BE REJECTED BY THE PROJECT BIOLOGIST. 4x4 P51E56M TRf.ATEO WOOD POST pmt i12' STAKES �'T MAJOR RO0T5_ S. DEPENDING ON THE AVAILABILITY OF NATURAL RAINFALL, THE LANDSCAPE CONTRACTOR O'er AT TOP 2. TRFATMEkT OF R00T5 WX)SEM OLAtING CON51RUCTION.- TOR R0075 OVOt I' IN MAY NEED TO PROVIDE SUPPLEMENTAL WATERING TO ENSURE PLANT SURVIVAL I)MMETER DAMAGED ouRW CONsR CnON. Continue planting 6. PLANT PROCUREMENT, TRANSPORT, STORAGE, HANDLING, PLANTING TECHNIQUES, CARE OF EXISTING SOIL AND VEGETATION, AND WATERING ARE TO BE PERFORMED PER LANDSCAPE SLOPE CONCRETE TO DROM AWAY FROM MST I 1 MA.<E A CLEAN `J' TRA1Gi'IT CUT TO REMOVE DAMAGED F ORnON Of ROOT_ AL W05ED ROOTS SHALL DE TEMIFORARII.YCOVERED for 1"th of bank disturb INDUSTRY STANDARDS. WITH 0!# I BURLAP TO PREVJM'F L)RYiNG. AM COVERED WIT" 5011 AS SOON AS T. THE LANDSCAPE CONTRACTOR SHALL GUARANTEE 100 % PLANT SURVIVAL FOR ONE YEAR AFTER PROVISIONAL ACCEPTANCE BY THE 01AINEWS REPRESENTATIVE ALL DEAD OR DYING CONCRM COLLAR z_ �- 3. WOWC VAMM PROTEGi10N MCE SHAILL W REV' PLANT MATERIAL SHALL BE REPLACED BY THE LANDSCAPE CONTRACTOR AND GUARANTEED THROUGH THE FOLLOWING YEAR, POOR TO PLANT INSTALLATi01l, THE LANDSCAPE CONTRACTOR SHALL NOTIFY THE PROJECT BIOLOGIST OF ANY CONOiTIONS THAT ARE 3 NON. _ j • 1 ° W k4AN1 �11� M STOC DO O Of �� Or !`(�UP>vEk� � W�` M " a" TT'� t>MR OF rtE �- _ � LIVE STAKES JUDGED TO IMPAIR PLANT SURVIVAL ALTERNATIVES WILL BE APPROVED BY THE PROJECT i a BIOLOGIST PRIOR TO PLANT SUBSTITUTION. FOR ONE YEAR AFTER DATE OF SUBSTANTIAL '� �: - - Al;;: ` 4_ � y , R€MOVE NY F20M RETAINI� TRE>xi AIiA1viAAlLY � Iflstall O.G. Alternate te top R!<E RESPONSIBLE FOR ALL PLANTS AND RiATF.RlAi.S TO j '� +.rfy NYSTLANIS SrIA:L BE °ALLIEDTM'M nERDICIM. and bOttuxn Of GOIr bg. ENSURE SURVIVAL.. . 6 OEfP OF CRU6t�D RG(]C APPROX. ORS HI`RB1am Aar"'M Stwa CCOSOM T 0 ST ATE LAWS �� &5 Mi�IVC,E"NT s'!tAC�ICES_ STREAM FLOW COIR LOG TO 5 S. THE OWNER'S REPRESENTATIVE WILL INSPECT THE PLANTS TO VERIFY TO ; THE PLANT SCHEDULE AND TO PLANT OWNERS RE!!lESEiITATIVE LOCIITIO!7 OF I•t SHALL K CETEFAfM N THE Halo i Li1r 7w PRO cT eiolopsT RESERVES THE RIGHT TO REQUIRE oR Of PLAN SJUDGRLD BY FtECENED THE OMINER'S TENTATIVE TO BE UNSUITABLE. M THE CASE OF SA A 100T PLANTS, r ><rx CHY 0= TUK -WiLA A°°' T'°'''" LPLANTS SHALL BE INSTALLED ""M"LTnPLES"sleEnulIIIT°' IErE + NGPA SIGNS TREE PROTECTION RIPARIAN PLANTING LAYOUT % i I r, �"• HABIT AND SIZES OF CONTAINEWGRO�lMN OR ' PLANTS` N.T.5. h_TS. WT-5- F'EfiittiT CEM'cR AOOWSM 11M Fie name: detwift d V Dare: *27105 rube a WETLAND MITIGATION NOTES AND DETAILS SHEET NO. / Eniftr rent SoRutions I NO SCALE Reed: 11/&W oft NORMED WAREHOUSE AND OFFICES 4 w"Sh§8fNftAVw am"%Im SNOW P:c" VOI � NORMED DEVELOPMENT UW0ATA&%TWFFA1R1V OFT.- E901AiCE5LtSi1 eaw t�fA�OtWtAO�ESII +l1fEX5T.lY�I1ADOli9QrItSSOCNe . w w" Ilolw�►vr�saRSlw� sn:,r Alnr aoFOUif� IFS (no 7"Of" •••� • �. OF 5 Al D O L F S O N �� �A� WTW � lA� okra 4 s • s I r i i PROJECT DESCRIPTION AND EXISTING CONDITIONS NorMed -Shaw Partnership (NorMed) proposes to expand an existing medical supplies manufacturing and wholesale distribution company located at 4310 S. 131st Place in Tukwila, Washington (Section 15, Township 23 North, Range 4 East). NorMed is located on a 6.02 -acre site immediately south and west of State Route (SR) 599, east of Macadam Road, and north of South 131 st Place. NorMed is proposing to construct a 39,988- square -foot officelwvarehouse on the site. The project also includes an additional 54 vehicle parking spaces as well as tractor - trailer access and tum -around areas. Southgate Creek, a tributary to the Duwamish River, and a 1.8 -acre associated wetland occur on the site. As part of the project, the on -site wetland well be impacted. A Joint Aquatic Resources Permit Application form ( JARPA) was submitted in March 2002 to the U.S. Army Corps of Engineers (Corps), Washington Department of Ecology (Ecology), and Washington Department of Fish and Wildlife. The materials submitted with the JARPA included: NorMed Individual Permit Supplemental Report, dated March 2002, NorMed Olfic&Warehouse Development Draft Environmental Impact Statement, dated September 2001; NorMed (fficelWarehouse Development Final Environmental impact Statement, dated Januay 2002; and NorMed II Warehouse/Office Biological Evaluation, dated March 2002. In May 2002, a completed Coastal Zone Management form was sent to the Corps and Ecology. In response to additional information requested by the Corps, the following was sent to the Corps in May 2002: Wetland Delineation Report prepared by others in 1994 and 1999; Two profile drawings; Two sedimentation and runoff' drawings (with one page of text); and Drawing showing existing wetland conditions. Adolfson Associates inc. has prepared this mitigation plan based upon a grading plan designed by Barghausen Engineers. The overall mitigation concept was designed to achieve a minimum 1:1 replacement ratio for wetland creation to offset wetland impacts as required by Ecology. Mitigation includes a number of additional elements, discussed below. IMPACTS Under the proposed project, 0.74 acne (32,204 square feet) of the palustrine emergent and scrub -shrub wetland will be filled. The portion of the wetland that is northeast of the existing building will be permanently lost to construct the proposed business expansion. Much of Ihs wetland in this area is dorranated by reed canarygrass, although deciduous trees such as red alder, black cottonwood, and willows are interspersed in the wetland. Some Himalayan blackberry win be lost, most of which occurs in patches along the periphery of the wetland. GOALS AND OBJECTIVES The goal of this mitigation plan is to Compensate for the loss of wetland area and functions, and to innhlxrove the on -site stream habitat value of Southgate Creek. To compensate for the loss of wetland area, approximately 0.75 acre (32,490 square feet) of wetland will be created and 1.1 acre (47,427 square feet) of existing �Retland well be enhanced, resulting in a mitigation ratio of 1.8:1. Under this proposal, there well be no net loss of wetland area as wetlands created equal the area of those filed. Therefore, there win be no net loss in the ability to provide waiter quality improvement functions. Other functions that may increase under this mitigation proposal include base flow support, storm water control, biological support, and specific habitat functions. None of the wetland functions provided by this wetland would be expected to decrease under this mitigation proposal. Stream habitat improvements WJu de a combination of dayfighting and adding at least 527 linear feet of Southgate Creek, which is a tributary to the Duwarish River. As part of the mitigation proposal, dean gravel will be added to a meandering channel bed. Large cobbles and woody material, such as root wads, wolf be added to the channel to decrease flow tlmough the channel, increase the connectivity between the channel and adjacent wetlands, and khcreae the habitat value of the on -site portion of the *earn for fish. In addition, 0fi'44m separate legal parcels and portions of several additional parcels will be consolidated into one tot, effectively precluding an Anther devel pment of the on wetland, stream, riparian corridor, and hftside buffer. The pr►oposeo siorrnwrater system will collect and treat dormwater from the proposal as well as existing uncontrolled and untreated b Aft and parking areas (approximately 1.6 acres), representing an harp mement of water quality as compared to the existing condition. MITIGATION Mitigation will be required for any unavoidable impacts to wetlands by all applicable regulatory agencies. In addition, the City of Tukwila (City) will require mitigation for wetland buffer impacts. Typically, mitigation for imparts to wetlands and wetland buffers must be addressed in the following sequence: 1) avoidance of impacts; 2) minimization of impacts; 3) restoration of impacted area to preconstnuction conditions; 4) enhancement and creation of additional wetland or buffer area to replace lost functions and values; and 5) monitoring the impact and taking corrective actions, if necessary. Avoidance The proposed project cannot avoid the 0.74 acre (32,204 square feet) of wetland impact. Based on economic analyses, which are included in the Supplemental Report submitted in March 2002, modifications to the proposed design would vender the project financially unfeasible. Minimization The following measures will be implemented during construction to minimize impacts to the wetland during constriction: 1) Arrange a pre - construction meeting, to be held on -site, with the construction contractor and a professional biologist to discuss the construction sequence. 2) Clearly mark the limits of the construction area with orange barrier fenft. This type of barrier reduces the potential for heavy equipment to damage vegetation and soil outside the construction area, particularly within the existing wetland. 3) Establish temporary erosion and sedimentation control measures and BMPs, including silt fences, sediment rods, and straw bales to prevent suspended particles from leaving construction zone. The contractor will be responsible for inspection of all erosion control measures and will repair any damage to the erosion control structures, as needed. 4) Limit grading and excavation work in wetlands, streams and their buffers to the dry summer months (i.e., July through September) to prevent se wwnts from being transported downstream. 5) Temporary diversion of surface waters during construction of the new meandering stream channel to minimize downstream sedimentation. 6) Staging areas and stockpile sites will be located outside the wetlands and wetland buffers. 7) Maintain erosion control measures throughout the site until bare soils have been successfully vegetated and approved by a qualified engineer. Compensation Mitigation is proposed for the loss of 0.74 acre (32,204 square feet) of wetland at a mitigation ratio of 1.8:1. Specifically, 0.75 acre (32,490 square feet) of wetland will be created and 1.1 acre (47,427 square feet) of existing wetland will be enhanced. In addition, habitat improvements to Southgate Creek include daylighting and adding at least 527 linear feet of new stream channel, providing the shwinbed with dean gravel, and adding habitat features such as cobbles and woody debris. The project biologist well be on -site during construction of the new stream channel, to monitor the excavation of the channel, placement of habitat features, and diversion of channel flows. Soils/Grading. To achieve the required wetland creation area on -site, the slopes along the west side of the site (42nd Avenue South) will be excavated. The grading plan designed by Barghausen provides sufficient area on -site for a wetland creation mitigation ratio of at least 1:1. The created wetland area will be excavated to match the elevation of the existing wetland. Two wildlife corridors have been maintained in the vend buffer and will not be graded. The two corridors are intended to allow wildlife access to the wetland from adjacent areas. To reduce the potential for reed canarygrass to re- establish in the wetland, the top 12 inches of soil in the existing wetland will be excavated and disposed of off -site in an authorized location. The project biologist wig be on -site during removal of the reed canarygrass to ensure that all reed canarygrass is removed from the mitigation area and to monitor need ca.wygrass removal near retained trees. Weed -free topsol, composed of 6' topsoil and W compost, will be repiaced in the enhanced and created wetland area to a depth of 12 inches. imported topsoil shall be free of heavy metals and other contaminants. Contractor shall obtain written documentation that the soft for use in the mitigation areas are free of weed seeds and oonlmninants to the extent feasible. Weed4ree topsoil will reduce the pow for weedy plants to out mqx to the planted species. To further discourage re- estabfisf>rnent of need cai mr ygrass in the w edaind mitigation area, this plant will be rruamlyy removed N monitoring indicates dud the percent cow exceeds ten percent. Plant Installation. All of the plants to be insh" in the wetland and graded wetland buffer are shown on Sheet 2. AN of these plarits are native to the area and will add diversity to the existing habitats, and to the structure of the enhanced welland area. Plants shoved be installed between October and March, when the plants are Wely to be dormant. To ensure sunvirrai of the planted species, water vA be provided to the entire mitigation area for the first two years during the summer or during periods of illy low At least one inch of water per week should be provided. The seed mix to be applied to disturbed areas is also shown on Sheet 2. The seed mix will help stabilize the soils and will decrease the potential for non- native plants to become established. To prevent non - natives from getting established and out - competing the planted natives, regular monthly maintenance should be conducted for the first two years from early March through October. Control of non- natives must be done manually or by using small hand -held equipment. Herbicides cannot be used to control non - native plants unless specifically authorized by the City. The seed mix will be watered as needed to ensure survival. in the summer, at least one inch per week is recommended. Jute matting will be placed on any portion of the graded buffer slope that exceeds 2.51. The matting will decrease the potential for erasion until the planted vegetation root system becomes established. The matting does not need to be removed as it will be a natural fiber that degrades over time. Monitoring Schedule The wetland and wetland buffer will be monitored for ten years post- construction. Monitoring in years 4,6,8, and 9 shall be conducted as a "walk- through' level of assessment. In these years, one site visit shall be conducted to visually determine if the mitigation effort is progressing as planned. In years 1,2,3,5,7, and 10, a more "detailed' level of monitoring will be conducted, which includes two site visits annually. The first will be conducted in spring, in which the hydrologic conditions of the created wetland will be assessed, and an overall assessment of the mitigation areas will be performed to verify that the mitigation project is progressing as proposed. The second monitoring site visit will be in the summer of each monitoring year. This site visit will focus on evaluating the installed vegetation to determine the success of the mitigation plantings. Data Collection PERFORMANCE STANDARDS Perfamnce standards have been established to meet the mitigation goals. For this project, the mitigation plan will be considered successful if the wetland meets the following criteria: 1) installed plant survival of 100 percent through the first growing season; 2) Installed plant survival of 90 percent at second growing season; 3) Installed plant survival of 80 percent at third growing season; 4) At least 60 percent cover by trees and shrubs (ncludes planted and native volunteers) at Year 5; 5) At least 70 percent cover by Was and shrubs (includes planted and native volunteers) at Year 7; 6) At least 90 percent cover by trees and shrubs (includes planted and native volunteers) at Year 10, 7) No more than 20 percent cover of non- natives or invasive plant species, except need canarygrass which will be removed 9 cover exceeds 10 percent; 8) Water at or near the sorb surface for at least 12.5 percent of the growing season, or 14 consecutive days; 9) Construction of at least 527 feet of restored stream channel, and 10) Stream habitat features (such as woody debris and cobbles) to remain in place for the duration of the ten -year monitoring period. MONITORING Construction monitoring will be conducted by a qualified wetland biologist Random site visits during construction will ensure that the mitigation plan is being implemented as designed. It will also ensure that sediment control devices such as silt fences, sediment rolls, and straw bales are in working order. In addition, monitoring of the mitigation areas will begin when construction is complete and will continue for ten years post- oonslnx . Methods An 'as -bust' or record drawing shall be prepared by the Contractor at the completion of mitigation area planting. The as -built drawing shall be submitted to the City of Tukwila and to the Army Corps of Engineers ( Corps) within thirteen months from date of substantial completion. The main objective for wetland monitoring is to document the level of success in meeting the performance standards. Monitoring will begin the first full growling season after construction is complete and the plants have been installed. At that time, permanent sampling points and transects will be established in the created wetland. The size and number of sampling points will be determined by the biologist during the initial wetland site visit. Transed locations are intended to characterize the created wetland and enhanced wetland and the wetland buffer. The location of the sampling points is intended to assess the success of the mitigation project at several locations within the mitigation area. Monitoring of the new stream channel will be conducted by the project biologist to also determine if siltation is occurring within the new channel. 9 k appears that sand or silt are being depositied, the extent of siltation will be visually approximated and recommendations made for rectifying the s Permanent photo points will be established after the first full growing season. The photos will show sampling points as well as a panoramic view of the entire mitigation area from the reference points. The following will be recorded during the detailed monitoring site visits: 1) Survival rates of vegetation during the first and third monitoring years; 2) Percent cover of vegetation during monitoring years 2 through 10; 3) General plant health assessment; 4) Documentation of the presence of undesirable plants (weedy and/or non -native species) with estimated percent cover, 5) Assessment of wetland hydrologic condi'ti'on; 6) Assessment of streambed and bank conditions; 7) Photo documentation of site will include specified cross sections, as well as overall parts of the site from the east and from the west ends of the site (panoramic views); and 8) Recording of any fish or wildlife species observed. Reporting Monitoring reports will be prepared based on the results of the detailed monitoring site visits. These reports will address the items presented in the preceding section as well as document successes and problems. The reports will recommend plant species replacements, if necessary (see Maintenance section below). Photographs will be included in the annual monitoring reports. The detailed monitoring reports will present the monitoring results for that growing season, with the first monitoring report being submitted one year after the as -built drawing is approved by the City and the Corps. These reports will be submitted within 30 days of compeetng the monitoring for the given year. Monitoring reports well be submitted to the City, Washington Department of Ecology (DOE), and the Corps. Maintenance Maintenance of the mitigated wetland and enhanced buffers will begin after completion of the project and continue for ten years. After the initial planting acceptance by the professional biologist, the landscaping contractor will be responsible for plant survival for a period of one year. After that maintenance will be performed by a qualified professional contracted by NorMed. Maintenance could include, but may not be limited to: 1) Installing supplemental plantings as needed; 2) Watering or providing irrigation during unseasonably dry periods or when the soils are unusually dry; 3) Removing non -native or khvasive plant species if invasive cover is greater than 20 percent of the area, except reed canarygrass which will be removed if cover exceeds 10 percent of area; 4) Providing additional cobbles or woody debris to stabilize stream banks; and 5) Providing fencing around ground plants to prevent animal damage. CONTINGENCY PLAN If any portion of the mitigation is not sueeessfid, a contingency plan will be implemented. Such plans are prepared on a case-by-case basis to remedy any aspects of the mitigation that does not meet the performance standards. The plan. if required, would be developed in cooperation with the City, DOE, and the Corp, and approved by the City and the Corps prior to irrhpl�. N contingency measures am implemented, monitoring beyond the ten-year Period may be required. NATIVE GROWTH PROTECTION AREA (NGPA) SIGNS Post NGPA signs in locations and per detail shown on the dmwngs. Text for the signs shall read as follows: Protection of this natural area is in your care. Alteration or diskyWrice is prohibited pursuant to TMC Chapter 18.45. Please call the City of Tukwila for more k*rntation. fps -o16 REVI QVION NOv1 i r . Ao oLF Sow ADOLFSON ASSOCIATES, INC. Environmental satuflons sm Sly I lema "W seam WA MW FaMISSMIN File game: notafia►_69 Date: 4&7105 m6e NO Revised; 11/x► mbe WP aAT SAM T1%PROPre WWTIEMWMUSM SeWN_ ICACCUMM MAY tzar. APO MW" XC.11rM Pg11p1ARJY�iT !ESORQ�RJINt�Sr1EG�iriDlrC 11NYAS>�ECTOf r�IT1k oEPICNM Coirsra`YWENairEERS arnespftrw &dVvftr&* r= or nomwoom uao�art wvwes aim R ViiM "a "r t WETLAND MITIGATION REPORT NORMED WAREHOUSE AND OFFICES NORMED DEVELOPMENT FIECEIVEID CiN OF TWO-1A A I I I P. ; _J PERMIT CENTER SHEET NO. 5 OF S s s ti CONSTRUCTION NOTES AND DETAILS STnN`: f t!• I SOEWALK oo, i 7/77777, MATCH MAIN DEPTH PROVIDE THRUST -7 BLOCK M,r: 3 AND MAX 50 d MECHANICAL JOINT CURB AND GUTTER FINISHED PAVEMENT SEE VALVE BOX DETAIL (WS-X1 r RESIUANT WEDGE GATE VALVE CAST IRON TEE (CEMENT LINED) - LUXWx MAIN NJ. MIN 1 YARD DRAIN ROCK 2•Y4' ASPHALT CONCRETE BLOCK COATED STEEL SEE VAS -12A DIM X1•X3' f' DIA DUCTILE SHACKLE ROOS AND WS -126 UNDISTURBED IRON PIPE Sob- . FLANGE JOINT UNDISTURBED SOIL NOTES: 1 REFER TO CHAPTER ' OF THESE STANDARDS 2 HYDRANTS EQUAL TO MUELLER SA423 OR CLOW MEDALLION OF•2545. M d H 929. 3 HYDRANTS SHALL BE EQUIPPED WITH TWO 2 -1J2' N.S T. HOSE PORTS AND ONE S STORTZ PUMPER DISCHARGE PORT AND SHALL HAVE A 1 -1 14' PENTAGON OPEN LIFT OPERATING NUT HYDRANTS SHALL HAVE A 6' M.J BOTTOM CONNECTION ANDS-1/4 MAIN VALVE OPENING AND SHALL HAVE 18' ABOVE GRADE LEVEL TO THE CENTER OF THE PUMPER DISCHARGE PORT 4. HYDRANTS SHALL CONFORM TO A W.W.A. SPECIFICATIONS C 502 -54: SHALL BE COMPRESSION TYPE AND SHALL HAVE A TWO PIECE BREAKING FLANGE WITH BREAKING THIMBLE AT THE GROUND LINE OR STEM. SHALL HAVE A SELF -OILING DRY BONNET WITH FACTORY FILLED RESERVOIR HOLDING APPROXIMATELY 8 OUNCES OF OIL 011- RESERVOIR SHALL BE SO DESIGNED AS TO GIVE A COMPLETE LUBRICATION OF STEMS EACH TIME THE HYDRANT IS OPERATED THE UPPER STEM SHALL HAVE A BRASS SLEEVE. S S HACKLE RODS SHALL BE ASPHALT COATED STEEL OR CORTEN STEEL 6 GREEN BONNETS SHALL BE FARWEST FOREST GREEN (III3523) 7. PRIVATE HYDRANTS %HALL BE PAINTED WITH TWO COATS OF RUSTOLEUM 5659 YELLOWGLOSS OR FARWEST CASE YELLOW (W X-3472) 8 WHERE NO CURB AND GUTTER IS INSTALLED, FIRE HYDRANT SHAD BE LOCATED CLOSE TO THE PROPERTY LINE AND INSIDE THE RIGHT OF WAY OR EASEMENT !NSTALL BOLLARD GUARD POST PER WS-14 1). HYDRANTS INN STALLED, RELOCATED OR OTHERWISE WORKED UPON AS A RESULT OF A PROJECT SHALL BE FRESHLY PAINTED. 10. HYDRANT SHALL NOT BE CLOSER THAN 4 TO ANY FIXED OBJECT, WITH THE EXCEPTION OF HYDRANT GUARD POSTS, PER TMC 14.24.03. NOT TO SCALE FIRE HYDRANT o C Of ASSEMBLY AND SETTING SM, XT: WS-13 �•. .��' Tukwila REVIS 01 08.03 LAST REVISIO l: 08.04 APPROVAL: B. SHELTON MATERIAL LISTING: 1, 314' ShACKLE RODS WITH ST•4.R BOLTS AND ASPHALT EMULSION COATING. 2 4' MIN G.I. CLASS 52 PIPE. - 3. PRECAST CONCRETE VAULT WITH HINGED STEEL PLATE COVER, DIMENSION TO VARY WITH SIZE OF ASSEMBLY. �. O.S.H.A..APPROVED LADDER IF OVER 30" DEEP. 5. PIPE SUPPORT STAND UNDER EACH CHECK 1;ALVEE. 6. COPPER OR BRONZE BYPASS WfiH AN APPROVED DCVA AND 314' WATER METER. APPROVED DCVA IN MAIN LINE WITH TWO RESIUENT SEATED SN'UTOFF VALVES ARID TEST COCKS 8 1 0'. 8 F' OR 4' COUPLING ADAPTER, FL. 9. 10', 8'. F' OR L' FL`PE D.1. CLASS 52 PIPE LENGT TO FIT. 1 0. GROUP 1h'TERfOR AND EXTERIOR ALL AROUND PIPS USING NON- SHRINK GROL ?. 1 1 , 10'. Sr E' OR GATE VALVE FL'MAJ WITH POST INDICATOR VALVE 12. =LANCE 'EE ASSEMBLY SIZED ACCORDINGLY. 13 =LANGED 90' BEND. 14 4 0 OR E' LD.: c"LASS 52 PIPE FL*M- , 5 4 OR E 9C' BEND FL. ' 5 -' OR 6'0-! C: ASS 52 PIPE, F1'FL. 1:' 6' 9C' BEN0. F- 1 8 ;JL LIS`ED S STORTZ CONNECTION W rH 30' OR 45' ELBOW. '! 9- 6 C aA,SS 52 PIPE L.EN ;TH AS REOLI&RED FLANGE ' THREADED P.E. 2C. S' v_' BEND C' SW:%. G -YP_ GRA'V'ITY OPERATED CHECK VALVE W TH BALL D- W VALVE TO BE INS7A..I.,E2j t-0R20% ALLY. DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY GENERAL NOTES: t ars+4CK �OY�E>, �►. ORS SBA`.. K- $" 7cPAR'IuIE OF HEAL 2 S:. E . A.:L'. BASZ O% S:Z£ OF A; -, :S ":: %AE-E i?vG WNiLtiM CL AR:.N : S 2 A S?%,R,C'=_ DE =LAN FOR VA Z. I !N:5 A - i0?N AYC SPR1WL -==R LWE &#,. -S" &E k%C ADOROVEi By T-iE = •RE 1 VAR.St - & .. - )R T" WS -k-L,I n- 0% A WNW?v 4rxMRt._:S F Sri. 3 4- S S- SE SE%`E �C • �. _N'?' A LE AKA G'E E S:-t_ EE REOt.+IRE:: WI DI - ►pOV 700 O" '...k"• - C CLOOR 0c =x��S 3: r; _.r.�0!b O•= +�.� _;. --'-ERS s�,� _ BE 1% C I� ANC` -C� 0 S .•;"` . 14-2- .� = .J.'�_ itiG A'aE- AND %Z - i% &FtEok LP ESS APpRO'.' E • `"-. '�a:hE .sue S _ _ ♦ ;.- k- -E REOi.'tlF�1 �►�S }' 5• : :.' :. _ Y�'}? ;•P`' S _ :,� _ �:. A`_ 3E JNOER V A- -% -S i,- r E -ZAE =B7c S A` - -.. - - , _ RE = = A. - 1JE % Z BE 7 -.: � YJc i�''A DNE _' S CPS P'?E_E�.;,= _ _ :• � � xr �R � -� :.` . _R �� .:�"�It�E.:`J+� '; " _ 2, �t -£%�, S`� �V 4� � _ - . � �' � � � �• � �`'. � ".ice _ � � � .7G � _ � V.+�.r •�� �[ ��t �` �. = i .�..r. �. ,LVN,_ 4_ '•E'_ z - 1 . ; 1h �'$ EI��E A&C CC' : GS RES,� -Z-.L- �Ax . - L 'a .1 Z& 'A:: V x 2 S -wGcz W-- ^ SCALA 1 citj' Of - rFCToR oousl.E CMEac VALVE AND VAULT i Iw5-111S 2 OF 2 ruk R SO LTM c r 6 PLAN GUARD POST ELEVATION r 6 NOTES: 1. GUARD POST SHALL BE EITHER CONCRETE FILLED STEEL PIPE (MIN. 4" DIA.) OR CONCRETE POST (MIN. 8" DIA.). 2 POSTS SHALL BE AT LEAST 3 FEET FROM THE CENTER OF THE HYDRANT AND SHALL NOT BE IN DIRECT LINE WITH ANY DISCHARGE PORTS. 3. POSTS SHALL BE 6 FEET LONG; 3 -1/2 FEET SHALL BE BURIED. 4. PAINTED FINISH SHALL BE FARWEST CASE YELLOW #3472. � NOT TO SCALE FIRE HYDRANT C Of GUARD POST -: WS-14 •. 2 .�~ Tukwila REVISON R1: 08.03 APMOVAZ: B. SHELTON ROCK W AL L. PLANTINGS. OR OTHER SURFACE OBSTRUCTIONS GRAVEL UNDER VAULT Civ of " Tukwila WITHIN 50' OF HYDRANT SIDE VIEW NOTES: 1. DESIGN FOR 4" THRU 10" DDCV. NOT TO $CA CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE & VAULT SHE: WS-15 1 OF 2 REVISI /1: 08 -03 APPROVAL: B- SHELTON 9NIMME *!Q b cJ El q ?I%.I fo I» co z�3 0 � w ii Co W N � ro ao 0 04 � � N O N Wo 3 %moo Z H] Dol 8 S c N II V7 0 9NIMME *!Q b cJ El q ?I%.I fo I» co z�3 0 � w ii Co W N � ro ao 0 04 � � N O N Wo 3 %moo Z H] Dol _ - � -- ' fit_ - G� � `` � . i I AOL 4 -r kRD POST MIN AREA OF LEVEL GROUND SURFACE w db�.a O i A , 7 , 1 s 3 � • -i W � Z j O Z L&j w a< z Lai 'Q Li �ONaO 0 C z >> Z p� c0 00 W 2 - N I j W n 3 N N Z Z _ N Z N N ..� ES 00 A s - Z >if co - - -..�.- •""'. - . _ - - - -- � _ � -' - -- - - ---1 --� - �.. - -� ._.....� --- -- •.fir- ..+... - - - -+�...�.- . -._.�. - ..�..- ..�.�..�.� -- �,�.�_ • 4111 � --- - - .- '^ ---•�► -- . .� - - w - --� �.. a... _ .-. r....r�.....- +rte -� - ..+w.- �- .-.. .....- ...� --. � •. -.-�-- - _ -► ,.�� - - 6' MiN COMPACTED FOUNDATION 4' MIN S c N II V7 0 _ - � -- ' fit_ - G� � `` � . i I AOL 4 -r kRD POST MIN AREA OF LEVEL GROUND SURFACE w db�.a O i A , 7 , 1 s 3 � • -i W � Z j O Z L&j w a< z Lai 'Q Li �ONaO 0 C z >> Z p� c0 00 W 2 - N I j W n 3 N N Z Z _ N Z N N ..� ES 00 A s - Z >if co - - -..�.- •""'. - . _ - - - -- � _ � -' - -- - - ---1 --� - �.. - -� ._.....� --- -- •.fir- ..+... - - - -+�...�.- . -._.�. - ..�..- ..�.�..�.� -- �,�.�_ • 4111 � --- - - .- '^ ---•�► -- . .� - - w - --� �.. a... _ .-. r....r�.....- +rte -� - ..+w.- �- .-.. .....- ...� --. � •. -.-�-- - _ -► ,.�� - - 6' MiN COMPACTED FOUNDATION 4' MIN 1 -� NORTH 5 ' zp 51 S 131 v� ST = S 133 ST O �d VICINITY MAP N.T.S. GRADING PLAN FOR WETLAND MITIGATION BY OTHERS A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON 0 / \ 0 RECHIiWNELED STREAM NEW WETLAN ..� CREATED AREA • 23,646 S ExlsrWc TREES Tu Rn9W_ NEW WETLAN CREATED / / = 8,844 sf HABITAT EXISTING WETLAND - f EDGE if 10 1 Z ' dop Ile JF jr e _ r . , ._____ / p 10 - . •` �_ �`r�.r�� T `` ----------- -------- --- - - - - -- - - -- - ----- - - - - -- _ -- ------- - - - - -_ - - - - -- ---- T.w.: -34.0 _ _ _ _ _ _ ZVI T.w.: 34.0 - -- _ r r �Z+O.� FRONT OF B.w.: 2&0 .W. 2e o WAL FENCE _ _ -------------------------------- - - - - -- - - - -- - -------- -_ -- --- _ WALL RETAPONG WALL E�STTNG TREES TO BE ' T.w_: 36 SAVED. TREes TO BE PRO; ECIED PER DETAIL ON SHEET 4 OF 5 ' ME'UM6a li/TIGATM PUN NOTES: , PROPOSED 1 _ Pi?!OR TO D(C.AAAtTOOK SHALL DOG IMO STORE 'RETII/�MG MILL ' TREES TO BE REMOVED DaSI M FLAGGED PLANS. PLANS TO BE SALWGED WILL BE � • FLAGGGED H1' THE PROJECT BIOLOGIST: PROVOS THREE DAYS i NOT" PfaOR TO BEEP& MG DICWTOON_ WkTR%CTOR IS RESPONME FOR STORM AND TWE'R NG THE SALWA ED PANTS • ISO& TH ARE � TREES TO BE 51NED 2 THE TOE' ! 2' OF SOL !` TFf OWING WETUIO AREA SHALL K ROADVED AIV DISPOSED OFF —SITE PER THE DMART N MOTES ' THFMXIGH 4 Ok SHM I I THE NUAR" U%1S ARE PER/TTED UNDER CITY NUBOM 005 -016 AND APE NQUDED HERE ASS „ Y ►' ail sr 0 /' 15,A" 30 6o // N,, / Jq / r 1 , / i ! r ������� i V jr 4 I.Ai 16U LLI o -- - - - - - - - - - - - - - - - - r,/ m \ - ------------------------- - - - - - - - - - - - - - - - - - - - - - - 1 ,/ PL CL } El STRFJ4MI� --' /� j �77 / , � • / / / i / / / , / f - /' t r, I r 7 + / / / (,/ "yw�/- , ,r .r'. .0 .►" — +r'r r 0111 r _ --- -w - - -_ - -- - -_ -_ - - -- w . 000 a ►r - -M� \f 1 t 1 1 ••// / / /�,�r" III _� +r r _- �.' '.? -r r � .0p i � —� --- + +--- +------- _---- w - -."• ^. OM I 1�� i r rr r r�r /� t 1 r— r� r -- ____•.._ —�_ —+ �� �• —a'r —••' ++ rI —r— _ r — r —— II r -- ��— r te• - tea* - -•. r —r �_ _ —rte - - --- I Ir. �r I•r —r —r —/' �.-- -may _ —`+•� � + + -- -- _ � .rr r'� fr � +��+ �� WALL 1 1 C / 1 1 —r -- 11 5.08 1 1 - r —r —1 r— • +_ -- +r - - - +— ! •��. .V '� • +I O T � / 7 •O -- • —rZ7 � r� , - _ � -=-- /___ - -- l.A.. �T.V------------------------ - -- ------ - - - --- - --_ ^i+ ------------------ r ---- -- _ - . -- - B_w._ 1&0 -- T.W.. 24.0 �---- _ _ - - w.. 18.0 it -- - NEW 6' HIGH FENCE --- - - -- ---------- !, �- �- FRONT OF ___ - -- - - -_ - -- '� !- ------------------ _ _- "�'" T.w.. ` 29.0 WALL aw.. 22.0 _ _ _ _ T.w.. 28. ioac- e�.0ac - - 8_w» 220 RET �•`' J r C� _ _ _ - &W : 24.0 - -----r �+�` i i • th COD f C WETLAM MffMTV4ft_L` t) Xnwo Fu NWA = 32s04 SF 2) NERM C ENEW AM = 32.490 SF T� A . r - 5 T �S 9 �3 ♦/S ., 1 1 11 - 1 1 + • • 1 � ; a 0) N Lu (L � 'co 0 N co) ( N CD X 4T n Q Z_ ^ w�3° v Z L q 0 6 t 0 o t ` 1 1 m � CL o St � s = c _ .8 - � U Z Z O ui w a• W 1� Z 'E N V - O C%14 00 2 Z Q) tJ OD i 1 W Z Lai - I� 3 2 - z oZ - � L} QD'? CN C4 J i At i w - is W , O - b t co Is 0 1 1 a , i � J 4 1 a 1 1 1 1 I 1 i r 1 1 i I I 1 I 1 4 i R 1 i i i � t r s I II 1 r 1 M f Jr a � / r� a (i E•.1 1 f u I f L ti 4 h 4 a � M JN N~ wv C11 -0 in 1 Q� ,.,, ..:.... : ... : ......... : .. ....... : ................: .......•.....,............:.... , .... ..:. , ......,..:........� ........,....... i�iiic ROAD ......... . c6l rl�llll'1 lIl ll llh I III lI I!!' I �III I �III III ...........:..:. :.. :....... :. :..:..:....:..:..:..:..:.: . ........... � .l i•. .t:L I Ll 1 l L 'f r i a I i n l '1i G� ... : ::::: � e / ... :::: 8 8 Ch d a $ a .. ... MACADAM ROAD ' ........•. :.... ................. . V �� ils-- f ., ►11 I!I J. • � . • ..::. ' .:::: � ' �: :I 1'lr' !— I�!� � I i I� `•► 11- l I• -•III- • 11 I• ..::: � ::::. : • III ILL :II � III• . III III T ...... � ,,.. ��l l• • 11 �. 111... •I I l I I L. -I • ... • ,.. ... .. , I 1 i ! I •! l III ill 111 :• . , . ..., � . ...:........:.: ... .. ......:.... . •.• • ... II ........ 111 ll X111 1 1 1 11 .i1 ........::: .. .... ... Icl' III II III :..: • :........:..:.... : �' ..................... ........•.......: L . •• •' l,l11I��,I III •.:;,: '.�':�::�.:' '�:. ::.': ��.::: :: :: :::�:::::� :::::': :::::::.::::;:::: Ij 111 111 ' .. ..... ::::::,.....,. 1111 •::: •. •, ;. •...:::: ::::.::::::�::::::::: ilI II / ......... ......... • , ,., .. , . • ! 11 111 11 � .: , ` � ..,..:. , ' ..:. ' .• , ,:. , .:.:..:. :.: '.. �.: .'.:.' .:.:.:.:..:.. � . •:..: , ...:..'..: , .:....:. • ..:.:.�..:.:.:..:.:..:. 111111,1 ... . .II. 1. ...................: w no . . . . . ' .. .,... .. :... , 1 ,.. ; .. • ....... .......• _ .:. .... ........• :..... ; ..,.. ,: ..... ; ..'..:........: .:..:......... .:............... .;... .'.....;, .... ; . ,:... ,'... - ... ............. .... ............. .................. . . . . . . . . . F . . . . . . . . J . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , f i , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' Vt NAB 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425)2,91--8782 FAX CIVIL ENGINEERING, LAND PUNNING, SURVEYING, ENVIRONMENTAL SERVICES Designed PRA I Scala: Drown - PRA. Checked AS Approved DK8 Data 10/13/04 f11Ut 1' \•I#.101)1P'# ` rlljmrrrrlr•1 r. 1 'N1-1 Ir/ I 'i•rs- lir rl,lilt r 111 i� r'I�r'. '!1 frti•`'f�' Y f�'t`,' r1 1•,��I)fl �,, I. N O I O N D Z r II ,ri s N O O N O Z b r I Il U1 X D N ZS L O 1 4 7/20/05 BCW AS I AS 3 1/07/04 LK AS AS 7 9/9/05 AS AS REVISED PER CITY REVIEW. 2 `rn to AS AS d 8 qDY AS AS RE VISED PER CITY REVIEW. 1 11/15/04 OW AS AS 5 7/25/05 xl AS AS ROADWAY FRONTAGE IMPROVEMENTS PER CITY REVIEW No. Date By Ckd. Appr. NAB 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425)2,91--8782 FAX CIVIL ENGINEERING, LAND PUNNING, SURVEYING, ENVIRONMENTAL SERVICES Designed PRA I Scala: Drown - PRA. Checked AS Approved DK8 Data 10/13/04 f11Ut 1' \•I#.101)1P'# ` rlljmrrrrlr•1 r. 1 'N1-1 Ir/ I 'i•rs- lir rl,lilt r 111 i� r'I�r'. '!1 frti•`'f�' Y f�'t`,' r1 1•,��I)fl �,, I. N O I O N D Z r II ,ri s N O O N O Z b r I Il U1 X D N ZS L O 1 For „„p,ntol NORMED DEVELOPMENT i' ^' PO BOX 3644 Vortlool SEATTLE. WASHINGTON 98124 -3644 1 10 =5# (206) 242 -8228 Tito REVW PER CITY REVIEW REV= RETAINING WALL REVW WATER CONNECTION PER CLJENT REVIEW REVISED PER CUENT REVIEW R@vW*n WEIIAND MnMT10N CROSS SECTIONS FOR NORMED WAREHOUSE m Immi r D Z v D O z D O Z C) n 0 Cf) CD C0 m n lmll�l 0 C0 z i 4 7/20/05 BCW AS I AS 3 1/07/04 LK AS AS 7 9/9/05 AS AS REVISED PER CITY REVIEW. 2 11/16/04 LX AS AS d 8 qDY AS AS RE VISED PER CITY REVIEW. 1 11/15/04 OW AS AS 5 7/25/05 AS AS ROADWAY FRONTAGE IMPROVEMENTS PER CITY REVIEW No. Date By Ckd. Appr. For „„p,ntol NORMED DEVELOPMENT i' ^' PO BOX 3644 Vortlool SEATTLE. WASHINGTON 98124 -3644 1 10 =5# (206) 242 -8228 Tito REVW PER CITY REVIEW REV= RETAINING WALL REVW WATER CONNECTION PER CLJENT REVIEW REVISED PER CUENT REVIEW R@vW*n WEIIAND MnMT10N CROSS SECTIONS FOR NORMED WAREHOUSE m Immi r D Z v D O z D O Z C) n 0 Cf) CD C0 m n lmll�l 0 C0 z i ROAD IMPROVEMENT PLAN AND PROFILE 1�1'1 ..o. le =% ...� "Z;"--1. A . . ,,,, 1, ;,:%. 'i/ � , , ,l . PORTION CAF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., i /,/ - --- / I , a r �= CITY OF TUKWILACOUNTY, KING WASHINC�T / \ - ',� 11 \ 0, I C ;% •A \ `' , - ----- ...... _ ..._. __-__-•__�.. '_ __' - ____ __-. _:= _ _..•. - __ .__j4 - . - •_•_ - • � �� .� -IN ` \ �ik1 ' E, u 1 1� I I I " i �' /i ` '•t. LAM Pd'.4 �y � �1 J r _ - + \, .49 __", - I ! i \ % , .4)1 1 4 10 -A- _L_ ..._ _.._ _ ._ _ _ : . _ _ �. _:.,.,_ _�-__ __ _. NEW IEwl T.2 (121p SW). I i / 3 ! i ���� __ .. III 0 , * ! _ ^ c� -- - -r._= __ I I ~ .. - -KIrd "- 'c r 2* , - .r _ - - -- I I - _ I ': x 14 99 i I � �'' �� \ ADS 0 19.23 y `~ O.DO `_ -� - Cp1�lEC1 dE1K SO TO . _� _ _ _� R _._ _� EXISTI CATCH' IN -- - - _ ., S4�Oa 1 S"E 76.82 ` � _ w S f - '�-� %%, "I -of I I .0 - - - -_ I / --,-.-. - . - ----- Alm".24 - - - _ - I - - - I wrmwov-.'�,, _;p _Q� - __ Xj&" ,..--. ,0-;z % �\ / " f . X14 5C, \ �_ - -.. ,,,._._ - .. ._.__ - - -- -�� . . . _ - - _ r^ . - . - 11 - _ - - - -- - - "=_ - -- _ _ ;_. �5B _. - - _ i �' -~ r_- r• a •' Y �� ! - 'rte \ -f +� 447 .1 \_ExaNG / r /.' _ _ � `a MATH 2 FIP _`RAR. _ _ I = 0 \ 11 00 _ _ I . ' 2 n�1� ,� y -_ - \;33.70 _ �/ / . l r .r 'fww"�� 49im �l I •` // \. .� _�``- - r _ / ,, l ice ! �' /, /, �'' -__. -. --- .... --- ......�_ - ... - -_ - .......- ~��+_.. -• -y} ..... ..... ^� �JQ e % \ - 1, • _ - - r r . - _. . ... - _......_ % - / - - - -�- ____ -- - --- -_- n- -- -----_ --- NG EDGE OF PAVEMENT 1 \ ,: �l' "`, / ; ____< _- - - - - -� -------- � -j- -� - -�: - y... - - - - -- ___ ----- - -- - -- -- -- - - - -- - - - - - - - -- 11 -� _ / '. ;,t�,)�_E,___,,-' �' `yS�38 S8 Z� \`. `. tV; - _....-- _��.,� / c 2 u - l.. `�_, '� -\ i'r�r ` V iI'! _ � " . CD < / 1 �Ap I, . , 1 \\ 66 :v: �+r n 1; W �-. I T. Zt� 'sL'�� �' C'.:. [# � Mfr, I O , �, \ r�r \ / i K 00 Q 9- , . S i'9.9S, .. -" `✓ ,\ S t,•\ Olin ..•- L •: e � • . L J \ � _ 4 . Lm( ��� SOUTH 131ST' PLACE \ \! \ 11 .. I -' �r PLAN VIEW I , . , /�_, 11 11, SCALE: 1 " =20' 0- , 4 SAWCUT LI1iIITS \ �•) '\ 1 r , \ ' \ I I • . / ` ISTING EDGE OF PAVEMENT I , _ •' \ I 65 .. ...........•....... ...........:..................:.................. .......:.... ..... ............ ..................... .•.. ... ... ... - . . .:....................._.... ........._.. ............... .........................._.... ...................... _................._... _ .... : _ ... .. ....... ...:...................... . .............. ....•.. ...._..-... .... :......... I... - ...... .............. '- - - - - -- -- ......................- : ....... ...... -- -....- ..... ....... : :.. :.... :. :.. :..:.. :.... :... :. :.... :. :....... :..... _ ...... I......:. :.. _ .... :..- ........ .......... .......... :.... :........ : . ... -... . -.. .... :.- .:..... ......... . :.... :..i .:... ............:..:. ...:....:..... :..:.._:.:...:.. :.. :..:... : ....:....:.... :..:..:..:....... :.:... :.. :. :....:..:_:... -. .:....:.. :_:. .. :..:.:_... :..:. _ .O N : _ : . . . . . : . . . . . _ . . . . . . . : . . . . . . . . . . . . . : . . . . . W go . . . . . . . . . : . . . . - : : : : : : 1 5 - : � - - : :....:.. :.._.:. - ::..:. :.... :... :.. . ....:.:...- � :. :.:.....:.. :..:.:_.: - :....:..:.:..:.. :...... . .... ........... ........___.... -.- X10 ... .� : . - . . _ . . . . . . . . . - . . . . . . - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . . . . . ~�.. �_ �_� . . . . . . . . . . . . . . . . . . . . . : : _ : : , - : - : : - : _ : : :: .... :: ......I. . :: .... - - -- . . _........ : : :• �- : = : :: : m :: : : : :: :_ ,, : :: : :: : :: :: : :: :: = :: : : :: : : :: : : ........ : - -- - ........- .- ' ... ........ . ......I........-- -..... ........ -..._......................._.. ...........:.._................ ..................... . ` . _.......... — ... -..... ....---- - -•• -- . I...... ... ..... _ ... ... _ ....... -• - ; ..... _ . .....................--•--......... .............- ................. .. ... ........ - - -- . � ... :5 : ::: : :: : :.- :. : : :: : :: :: : : :: :: :.: :: : : ::: : :: :.\ : : - - - : ... . . I.. : . ::. .. . :... : . .. .. . . . s . . . . . . - . . . . . . . _ . . . . - . - . . . . . : . . - . . . . . . . . . . . . . . . . - - - ' - - - - . . . . : . . . . . . . : : : : . . . . . . - - . . . . . . . : . . . . . . . �` ; 30 ................ .... ... .... .. . .. ...... . -. _. - 1..11.1 - -- -- - - : - . -.- ...- ._ - - "-- -.: •.- . - -.... I....... .... ..._.._. ........... ................... ..- . --- ..... ..... - -. .....••._...... - ... ..•. - .. ..... . ............................. -. - ......... ....--- ..- .......... . _ EX. GR" AT EX. : . .. . ..... ... ....... .. .. . - \ - 4. OF Pi . - so _ ... -... ' .: - - -.: : : :... : :: : : : :: :: : :_: ::: :: . : ..: ....... .. :. : . - : :: : ... :.... - • - .. -. ' . . ::: - - - -. . = : - :: :: :. 1 450 : .. • - -- -- .... . - -.. . . -- - - - - -- -• .... . -- . .. . . . ... ..... . .. : - ...... _ .. .... . . .. .. 17.0. 1 &7T LT. - 1111 .. -- - AT FLOwLI1�E - • . .- - - - . - -• ._.. ..... . - -_... . \ t�23.0 . ......... • -- ... - -- _. " _ ... ....... ... .. .. . I .. ...... - - - - - -- . -- -- ...... - - - -..... ... _ ........ ......... . .- _. . - - -.- -. - • -- - -- - - Z5 . - - - .. ... .. - _... \ ......... IE =16..2 (12' /41) _ - .. ..... ?� : \ . E =16A (12" OUI�') - :.. .: . . h : .. -. ... _ ..._... . - - - - - _ . . -. . . -. ... : .... _ - - -.... ... ....... : . .... ..... - -- \ : : - . . . .. .... . .. .... ... ..... __ . - -•- .. . - -• -. : - - -- - - -- * ... - - -• -- - - - - - - . - - :....._._ � - •- _ -- -. ...... - -- - - -- - ' -- . .... - - ... _11 ....11... .. .......... - - -- - -- . 2D .. .. _ :- . . ....._ ..• -• . .. ..... : ........ ..•.... . .. .. . - - - - - - - - ... : .. '... . `` \ .... _ .. ... . - . . - . . . - - . - - ---� . - .. - -- - : --__ • � __.. .. .. - -- - - -• - - -1111 ... 1111.. � - _.. - - .. -- - -... .- - -- - - -- ... .. -..._ -- . - � 7 # LF 1 Z' AOeS •20.0• 10 - - - .- - - - . 10 . - - . . _ - - t - . . - . _ , - - - - Un StJII1UM Q%%7E STA, 10+17A`, 14.1 Y LT_ . . f�22.,51 . . : - - - _ E=17.0 (12" om . . . a o �2 C a: w- P_ _. I I } i It 9+00 OC go" a -" cmmm -) I ' i t ' - 94 H : O -'tiO '' '1p F t 1 10+00 11+0 iff RMJK " -) s CONSTRUCTION NOTES Z� SAWCUT EXISTING ASPH&T. Q RELOCATE EX. Power POLE BEHIND THE CURB. COORDINATE WITH POWER COMPANY. INSTALL NEW 6' VERTICAL CURB AND GUTTER TO Ct1Y OF TUKWIU STANDARDS. Q NOT USED A& INSTALL NEW CLASS '8 ASPHALT AND BASE TO MATCH EXISTING SECTION. A& NOT USED RAISE EXISTING CAS VALVE UO TO NEW FINISH GRADE. RELOCATE EXISTING SIGN. A& RELOCATE EXISTING IMF 80X. REMOVE OtlSfMrG CONCRETE GUARD POSTS. EXISTING POWER POLE WITH LUMINNRE TO REMAIN FRAME &GRATE � TDP DF GRADE 5 'f -�-- GRADE ADJUSTERS 24" b d g„ "� s HANDLE FOR 4" O PVC PIPE REMOVABLE DOME AND TEE MIN • 15" HiG Q r. w/4 W > STpRMCEPTQR D INSERT VITH ON PIPE w SEE NOTE 2 4110 PVC PIPE outL� CLEANOUT /VENT PIPE 4 ' ",' OUTLET 18 I$ RISER PIPE ou � I I / -a INU7 4" O INLET 4' L 4010 OUTLET DOVN PIPE RISER PIPE ** IF (REMOVABLE) CEDED g0* 8" 0 . . . . . INSERT DQ£ AND TEE HERE (TEE OQNGS TO FACE SIDE VALLS) SE_ CTION THRU CHAMBER _SECTION THRU PLAN VIEW NOTE : 1. THE USE OF FLEXIBLE CONNECTIONS IS RECOMMENDED AT THE OUTLET WHERE APPUCABLE. 2. THE COVER SHOULD BE POSMONED OVER THE 4 ? PI THE CLE�WOI, NT PIPE AN TH � 0 _ 4 N PI LET DOWN /� 3. THE STORMCEPTOR SYSTEM IS PROTECTED By, ONE OR MORE OFF THE FOLLOWING U.S. PATENTS: 14985148, #5498331. X572576^, X5753115. J5849181. 4. CONTRACTOR TO PROVIDE CRANE TO SET UNIT (HEAVIEST SECTION WEIGHS 5000 L8) PRECAST C 8TQRAQEffQ8(450 U CAP.) ���� NTS tj 8 � I I ej I j.; 18 9 I O F, I � � g . n7n7t ao: 77778 � am A 5[5 a & a -6 lz 14_%� 0 1*4;;-%.l w- W_ F*.ft W_ W_ W_ 7 A cr. I I • • t if • co totl 3 cl N g C � O � Z N 9 J�„�Oac X I(!) 04 8 6 Q ? N it .... r=- rz -1 a 3; 0 C.) Woad e5 � 9 9 C L cm CL %ftoo R R 2 INI E a w w !Q* iQl w 03 !Q !Q* 8 A is m m I a G Z ON .- . �'��Jy� o rw- �IN, ,0 a q `'' ,,A i ch IC qt o Nv a . e o I�- W _ i 1. w O N -9 . V , Fr 1 ��/ '- ,- . �� 1 1).t `2� 0 1 � I 111- . c .ac �: r ! ` _.loin a a 1 ,i R a } %' I t/) W: Cr ,, -; ,' _1Y Zj'� \'j` ! � Z > ...• - . % .cT 1 �i , � a oc V tom. * • - � `� A -= X 0 W 1 D(- �T. Q , v" 1(s- tiG I I V.' } �, ' t!') A N - DA _ F A I c - 1 + ~ vim ✓�. T �c * ',- �.' "Ri `= ` I I /-- C�� A,Ni� G,��_z - - _ - - - - _ - - -- - ` -- - - - __ - -- - 1 / . ; . - - .-=__ - - -- _ _1. _; S C SE: - - 1 5% Mhcw-w x: ► _.__ �- So - BE _, _-, . @, &Z ,N� �' .ABC: F_ -- i '-�---."\ ��' _Z�\, t-II0' ^! . Mc- 'G. ScAllc W < Z I ZW - ,�! W) N N Z - Cc Z O N CD Z � ob co co ;W - Q r- e- 2 cs - 3t N Lo Lo N 2 Z - Ln in c,q � 'r z N Yv� N "i OC - U� 41+ J "►_ -_ I 4C - Z W dlII I - v I G r ., . SOUTH 1Rm i" PLACE %__ ; - .: PFiO�F�.E VE'W - - T --- - .._-- •1_111 -_ - - - . - . - .wr v..-- -..� •- -...:- _____.�._ .- ---- - --- - - - - -- --•....... -. _ _ _. . - .- - - .�- ----- - - - _ - _ _ _ _ _, -� __ ___.� ,.•. _ __.....-.. _mmw..+.. _ - _ .....__�,_,s� lorm rc __ q i i Ittt m $ I I i ,te r' . `� .. Ap 140 1 00 o e i I I �1 o �,• �� t O v i MU � O 1111 11 q I f 7 0 ,1 e Al •, �1 I v �,► f 1 \, e 01 I ■ r \ � ' IF / 1 1 1 I 1 I 1 1 � � � , • A A / 01 • C-45 .) AO t si .e 1 4 r u * u LI m m m m m m s 11 /1VN HIM 1lvam sm MW Ito No. Dob %, I Ckd. I App.. MrAsion N N e CA N � e is q o C) R„ Cr o na MAVA .► Desi AM AM soul« � 15215 72ND AVENUE SOUTH !� KENT, ANA 98032 o�+ --M- Ho�sa-t NONMED " SHAW PARTNERSHIP (425)251 -8222 ChookW I'• 4M &xAh &%at Place � (425)251 --8782 fAX ,�pp,,�,.d V.rtloot f Tukwla, WA 98124 0 7 CML EWRIC ERINO, LMU PLMMIRV N/A SURVEYING, ENVIRONMENTAL SERVICES Dab L1 � /� * II9 \enaneer1np \6719 11 1 dwg pule /lime 0813012005 1341 Scule• 1 -40 bmccrory xrels Z67 19- LB, t6719- tre,z6719- t,Z6119- e,entry, t o ` e CD `, , ` • 1 4 / V 4 4 0 , `� • N 4Q t \/ \ `\`\ `\ `♦ A! ♦ / ``% `� 1 /� 1 1 / 1 IJ u 3 PM� OF� �Ol i T d3S s 11 /1VN HIM 1lvam sm MW Pot Mal W No. Dob %, I Ckd. I App.. MrAsion I KIM' I F'M'k NEW WAMHOUr%t,/OFRCE - NOMED N Tukm* Wa**4on • .. 000" / 41. is e e� e e e e 1� \ l • 4 0 • i 1 a r I i r r r 1 J f. 'r . f-Q _ J 1 ` 00 -1 Go 1 u 1 • to I i, a r I "O 1� ' r 1lftZ/bt ,. — .. 1 HIM 1 0;TJ 1 1(i 1 I Dob 1 III 1 � o — —� •-� set oop a c': J 1 ` 00 -1 Go 1 u 1 • to I i, a r s �a c r m D X7 I1 i A 9 II rrn A to 11 �I t1 • r "O 1� ' r 1lftZ/bt •-� 1 HIM 1 s �a c r m D X7 I1 i A 9 II rrn A to 11 �I t1 • ift Mvnow H A(I Dowgro d . M soot: � i 8215 72ND AVENUE SOUTH t�Blt. �ontW W)RMED — BHAW P E�IP am 11 KENT, WA 98032 t�,.a V' V at PI�Ce ' �� (425 )251 8782 FAX 4310 &XAh �pP� --- Yoruool �� TL*wla, WA 98124 6 0 (425)251 -6222 v CML ENCINEERINGs LARD PLMMINO lot SURVEYING, ENVIRONMENTAL SERVICES Dot• . 121 L2 15 •N4 I'�1+� i' �0f,O{�0��i', I 1 � �r.r��1►r��rrin� \i'► 71 �• 1 1 ? tiwg Soto /Time- 08/30/2005 13:41 Scale: 1 =30 bmccrory Xrefs: Z6719-- LB, z6719 tre,z6719-- t,Z6719- -s,z6719 — s2, "O 1� 2 1lftZ/bt •-� 1 HIM 1 0;TJ No. I Dob Bp 1 Cod. rn a c': m U1 m ift Mvnow H A(I Dowgro d . M soot: � i 8215 72ND AVENUE SOUTH t�Blt. �ontW W)RMED — BHAW P E�IP am 11 KENT, WA 98032 t�,.a V' V at PI�Ce ' �� (425 )251 8782 FAX 4310 &XAh �pP� --- Yoruool �� TL*wla, WA 98124 6 0 (425)251 -6222 v CML ENCINEERINGs LARD PLMMINO lot SURVEYING, ENVIRONMENTAL SERVICES Dot• . 121 L2 15 •N4 I'�1+� i' �0f,O{�0��i', I 1 � �r.r��1►r��rrin� \i'► 71 �• 1 1 ? tiwg Soto /Time- 08/30/2005 13:41 Scale: 1 =30 bmccrory Xrefs: Z6719-- LB, z6719 tre,z6719-- t,Z6719- -s,z6719 — s2, r MCRCWAM RW3f14ft Fa%m sm Pit #JEW xf LANDWAFE PLANTM PLAN (MACADAM RD.) NEW WAMFKXM/ NORMM I Tukwk Waa*X#v" 3 2 1lftZ/bt li�l 1 HIM 1 No. I Dob Bp 1 Cod. r MCRCWAM RW3f14ft Fa%m sm Pit #JEW xf LANDWAFE PLANTM PLAN (MACADAM RD.) NEW WAMFKXM/ NORMM I Tukwk Waa*X#v" , ...w., •%so .� 1 �V �VV W IV 1v1gA %V1 TWO "t/ UJ Bom OF WIC STAKES: FURNISH ALL, INAIERIALS. LABOR, EQUIPMENT AND RELATED ITEMS NECESSARY TO ACCOMPLISH 1 - /2 - INCH DIAMETER, NET, BY d - FOOT DOUGLAS FIR (2 X 2 X 8') ' THE TREATMENT AND PREPARATION OF SOIL.. FINISH GRADING, PLACEMENT OF SPECIFIED PLANT MATERW.S. FERTIUZER. STAKING MULCH, GUY MATERIAL: CLEAN! - UP. DEBRIS REMOVAL. AND 90 - DAY MAINTENANCE. 1 - INCH WIDE POLYETHYLENE CHAIN LOCK TYPE TIES; OR. 3/8' DIAMETER RUBBER. NO MIRE. . ' QUALIFICATIONS: GROUND CONTACT WOOD: LANDSCAP CONTRACTOR SHALL BE SKILLED AND K IN THE FIELD OF WORK. CONTRACTOR SHALL PRESSURE TREATED HEM/FIR TO SIX- TENTHS OF ONE POUND ( L.B. RETENTION. 6' SPECIFIED SIZE WITH 24' 0 4 REPAR PER DETAIL ( ) BE UCENSED TO PERFORM THE WORK SPECIFIED WITHIN THE PRESIDING JURISDICTION. ' 1 1 LAWN: JOB CONDITIONS: SEED OR COMMERCIAL` SOD AS NOTED ON PLC, 900 SHALL INCLUDE BLUE FOR BINDER. SOD SHALL NOT HAVE MANMADE BINDER. R IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW THE SITE AND REPORT ANY • DISCREPANCIES TO THE OAR OR THE OWNER'S REPRESENTATIVES. ALL PLANT MATERIAL AND FINISHED GRADES ARE SUBJECT TO APPROVAL BY THE OWNER. LAWN EDGING: CUT TRANSITION OR "EDGER' AS NOTED ON PLANT UST. PROTECTION: 'EDGER' SAVE AND PROTECT O � PL ANTING S SHOWN T REMAIN. DO NOT PLANT UNTIL OTHER SHALL BE 2x6 SOLID PLASTIC/WOOD COMPOSITE "DECKING' MA BENT UNDER HEAT TREATMENT. STAKE IN- ��» AND T BE PLACE USING 2x4 GROUND CONTACT WOOD AT CONRJCT HAVE BEEN COMPLETED. AN IRRIGATION SYSTEM1 IS T � , DO NOT PLANT' UNTIL THE SYSTEM HAS BEEN TESTED 30 - 36 SPACING AND AT JOINTS. AND � WITH CARE DO NOT DAMAGE OR BREAK ROOT SYSTEM, BARK, OR BRANCHES. REPAIR AND /OR REPLACE ITEMS HERBICIDE: DAMAGED AS A RESULT OF WORK. OR WORK NOT IN COMPLIANCE WITH p� AND SPECIFICATIONS. AS DIRECTED BY OWNER AT NO DUE TO WETLAND PROXIMITY AND GROUNDWATER LEVELS. HERBICIDE IS DISCOURAGED BY THE CRY OF TUKMMILA. ADDITIONAL COST. REPAIR OF EXIS'T'ING PLANTINGS: ;WTI-DESICCANT: DURING THE COURSE OF WORK, REPAIR ALL EXISTING PLANTING AREAS BY PRUNING DEAD GROWTH, RE- ESTABLISHING SHALL BE TRfJ1TED 48 HOURS PRIOR TO SHIPMENT TO SITE FROM JUNE 1 THROUGH ROUGH LY ROOT WATER PLANTS PRIOR TO DELIVERY. PLANT FINISHED GRADE AND RE- MULCHING TO SPECIFIED DEPTH. MATERIAL DELIVERED TO SITE SHALL. BE KEPT CONTINUALLY MOIST THROUGH INSTALLATION. GUA RANTEE ALL PUNT MATERIAL FOR A PERIOD OF ONE YEAR FROM DATE OF FINAL ACCEPTANCE OF THE JOB BY OWNER. EXECUTION: FINISHED GRADES: 90 -DAY MAINTENANCE: FINE GRA DE AND REMOVE ROCKS AND FOREIGN OBJECTS OVER THREE - QUARTERS -INCH (3/40) CONT RACTOR SHALL PROVIDE OWNER WITH A SCOPE OF WORK AT TIME OF INITIAL. PROJECT BID TO PROVIDE LANVDSCAPE AND IRRIGATION MAIL FOR 90 DAYS FOLLOWING DIAMETER FROM SHALL BE �00� � � (3 OF PREPARED PLANTING BED. ALL FINISHED GRADES Y COMPACTED AS ON THE PLAN AND DETAILED. OF COMPLETION PROJECT A EPT OF FACILITY BY OWNER. woRK SHALL INCLUDE SITE CML DRAWINGS IDENTIFY FINAL ELEVATIONS. MAIN TENANCE BELOW, IN PLANTING AND IRRIGATION MAI : . MATERIALS_ ARRANGE TREES ON SITE IN PROPOSED LOCATIONS PER DRAWINGS. EXCAVAT STAKE OR GUY, AS CILL.ED OUT AND DETAILED. ALL TREES AND T STA P D UWT AND PLANT MATERIALS: PLANT MATERIAL SHALL BE GRADE NO. 1, SIZED IN ACCORDANCE VERTICIV•- TREES SHALL 8E PLACED AS SHOWN ON THE PLANTING PLAN. LOCATED AS DETAILED AND BACKFILL SHALL BE PIT SPOILS. SETTLE BA�F'ILL USING WITH (ANLA) AMERICAN STANDARDS FOR NURSERY STOCK (ANSI Z60.1- 1996). PRUNE PLANTS RECEIVED ONLY. NO MMECHANIC�AL CO COMPACTION. FROM THE NURSERY ONLY UPON AUTHORIZATION BY THE LANDSCAPE ARCHITECT. 'B & B' INDICATES SHRUBS: BALLED AND BUtLAPPED; *CONT.' INDICATES CONTAINER; "BR' INDICATES BARE ROOT; "CA' INDICATES C&IPER AT 'GAL' 'TRADE INSTALL SHRUBS AS SPECIFIED FOR TREES. 6 ABOVE SOIL UNE; INDICATES GALLON' MATCHING ANSI fl. A 03 ETC., CONTAINER SIZES. GROUNDCOVER: A) SPECIFIED PLANT CANOPY SIZE OR CALIPER IS THE MINIMUM ACCEPTABLE CONTAINER OR BALL SIZE ESTABLISHES MINIMUM PLANT CONDffM TO BE PROVIDED. EXCAVATE PITS TO A MINIMUM OF THREE INCHES (3') BELOW. AND TWICE THE ROOT BALL DIAMETER. WATER THOROUGHLY AND TAKE CARE TO ENSURE THAT ROOT CROWN B) HEALTH, QUALITY, REGULATORY REsiRcnmADwKm& TO ANSI STANDARDS IS AT GRADC AS DETAILED. PLANT MATERIAL SHALL COMPLY WITH STATE AND FEDERAL LAWS FOR DISEASE INSPECTION. TRANSPORT RELEASE. PLANTS SHALL MULCH ): BE FULLY LIVE. SHALL BE Y GROWING, WE LL FORMED. WITH WELL DEVELOPED FIBROUS ROOT SYSTEMS. ROOT BALLS OF PLANTS SHALL SHALL MULCH ALL GROUND COVER AREAS NOT 81r TURF. MULCH MAY BE APPLJED PRIOR TO BE SOLID AND FIRMLY HELD TOGETHER. SECURELY CONTAINED AND P FROM INJURY INSTALLATION OF GROUNOOOVER WHICH THAN ONE GALLON CONTAINER SIZE. AND DESICCATION. PLANTS DETERMINED BY LANDSCAPE ARCHITECT TO HAVE BEEN DAMAGED; HAVE UTTLTTY CLEARANCES: DEI:ORM11T1ES OF STEM, BRANCHES, OR ROOTS; LACK SYMMETRY, HAVE MULTIPLE LEADERS OR Y DES FIELD ADJUST PLANT LOCATIONS FOR 8-FOOT SEPARATION OF TREES/SHRUBS AND 2 -FOOL SEPARATION FOR GROLUNOCOVER FROM LESS THAN 30 DEGREES IN TREES, OR DO NOR' MEET SIZE OR ANSI STANDARDS SHALL BE REJECTED. FIRE HYDRANTS AND UTILITY VAULTS. • PLANT PLANT MATERIAL SHALL BE FROM A SINGLE NURSERY SOURCE FOR EACH SPECIFIED PIANVTiN1G MAINTENANCE: �pES/FAD. NURSERY SOU SHALL BE THOSE LOCATED NORTH OF THE 42ND LATITUDE (CAL FORNNI^ /OREGON BORDER) FOR INSTALLATIONS NORTH i� � SHALL UNTI ACCEPT OF COMPLETED INSTALLATION. OF THAT PARALLEL C) � ' SHALL INCLUDE WATERING. WEEDING CULTIVATING. TIGHTENING AND REPAIRING OF TREE GUYS, RESETTING PLANTS TO PROPER NO SUBSTITUTION OF PLANT MATERIAL. SPECIES OR VARIETY, WILL BE PERMITTED UNLESS WRITTEN EVIDENCE IS SUBMITTED T THE OWNER FROM GRADES OR POSITION. RE-ESTABLISHNG SETTLED GRADES; AND MOWING LAWNS WEEKLY AFTER TURF ESTABLISHMENT. HERBICIDE IS NOT TWO QUAIJFIED KANT SUBSTITUTIONS WHICH ARE PERMUTED SHALL BE IN WRITING RECOMMENDED. INCLUDED IS REPLACEMENT OF DEAD PLANTS AND PLANTS SHOWING LOSS OF 40 PERCENT OR MORE OF CANOPY. FROM THE OWNER AND LANDSCAPE ARCIjM=. THE SPECIFIED SIZE. SPECIES AND NEAREST VARIETY. AS APPROVED, SHALL BE IRRIGATION • SOIL PREPARATION: THE IRRIGATION SYSTEM SHALL BE MAINTAINED INCLUDING ADJUSTMENTS FOR BA LANCED WATER DISTRIBUTION MAY BE SPECIFIC TO THE SITE. OR TO CERTAIN POR nONS OF THE SITE. AS NOTED ON THE PLAN. THE : TOPSOIL. AMENDMENT. AND BACKFILL & PRECIPITATION. FAILED OR MALFUNCTIONING IRRGATION SHALL. BE AXID OR CORRECIED. PLANT AND IRRIGATION MAINTENANCE SMALL INCLUDE ARE GENERAL REOUIREMENTS FOR ALL LANDSCAPE AREAS. UNLESS NOTED 07HERWISE ON THE PLAN. THOSE OPERATIONS NECESSARY TO THE PROPER GROWTH AND SLURIAVAL OF ALL PLANE MATERIALS. CONTRACTOR SHALL PROVIDE THIS WORK IN ADDITION TO SPECIFIC SOIL FERTILJTY AND AGRf XTURAL SUTTA&M ANALYSIS: AFTER ROUGH GRADING AND PRIOR TO SOIL PREPARATION, CONTRACTOR SHALL OBTAIN AGRONOMIC SOILS TESTS FOR PLANTING AREAS, TURF AND SHRUB LAIIDSCJIPE, FOR SITES WITH AGGREGATE LANDSCAPE AREA OF GREATER THIN 30.000 SQUARE FEET. A MINIMUM OF ONE SAMPLE AND ONE PER EACH TMIO ACRES OF LANDSCAPE AREA SHALL BE OBTAINED. W ON TOPSOIL HAS BEEN S1 XPN A TEST SHILL BE COMPLETED FOR R. ALSO. TESTS SMALL INCLUDE F7:R I I.ITY AN SUTTIIBK ANALYSIS WITH WRITTEN RECOMMENDATIONS � APPLNCATiON RATES, AND POST- GONSTRUC- TION MAINTENANCE PROGRAM. TEST'S SHALL PERFORMED BY AN APPROVED SOIL. TESTING LABORATORY WMICH SHAl.L. BE CONTRACTED WITH AND PAID FOR BY THE RECOMMQN10IITIONNS OF A SOIL FERTILITY AND AGRICULTURAL SUITABILITY REPORT AND OF THE GEOiTECHNICJIL ENGINEER SHALL TAKE PRECEDENCE OVER THE MMIIMLUMS NOTED. BELOW. PROVIDE CHANGE ORDER FOR ADDITIONAL MATERIALS REQ<IMMED IN THE SOILS REPORT. . A) TOPSOIL AS A MINMwlft TOPSOIL SHALL CONSIST OF LOAM SOIL WITH 5 TO 7 PERCENT ORGANIC MATTER. TOPSOIL SHALL BE AMENDED WITH SPECIFIC AMENDMENTS N C)1. AND C)2., BELOW, AND BE BLENDED TO SPECIFIED DEPTH IN E.). BELOW. LOAM SHALL CORRESPOND 70 FIELD METHOD OF DETERMINING SOL TEXTURE CLASSES FOR LOAM AND SILT LOAM, U.S. SOIL CONSERVATION SERVCF. PROAIEUE ARCHITECT THE TOPSOIL. SUPPLER AND SAMPLE OF TOPSOIL CONTRACTOR 1S FOR Anr WEED CONTROL RESULTING FROM CONTAMINATED OFF—SrrE SOURCES. B) NA7 SURFACE SOL 7 OPSOL MEETING WSDOT 9- 14.1(2) B` FOR SURFACE SOIL ON -SITE MAY MET IEXILVIAL T10N AS WILTED N 4 ABOVE. PROVIDE IN C) 1. AND C) 2., C) BELOW, AND EVENLY BLEND AMENDMENTS 7O SPECIIFIED DEPTH. 1. ORGANOC COMPOST- TOPSOIL FOR PLANTING %VLL COWAIM 15 TO 20 PERCE MT ORGANIC MATERIAL. BY VIOLLUML THE FOLLOWING IS FOR SOIL WITH 3-45 ORGAN CONTENT. PROVIDE THREE INCHES (TWO N>IES COMIMCrM DEPTH) OF COMPOST' PER 12 INCHES OF SPECIFIED TOPSOIL OEPTK MUSHROOM COMPOST, SLUDGE /00�+05T I IMO. CHIVER RATED YICLIINIG SOURCES. /MD /OR AGM SAWDUST MULCH SHALL SATISFY ORIGIN IC C01PObT SHALL NOT BE FROM FARM ANNAL SOUR= NOR FROM SOURCE'S /CEDAR Z. - w+TH+ TRACE ELEMENTS a PERCExr SULFUR. AND A MINI MUIM OF 50 PERCENT SLOW RELEASE Id TiOGEN. FERTILIZER SMALL 9E NCORPOIMATED INTO TOPSOIL_ 10 AT 50 POUNDS PER 10 YARDS OF ORG WC COMP+OS'T. OR N><TR06EN PER TOPSOIL VOLUME . D) PIUINTIMG BACKFxL- ON -SITE TOPSOIL (E WJMTED PTT SPOILS) AS FE1D F FOR Pt WrM/I1PF E) ToF�oIL PREPAD►T�oNi. FVGSHED GRADES AS A 1 00- ALL L AREAS TO H&S 12 INCHES OF TOPSOE PER A) AM/OR B),. ABOVE CON 1 1 SHALL ADJUST GRADES AND SUPPL TOPSOIL. AS TO ASSURE THE l0smAi DEPTH. Lung I SMALL F'ORMI BEM1S TO THE NOGNIT AND EXIENNT IigTED MEW, AND SHOW ON THE PLANS. SMALL BE CWENIL • ENDED `THROUGHOUT THE TOP 6- 0ICHES. TOPSOIL. SHALL BE p W01iPJACTEn DEP'1l'1_ FOR ROUGH TiMWSI1�N. SLOE OEF1 IS Fop PIMiCMIC PLA"m IS im SMALL K OILIER 8r 1111100ME fE1gE PMMO WISIL GWLVL 81 Do 9u mm 10 14r eELOsr lop OF PA MM StJM�Y IMO OWN PR eumm 1r 1O 1N/ZE RiL OIIiT INCH � —ft F—fCN (1/21 SIM 10 OW-804 (114A LE.. NIIEDW sic IMPLY skffx3m w Mf111Y 7O PRIM 1NME 980HO (n10 FOAM DES (fit OEPIM N IRS MM I UMflED N TW. F!E WXXK LE, 7 WEERW 1EXW IMO CEDW ON ON ACC EFUGLE. EDGE OF PLANT AS NOTED ON I BED LINE EDGE CURB/WALK ON PL /PUw� - a� • Nom - THIS SPACING APPUES TO GROIUNDCOVER AND FORMAL SHRUB ROW PLACEMENT. Spacing Deter SCALE: NONE FINISHED GRADE AT 4:1 SLOPE LMAX): 2X �. SLOPE ( MIN.) CURB PER CIVIL DRAWINGS (WALK 1' 2' COMPACTED DEPTH OF MULCH; 3' LOOSE (MINIMUM) TOPSOIL AS SPECIFIED FINISHED GRADE AT 3:1 SLOPE (MAX). 1 0: 1 (MIN) PREPARED SUBGRADE r MULCM) 4 . * d 3" -4' wl2mw_� ISM (CURB SIMILAR) Planter Section SCALE: NONE ND LAWN SPECIFIED, AMENDED PLANTING SOIL PER NOTES 2' MULCH (SETTLED), 3' LOOSE FINISHED GRADE LAWN 0 • Tr 0 • r i ., r 0 1 SOL u� EDGING PER PLAN MORE: 1' MULCH AT SEE �� FOR 1f2' ABOVE GRADE 's '�°"'E �'°E Planting Bed Adjacent to Lawn r MACH (oownAcrEa) SCALE. NONE NO LAWN SPECIFIED. Tfpfm 1-80m. • •... •, OVER EXCAVATE PARIONG LOT PLANTERS o aora� ca+r� t WORK redoas m Coosa COMPACTED sueeAsE ( �� E�k011W1�710q� SPREAD ROOTS MO OVER ALL � AGRICU LTURAL SOIL DEPTH oBApffLL 10 BE SETTLED US= �ER OI�.Y 7 (� I��LRfI) (!'IJWImQ01ElYil1) SUBSOIL FROM TOPSOIL 1 -1/2' DRAM AT t,Ow P0AHT5 R 10' M SPACING Grouxdcover Planting Detai SCALE: NONE 2x2 D.F. STANCES TIE AT APPROX 1�1� 1/22 EIGHT TREE WITH FZEKO E RtUBWR TIE N PATTERN. STAKES AND TREE PLUMB Y 3' DEEP SAUCER FOR WATER 3' MIN. DEPTH OF MUM (BANS �, REMOVE ALL TIES, WW s CONTAINM FREE 4W � PERM TER ROOMS FR01N NURSERY BALL EXCAATE TREE PR AT A MK OF 4 71IMM DIA. OF 1 OUMALL AT GALL CENTER. TJIPOW PIT GRADE TO FINISH GRADE PIT SS,, NURSERY BALL WASTE BAClCFLL SE BALI. ON UOSOIL� Sls6tiADE; OR VLIM o LKW FEIVILOER OVER PLANING BED AFInimcm3l ONLY; NO FERILMER IN PLANTING PIT. o N01DC PERIIMETER ROOTS FREE OF NURSERY BALL A SPREAD OVER 10 1 0 100ED PIT BALL A PR TO BE COURSELY SCARFED. Evergreen Tree (6' to 10' Fie�ght) SCALE NOW PRUDE DDAMAGED 7 .. AFTER PLIMITMIO PLACE IN VW. POSlT1M DOURE LEADERS ■&L BE fiEN TED • STAINIG ON I NS NEEDED 80615' PER NOTES; ALL GM 70 K FLE)M E • IMP ROOTBALL Molar AND PROTECTED AT ALL TUB • MOLD CROM OF 11o0TOML Al OR JUST ABOVE FEED QWW • PROTECT ROOT r 7RUW IMO LMM FROiI INAM Y • WCOW L TO E SERVED USIO iE'R ONLY - No v o AEMMIE ALL WRAP. TEST OF 1109EIrAIL o FTRMAMR E M� CZ) 2ma D.F. SAS 2' UK T PL AM FUNIE TYPE OR 1IUI�Ot TED N EST FEMOVE AFTER ONE SEIGION • P'"EC'M "PPMC DILMIC S1Iw1ENT TO SM s 11131014 Aw oolrP 1011 CIF PLAUFM RM PIM"W PWA E 3' Ok 110 GAMS' TIFF RM ! 3' DEEP MULCH N WELL HO LD sac FROM 14 r FINGM OR= • !�� R MK., Lam me 10 1 �'IN OF IDOIIIIIALL AND 4 BOLL Out _111111IMP SOL am 1111110111 STIIIIILLan off Ila 11111=O V� 10 10- elm Tr" and 86 Lam Thin T DW Na1E ui m 46 C 4 rL owe 79 � � Q 3 3 w��' C b P1 -C-0 Cmr oP TUK%" A D ' b 23U= �� STALE OF IL mum wwrow �9l�C10N C1f�T so�q jK W"` Z IL L` W) CV C4 0 N ao _ o P1 -C-0 Cmr oP TUK%" A D ' b 23U= �� STALE OF IL mum wwrow �9l�C10N C1f�T so�q jK W"` Z o L` W) CV C4 0 N ao _ o Z Cd co z N 1 1 W ^ gel) h Z N Z N N do Y m J X W � J a • W - Z Las r z s t �o M' g • co ` ac BERM HEIGHT 6' lYP. CURB MN. OR AS N07FD SOIL LINE: 3' � M _ MULCH,j IN TURF � • SUBGRADE .�• -. AND IX GRAVEL � � , - 4L - � PAVING SECTION (DEPTH VARIES) 12' MAX. LP Grading in Parking Lot Planters (T P rep. ) SCALE: NONE FOR � 5_ n4; 71 1 ~ MAX TOP OF ::m TO TOP OF MULCH in cx,Re MULCH d 2" MUM COMPACTED DEPTH Mulch at Curb mmmmmmwm� scALF-: row TAD S��II� 0 i I � E i a i 1 Z 1 ~ MAX TOP OF ::m TO TOP OF MULCH in cx,Re MULCH d 2" MUM COMPACTED DEPTH Mulch at Curb mmmmmmwm� scALF-: row TAD S��II� 0 i I � E i a i 1 �m 4 II I r l off gig M a N ' A 6 i 9 N dM IMwMw Mod N w i u • u • i �NAV� a + y I I � all M v� • • I1 • Y � e _ 11 • o � \ F N / I i I I w V \ N \ 1 �w \ wt OF s / t t— `, ♦ , � , _ � •• t / of of I 1 0 I of \ I 1 I \ • ` ` 1 1 1 ma] Co \ •. \ • 1 = i ` N i I � Z � ` ,\ 44, , 4 �4 I� • 1 \\ , OL \ M / rn X / / Z ♦ '''� \ \ T , I / N •N `% / C / `_ � `\ T\ 3 4/21/06 HIM 2 i /1s/b4 NI1Y ICY No. Dob 9p 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -8222 (425)251 -8782 FAX CML ENGINEERING, LAID PUNNING, SURVEYING rWMW NUENTAI SERVICES DwWood HM Scale: ortm -.-Hw Atd �r1oCW 16i N/A NORMED -SHAW PARTNERSHIP 4310 South 131st Place Tukvda, WA 98124 J \ r f ��' , O L FM MY ODIiE M Of 3/1WW MEM= in Imm ANCnacr -Xip 1 ii 1" ",- "i� � W4 z 1-0- 1 I NEW WAREHOUSE - NO I TuKwm& wawwwon F;le, P 06000!1 \F :11l)\nnginnnrin( \f) I1 r)• i � dwq Distr. /Time: 04/26/2005 10:12 Scale: 1 =40 bmccrory Xrefs: 26719— LB,z6719— tre,z6719— t,Z6719 —s, „ go op to df JI op If , \ I .fi ``��� �J� �, • \ ♦`� \� // / //' \ • �/ 40- d a 1 4 N v / fit i k �'iga NOtOG aEnsEO 10/00 k • 1 V ] �]' « ' • a `• • • TT 3 . Kit A IN 30 p 439 3 r t - f 1 • a' • � r � 1 •]' •- 1 1 ] ' ] 1 1 .• / ]' • r �. a' "« ]1 gal • .` ]1 • 1 ►`' • ' TIT I r 3 1 1 CM OF bTRUC110�! I eo RlSER SH Q%w � lb�NO I��iRIB11E�1115.� ` —lE 9w wr wsm i 1 sa+ so - PVC uNxon ooueLF CHECK VALVE PER oeraL SCH eo arc UNION DOUBLE CARSON GR LEVEL VALVE z v QUICK COUPLING VALVE (BLOWOUT) METER PER CRY STANDARDS METER STOP-- - Man •WILKINS 600 PRES. REDUCING VALVE AS NECESSARY � TMe eAcKFtow oEVice s►w.L HAVE a• MINIMUM UNOBSTRUCTED CLEARANCE ON ALL SIDES POINT OF (P.O.C.) L& Ml NOT M SCALE FINISH GRADE PLASTIC VALVE BOX (10' DIA.) QUICK COUPLING VALVE I C�. FT. 7/8` GRAVEL SU MARL" ELL (IYP.) MARL.EX NIPPLE SCH 40 PVC SXSXT TEE 1 • a. v �wwio» NO raAa,101ns. skw POaAX si■6 JOW ra qua NO a+Ms. (31K MW OMM X aDWF wsE1R esp woE. POP�� �i SLY ON "SIM EQ i- EQ o� c 00(_ •' ...��`.J C 00 C . o Pc -= 1n n F== (I1=1IS :: Ll E., I Ll r=,, U CHI VALVE ASSEIu� Y - SCH 80 NIPPLE & FEMALE ADAPTER UNION AT EACH SIDE OF VALVE SCH e0 P'VC • SCH QO NIPPLE (TYP.) -BLOCK AS NECK WITH a RKM OR CONC. BLOCKS AT BASE OF VAULT - GRAVEL SUMP -7/8• WASHED GRAVEL NOTE:- INSPECTION OF COMPLETED ASSEMBLY 811 CERTIFIED TESTER REQUIR M. . -�. TOPSOIL ( FINIS H H ■■■ ■ ■■ �V .• .•. GRA SECTI PAYING PER •,I •1. 1 a l f. 1 • 1► D ENSITY • • • ow • �1 p • . " • / • •• • ; • Alt AT 95X DE N S ITY 1 oc�p ir'�• • PVC LATERAL C OFFSET SLEEVE(s) •• •• ALT. WIRE .� PVC MA04JNE WIRING / PIPE 90 MATERIAL OF R LAAM T_ THAN I Ir Da"SIONS AM WC CLEAlt&NCM BE CLASS W OR uEll IIIER (MAX OF 1OX PASSING NO.40 SCREEN) AND BE COMPACTED TO MK 95X CVINW DENSITY PER ASTM D-1557-10 (M ODFIED rMAAU - ` rl Loo _M rm. • T SCALE mmnmw� 1 • a. v �wwio» NO raAa,101ns. skw POaAX si■6 JOW ra qua NO a+Ms. (31K MW OMM X aDWF wsE1R esp woE. POP�� �i SLY ON "SIM EQ i- EQ o� c 00(_ •' ...��`.J C 00 C . o Pc -= 1n n F== (I1=1IS :: Ll E., I Ll r=,, U CHI VALVE ASSEIu� Y - SCH 80 NIPPLE & FEMALE ADAPTER UNION AT EACH SIDE OF VALVE SCH e0 P'VC • SCH QO NIPPLE (TYP.) -BLOCK AS NECK WITH a RKM OR CONC. BLOCKS AT BASE OF VAULT - GRAVEL SUMP -7/8• WASHED GRAVEL NOTE:- INSPECTION OF COMPLETED ASSEMBLY 811 CERTIFIED TESTER REQUIR M. !V MAIN LINE FTrT1NG NOTES: SCH 40 SUP TEE -- PROVIDE EXTRA COILS (181 OF EACH WIRE IN VALVE BOX -TAPE WIRE TOGETHER EVERY 20 FT. -MIN. 6" DEPTH, 7/8 WASHED GRAVEL UNDER EACH VALVE -COMPACT SOIL AROUND VALVE BOX -USE TEFLON OR FLOWABI.E SEALAW IN ALL THREADED FITTINGS, PER MANUFACTURES SPECS. Fl=l VALVE NOT TO SCALE * ELECTRICAL: 24 VAC; INSTALL, PER MFRS SPECS. * SET AD USTMENT AT 1/4" RAINFALL TO SOLENOID CI'RCIJIT - OOUeuE GRADE LEVEL BOXES SIZE TO PERMIT 12 MIN. CLR. FROM WALLS TO TEST COCKS; BOL LOCK LID. DOUBLE LY CHECK VALVE STATE APPROVED ASSEMBLY) TED VALVES at TEST ; INSTALL ASSEMB Y AS SHOWN OR THE TEST COCKS IN HORIZONTAL POSIT o PER LOCAL REQUIREMENTS. PVC MAINLINE PER PLAN Ir • • �" 1 •.�a1 Ia. I : • r 1 • r VAN a •• ► • �• -,• a' a b 8I � 1 r • • i •' • � r • • r 1 1` I & OR I V. oft so si�_S A ""III ' J r)� 5 E P 4 CIW5 BUG, rJ -�� mot. �'�► �� -. .ai+...-� �-�._. � � _ �.,.� � .� s _ _ W (A) N 3�3 R r 1 i i Z qpw f m . J i Q ' 40 , N _w O U x 2 c o �L LLJ d a Z W �MNN I N O N aD p �10Nf*- Z 2 al) cD ao f N I = C4 CNI C4 z 04 C4 Y qo-� � V s X w o 1 i I co lK An ole a� 0 Is ■■■ ■ ■■ �V ^� r GIVII a'�' ' • • • Alt ••• ••• ••• �:� 1 !V MAIN LINE FTrT1NG NOTES: SCH 40 SUP TEE -- PROVIDE EXTRA COILS (181 OF EACH WIRE IN VALVE BOX -TAPE WIRE TOGETHER EVERY 20 FT. -MIN. 6" DEPTH, 7/8 WASHED GRAVEL UNDER EACH VALVE -COMPACT SOIL AROUND VALVE BOX -USE TEFLON OR FLOWABI.E SEALAW IN ALL THREADED FITTINGS, PER MANUFACTURES SPECS. Fl=l VALVE NOT TO SCALE * ELECTRICAL: 24 VAC; INSTALL, PER MFRS SPECS. * SET AD USTMENT AT 1/4" RAINFALL TO SOLENOID CI'RCIJIT - OOUeuE GRADE LEVEL BOXES SIZE TO PERMIT 12 MIN. CLR. FROM WALLS TO TEST COCKS; BOL LOCK LID. DOUBLE LY CHECK VALVE STATE APPROVED ASSEMBLY) TED VALVES at TEST ; INSTALL ASSEMB Y AS SHOWN OR THE TEST COCKS IN HORIZONTAL POSIT o PER LOCAL REQUIREMENTS. PVC MAINLINE PER PLAN Ir • • �" 1 •.�a1 Ia. I : • r 1 • r VAN a •• ► • �• -,• a' a b 8I � 1 r • • i •' • � r • • r 1 1` I & OR I V. oft so si�_S A ""III ' J r)� 5 E P 4 CIW5 BUG, rJ -�� mot. �'�► �� -. .ai+...-� �-�._. � � _ �.,.� � .� s _ _ W (A) N 3�3 R r 1 i i Z qpw f m . J i Q ' 40 , N _w O U x 2 c o �L LLJ d a Z W �MNN I N O N aD p �10Nf*- Z 2 al) cD ao f N I = C4 CNI C4 z 04 C4 Y qo-� � V s X w o 1 i I co lK An ole a� 0 Is i 1 1 1 i 1 1 r f 1 t •i i 1 1 1 ! f 1 i 1 1 i i 4 1 1 1 f { i t S i Y rl • r �M i0 I 0 t (n L ( 1 h q t — O 9 1 ' - • • � ra l ,• r 1' • • ) w.rrfrm�n�ww•wl�-•wwww.s �.•. J �o o f I' � 1 r ,.'y[ .• _..�_� —, -.. _ -+ter- _ -- •r• ►r• __, •x:,,1,4 �- : A� � -- ;. t� r s, • ti � `\ t R It 1 ,. , r, � �• + I � 1`',,1 , 1 .�``' �,� • t � , { � ( i I ,,� ,, �k l t �.''t, , 1 • I . , •, ` �1 ' , � � 1 ., I 1 . ',' , � ,_, jf(� -1 ~� fir-, _ -_. t .... ............ ._.._..._._.... , I ' „ r` �ir . ' 1 �•f w •' r t, � l ', , •` ,. , , 11 1 '' i f' I { ''. . ` �', `` It , I \ ,; '• \ r II `i Y �'. i j , r - 1 r i i�, 1 r 7 1 r f ' ! \ti •, , • f -., ; t / ♦ ', to , ` 1 r 1 l•• r � , ,., -. I / 1 r._. 1 --. � ' i ' � t t • . � ' � rJ -'._ . `.i._.... � _. w � ..�.a, � —, _L_ ... �_ _,_ j_ . - � r � t ' � . ' ,� � j �' 1 i 1 ' ' S � f' / ' ' 11 •�. 1 , � '' � ` 1 • / / `•` .•� f ' / � ' ^ 1 \ �^-. V LA { •' 1 I. � I � 1{ 1 I � r ' t ( i /j++ I �' � ' � ' • I � � I ' ' ') , � '' • , 7 � / Z I . ` -\ \� NI Ai L '+ I �' .i.1. t �. ��', •. if s' � :• ; i i 1 , 4 1 4 ' 1,:`, - � :, - •r , ' � '. , + �• r J 1 1 1 , ' li I (� � i , - 1 / � 1. I � 1 • �' y � I • ,. 1. _..1 1'' f_;- - __ '4 f s , - .1. _♦ lie, , tt_ ).` t Ar TI i , , ,, 1• I • � I t� I , � II � f '. r •r ' 1 1 � t � 1 0: lot fit ,, of � .. . -�� ,- .. - rl . 7 `y f ; ' ( `� 1�: `� �� � �'� : %� . � \, , � � '•� I • \ it �•, ' „ , ,'•�. \ \� ,� (• f• •� , � y ., �+ - •a -+ ... .` , tr•. i� —� • \' ,'j '\ ' �'• "ASS i �, f,oi it ......_�+ .` ..,� ,` f - �,, ,• \�. ,\ ` \ *. i i 1 i • i O� ' _t 0 am 1 r� Om 0 0 cam z - �o — y Z Z (.0 m v � t 1 1 1 : 1 .�ti r / I 1 r I , I i r 1 1 r 1 1 i : '• `� I 1 j Aj __ ' — �>y {, `, J� ' +���. E !' /' '(�5 ; SCW ,<$ — AS -• �„'._ ,.. , ., �(1 ( _ 1 t,� % 1 ,. V111 AS 1� „',I�l .1 (��L•1 ------ ,• �� _I� 1 4t ,I. _ {,!�_ �' 1 4 ' ', � ( •• t . j � t. .� •) 4 ��.'"- ' '1 _ ? -v` � � ,1 r'� � �•►+, , °� I _ N. t -u }u . -.- -� d .r/ •U 1 _ , \\ 1. , ` t i r�� JI .h ( I' t v F h - - - •�•Is- . 1 ` '' ``''. i jij��(1� i ii.i 1''� 11 �f i!\11 ,Y':.L i I , l; 11?! t{ j 1 l K AIL ! NL VIA l; d�'�' N (:�K= :T 1't f E R (' E I'ti ='F ', `'A• t r_- ..a•�'• 1�`` \` 1 I •.1.11,,, ✓-T' Y� 'M j 1.1• i:v'r ' ..I �1 Y I !7 t10 Cote Ei`r t -.� •': P +• , Qv•S,y -, h;fr �fr,-t-';tlr► 14A ^- — 1 SRI' t3 • Iii) il�,r'i , \i i i�: rfij ( ri ( � t•,Ir},�„ lyl,, ,�,. 1 T,1(r�' / �� I � , . a u>~.__ � ' I 1 ,i,J I�:1 �-_ i ''I �� `�_ �` �� i i� I� �.t,•I' r`,� E y � -' ,�) r � � I ' \ , ' ) � � I� ' q!•. I,� I , %roNr+ l 111111 I ; �,�NNI �r • f ' I 1 ' , i t, f j� ( /`��l `I•hr 4,11} 4!7. 4 r I (_ r r (` +�` �4 r;nr'il r.r i';f CW}'� +; trlrtiU r�'.nri';Irlr, t < r U ' t I iiJvi i' ; _ , f 'd`, i''411 }M. •i t1r 1 r ,, t lr` (. . I,,t,. '.�L'...'''. r �' ,^ `7 ;� -� C? ' '^ C? 7. CA r , r VI 1' Iw Seed WX Seed C areas of disturbed so;?, 45# /acre. kopecurus genicuictus Agrostis oregoners,s r r estucc rubro Al Fft imi SHEET NO Dale_ ft- 1 &27X4 VVETLAND WTIGATM PLANTING PLAN SCALE 10=X 7)27M5 o NORMED WAREHOUSE AND OFFICES / l amw NW. pax - PC A"wv CIF _,* soup= xm mm 2 ftmwft� wt ""w I rocc%vocm %%V ow 0c k-XXFW% t PC mum ps Own V MM101 IES 3N WOOMMAWASMECTOFMA NORMED DEVELOPMW A 9 0 L IF 8 0 0 =01A "M SMOOK WFW 40 or SWW" 30" OF 5 I f lb �j C H • L �� - SYMBOL SCIENTIFIC NAME Rcsc nutkana M Ace► - E e c p a p Y' t e 0 Dog Cc S r C!! D : C I C val-is Fusco 'joulus boisarrifera f)opuius t-lernu'!o;dcs OF Pseucotsuga Tefi;esi, Hw Scl,'lx hookeriorIc Pw Suiix iucido S ., So:*x sitchers's D !"u Pilcotc I 'su heterophylc Shrubs-.. Acer circincturr. Cornus stolorife'lo A Cauitherla shcHon Li tonice►o 'nvolucrctc M&onla oqiifoiiur^ Seed WX Seed C areas of disturbed so;?, 45# /acre. kopecurus genicuictus Agrostis oregoners,s r r estucc rubro Al Fft imi SHEET NO Dale_ ft- 1 &27X4 VVETLAND WTIGATM PLANTING PLAN SCALE 10=X 7)27M5 o NORMED WAREHOUSE AND OFFICES / l amw NW. pax - PC A"wv CIF _,* soup= xm mm 2 ftmwft� wt ""w I rocc%vocm %%V ow 0c k-XXFW% t PC mum ps Own V MM101 IES 3N WOOMMAWASMECTOFMA NORMED DEVELOPMW A 9 0 L IF 8 0 0 =01A "M SMOOK WFW 40 or SWW" 30" OF 5 I f lb �j Polys"lcnuT, rrun'turr • Prunus emcrginctu- Ribes lacust. Rosa gym.nocma Rcsc nutkana Rut)us spec E Sorrbicus rocernos', Sr,phoricarpos o'uL;s Seed WX Seed C areas of disturbed so;?, 45# /acre. kopecurus genicuictus Agrostis oregoners,s r r estucc rubro Al Fft imi SHEET NO Dale_ ft- 1 &27X4 VVETLAND WTIGATM PLANTING PLAN SCALE 10=X 7)27M5 o NORMED WAREHOUSE AND OFFICES / l amw NW. pax - PC A"wv CIF _,* soup= xm mm 2 ftmwft� wt ""w I rocc%vocm %%V ow 0c k-XXFW% t PC mum ps Own V MM101 IES 3N WOOMMAWASMECTOFMA NORMED DEVELOPMW A 9 0 L IF 8 0 0 =01A "M SMOOK WFW 40 or SWW" 30" OF 5 I f lb �j 'A t• r n PERMITTING 1. STREAM RESTORATION CONSTRUCTION MUST ADHERE TO ALL REQUIREMENTS AND PROVISIONS STATED IN THE FOLLOWING TWO DOCUMENTS: A) HYDAULIC PROJECT APPROVAL, DATED JUNE 10 2003 FROM THE WASHINGTON DEPARTMENT OF FISH AND WILDLIFE. NOTE REQUIREMENTS FOR NOTIFICATION, FLOW BYPASS, CHANNEL REALIONMENT, FISH REMOVAL, EROSION AND SEDIMENT CONTROL, AND SEASONAL LIMITATIONS. B) NORMED WAREHOUSE/OFFICE BIOLOGICAL EVALUATION, DATED MARCH 2002 PREPARED BY ADOLFSON ASSOCIATED. PARTICULARLY NOTE SECTION 6.6 RECOMMENDED CONSERVATION MEASURES. EXCAVATION 1. PRIOR TO THE START OF EXCAVATION, THE CONTRACTOR SHALL PROVIDE INFORMATION REGARDING WHERE THE EXCAVATED MATERIALS WILL BE DISPOSED. CONTRACTOR SHALL PROVIDE EVIDENCE THAT THE MATERIAL WAS DISPOSED OF AT THE LOCATION INDICATED. 2. THE TOP TWELVE INCHES (12') OF SOIL SHALL BE REMOVED FROM THE ENTIRE EXISTING WETLAND AND DISPOSED OFF41TE TO REMOVE ALL REED CANARY GRASS AND SEED BED. 3. CONTRACTOR SHALL TAKE ALL PRACTICABLE MEASURES TO AVOID COMPACTION DURING EXCAVATION AND WEED REMOVAL. INVASIVE WEED REMOVAL WITHIN TREE PROTECTION AREAS SHALL BE DONE BY HAND. 4. PROJECT BIOLOGIST SHALL BE PRESENT DURING WETLAND EXCAVATION FOR REED CANARY GRASS REMOVAL, PROVIDE THREE DAYS NOTICE BEFORE COMMENCING EXCAVATION WORK. STAKING 1. CONTRACTOR SHALL STAKE STREAM CENTERLINE AND TOP OF BANK PRIOR TO STREAM EXCAVATION FOR APPROVAL BY THE PROJECT BIOLOGIST. GRAVEL 1. THE GRAVEL MIX SHALL BE PLACED A MINIMUM OF 12" DEEP, FROM EACH ROOTWAD TO 10' DOWNSTREAM, AS DIRECTED BY THE BIOLOGIST TO FORM A NATURAL STREAM BOTTOM. THE ROCK SHALL BE PLACED IN A MANNER SUCH THAT ALL RELATIVELY LARGE STONES SHALL BE ESSENTIALLY IN CONTACT WITH EACH OTHER AND ALL VOIDS FILLED WITH THE SMALLER MATERIALS TO PROVIDE A WELL- ORADED, COMPACT MASS. 2. GRAVEL SHALL BE PROVIDED IN THE FOLLOWING SIZES: w-25" DIAMETER -10 % BY VOLUME .23" -1.S" DIAMETER - 40 % BY VOLUME 1.5" -3" DIAMETER - 35 % BY VOLUME 3 "-4" DIAMETER - 15 % BY VOLUME 3. THE CONTRACTOR SHALL CLEAN THE BOULDERS OF ALL DIRT AND LOOSE DEBRIS PRIOR TO PLACING THEM INTO THE go SAIL TOPSOIL 1. TOPSOIL SHALL BE A MIX OF SIX INCHES (6') OF IMPORTED TOPSOIL WITH AN ORGANIC CONTENT OF AT LEAST 30 % AND SIX INCHES (d") OF IMPORTED COMPOST (CEDAR GROVE COMPOST, OR APPROVED EQUAL) EVENLY SPREAD OVER THE ENTIRE WETLAND AREA OR AS DIRECTED BY THE PROJECT BIOLOGIST. TOPSOIL MIX SHALL BE MECHANICALLY WORICED INTO THE TOP 12" OF REMAINING SOIL IN TWO, SIX-INCH LIFTS - COMPOST SHALL NOT BE PLACED WHEN THE GROUND OR TOPSOIL I FROZEN, EXCESSIVELY WET, OR IN A CONDITION DETRIMENTAL TO THE WORK. EXISTING C�! VER T iE =7.8 l J l PA" i 12N, 2' ALUMINUM 51GN W'TtI 'NrITE REFLEC'VE BACKGROUND. IN5 - AL!- IN LOCA "IONS 5MOWN ON a FRc55URE 'REA'ED WOOD P05 wl'r .12" CHAMFER A TOP 5LOFE CON"Il F - O DRAIN AWA+ FROM P05 CONCRETE COLLAR G" DEEP OF CRU5rEC ROCK i 2' VW N .T.5. J i '_ 2 ---►_ - - - — "�^ • t �� . = ,(, ^'� y 'mil` i, �t i v I vv s% j -K v ✓ •tip \/ `' `' E 1 1 ' k Ago «soN � is 39 m � Fie n cog SHEET NO. � _ ''—� ► Dale: �27�5 node � !=� E - S TREAM RESTORATNM PLAN SCARE I*= Rl�.wised: 7�27M5 iy - NORMED WARE NOVSE AND OFFICES � "COUB s� A... I�w � aim � � �� aF -•� s�ou�c�s:� � � Y f ft 7wIS� �C 3R AI► M/' cl a ]I�► - DEVEL - - - A 8 0 L F s e w Ift r scumm 01110kam comAlmom 5 s"Ma W.wpol"alr►+ P LJ . � - � -_ - �. ,- �"'�' �.� . _. . -�..- _ .- �- .- .rw -`�.r -_ .s �..a�- sw - ^- T...s1- �.�.. � •F- �1-_'�l � w.VA•'��' i�"�r�.w 1�.R.�.' \ -�.wr+ �• i 4 4 0 GENE i T - - - R00 WAD PLANTING We5tern Redcedar or Douglas Fir. Embed stem far enou 9 h into bank to ORIGIN re515t movement. 1. PLANT MATERIALS SHALL BE NATIVE PLANTS, NURSERY GROWN IN THE PUGET SOUND AREA OF WASHINGTON. HANDLING 1 • PLANTS SHALL BE HANDLED SO AS TO AVOILD ALL DAMAGE, INCLUDING OREAKON0 BRUISING, ROOT DAMAGE, SUNBURN, DRYING, FREEZING OR OTHER INJURY. PLANTS MUST BE COVERED DURING TRANSPORT. PLANTS SHALL NOT BE BOUND WITH WIRE OR ROPE IN A MANNER THAT COULD DAMAGE BRANCHES. PROTECT PLANT ROOTS WITH SHADE AND WET SOIL IN THE TIME PERIOD BETWEEN DELIVERY AND INSTALLATION. DO NOT LIFT CONTAINER L ,/ - STOCK BV TRUNKS, STEMS, OR TOPS. DO NOT REMOVE FROM CONTAINERS UNTIL READY TO PLANT. WATER ALL PLANTS AS NECESSARY TO KEEP MOISTURE LEVELS APPROPRIATE TO THE SPECIES HORTICULTURAL REQUIREMENTS. PLANTS SHALL NOT BE ALLOWED TO DRY OUT. ALL ---- --_ PLANTS SHALL BE WATERED THOROUGHLY IMMEDIATELY UPON INSTALLATION. SOAK ALL CONTAINER - GROWN PLANTS THOUROUGHLY PRIOR TO INSTALLATION. BARE ROOT PLANTS - ~ _. F ARE SUBJECT TO THE FOLLOWING SPECIAL REQUIRENTS AND SHALL NOT BE USED UNLESS MME _ PLANTED BETWEEN NOVEMBER 1 AND (MARCH 1, AND ONLY WITH THE PERMISSION OF THE WETLAND BIOLOGIST. BARE ROOT PLANTS MUST HAVE ENOUGH FIBROUS ROOT TO INSURE PLANT SURVIVAL. ROOTS MUST BE COVERED AT ALL TIMES WITH MUD AND/OR WET STRAW, MOSS, OR OTHER SUITABLE PACKING MATERIAL UNTIL TIME OF INSTALLATION. PLANTS LOW FLOW CHANNEL WHOSE ROOTS HAVE DRIED OUT FROM EXPOSURE WILL NOT BE ACCEPTED AT INSTALLATION COI R LOG INSPECTION. Secure with stakes. IRRIGATION NEWLY RESPO N SIBL E INSTAL ED PLANTS FOR RR THE DU RATI ON of TH WAADEQU TY PERIOD. CONTACTOR UNANCHORED LARGE WOOD INSTALLATION SHALL PROVIDE TEMPORARY IRRIGATION PRIOR TO BEGINNING PLANTING. CONTRACTOR MAY N.T.S. PROVIDE ALTERNATIVE IRRIGATION METHODS ONLY WITH APPROVAL OF THE PROJECT WOLOGIST. DAMAGED PLANTS _ 1. DAMAGED DRIED OUT, OR OTHERWISE MISHANDLED PLANTS WILL BE REJECTED AT INSTALLATION INSPECTION. ALL REJECTED PLANTS SHALL BE IMMEDIATELY REMOVED FROM THE SITE. ROOT WAD with 8' min. trunk attached. PLANT NAMES Tip diameter to be 1. PLANT NAMES SHALL COMPLY WITH THOSE GENERALLY ACCEPTED IN THE NATIVE PLANT 12"- 1 8 ". NURSERY TRADE. ANY QUESTION REGARDING PLANT SPECIES OR VARIETY SHALL BE REFERRED TO THE WETLAND BIOLOGIST. PLANT SUBSTITUTIONS ' r7 1. PLANT SUBSTITUTIONS ARE NOT PERMITTED WITHOUT THE PERMISSION OF THE WETAND I ANGULAR BOULDER5 BIOLOGIST. SAME SPECIES SUSTITUTIONS OF LARGER SIZE DO NOT REQUIRE SPECIAL I PERMISSION. HOWEVER, SMALL PLANTS OFTEN EXPERIENCE LESS TRANSPLANT SHOCK AND ADAPT MORE QUICKLY TO SITE CONDITIONS, RESULTING IN A HIGHER SUCCSS RATE AS IN57A AN !SUCH, SMALLER PLANT'S WILL BE APPROVED AS SUES BASED ON CERTAIN! SITE-APECIFIC CONDITIONS (TREES NOT iii--Ffts TMAw 4 mkt unm ams t QUALITY AND CONDITION , 1. PLANTS SHALL BE NORMAL IN PATTERN OF GROWTH, HEALTHY, WELL VIGOROUS, WITH WELL - DEVELOPED ROOT SYSTEMS, AND FREE OF PESTS AM DiSEArTiES. DAMAGED, DISEASED, PEST - INFESTED, SCRAPED, BRUISED, DRIED OUT, BURNED, BROKEN, OR MW DEFECTIVE PLANTS WILL BE REJECTED. PLANTS (TIN PRLINIING WOUNDS OVER 1" IN DIAMETER WILL BE REJECTED. ROOTS 1. ALL PLANTS SHALL BE BALLED AND SURLAPPED OR CONTAIN UNLESS ` Col R LOG. EXPLICITLY AUTHORIZED BY THE WETLAND BIOLOGIST. ROOT BOUND PLANTS OR 10" PLANTS t �ln5tall at toe u -naer WITH DAMAGED, CRACKED OR LOOSE ROOTBAI.LS (MANOR DAMAGE) WILL BE REJECTED. cogs. See root wad IMMEDIATELY BEFORE INSTALLATION, PLANTS WITH MINOR ROOT DAMAGE (SOME IIROKEN ' ' Irstallavon profile. AND/OR TWISTED ROOTS) MUST BE ROOT - PRUNED. MATTED OR CIIICLING ROOTS OF CONTAINER -GROWN PLANTINGS MUST BE PRUNED OR Us AND THE SIDES OF THE ROOT BALL MUST BE ROUGHENED FROM TOP TO BOTTOM TO A DEPTH OF APPROXIMATELY 'TR` ='"" FL C" HALF AN INCH IN TWO TO FOLM PLACES. UNANCHORED LARGE WOOD DETAIL PLANTING 1. GRUB AND REMOVE EXISTING GRASSES AND HERBS FROM EACH PLANTING PIT TO EXTEND 6 INCHES BEYOND THE WATERING BASIN CIRCLE. MAINTAIN EXISTING VEGETATION 2 FEET BEYOND PLANTED PLOT. 2. THIS PLANTING PLAN 13 DESIGNED TO REPLICATE NATURAL PLANT COMMU ES IN %A �_ 4'0% AREA SPECIES COMPOSIT1DIN AND ENT. EVEN iPACMiG AND -RM ii' �.�. TM �.sTM ; 2� e• uti +�tivR� °,ash wr'r rrrt-rr ARE NOT DESIRED WITHE EXCEPTION OF THE EME11GEINT AWE LIVE STAN PLANTING. I � F'-- �aClc GROuN� �w� AIl�ATAM M � �st�wes• � Ins_h - !A _. OBIS 5r - - - NVN 0 v= C"ArrmIYrIM11►10 5E5 5-'E =' r FOR SIGN - _X - 3. ACTUAL PLANTING LOCATION TO BE NED BY FMD INSTALL 'L"''� c *"��^' °' ENHANCEMIENT PLMMNG AROUND EX1wi I i VEGETATION. i I. ALL PLANT MATERNAL SHALL BE HEALTHY, - U1 Mt AmI�WlI ONLY STOCK. WEAK OR OAMA16E0 PLANTS HILL I E REJECTED BY TIE PROJECT ONXAM 1ST. vow 4:t4 ° R_ 55 A* 'R`A J►" PJS` 10 . ,7• S. DEPENDNNG ON THE AVAILABILITY OF NATURAL RAINFALL, THE LANDBC.APE MAY NEED TO PROVIDE w AL WwTE1lf11G TO ENSUNIE PLANT S. PLANT PROCU NT, , CAM l ' OF EXIST ING SOIL AND VEGETATION, ANO WATE#INBi ARE TO BE PER LANDISCAPE � � i } ! , � � '' V ST -�- �- f T. THE LANDSCAPE CONTRACTOR !ilALL 100 % PLANT SUIRVIVAL FOR ONE YEAR GO►.::. = AFTER PR0IAS/OIiAL ACCEPTANCE sV THE owNER-S ATIVE ALL DEAD OR Of PLANT MATERLAL SHRILL BE BY TINE Alta TMROtIGI! TIE FOLL01111111111111111 YEAR. PWOR TO PLANT WTALLATION, TIE SHALL NOTIFY TIE PROJECT 11401 610 r OF ANY 0311 11 IOM THAT AM 1 JUDGED TO FAIR PLANT SURIAVAL, ALT'EEIATIVES WILL BE BY TIE PIIOIJEIGT _ BIOLOGIST PRIOR TO PLANT FO NE R O YEAR AFTRE DATE OF �TANIA TL � 4 SMALL BE FOR ALL PLANTS AIIIi MA TO ! - SURVIVAL Q c ' .•cam `f ..� _ _ _ Z IL TIE OIWNER'S !lREAiiENTATfVE WILL M0111PECT THE PLANT'S TO 111111111IFY TO TIE PLANT AND TO PLANT 116111111111MOM olwNmlrs wsiNTATI TINE 11111114"IT TO OR OF PLANTS J1EAla my 1 I TIE OwNEW'S NTATIIVE TO BE 111liiRTAitAL IN TM CASE OF wlEalOW PL�wTS, I L AD U30AL PLANTS SMALL IM IMTALLM IN 1MMTW% S AS Tn AcNIEVE sllllaAlll � N GP A SIGNS mhor A s Ne os or com oR Nr A�� Fie nwte - detaos- dq mss, ate. Dale: 427t% rr�be I NO SCAE &2V5 n�be sm AI.w. W ww 3 4W -*E alllllyw�ry M "* SOAM uSM Naas Sro�illi�, G !Olaf � NMI W EM ac sOiOIc" 4 iSS001 — we URGES - F: sow Luc 'fs -- IEIrG �w►�'aF on-� Fs K owa 08°10 _ f soullm Dr a �Ia� a�srs� Al •LF =•w ! !• • O EON-=, 1 1 pp /�• /" =c NC = G /" ` Imo• CSC• V c � �r• � 5:DC <�5 0!4_Y- AV C-D JZ V `:v '05 5 :R 5 - ACES A - O MA,,.^,;Z R00'5- 2 koc - 5 DI- 7 AM R AM AG �; � !`G a z _ _ z�_ _ DAMAGED "', / � .JF ; _a .,S AHD �'=kff D Arl 53-- %i. 5..' A~ �-� S r.- =A, • - c--• 111: w G �oc�►TIOM OF FENICE sHKL E M T f FIELD By TFE P110=1 110LIC =1 TREE PROTECTION I ROOTElkL DI AME. 1 tR S ��-'!1Vi 2 -4" LAYER OF BARK M;;-CH A 30 CIRC_= AROUND TREES & SHR FINISH GRADE BACKFILL TO BE 2/3 S� L- E XCAVA`�C FROM PLANTIN ?;T P,ti0 ' /3 CEDAR GROVE COMPOST OR = Cuk SCARIFY ECGES CF P'�AN "' N v JCL: _v ALLOW FOR ROO T , PIENE "RAT "� COMPACT SOIL UNDER ROC "BA_L TREE /SHRUB SLOPE PLANTING 1 u f �v� --`' PLAN - 5 �3 - ; ;'•«'���'..� �,; � See P�antma Plar, ;V . ' i t #cc Cort'nue VtapIt' -1G cr f Of Man 1. � � � bar,< d•s *�r�a� i LIVE 5 2 i �-- Ca RIPARIAN PLANTING LAYOUT N T j v�wNO �ricwno� Notes AND DETAILS NORMED WAREHOUSE AND OFFICES �LE _ -�. �.► _.- ..�,.�.....� -. -.� - -. _. _- --- -. __ .'- ' -� -� .... - �...��.�� -_.., .- - _ . _ _ .. �_ _ _�. � �.�.. �_ ...��_ ��....�� _ �� - _+ r.�•_.- r �.�. + -,.. �...�s•� - �• fir.+- w. �+� - _ -- - ...� - ..++.1�!- -� � �.M._ a.r.•�..- � -� � ��..�....�..� . ice. -►-�. ....�� wti.� 1 0 , LOW FLOW CHANNEL MEANDER5 WITHIN STREAM CHANNEL STREAM CHANNEL SECTION N.T.S. i S\1 I Y ROC aA�L AND SPR" AC ROOT EROSION CCNTROI_ i B� ANKF , SL: ��R PLANT .NS ALL.ATIO 1.5 x R f DEPTH f 2 -4" _AYER Or 3AkK V. —CH i`.. CIRCLE A20utiD TRL► S & S R, 9S. 2" AWAY ► ROV ST VS CONSTRUCT 2" ':�tr��H GRAUi` BACKFiLt. '0 BE 2/3 SO'z- FROM P-_AN'INC PIT AND GROVE COMPOST OR EQv,k SCARIFY EDGES OF � \' ..0LF TO ALLOW FOR ROOT PENE'RAT J\ COMPACT SOIL UNDER RCO "3r_: SECTIO TREE /SHRUB PLANTING N.T.S. EDGE OF 5TREAM C11ANN PLAN .I1 :-' _III =11 SECTION 24" MIN. 2 -MAN ROCK - NATUR& FIELD 5TONE BURY 5TONE5 MIN. 12" BELOW FIN15h GRADE, WITH WIDE5T POINT OF 5TONE BELOW GRADE. FINv15*rl GRADE STREAM CHANNEL BOULDERS N .T.5. SCARIFY onnTn ANED SPF EROSION BLANKE' PLANT It CONSTRt WATRIN t.5 X ROCTBALL DtP i r� SHEET NO. 4 I s x ROOTBALL DIAMETER r-- LOW FLOW CHANNEL MEANDER5 WITHIN STREAM CHANNEL STREAM CHANNEL SECTION N.T.S. i S\1 I Y ROC aA�L AND SPR" AC ROOT EROSION CCNTROI_ i B� ANKF , SL: ��R PLANT .NS ALL.ATIO 1.5 x R f DEPTH f 2 -4" _AYER Or 3AkK V. —CH i`.. CIRCLE A20utiD TRL► S & S R, 9S. 2" AWAY ► ROV ST VS CONSTRUCT 2" ':�tr��H GRAUi` BACKFiLt. '0 BE 2/3 SO'z- FROM P-_AN'INC PIT AND GROVE COMPOST OR EQv,k SCARIFY EDGES OF � \' ..0LF TO ALLOW FOR ROOT PENE'RAT J\ COMPACT SOIL UNDER RCO "3r_: SECTIO TREE /SHRUB PLANTING N.T.S. EDGE OF 5TREAM C11ANN PLAN .I1 :-' _III =11 SECTION 24" MIN. 2 -MAN ROCK - NATUR& FIELD 5TONE BURY 5TONE5 MIN. 12" BELOW FIN15h GRADE, WITH WIDE5T POINT OF 5TONE BELOW GRADE. FINv15*rl GRADE STREAM CHANNEL BOULDERS N .T.5. SCARIFY onnTn ANED SPF EROSION BLANKE' PLANT It CONSTRt WATRIN t.5 X ROCTBALL DtP i r� SHEET NO. 4 I s x ROOTBALL DIAMETER PROJECT DESCRIPTION AND EXISTING CONDITIONS NorMed -Shaw Partnership (NorMed) proposes to expand an existing medical supplies manufacturing and wholesale distribution company located at 4310 S. 131st Place in Tukwila, Washington (Section 15, Township 23 North, Range 4 East). NorMed is located on a 6.02 -acre site immediately south and west of State Route (SR) 599, east of Macadam Road, and north of South 131st Place. NorMed is proposing to construct a 39,988- square -foot office/warehouse on the site. The project also includes an additional 54 vehicle parking spaces as well as tractor - trailer access and tum- around areas. Southgate Creek, a tributary to the Duwamish River, and a 1.8 -acre associated wetland occur on the site. As part of the project, the on -site wetland will be impacted. A Joint Aquatic Resources Permit Application form (JARPA) was submitted in March 2002 to the U.S. Army Corps of Engineers (Corps), Washington Department of Ecology (Ecology), and Washington Department of Fish and Wildlife. The materials submitted with the JARPA included: NorMed Individual Permit Supplemental Report, dated March 2002; NorMed Office/Warehouse Development Draft Environmental Impact Statement, dated September 2001; NorMed Office/Warehouse Development Final Environmental Impact Statement, dated January 2002; and NorMed II Warehouse /Office Biological Evaluation, dated March 2002. In May 2002, a completed Coastal Zone Management form was sent to the Corps and Ecology. In response to additional information requested by the Corps, the following was sent to the Corps in May 2002: Wetland Delineation Report prepared by others in 1994 and 1999; Two profile drawings; Two sedimentation and runoff drawings (with one page of text); and Drawing showing existing wetland conditions. Adolfson Associates Inc. has prepared this mitigation plan based upon a grading plan designed by Barghausen Engineers. The overall mitigation concept was designed to achieve a minimum 1:1 replacement ratio for wedand creation to offset wetland impacts as required by Ecology. Mitigation includes a number of additional elements, discussed below. IMPACTS Under the proposed project, 0.74 acre (32,204 square feet) of the palustrine emergent and scrub -shrub wetland will be filled. The portion of the weband that is northeast of the existing building will be permanently lost to construct the proposed business expansion. Much of the wetland in this area is dominated by reed canarygrass, although deciduous trees such as red alder, black cottonwood, and willows are interspersed in the wetland. Some Himalayan blackberry will be lost, most of which occurs in patches along the periphery of the wetland. GOALS AND OBJECTIVES The goal of this mitigation plan is to compensate for the loss of wetland area and functions, and to improve the on -site stream habitat value of Southgate Creek. To compensate for the loss of wetland area. approximately 0.75 acre (32,490 square feet) of wetland will be created and 1.1 acre (47,427 square feet) of existing wetland will be enhanced, resulting in a mitigation ratio of 1.8:1. Under this proposal, there will be no net loss of wetland area as wetlands created equal the area of those filled. Therefore, there will be no net loss in the ability to provide water quality improvement functions. Other functions that may increase under this mitigation proposal include base flow support, storm water control, biological support, and specific habitat ftxwtions. None of the wedand functions provided by this wetland would be expected to decrease under this mitigation proposal. Stream habitat improvements include a combination of daylighbng and adcfing at least 527 linear feet of Southgate Creek, which is a tributary to the Duwamish River. As part of the mitigation proposal, dean gravel will be added to a meandering channel bed. Large cobbles and woody material, such as root wads. wiN be added to the channel to dea ease flow through the channel, increase the conrxx*vity between the channel and adjacent wettarrds, and increase the habitat viol f the �te � of the stream for fish MITIGATION Mitigation will be required for any unavoidable impacts to wetlands by all applicable regulatory agencies. In addition, the City of Tukwila (City) will require mitigation for wetland buffer impacts. Typically, mitigation for impacts to wetlands and wetland buffers must be addressed in the following sequence: 1) avoidance of impacts; 2) minimization of impacts; 3) restoration of impacted area to preconstruction conditions; 4) enhancement and creation of additional wetland or buffer area to replace lost functions and values; and 5) monitoring the impact and taking corrective actions, d necessary. Avoidance The proposed project cannot avoid the 0.74 acre (32,204 square feet) of wetland impact. Based on economic analyses, which are included in the Supplemental Report submitted in March 2002, modifications to the proposed design would render the project financially unfeasible. Minimization The following measures will be implemented during construction to minimize impacts to the wetland during construction: 1) Arrange a pre - construction meeting, to be held on -site, with the construction contractor and a professional biologist to discuss the construction sequence. 2) Clearly mark the limits of the construction area with orange barrier fencing. This type of barrier reduces the potential for heavy equipment to damage vegetation and soil outside the construction area, particularly within the existing wetland. 3) Establish temporary erosion and sedimentation control measures and BMPs, including silt fences, sediment rolls, and straw bales to prevent suspended particles from leaving construction zone. The contractor will be responsible for inspection of all erosion control measures and will repair any damage to the erosion control structures, as needed. 4) Limit grading and excavation work in wetlands, streams and their buffers to the dry summer months (i.e., July through September) to prevent sediments from being transported downstream. 5) Temporary diversion of surface waters during construction of the new meandering stream channel to minimize downstream sedimentation. 6) Staging areas and stockpile sites will be located outside the wetlands and wetland buffers. 7) Maintain erosion control measures throughout the site until bare soils have been successfully vegetated and approved by a qualified engineer. Compensation Mitigation is proposed for the loss of 0.74 acre (32,204 square feet) of wetland at a mitigation ratio of 1.8:1. Specifically, 0.75 acre (32,490 square feet) of wetland will be created and 1.1 acre (47,427 square feet) of existing wetland will be enhanced. In addition, habitat improvements to Southgate Creek include daylighting and adding at least 527 linear feet of new stream channel, providing the streambed with dean gravel, and adding habitat features such as cobbles and woody debris. The project biologist will be on -site during construction of the new stream channel, to monitor the excavation of the channel, placement of habitat features, and diversion of channel flows. Soils/Grading. To achieve the required wetland creation area on -site, the slopes along the west side of the site (42nd Avenue South) will be excavated. The grading plan designed by Barghausen provides sufficient area on -site for a wetland creation mitigation ratio of at least 1:1. The created wetland area will be excavated to match the elevation of the existing wetland. Two wildlife oorridors have been maintained in the wetland buffer and wiN not be graded. The two corrkkxs are intended to allow wildifee access to the wedand froth adjacent areas. To reduce the potential for reed canarygrass to rep- establish in the wedand, the top 12 inches of soil in the existing wetland will be excavated and disposed of off-site in an authorized location. The project biologist will be on -site during removal of the need canarygrass to ensure that all reed canarygrass is removed from the mitigation area and to monitor reed canaMrass removal near retained trees. Weed -free topsoil, composed of 6" topsoil and 6" compost, wil be replaced in the enhanced and created wetland area to a depth of 12 inches. Imported topsoil shall be free of rr%etals and other t�vnir�a is Contractor stta� obtain written docxurre Cation that the The seed mix to be applied to disturbed areas is also shown on Sheet 2. The seed mix will help stabilize the soils and will decrease the potential for non - native plants to become established. To prevent non - natives from getting established and out - competing the planted natives, regular monthly maintenance should be conducted for the first two years from early March through October. Control of non - natives must be done manually or by using small hand -held equipment. Herbicides cannot be used to control non -native plants unless specifically authorized by the City. The seed mix will be watered as needed to ensure survival. In the summer, at least one inch per week is recommended. Jute matting will be placed on any portion of the graded buffer slope that exceeds 2.5:1. The matting will decrease the potential for erosion until the planted vegetation root system becomes established. The matting does not need to be removed as it will be a natural fiber that degrades over time. PERFORMANCE STANDARDS Performance standards have been established to meet the mitigation goals. For this project, the mitigation plan will be considered successful if the wetland meets the following criteria: 1) Installed plant survival of 100 percent through the first growing season; 2) Installed plant survival of 90 percent at second growing season; 3) Installed plant survival of 80 percent at third growing season; 4) At least 60 percent cover by trees and shrubs (includes planted and native volunteers) at Year 5; 5) At least 70 percent cover by trees and shrubs (includes planted and native volunteers) at Year 7; 6) At least 90 percent cover by trees and shrubs (includes planted and native volunteers) at Year 10; 7) No more than 20 percent cover of non - natives or invasive plant species, except reed canarygrass which will be removed if cover exceeds 10 percent; 8) Water at or near the soil surface for at least 12.5 percent of the growing season, or 14 consecutive days; 9) Construction of at least 527 feet of restored stream channel; and 10) Stream habitat features (such as woody debris and cobbles) to remain in place for the duration of the ten -year monitoring period. MONITORING Construction monitoring will be conducted by a qualified wetland biologist. Random site visits during construction will ensure that the mitigation plan is being implemented as designed. It will also ensure that sediment control devices such as silt fences, sediment roils, and straw bales are in working order. In addition, monitoring of the mitigation areas will begin when construction is complete and will continue for ten years post - construction. Methods An "as- built" or record drawing shall be prepared by the Contractor at the completion of mitigation area planting. The as -built drawing shall be submitted to the City of Tukwila and to the Army Corps of Engineers (Corps) within thirteen months from date of substantial completion. The main objective for wetland monitoring is to document the level of success in meeting the performance standards. Monitoring will begin the first full growing season after construction is complete and the plants have been installed. At that time, permanent sampling points and transects will be esW. fished in the created wetland. The size and number of sampling points will be determined by the bk*gist during the initial wedand site visit. Transect locations are intended to characterize the created wetland and enhanced wetland and the wetland buffer. The location of the sampling pants is intended to the success of the mitigation project at several bcadons within the mitigation area. Monitoring of the new stream channel will be conducted by the project biologist to also determine if siltation is occur ring within the new channel. If it appears Out sand or sit are being depositied, the extent of siltation will be visually approximated and recommendabons made for rectifying the situation. Permanent photo points will be established after the first full growing season. The photos will show sar, wN fig points as well as a panoramic view of the entire mitigation area from the reference . Cs Monitoring Schedule The wetland and wetland buffer will be monitor for ten years post - construction. Monitoring in years 4,6,8, and 9 shall be conducted as a "walk- through" level of assessment. In these years, one site visit shall be conducted to visually determine if the mitigation effort is progressing as planned. In years 1,2,3,5,7, and 10, a more "detailed" level of monitoring will be conducted, which includes two site visits annually. The first will be conducted in spring, in which the hydrologic conditions of the created wetland will be assessed, and an overall assessment of the mitigation areas will be performed to verify that the mitigation project is progressing as proposed. The second monitoring site visit will be in the summer of each monitoring year. This site visit will focus on evaluating the installed vegetation to determine the success of the mitigation plantings. Data Collection The following will be recorded during the detailed monitoring site visits: 1) Survival rates of vegetation during the first and third monitoring years; 2) Percent cover of vegetation during monitoring years 2 through 10; 3) General plant health assessment; 4) Documentation of the presence of undesirable plants (weedy and /or non - native species) with estimated percent cover, 5) Assessment of wetland hydrologic conditions; 6) Assessment of streambed and bank conditions; 7) Photo documentation of site will include specified cross sections, as well as overall parts of the site from the east and from the west ends of the site (panoramic views); and 8) Recording of any fish or wildlife species observed. Reporting Monitoring reports will be prepared based on the results of the detailed monitoring site visits. These reports will address the items presented in the preceding section as well as document successes and problems. The reports will recommend plant species replacements, if necessary (see Maintenance section be!ow). Photographs will be included in the annual monitoring reports. The detailed monitoring reports will present the monitoring results for that growing season, with the first monitoring report being submitted one year after the as -built drawing is approved by the City and the Corps. These reports will be submitted within 30 days of completing the monitoring for the given year. Monitoring reports will be submitted to the City, Washington Department of Ecology (DOE), and the Corps. Maintenance Maintenance of the mitigated wetland and enhanced buffefs will begin after completion of the project and continue for ten years. After the initial planting acceptance by the professional biologist, the landscaping contractor will be responsible for plant survival for a period of one year. After that, maintenance will be performed by a qualified professional contracted by NorMed. Maintenance could include, but may not be limited to: 1) Installing supplemental plantings as needed; 2) Watering or providing irrigation during unseasonably dry periods or when the soils are unusually dry; 3) Removing non -native or invasive plant species if invasive cover is greater than 20 percent of the area, except reed canarygrass which will be removed if cover exceeds 10 percent of area; 4 Providing additional cobbles or woody debris to stabilize stream banks, and 5) Providing fencing around ground plants to prevent animal damage. CONTINGENCY PLAN If any portion of the mitigation is not - - c c essful, a contingency plan will be implemented. Such ,plans are prepared on a basis to remedy any aspects of the mitigation that does not meet the pwformanee standards. The plan, if regttired, wouid be developed in cooperation with the City, DOE, and the Corps, and approved by t prior to City and the Corps pr to implementation. If ue o on-s� portion - heavy con n n pan measures are " , monitoring bey�orxd the ten- sods for use in the mitigation areas are free of weed seeds and is to the extent yea r period may be required. In addition. thirty - five separate legal parcels and portions of several additional parcels will be feasible. Weed -free topsoil will redcuee the potential for weedy plants to oust -c ompete the planted consolidated into one lot. effec tN* preduolng any fcxther dewkipment of #* on - site wedand To further discourage rye- establis of need canaiiygim in the wedand NATNE PROTECTION AREA A SIGNS ��•� NCB � �� � stream. The corridor. and hi side buffer_ The proposed stA�rnrlydter system wd collect and area, this pk�rtt will be manuaity removed if monsoring indicates that the percent eotier exceeds / r F_ ?� Post !VGPA signs in and per detaiii grown on the dramrigs. Text for the signs star read treat stormwatter from the proposal as well as existing ' and untr es b�AdiiN and ten pero�e�rtt. Q as fo _ � -� � �'' \ llows: parking areas (approwrrtia�etY 1.6 aces). rig an iffqwDvernent of per quality as P106action of U1eS natural area is in your Car' @. Wnpared to the extsting condition. Pl ant lns anon. All of the plants to be installied in tine wetland and graded wedand buffer are Allefaltion x dis#tarbanoe is prdhibiied pursuant to TINC Chapter 18.45-5. Please call the City of shown on Sheet 2. AN of these plants are native to the area and will! th add drAw%y to e Tukwia for move ifftflow. habitats, and 10 the sly of the w�edartd area. Plants should be installed \ ,,`'' October and March. when ttre plans are l" to be domrwrt. To ensure si"vall of the planted - sp aces. 11 will be provided lo the entire arBA for the fast two years dunng the `+ oill I summer or &rnng periods o+ urx�sua�y low prec�itatiork At Feast one of vraler per week shoved t)e prorrdW. ADOLFSON 14 TES. M_ Die: 4127�5 rr� �-�, ..- = , SHEET NO. NO l- l4W rr�b�e — E \�. NORMED WAREHOUSE AND OFFICES sm shilliftft M ww rorik Rox row 0 4meTTY of psa so s us"M pox 11111A low IIMOC 'S illy M31. AKA At—."Jm ASSOC/ TIM W_ 1111 l'ln P 4M) 7M}M we � OR 1G AM AMEC I OF aTA � F cos) �9 a�rarw NO OEVELO A ID • L F i O A 90E G'�OIr6111 TMr6 •?7M p�! /M► a�rf �wi�/�rt V I f OF 5 __ . - � - : ►+. -wry.. �... �...^..+ _ �,- ...r.. 4 r 16 4 4 l � 46 SD-1 OVERALL SITS PLAN SD-2 SITE LIGH7M PLAN SD-3 SITE DETAILS C14 CIVIL COYER SHEET C24 GRADING, DRAINAGE R UTILITY FLAN C34 STORM DRAINAGE NOTES AND DBTATLS C44 WATER AND SBWSR PLAN C54 TESC PLAN c6-8 TESC NOTES E DETAILS C74 WETLAND NUMATSD GRADM PLAN C84 WETLAND MITIGATED CROSS SECTIONS L1 OF S LANDSCAPE PLANTIN PLAN - BUILDING L2 OF S LANDSCAPE PLANTING PLAN - MACADAM L3 OF S LANDSCAPE NOTES E DETAILS L4 OF S IRRIGATION PLAN LS OF S IRRIGATION NOTES 0 DETAILS L1.0 WETLAND NIITIGATION PLANTING PLAN Ll.l WETLAND MITIGATION NO'T'ES R DETAILS L11 WETLAND N [ITTGATION REPORT A -1 ARCHITECTURAL FLOOR PLAN A -2 ARCHITECTURAL ELEVATIONS R D11TAII.S A -3 ARCHITECTURAL RBFLBCTED CEILING WITH LKRITING A4 WALL SECTIONS A - s WALL SSCT'IONS L BUILDING CROSS - SBCTRM A-6 DETAILS 5.1.0 OF 13 STRUCTURAL NOTES S.1.1 OF 13 FOUNDATION PLAN 5.1.2 OF 13 FOUNDATION SEC11ONS S -1.3 OF 13 WALL PANELS S.1.4 OF 13 WALL PANELS S.1.5 OF 13 WALL PANELS S. 1.6 OF 13 WALL PANELS S.1.7 OF 13 PANEL SECTIONS S.1.8 OF 13 PANEL SEC71ONS S. 1.9 OF 13 PANEL SECTIONS 52.1 OF 13 ROOF FRAMD40 S22 OF 13 ROOF SECTIONS 52.3 OF 13 ROOF SECTIONS VICINITY MAP ray To xxe �,.. :_ .. P� • es - I . •• ,� ZQNWS C&1 s 34*3 WRAC c& FRONT 25' = SAP2 SIDE 5' . 4AV REAR 5' a 2M YM aeE - 262AW OF • 6 .49 EXISTN.x IIETLA10. 1011 OF • 2.s LAND9CAF FRONT as a 64 CARS SIDE 5' REAR m' EXISTNG 283#20 OF (11% ) NEW 3%Wl OF TOTAL: OCCPANCY GROW- S- GFF#CE: 31 WA F FACTOR1r TYPE Cr- CONSTRUCTION fX1STM V-S SPRNKLEREC 2 SIM ( 1254 INCREASE) (3O00M MW P'IgOP%06 ;p: 111 -8 SPRIKB ED 3 I f a w LE -f25 (1) a 1K KWASE MXJDNM 4Er -44: 45'4 STORIES MAXR'slI" 1 (R) 24' S i�lOI1N AREA - 20W • W • L i0O 12000 • aAOO.360OO = 51000 3f. PAR36: MMTM P41606 13 55 STALLS) EWTM dLDW MA20 SF. " CARS REQMMD OFFICE: F05T R.00R 1150 OF (300O) s 34*3 4W OF = SAP2 fft: FMl3T FLOOR: 4000 OF (V1 W) . 4AV . 2000 OF a 2M W SE: FIRST A.00R 0" OF N20O1O) • 6 .49 5900 OF • 2.s TOTAL CARS a 64 CARS NEIV OL LDM AW1 SF OFFICE: RW FL, 0W 1000 OF (34W = 21 2000 OF b W L- FIRST FLOC M 32W OF (VMM) . n TOTAL CAR' • 44 CARS 'TOTAL STALLS REOANB> WS STALLS TOTAL STALLS . Ib STALLS C4 PACTS ALLOD (M O3 •32 STALLS) TOTAL COMPACTS *STALLS 116,0 SIC. STALLS REG11 : 5 W 1 VAN LNG. STALLS SWOT k 5 NCL.1 VAN DasTM SU DM I •e04ILT- &A" 9 40 A$P AL.T= La w 9 W- AL - (m TAX Td a nLTRE - D0.Srm m&DoG C��'113A'IIossm PC V4. W, 9. ROME 2311 10004P E $ ,% MW-Al dprfta (To be am"m Ipm soma of mom so wt PM OF WM 3 A14D a LOOS I AND r OF ft CM r AV PCOMOK OF LUr 46 ADC LOWS 5 W t T OF @Crow 2: AND L0M 5 SM 1 40 w SM w OF 9L= A PMVMA A 041PLX OF LrO% I rD 5 Eft am MUM OF vdcAw 4m 0tm sew JW vwGAIW 4M PLC 6001k oLMUL Lm awe aftam3op feww"m INPLAaapLg s = v 5 MEN t w% I�O0 11oK CP VOCAM AM PLACE 208 ft AC W E f= 2 CP NNOM WLAT OF LM ► TO ! VGVMM fft PIGIMM CP VdCAW 400 ftACE 90l ug F-- FILE IT W W � Y M FkM mAew P-o. _ ,, , __.`.S and Onduft�, G' �I of c%- not IriOiStjon - - c;; c- friarim AEr t aC� a � tI `� _... dew 3- Dow 1 zo � o .... '-'"" BUILDING DDIMO 1 �a TRA49O1lMER '* /� /i ,�� •D ON V dQ PAD IL ARE SM RACK / / /j / / ,.- , ;.; *0 STAND jj �j // ��/ j //� ..'.'. :.: �:. .: ,' 4' LArDJC+41°E E � ����; sltie:l be r'nade to tl�c'='opE / / / �/ ...•.'....'.. \ ._y : - �* c-icr ��g•'a1 of / / / ` / /• .... .. PIPE TO DE c,: c• - ,�, _ ... ... / ...... rr'' - 4-ft a r►ev-- rian SUb'•r IMM / // / / � �/ / j/ / �� ...........:...:...: ' ♦ / h� i,,,:� ,,de 6 dr-,''orzi plan rev °e.v !2-. ,... an / • 6 ON.A"MR / : : : : .' : .... �� iiL�E1tATOR V ; . ' ; ;.,.:.. �....... WAS (TWEE MR Gh/tL) W. / / / \ ..... 1'LDESI'ItlAN LW ........... / / NCREASE RA DK S .:.:.'..... •.:: '.'.•.:.:..' . ,,� / / ,• an FOR TPLKX G �. r . / O RAMP //0011 4, 39,W SF. / o>, O Coco hy •� ' ` ..� Q ♦ �� ,� o o QD < '� 1 ; �' �� •N • mu WiN / N W a. LL. ` • i .�. •:.:...'..'....:.... ,. � D � � / /ice �'� � . 0 40 10 PIP NWLY 1100, somem MUMS ENTRANCE ism 410 EX WYE GAS L.I�N� • . /� _ / z 4w OR CIVL E11419500EMPAE601WIMIA z DRA UWA FOR Rom � � Emm4 .,• / rf4WVEMEKf0, TYP. 1 `'•� \ / f // /� EV IE4 ED FIR �1 cemPLIACE c ir o Csa cn r x Of Tu W low BUS .D G I)NIS c) w SE CS Q %mom polt Nowt c. w 0 rE P LAN o !MDlD /ILA ANA M M � 4-- SD-1 L! =+ a 4 a I R ft a 16 q U ANLAFV _99NffM9Qn0 NOTES- PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1 -800- 424 -5555) FOR UTILITY LOCATIONS. co14TAM PROJECT MANAGER: DESIGN ENGINEER: _ OWNER: IN 242 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206 -433 -0179. 3. REQUEST A PU13UC WORKS UTIUTY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALUNG 206 -433 -0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SWILL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PUNS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDEUNES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PUNS REQUIRE PRE - APPROVAL FROM THE OWNER, THE ENGINEER. AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SWILL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS. UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHAM PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11 • ALL SURVEYING FOR PUBLIC FACILITIES SHILL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SWILL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE. USING NAD 83/91 SURVEY CONTROL AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE. THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR . RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS--OF- WAY. EASEMENTS, AND ACCESS TRACTS. COVER SHEET A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON CMIRWIKM I. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERM17TEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS. AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE /CONTRACTOR SHILL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS 17 A. ALL WORK IN ROADWAYS SWILL MEET TMC 11 AND THE ; �' FOLLOWING: B. PRIOR TO ANY ACTIVITY IN CITY RIGHT -OF -WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL THE TRAFFIC CONTROL PLAN ILI SHALL INCLUDE THE LOCATION ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SWILL MEET MUTCD REQUIREMENTS. C. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE 1 r 83 6O r / CLOSURES IN THE TUKWILA URBAN CENTER. 0 20 40 80 / Y AND VEHICULAR ACCESS TO BUILDINGS D. FIRE. PEDESTRIAN, � ,\ SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS.' - E. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS y >. USING STREET SWEEPERS. USE OF WATER TRUCKS FOR �''` ' �, \ • . > ' CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE �� ? DIRECTOR. F. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. / / tS� 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDEUNES AND DESIGN AND CONSTRUCTION STANDARDS. AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL. UNLESS OTHERWISE APPROVED. Q ,. 2. MARK ALL STORM DRAIN INLETS WRTH "DUMP NO WASTE' AND EITHER 'DRAINS TO : K - ' �/ / f : l /' ` STREAMS" "DRAINS TO WETLANDS' OR 'DRAINS TO GROU AS Y � ' -:4 La 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 If SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATC THE SIDE SLOPE. 0 If f � Of E V, A X NOFNED BULDING Of Of T�ij .. _' - _. _ _ - - r� � - \ ` fir^ �� ���_- -- --- , • s . f�.� �.s.i �..�� .. �+:�r��.� � _ . 1-x- l l r.► � - -- - -^ _ -- ^' - j �... -- - - - - - - - - - - - - - - - - - - - - -- '� ~+ �r� .. ^ 1 1 1 1 .0 CNL HVQ L& P+OMIEF BlARlGHAlJSEN CON%LTM ENG94EM INC. SEATTLE M. Loa 18215 72ND *4ENLX SOUTH 1300 N. 97TH STREET. RY• 115 N(NT. wA gem SEATTLE. VA 98103 PHONE: 206- 251 -4M PHONE_ 206-48"275 FAX: 206- 251 -5762 DAN K. BAIaELU. P.E. WA7MsewE aTY OF TUKWRA DEPT. OF D EVELOPMENT 6300 SOUTHCOM BLVD., #100 TuKwRA a% 981 PFIOW-- 206- 431 -3661 CAROL LAMB - - - -e •• c IF 1 1 IL IL r .� •• T 04 L • ►• - • • :. _ •• • • - C •• z llei I- _ +fir -+•- "-_ -.- "�.� � �.•...,,.• - YwJ+..- _ - fir..•- _mow - . fir- - _mil MCI.- - - - - - ;.•_. � •�- �\ _ - ...,.•......_ -_.. _ • is • FAX: 206- 386 -9110 808 GARCIA PUGET SOM ENERGY 805 156TH AVENUE INLE BEL EVUE, wA 9M7 PHONE: 206- 447 -3174 FAX: 206 - 257 -3M M M OLSEM M �T 12550 2674 METRE OL,E SEATT1,E W1 M125 PHONE- 206-345-47M 1 �\ NORTN . 130 ST ST 4 q`F = S 133 ST lot 0 VICINITY MAP N.T.S. DE9Ct�''1101�k (To be crrsated upon vacation of streets and lot consolidations) PORTIONS OF LOTS 3 AND 8, LOTS 9 AND 10 OF BLOCK 1; AND PORTION OF LOT 4 AND LOTS 5 THRU 7 OF BLOCK 2; AND LOTS 5 THRU 7 AND 14 THRU 16 OF BLOCK 3, FOSTORIA GARDEN TRACTS SUBDIVISION OF LOT'S 1 -5; TOGETHER WITH LOTS 10 THRU 22 RIVERTON A REPLAT OF LOTS 1 TO 5 TOGETHER WITH PORTIONS OF VACATED 43RD AVENUE SOUTH AND VACATED 43RD PLACE SOUTH. EXISTING NORMED LEGAL DESCRFTION (PARCELS #734920013509; 734920005305) LOTS 8 THRU 13, BLOCK 3 OF RNERTON REPLAT OF LOTS 1 TO 5 TOGETHER MIRK PORTION OF VACATED 43RD PLACE SOUTH; AND LOT 8, BLOCK 2 OF RIVER'TON REPLAT OF LOTS 1 TO 5. TOGETHER WITH PORTION OF VACATED 43RD PLACE SOUTH. BASIS OF 8 rVC RECORD OF SURVEY #9204309006 IN BOOK 86 OR SURVEYS AT PAGE 242. RECORDS OF KING COUNTY. VUM AL PATM FINISHED FLOOR OF NORMED BUILDING PER SCHROETER SURVEY. JOB #89136. ELEV. =15.23 O NEW BUILDING ENTRANCE. - OE 'T C5 - TEAC. PLAN C6 - TEAC. IV - ME AID MALB ♦• •• • k --•••.tea• TYPE 11 CATCH J" ~ - • ' •.tea• TYK I CAJ • ' C`. ► BAS EXISTING TY I CATCH BA - . • •. -�. STORM DRAIINA r ..■.■ VW K 01111OW" FMM THE 01151INCION SWE WFOIRM OF IMQU11111II a PROPOSED SANTARY SEWER LINE IBM CONK= SANTARY SEWER MANHOLE � I • • • •.tea• SANTARY SEWER CLEANO OF TEL EXIS MO R SMU1 ON T1E,!SE PINMS at wr FORIMM rfJE E X I STM SANITARY MANHO trKm- m IMO 901L 1IlO Tw IMO %9"m LOCH? m Plat 10 C�4 7Ie1Ct� E)asTm SAM7ARY SEW UNE INS SHO LL MOLD CA:/A LAXITY LOOK • ! -- �9� NO 1101 P�011im o aSTING VIIATER ae E) aSTM FW HYDfV - --- BEFOW v= M Y 1 at IRE s' _ OF SO �R85 AS Sill ON 1�E,'$�E X. - pum Am rm ref 11E ! O IMO T 10 AT 110 i O 1!E C011111111CMIL PUI AMMR 10 71Eg 110 sma8 f»m 1w 9iEl ALT X= W. 10 AL ON a. 0 • •. -aa a N N - • - •. -a� SPCr. ELEVATIONS IL D( SPOT Fl RTIO a.. CONT*JIRS CL •p1 IPR OPOSEID MOLL .= lE =l .. �i .m cu mcww VJLDW cn V U 2 j Z Z 1 BULUM COVER SHEET A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON CMIRWIKM I. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERM17TEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS. AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE /CONTRACTOR SHILL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS 17 A. ALL WORK IN ROADWAYS SWILL MEET TMC 11 AND THE ; �' FOLLOWING: B. PRIOR TO ANY ACTIVITY IN CITY RIGHT -OF -WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL THE TRAFFIC CONTROL PLAN ILI SHALL INCLUDE THE LOCATION ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SWILL MEET MUTCD REQUIREMENTS. C. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE 1 r 83 6O r / CLOSURES IN THE TUKWILA URBAN CENTER. 0 20 40 80 / Y AND VEHICULAR ACCESS TO BUILDINGS D. FIRE. PEDESTRIAN, � ,\ SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS.' - E. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS y >. USING STREET SWEEPERS. USE OF WATER TRUCKS FOR �''` ' �, \ • . > ' CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE �� ? DIRECTOR. F. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. / / tS� 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDEUNES AND DESIGN AND CONSTRUCTION STANDARDS. AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL. UNLESS OTHERWISE APPROVED. Q ,. 2. MARK ALL STORM DRAIN INLETS WRTH "DUMP NO WASTE' AND EITHER 'DRAINS TO : K - ' �/ / f : l /' ` STREAMS" "DRAINS TO WETLANDS' OR 'DRAINS TO GROU AS Y � ' -:4 La 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 If SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATC THE SIDE SLOPE. 0 If f � Of E V, A X NOFNED BULDING Of Of T�ij .. _' - _. _ _ - - r� � - \ ` fir^ �� ���_- -- --- , • s . f�.� �.s.i �..�� .. �+:�r��.� � _ . 1-x- l l r.► � - -- - -^ _ -- ^' - j �... -- - - - - - - - - - - - - - - - - - - - - -- '� ~+ �r� .. ^ 1 1 1 1 .0 CNL HVQ L& P+OMIEF BlARlGHAlJSEN CON%LTM ENG94EM INC. SEATTLE M. Loa 18215 72ND *4ENLX SOUTH 1300 N. 97TH STREET. RY• 115 N(NT. wA gem SEATTLE. VA 98103 PHONE: 206- 251 -4M PHONE_ 206-48"275 FAX: 206- 251 -5762 DAN K. BAIaELU. P.E. WA7MsewE aTY OF TUKWRA DEPT. OF D EVELOPMENT 6300 SOUTHCOM BLVD., #100 TuKwRA a% 981 PFIOW-- 206- 431 -3661 CAROL LAMB - - - -e •• c IF 1 1 IL IL r .� •• T 04 L • ►• - • • :. _ •• • • - C •• z llei I- _ +fir -+•- "-_ -.- "�.� � �.•...,,.• - YwJ+..- _ - fir..•- _mow - . fir- - _mil MCI.- - - - - - ;.•_. � •�- �\ _ - ...,.•......_ -_.. _ • is • FAX: 206- 386 -9110 808 GARCIA PUGET SOM ENERGY 805 156TH AVENUE INLE BEL EVUE, wA 9M7 PHONE: 206- 447 -3174 FAX: 206 - 257 -3M M M OLSEM M �T 12550 2674 METRE OL,E SEATT1,E W1 M125 PHONE- 206-345-47M 1 �\ NORTN . 130 ST ST 4 q`F = S 133 ST lot 0 VICINITY MAP N.T.S. DE9Ct�''1101�k (To be crrsated upon vacation of streets and lot consolidations) PORTIONS OF LOTS 3 AND 8, LOTS 9 AND 10 OF BLOCK 1; AND PORTION OF LOT 4 AND LOTS 5 THRU 7 OF BLOCK 2; AND LOTS 5 THRU 7 AND 14 THRU 16 OF BLOCK 3, FOSTORIA GARDEN TRACTS SUBDIVISION OF LOT'S 1 -5; TOGETHER WITH LOTS 10 THRU 22 RIVERTON A REPLAT OF LOTS 1 TO 5 TOGETHER WITH PORTIONS OF VACATED 43RD AVENUE SOUTH AND VACATED 43RD PLACE SOUTH. EXISTING NORMED LEGAL DESCRFTION (PARCELS #734920013509; 734920005305) LOTS 8 THRU 13, BLOCK 3 OF RNERTON REPLAT OF LOTS 1 TO 5 TOGETHER MIRK PORTION OF VACATED 43RD PLACE SOUTH; AND LOT 8, BLOCK 2 OF RIVER'TON REPLAT OF LOTS 1 TO 5. TOGETHER WITH PORTION OF VACATED 43RD PLACE SOUTH. BASIS OF 8 rVC RECORD OF SURVEY #9204309006 IN BOOK 86 OR SURVEYS AT PAGE 242. RECORDS OF KING COUNTY. VUM AL PATM FINISHED FLOOR OF NORMED BUILDING PER SCHROETER SURVEY. JOB #89136. ELEV. =15.23 O NEW BUILDING ENTRANCE. - OE 'T C5 - TEAC. PLAN C6 - TEAC. IV - ME AID MALB ♦• •• • k iR !we � i r T � � • • I 94AL BE FULLY RESIN 08TAB1M POi1/M FM1 THE J" ~ _FOR A ND �T10M. C`. MONA�C'� SURVEY 1MRT MlW BE AFFE�?ED�� 1 /ALAN. Pt 1M1f 70 WC 33Z -! 2D. AFPLXXnDM OW K =VUETED B+f A EN FEIRD i/MD SURVEVR AP FOR 1 10 F93A Y X115 VW K 01111OW" FMM THE 01151INCION SWE WFOIRM OF IMQU11111II a OR IW 00111ACING 7 ENt D► 78LONOE IQ (m) qw -11MQ IBM CONK= SWE 0~116111 OF � I PUKE LIMO S UWWV OFFIM OF TEL EXIS MO R SMU1 ON T1E,!SE PINMS at wr FORIMM rfJE N trKm- m IMO 901L 1IlO Tw IMO %9"m LOCH? m Plat 10 C�4 7Ie1Ct� �WIlrl 10506 INS SHO LL MOLD CA:/A LAXITY LOOK • ! -- �9� NO 1101 P�011im � Z ae LVO of Ct�S11� TEL 1111804m 0 - --- BEFOW v= M Y 1 at IRE s' _ OF SO �R85 AS Sill ON 1�E,'$�E 9�L K IMAM � A L/�1 AIT 1!E Cif AO pum Am rm ref 11E ! O IMO T 10 AT 110 i O 1!E C011111111CMIL PUI AMMR 10 71Eg 110 sma8 f»m 1w 9iEl ALT X= W. 10 AL ON a. 0 01 ` N N %U IL CL •p1 iR !we � i r T � � • • ! 401 Ili RI -FOW AN Us PLAN AND � T % c 0R L2 - ROAD PLAN 1 - L4 - FRC3MM PLAN U - �Mlllll ON w I Im AND [DETALB FAX 2N-345-1843 I 94AL BE FULLY RESIN 08TAB1M POi1/M FM1 THE J" ~ _FOR A ND �T10M. C`. MONA�C'� SURVEY 1MRT MlW BE AFFE�?ED�� 1 /ALAN. Pt 1M1f 70 WC 33Z -! 2D. AFPLXXnDM OW K =VUETED B+f A EN FEIRD i/MD SURVEVR AP FOR 1 10 F93A Y X115 VW K 01111OW" FMM THE 01151INCION SWE WFOIRM OF IMQU11111II C7 OR IW 00111ACING 7 ENt D► 78LONOE IQ (m) qw -11MQ IBM CONK= SWE 0~116111 OF � I PUKE LIMO S UWWV OFFIM OF TEL EXIS MO R SMU1 ON T1E,!SE PINMS at wr FORIMM rfJE N trKm- m IMO 901L 1IlO Tw IMO %9"m LOCH? m Plat 10 C�4 7Ie1Ct� �WIlrl 10506 INS SHO LL MOLD CA:/A LAXITY LOOK • ! -- �9� NO 1101 P�011im � Z AL OF 1FE COMM UlkM AT •' 1w Lft" 10 PHr5lCftff LVO of Ct�S11� TEL 1111804m 0 - --- BEFOW v= M Y 1 at IRE s' _ OF SO �R85 AS Sill ON 1�E,'$�E 9�L K IMAM � A L/�1 AIT 1!E Cif AO pum Am rm ref 11E ! O IMO T 10 AT 110 i O 1!E C011111111CMIL PUI AMMR 10 71Eg 110 sma8 f»m 1w 9iEl ALT X= W. 10 AL ON a. 0 01 ` N N %U IL CL •p1 � �i � cn V U 2 j Z Z N El E W � 0 X 'Q i.i. 0 CC - W CL _p - C4 v O cV 00 Z ar ^3I Cr 0 Ld N N Ca 2 Go W N N V �- Ne t� a � a d� J ! 401 Ili RI -FOW AN Us PLAN AND � T % c 0R L2 - ROAD PLAN 1 - L4 - FRC3MM PLAN U - �Mlllll ON w I Im AND [DETALB FAX 2N-345-1843 I 94AL BE FULLY RESIN 08TAB1M POi1/M FM1 THE J" ~ _FOR A ND �T10M. C`. MONA�C'� SURVEY 1MRT MlW BE AFFE�?ED�� 1 /ALAN. Pt 1M1f 70 WC 33Z -! 2D. AFPLXXnDM OW K =VUETED B+f A EN FEIRD i/MD SURVEVR AP FOR 1 10 F93A Y X115 VW K 01111OW" FMM THE 01151INCION SWE WFOIRM OF IMQU11111II OR IW 00111ACING 7 ENt D► 78LONOE IQ (m) qw -11MQ IBM CONK= SWE 0~116111 OF � I PUKE LIMO S UWWV OFFIM OF TEL EXIS MO R SMU1 ON T1E,!SE PINMS at wr FORIMM rfJE 1111 N SIo'T SF- P.O. 470 trKm- m IMO 901L 1IlO Tw IMO %9"m LOCH? m Plat 10 C�4 7Ie1Ct� �WIlrl 10506 INS SHO LL MOLD CA:/A LAXITY LOOK • ! -- �9� NO 1101 P�011im � Z AL OF 1FE COMM UlkM AT •' 1w Lft" 10 PHr5lCftff LVO of Ct�S11� TEL 1111804m 0 - --- BEFOW v= M Y 1 at IRE s' _ OF SO �R85 AS Sill ON 1�E,'$�E 9�L K IMAM � A L/�1 AIT 1!E Cif AO pum Am rm ref 11E ! O IMO T 10 AT 110 i O 1!E C011111111CMIL PUI AMMR 10 71Eg 110 sma8 f»m 1w 9iEl ALT X= W. 10 AL ON Fp0lS I= KFUCOM OF SW '.ML Awl E 110 01 ` • R 1 �i lb 1 NPOW5 9,732 C`. V � Vl C ■ N • V � � Z �T ' �• CL 01 ` W ti IL CL •p1 = cn V U 2 j Z = - - W LLJ Z X 'Q i.i. aL D Z W - CN N N _p - O cV 00 Z ar ^3I I ?C N N Ca 2 Go W N N V �- Ne t� d� J i J am► R 1 �i lb 1 NPOW5 9,732 A. o " k It 5 qm4- 'won aw 0 ap w 1 0 -,: ar dop .0p dO *0 .0, dop d0- do aw -00 d W r r r s NEW GAS UNE low aw op aw 00-01 - . 115.08 aww LEX SiCN EX. GAS SOME SAWCLff AND PATCH PER / \ \ ,� APPROX. -tW (I - AN DARD RMULT FIELD VERIFY. FULL DEPTH WITH UKE KIND MATERIALS. (TYP.) \\ \--EX. POWF R nOLE EX. CA' H BASI 12" CONC N = _3 5 POW E R P 0 L E 12" CONC E = 3 6 8 C', W.. LUM GRADING, DRAINAGE AND UTILITY PLAN A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC, 15 T. 23 R. 4E, W CITY OF TUKWILA, KING COUNTY, WASHINGTON NEW COO, TYPE 1 STA. 4+09.76, 14.92'RT. W/SOLID LOCKING LID RIM= 13.5 1Ew8.97 NEW CS 1, TYPE 1 STA. 4+10.36. O.C. RIM= 1 2.62 IE=10.62 53 LF go DI 0 0.25% 70 LF 80 DI 0 0.2X �1�11. '�I �'1t1�� 11' .) 1 NEW C809 TYPE 1 INSTALL AT END OF EX. PPE MM=12.75 IE=9.1 1 f X. 8 " p IE=q- I I CONNECT TO DL PIPE L ) U U L o 19-, U (.) L 0 9 -, � ( 0 CiJ ' 00 c) c "C. 0 -0 ()Or) Gu _ Go 12* SUBGRADE COMPACTED TO 95% Diuml 0 *_... rfPICAI- PAVF=MF=?JT.qPn_TlnN ' \ �\ /j _ NOT TO SCALE B RAMP'�� DETAII, 1,2 E)K._QA BASIN 1 0 2.82 X, 2" CONC NE=9.63 1 2 COW NW=9.63 d l�e "N" SE_ '0.34 N , . w .0. aw ,, 4w *w 490 " *w ON • 60' CAP VARrES EXT RUDED RUDED CURB (Typ.) PROFILE 2_01 CcwwIw asvm CLASS AiSlPWLT COMIE PWANW r cmg " c OEM CRUM L ACCIr M CMAM OR 2 AM SAUM 10= all. kc �E IL ddPmliW w loft dl, WAN. V% KV GAS UNE TO BE 41r CMP PIPE C00I �-- _ ,_ ,j � � i POOL" dop QC0 14- -> cc r SEE SW- 47 FOR dip aw PqCYCE :JRA.N--,,,� COMM AM WILL � � ' ,� .. ••+� 3�'�r� A- - 9 OW dop 40. DED C DETAL kc rc ScAl , xM_3_w_!ck C B I Rim= 1,9 TOP CPP NE=9.66 (HAS 1 _ir-i ' Wl. T EE R 1- EvE '1 11 8TM STR6'.'TLiRE=5- .7 , (UNABLE To ACCESS O T HER IHER PIPLES) 2* COMPACTED DEPTH- CLASS 'B' A.C. PAVEMENT 4* COMPACTED DEPTH CRUSHED ROCK BASE COURSE OR 2-1/2' ATBI NEW 8* IE=10.1 24 LF 8m DI 0 1.OX x NEW 0 N 1p "X. x x l PROPERTY CIMOn STA. 0+63.54. &97' LT V V02 !2 1!2 Air, sae_ lk V= N :7 = REVIBVED PCi \r l �- ,►-' -• ' % ,�� ' C '. � NW =4.5[ WDECC',Dj T N`l\ N .41 irty Of Tukloo, `J- r 41b iE DJILDT - I )TVIS TON _F',NSHED GRADE ci zw_ N L; t E:�6:RE D E 6 :)YC :-EN;j AS R 0, TO CLEAN -.Novi AND FbOVE SEDRIENT ROOF DRAIN CLEANOUT DETAL Zol =some= LM 0 1 \1 I F4 4i.. Z O Zvi& I � g n OLffALL WITH cf) 0 RIP RAP I qq z V) W IE=8.2 4c 2 0. 0 J L " F 80 D1 0 7.OX 0 CN 4 c l*4 04 X� m cl* 0*4 00 FY. C1 LINK FEV_lE_ x 0 Z 04 V CJ 04 r *-_ M 0 W CL 04 U-) tc) IN 100 LLJ c*4 z NEW C812, TYPE 1 STA. 5+23.28, O.C. e4000 RIM= 12.35 IlEml 0.35 NO 1 .9 X NEW WATER LINE SEE SHT. C4 NEW CJW3, TYPE 1 STA. 6+61.56, 0.26 FT DlkA- 4 F) INA fr IL Lol 1p NEW COO, TYPE 1 STA. 4+09.76, 14.92'RT. W/SOLID LOCKING LID RIM= 13.5 1Ew8.97 NEW CS 1, TYPE 1 STA. 4+10.36. O.C. RIM= 1 2.62 IE=10.62 53 LF go DI 0 0.25% 70 LF 80 DI 0 0.2X �1�11. '�I �'1t1�� 11' .) 1 NEW C809 TYPE 1 INSTALL AT END OF EX. PPE MM=12.75 IE=9.1 1 f X. 8 " p IE=q- I I CONNECT TO DL PIPE L ) U U L o 19-, U (.) L 0 9 -, � ( 0 CiJ ' 00 c) c "C. 0 -0 ()Or) Gu _ Go 12* SUBGRADE COMPACTED TO 95% Diuml 0 *_... rfPICAI- PAVF=MF=?JT.qPn_TlnN ' \ �\ /j _ NOT TO SCALE B RAMP'�� DETAII, 1,2 E)K._QA BASIN 1 0 2.82 X, 2" CONC NE=9.63 1 2 COW NW=9.63 d l�e "N" SE_ '0.34 N , . w .0. aw ,, 4w *w 490 " *w ON • 60' CAP VARrES EXT RUDED RUDED CURB (Typ.) PROFILE 2_01 CcwwIw asvm CLASS AiSlPWLT COMIE PWANW r cmg " c OEM CRUM L ACCIr M CMAM OR 2 AM SAUM 10= all. kc �E IL ddPmliW w loft dl, WAN. V% KV GAS UNE TO BE 41r CMP PIPE C00I �-- _ ,_ ,j � � i POOL" dop QC0 14- -> cc r SEE SW- 47 FOR dip aw PqCYCE :JRA.N--,,,� COMM AM WILL � � ' ,� .. ••+� 3�'�r� A- - 9 OW dop 40. DED C DETAL kc rc ScAl , xM_3_w_!ck C B I Rim= 1,9 TOP CPP NE=9.66 (HAS 1 _ir-i ' Wl. T EE R 1- EvE '1 11 8TM STR6'.'TLiRE=5- .7 , (UNABLE To ACCESS O T HER IHER PIPLES) 2* COMPACTED DEPTH- CLASS 'B' A.C. PAVEMENT 4* COMPACTED DEPTH CRUSHED ROCK BASE COURSE OR 2-1/2' ATBI NEW 8* IE=10.1 24 LF 8m DI 0 1.OX x NEW 0 N 1p "X. x x l PROPERTY CIMOn STA. 0+63.54. &97' LT V V02 !2 1!2 Air, sae_ lk V= N :7 = REVIBVED PCi \r l �- ,►-' -• ' % ,�� ' C '. � NW =4.5[ WDECC',Dj T N`l\ N .41 irty Of Tukloo, `J- r 41b iE DJILDT - I )TVIS TON _F',NSHED GRADE ci zw_ N L; t E:�6:RE D E 6 :)YC :-EN;j AS R 0, TO CLEAN -.Novi AND FbOVE SEDRIENT ROOF DRAIN CLEANOUT DETAL Zol =some= LM 0 1 \1 I F4 4i.. Z O Zvi& I CD d o C '� ; = 49 a � g n o � cf) 0 I qq z V) W 04 ro 4c 2 0. 0 CID N 0 CN 4 c l*4 04 m cl* 0*4 00 Go I x 0 Z 04 V CJ 04 r *-_ M 0 W CL 04 U-) tc) IN 100 LLJ c*4 z CD d o C '� ; = 49 a � g n o � 0 z V) x 4c CD d o C '� ; = 49 a z OLIN 04 .Jw V= - .- • - - __ - -qo--- _ mow. - r_� _+._•�- - ___ - I - - - ob le qft C9 lL4ffiNE- knod • 1* W) C4 I— LLJ LLA W_ a: La (L a_ [a @ cn Fj E cx_ a:_ 45 n V) z V) LAJ 4c LLJ 4< LL_ c) rz L&J x ::* ICE CN 4 c l*4 - X 0 0 m cl* 0*4 00 CN M CD r-- CID LE W i 04 r *-_ W) C4 Z Z U-) tc) IN 100 LLJ c*4 z OLIN 04 .Jw V= - .- • - - __ - -qo--- _ mow. - r_� _+._•�- - ___ - I - - - ob le qft C9 lL4ffiNE- knod • 1* W) C4 I— LLJ LLA W_ a: La (L a_ [a @ cn Fj E cx_ a:_ 45 I r ..M STORM DRAINAGE NOTES AND DETAILS 184' 12• INLET FROM SPILL �y CONTROL MH 16 a D A L 4 ' •o • 18' 17' 84' 2 36'x ' WATER OUALITY WET VAULT PLAN W SCALE: 1 " =10' 186' 166' (END OF BAFFLE 92' ACCESS MANHOLE WITH FRAME, GRATE AND LOCKING COVER - MARKED AS 'DRAIN", (TYP.) WITH STEPS TO BOTTOM OF VAULT. 76' GRATE c� AND � LOCKING COVER MARKED AS "DRAIN", (`IYP.) WITH STEPS TO BOTTOM OF VAULT. 12" VENT TO GRADE WITH LID (TYPM) ACCESS MANHOLE d PA VENT LID (TRAFFIC BEARING, 18.15' 12' INLET FROM SPILL CONTROL MH #7 1.0' T 17' A 12' OUTLET TO STORM REMOVEABLE BAFFLE WALL MATERIAL FILTER OVERFLOW TO BE CONCRETE. STAINLESS STEEL, FIBERGLASS EL =12.0 5'x10' ACCESS REINFORCED PLASTIC, WOOD OR OTHER ACCEPTABLE FINISH GRADE FINISH GRADE MATERIAL APPROVED BY THE CRY. FINISH GRADE i!i —' -- �- � I— � I� _____.I � I �I i____-I I - � i — � -� I� --- �` j� r r � -I ! —� I I I I� - l --1 � _-__� r�i � —i ! i_.. -.I —� �� i —• I ( —i i I -�I _'- i I j r i �- i _ —� G - a` e • • d ♦ • c • a n • o 4 • 1 a Q ° ° v • •• ° a < G • a a . a e a STATIC WATER SURFACE EL =9.7 IE =9.7 7.0' EL. =6.25 EL AT BOTTOM EL =5.50 EL AT BOTTOM 0.47% OF V CHANNEL =5.0 0.4OF 0.64X V- CHANNEL = 5.0 OF a s •C • ° c W 47 ,•a d n ° . _ ♦ . G ° e a _ _ ♦ d • a a • 4 v • G a 4 • , • ♦ • • a TE I 106' i I 36'x186' WATER OUALITY WET VAULT SECTION A--A SCALE: 1"=10' HORIZONTAL 1 " =5' VERTICAL 1 10.2t� 4 ' D oll D VAULT ROOF � VENT DETAIL FINISH GRADE co a co ir 7nn7� 7nn7d J N • a 12 STEEL. PIPE FLANGE AT BOTTOM 1 2` DI. a - r 'G SCALE: 1"= 10' HANDRAIL F. =12.0 STATIC W. S. EL =9.7 EL =5.80 - SCALE: 1"=10' HORIZONTAL 1' VERTICAL c O Q Q 4 O ti7 O c L# c c a a a � O D �� C:'n O d== O C7 O �- dc= 4P= O O O O O O O O O DS MAHNOLE CO C o 0 0 0 0 o Q a T - O < O 8 E (,H- 20)(TYP. OF 2) _ _ _ _ OUTLET 2. cPE PROJECT STO DETAILS AND MFS SPECIFICATIONS ---� - a +� O O O O TLET CDS MEDIA T SYSTEM o o . o BOX WITH PIPE 00 0000 o P ° o SUDE GATE 12" CP 00 0 0 0 y s Q o 0 0 0 < VAULT SIZE $X 6 g._a• INt o°o 0 0 12" CPE 18 X 12 . TALL COLLECTION P o & o FILTER CANISTERS BOX o 0 o f o_o 0 0_ _ DESIGN W A TER DJAL:Y - LOW (CFS) C 8 (INLET PIPE(S): •ofte- detention - szec , or doss Loading owr cM-f cm-.w� -sue= cFt/n P EAK FL OW 0.823' RE* URN PER:O� C= -wM F- YRS): ..� ti, , MSER Or ZAP 3GES X X x X — X X X X 'x" i 7 _ - �` FO:Di'vG CAN'S =R ' ►. CMI ZR �_� _A� "� _r s_ ; C�1t , 4 ,. �'('11R __tYA �0! ` .' 1 c\ 3. " COS 41l kHN� SuP°O�' RACK. do =�A►ME f-'- 2v?�T'I'?. 2) pw _ N' SHEZ AD; ti�yl3c� w�� :C. ;.: `c,�, ; ,:,a DE•�T,e':)ti5 SXE?�,.,: , _�, i �� R ' M Cam= ` -5'= 1 ;q%ok- ASS � � C` ^'S' NGslr♦► �s 3 =.�5 1IE� x..£ Wa I" - WA- .�v�CC �3� � 7 r ASS -3E BA 1- = X26 - S �*.' C_ - _; _ ,� SIC 1k tv ' :Q� =?Ov '�; '= _:.'� ��� ='J►? "� _ ''"' yr• �� S c = �` ,.A J .:�. -__ �•ac � . _ _:• �- x= : .mss . rl�CW 4 :; + ;AR • a W :Aw cE .. AP PROVW., Lvasopc cam. tt .`A : : ' 'QC.rE: $AFC S'S' :10 coo X53Gk ASyS-ma 6 aE5 ',;IBS ;F= CE ',. W' :!,M - -5W :.ASS - - . 90C)0 3.�i6,S %OW '` rCE , 5cz` : -fic - A2'3 46 d6 -d 4jr r TLieftG sew 816 MTER WITH 8PAM 26 Kj1E 'W TA" h� v MAINTENANCE ACCESS DOOR SWILL BE ADA COMPLIANT WITH 1/4" MAX. OPENINGS RIM =15f O W ui N N 3 co x IV 0 wa.3N v `Z V `Z Z a �m� r � ! c ox ° 2 CL CL m vs _ i 2 U i W Z Z f - W Q ONGO vim_ Z CO °� N W W Q .-- .•- Z 3 N in V Z t If) kn Go LAJ �J z r - cp co�� 0 a z S '�lES 9 —�. --err "+•�ti�. --._ �� -.. �" r, �OU: PIPE(S): •-E v� OF :A.R "iiDGES ;I c - +ES` own ;s.� -• cs*!- +nom -s..x� n-�*', ti, , MSER Or ZAP 3GES X X x X — X X X X 'x" i 7 _ - �` FO:Di'vG CAN'S =R ' ►. CMI ZR �_� _A� "� _r s_ ; C�1t , 4 ,. �'('11R __tYA �0! ` .' 1 c\ 3. " COS 41l kHN� SuP°O�' RACK. do =�A►ME f-'- 2v?�T'I'?. 2) pw _ N' SHEZ AD; ti�yl3c� w�� :C. ;.: `c,�, ; ,:,a DE•�T,e':)ti5 SXE?�,.,: , _�, i �� R ' M Cam= ` -5'= 1 ;q%ok- ASS � � C` ^'S' NGslr♦► �s 3 =.�5 1IE� x..£ Wa I" - WA- .�v�CC �3� � 7 r ASS -3E BA 1- = X26 - S �*.' C_ - _; _ ,� SIC 1k tv ' :Q� =?Ov '�; '= _:.'� ��� ='J►? "� _ ''"' yr• �� S c = �` ,.A J .:�. -__ �•ac � . _ _:• �- x= : .mss . rl�CW 4 :; + ;AR • a W :Aw cE .. AP PROVW., Lvasopc cam. tt .`A : : ' 'QC.rE: $AFC S'S' :10 coo X53Gk ASyS-ma 6 aE5 ',;IBS ;F= CE ',. W' :!,M - -5W :.ASS - - . 90C)0 3.�i6,S %OW '` rCE , 5cz` : -fic - A2'3 46 d6 -d 4jr r TLieftG sew 816 MTER WITH 8PAM 26 Kj1E 'W TA" h� v MAINTENANCE ACCESS DOOR SWILL BE ADA COMPLIANT WITH 1/4" MAX. OPENINGS RIM =15f O W ui N N 3 co x IV 0 wa.3N v `Z V `Z Z a �m� r � ! c ox ° 2 CL CL m vs _ i 2 U i W Z Z f - W Q ONGO vim_ Z CO °� N W W Q .-- .•- Z 3 N in V Z t If) kn Go LAJ �J z r - cp co�� 0 a z S '�lES 9 —�. --err "+•�ti�. --._ �� -.. �" O n O O Mimi O O O o • - O O O O I w �► - �� - .� .� - .� �� _ O O O O O O O O O ti, , MSER Or ZAP 3GES X X x X — X X X X 'x" i 7 _ - �` FO:Di'vG CAN'S =R ' ►. CMI ZR �_� _A� "� _r s_ ; C�1t , 4 ,. �'('11R __tYA �0! ` .' 1 c\ 3. " COS 41l kHN� SuP°O�' RACK. do =�A►ME f-'- 2v?�T'I'?. 2) pw _ N' SHEZ AD; ti�yl3c� w�� :C. ;.: `c,�, ; ,:,a DE•�T,e':)ti5 SXE?�,.,: , _�, i �� R ' M Cam= ` -5'= 1 ;q%ok- ASS � � C` ^'S' NGslr♦► �s 3 =.�5 1IE� x..£ Wa I" - WA- .�v�CC �3� � 7 r ASS -3E BA 1- = X26 - S �*.' C_ - _; _ ,� SIC 1k tv ' :Q� =?Ov '�; '= _:.'� ��� ='J►? "� _ ''"' yr• �� S c = �` ,.A J .:�. -__ �•ac � . _ _:• �- x= : .mss . rl�CW 4 :; + ;AR • a W :Aw cE .. AP PROVW., Lvasopc cam. tt .`A : : ' 'QC.rE: $AFC S'S' :10 coo X53Gk ASyS-ma 6 aE5 ',;IBS ;F= CE ',. W' :!,M - -5W :.ASS - - . 90C)0 3.�i6,S %OW '` rCE , 5cz` : -fic - A2'3 46 d6 -d 4jr r TLieftG sew 816 MTER WITH 8PAM 26 Kj1E 'W TA" h� v MAINTENANCE ACCESS DOOR SWILL BE ADA COMPLIANT WITH 1/4" MAX. OPENINGS RIM =15f O W ui N N 3 co x IV 0 wa.3N v `Z V `Z Z a �m� r � ! c ox ° 2 CL CL m vs _ i 2 U i W Z Z f - W Q ONGO vim_ Z CO °� N W W Q .-- .•- Z 3 N in V Z t If) kn Go LAJ �J z r - cp co�� 0 a z S '�lES 9 —�. --err "+•�ti�. --._ �� -.. �" qb J FDC t tr?: �r/ .>. . �- ' ?\ �' `• < ' •'� SERVIM wry n PI .. <, .y"• < �',w�: . . -.h: .R.F bra \ �A -. > ,�j � ' �C �- •�. r . , - "+{f' ., �- DDCVA C' f , IN BLDG./ 14 TN ? r.. x ce BLOW UP DETAIL SCALE: 1 " =10' SANTAM SEWER NOTE 1. ALL YET} 1006 AND MATERIALS SHALL IEEE CITY Of TUKMIIA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANWRD6, UNLESS OTHERWISE APPROVED. 2 THE CONTRACTOR SFMLL IWt1C THE END OF THE SSE SEWER, INSIDE THE PROPERLY LW, WITH A 4 FOQf PRESIIRE TREATED 2 X 4, BURIED IN THE GROUND 4 FEET. THE BURIED END SNKL HAVE A 2 X 4 pF.l1T WYLID TO R i0 PREVENT IMRFIDWIMIAL OF THE STAKE- THE Elff'06m 1 -FOOT SHALL BE PAINTED TRAFFIC YELLOW AND THE DEPTH TO THE SIDE SEMFR OR TEE SHALL BE MlDICATED W BLACK PAM. 3. INSTALL SANfTMY SEWER LKS AT LEASE 10 FEET HORQONfAl1Y, MEASURED EDGE 10 EDGE. FROM ANY EXISTING OR PROPOSED WATER SUPPLY AND AT LEASE 18 INCHES GLOM THE BOTTOM OF A WATER LME WATER SLI".Y NOTES 1. TFE CONTRACTCR SHAM INSTALL CORPORATE STOPS, WATER SERVICE AND PETERS. THE CITY OF TUKWI A WILL NSTAL.L THE 2 PR U TEST ALL WATER YAMS IMO 3. FLUSH AND DISMFECT MON. CLEANED, OR REPAIRED WATER MAINS,. 4. McSTAL L RES'T'ED JONTS AT ALL BENDS TES. AND OTHER DRECI CHANGE& 5- ALL NA;ER MANS SMALL HAW A ASSEMBLY AT TON POII(T IMO AM AMR WhCU M RELY WVE AT HIGH POINT OF PAN. S. 04STAL L FRET M IlS'SflOIY SO "T STANDS PLUMS AND SO THAT TW LOST OV7,J7 IS A'' ' Ir ADM THE FMHED GW4E_ THE ASSEMBL Shia i NINE A CLEAR 2+OW AF40L O NttORW OF AT LEAST 41" AND THE PLAM'ER PORT SHftk FACE S'TAEET OR FRET ACCESS. 7. '4f P6 Ai .TER OF A FWE LK WC*LOW PREVOITION DEVICE WALLED OUTSIDE TW BLSDMR' APO UNDEAGROUM SHVIl SAW A 1FVE:. A CER' OF COWTI OR A LEVEL U OF - IF THE NSUII iER IS DIFIFERMr FROM TFE BACIOLM 1 000G111 i TIE *5 TILLER IW SUW. SW IMO DIM TIE PLM66 N AMIM 1 70 THE US SVW SIGNMAL AND QM & MS ^.L ltTER Ives coos" SCR LWS SO 7W 'THE 80 011 OF THE NUM rrw IS Al .FAST to - C ES AM* TIE 10P OF RE SCR LOGE F%ILL SECRM OF MOEN 1i 9D TW qS I IDOW 15 IMIIIE THE SEAR PEE AT 11E CMS91C. 7MS MOM MO SMR PPE. !L O SKI OM S AWLY LKS AT LET 10 FM E7 Y. E= TO EM F=1 AW "NSM OR STEM MO R LEW 10 /ICES IWIE 11E 1W OF A IF A WATER AND SANITARY SEWER PLAN A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T.23 R,.4E W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON 10 LF 10* DI W WIXJL� STA. 4 +46.16. 0.47 RT. 1 -8 "x6' TEE �FL) 1 -6" GATE VALVE (FLxMJ) 11 LF 6" D.I. EXTENSION . N"' 1 -5 1/4 MVO F.H. ASSY. CONC. BLOCKING ' STA. 4 +50.79, 0.65' LT. 1 - 10" 22' BEND (FL 1 - 7 8' REDUCER (FLxMJ') X CONIC. BLOCKING 16 LF 8" D.I. FIRELINE T• STA. 4 +36.56, 2.86' RT. �- 1 -10" 90' BEND (MJ) - CONG. BLOCKING - UTILITY CROSSING I E =12' SD =10.57 TOP 10" w =9.0 � WAW STA. 3+99.11, 19.18' LT. 1 - 10 "x8" TEE (MJxFL) 1 -PIV (FLxMJ) CONC. BBLLOCKII MTALL= r IRRIGATION METER W /1' SERVICE LINE PWAW 1 1 1/2 DOMESTIC DIETER W/ 2" SERVICE LINE. x-139 LF 10" D.I. WM // ` 1 / kNlpiv �'•' • ; l 1117 1 A r r L AI ' , 0 20 40 so RIM= 11.87 6" PVC NW =7.62 8" PVC SW =7.52 UTILITY CROSSING IE =6 SS=7.92 TOP e' w =6.40 25 LF 6" SS 0 2.OX MIN. 8" DOUBLE RIM =15.4 ALL; `- x <..• . DETECTOR \ E 8 2 STA. 2 +60.25, 19.18 LT. 7 CHECK VALVE - " 1 10 TEE FL • 'S '" ASSEMBLY PER . y 1-8" .- SLEEVE (MJ) CITY STD. 1 • -8 GATE VALVE (F1xIrIJ) / , I •. . , \ CONC. BLOCKING 8 * 237 D. J \ �' IE O BLDG. =8.22 `' / ~ � ` \ TO FIELD LOGITE AND VERIFY VERTICAL AND HORIZONTAL LOCATION OF EXISTING WATERMAIN PRIOR TO ANY S LF 6" SS 0 2.07 MIN. ./ ,' �" . REMOVE Ex. PLUG AND TEE p INSTALL: \. 1 -10 x8 TEE (F D 1 -8' GATE V ALVE (R xMJ) re ��• // �,�, //' \ ,' T \\ \` \\\ CONNECT TO EXISTING 8" /� _.• /, �, Y ` MIATERIMAIN ' l /_ r� ���'' ,,�" ,� .-' �' • �, \ ` NOTIFY ENGINEER OF ANY f ,�- , _ _.� D�t�TAI�CiES h _ • ,< 7 MVtk #2 TO HAVE \REDU \ . i' / f' ,'PRESSURE BACKFLOW ASSEM .� / �0 N. FROM PROPOSED STORM LI E. % •' \'9 / INSTALLED PRIOR TO DED1iCT Ll / DEFLECT AT MANUFACTURER SUS RADI /,';'. , ' \ ,,: '`•` EXISTING 1 1 /2' I�WAL•L• J _ -` IRRIGATION METER #1 STA. 7 .37, 7.95 \ / - - o ' RT. 47V BEND (MJxFL, j . �.. , ♦ + /♦ , \ \ `\ 1- GATE V (FLxMJ) " LF 6" D.I. EXTENSION /1-3 1/4 >; EXISTING 1 AND - MVO F.H. H. ASSY. �/ F , METER \ . tx. F.' CONC _ t✓ . \. o . BLOCKING SERVICE #3 TO BE REMOVED , \ , Y 2RE TO BE USED /,� '. / RELEASE HIGH AIR / AND ABANDONED PER CITY // 7 ; �� /� // �./ SANDARDS. 4 ,+�` / REMOIVE EX. 'S 'IMATERu _ ,V ! T ' e� ', ' � AND REPLACE WITH C k . r . H r `\ • \ / \ _.! 1 , i i f \ ,• r / '/ • / / 227 Lf �, 10 D�,,WATER ,n \\ •'a J _ -+ -, i t ,\ / / ^nt_ / // .�, // ,�' / r \ `w� }. `fi , \( SEWER MANHOLE I 1 ► • ! i', \ � -max /,/ /' /� �`� \ ` P RIM= 14.77 ' ? S` ► a �'. =, ! . �. ; i / t ,its //' /// ,'/ > D O PVC NE -4.10 8 PVC NM =4.50 8 PVC SE =4.03 0 DM -'., •'ti. / "• ^ ,', '� !' �, /• ►1.I i I s s :, / EXISTING 1" METER AND / / SERVICE #4 M BE REMOVED w i / J CUT-IN Ex. 1 o wATE, AND ABANDO ,/ /" �� • r ` , NED PER CRY MOVE EX. 8 GATE VALVE s STANDARDS. \ / '�_ ' EX. 10 -r TEE (FL) �", = / •> , ' / -_ _ WATER 7 -10 GATE VALVE'S (FL) 10 01 1 -10 GATE VALVE (FLxMJ) 2-10 DI SPOOLS < NOTE. ADAPTORS /' ' �\ / \ 4 ! j ' / � 2 -10" APTORS \ r Y J / UPGRADE EXISTING FH TO / �• CONC. BLOCKING � i �I FO i CODE ,0 polo nj d�t3 Sty ; C" Of TukwllM �t,�ILi� {rah �� NOTE: 80TH RPPAS SHALL BE MA111WACTURM MAKE NO YODEL WILIOG 975 NO H0190X HM ' CURRENT CfTY STANONR06 NOT ALREADY DOE SO. -------------- - - - - - - - - - �-• 1 F - ` ------------ ------------------------ /'>� �� /' Y A t ` - - - • MANHOLE S• PVC NW =25.89 At � I 8 PVC 5E -25.71 or -rte---- - - -"_- - -- ----------- - ------ _---- /------- - - - - -- Ilk - - - - - -- . , WATER am ER TABLE -------------- - - - - -- ---- -� - - -- ------ - - - - -- ` - - -__ TYPE SRE COMIEI�IT �RVNE��IT ICED -� �_�- err• �_' r r- �r - = _- __ -- - - -�__ _ _- ' /� , .. -_ -_ -- - -- t1 R OAP - - - - - .-= : _ _ IR1R1IcATtoN 1 1 DEDUCT (EXISTING) AM AND RADIO _� t #- _ _ _ _ _ _ „< _ . •- -----" 2 DOMESTIC 2' DOS7tN6 RPPA NO FREEZE PRgTECTION EXISTINIG REMOVE - I - 4 DOMESTIC 1 EXWW REMOVE -- r 5 DOMESTIC 1 11r RPPA NO FREEZE PROTECTION Q i f BRAGAIM 1' �UG•T ) AMR AND 00110 i ti : cd L w w r lle SHALL BE FULLY FOR OSLO" PELTS FROM TW _ _mss sum oaP W"AW OF NA FOR IEIrOMIG A1�O um"camiva OIWIIOIt THE WO INctoR 9+1111u eE wee ros nHE � orE OF ^1 oa-�c sanES +��x SHIM a n� Pura cot ' '�� w Ms� u wau�o�'� " cyu�c u�tnr ��"i ° � „� i� wi OF n+E oasn�c u�m�s a uoo a+o�a aF �a �senr aioa�s 10 CALL �"OI� ymm ' � „"�'ia�n � °01 u�' �s wa � s aoa,ca � ooa�t *a ao�c+ue �u oomu�T Maw�e� � ear .c ,o �W wi wioaers !+oe io wioc� IERACMO ALL SIUil1EY am IIAY fx AFf'W? gr AC7111M. PUPtN vliff TO WC = -120. APPLRJ111O15 IJT K MftEM @r A AMEND LMO Fit PFM15 10 REMW K 089M FIM T MISMIC Sm a umna e ff OF Muft Pat3mm S, OR of 7NM OFFIM 1W 76EPHM IQ (M) 902-1 lot SLUE utrw11ENtr OF III11tAIIIIL IMOURM PLO LMT SUR EY OFFCE K MO GI 11 11 m a mici 1 SHEE� SJ. in TIE PAL sm 470 15 IUCI O L %iuiL1m or ISM00111L ALL Y cot M ON WX GE3 0 ED 9MLL E IMM 1W A LIMO � . Ar 1FE am IMO 10 WONOW lit' THE 0 1 EC 101 OF 1W CWJI gC pulaw 10 TSE 1!E F �R �1w OF 90 OII 9L Am K 1 1w col NOW 1X7 INN la- w s � • E at \„��. 0 ES S. 3j S -. _ i+.."e+' - .,.r .�++- ..�•rr. -� � ._ . .. .- - .... +... .. -. .�... s•. -.r+ - .. _ .... -. �>�- .. .. .. -� .�. . � - ... _ ..- - -- ��... -r. - ...- _...- �. -r-� -. �... -.�..- - '.�..w-- - - - _ �� - � ._ ...- �+^.��. ...- -- .�. - .�- �.v�.+��,... .�. _...w�.•.!.- +.r+� +.�� � -�� - �.-. -� ... �- �... -- w....i.. ..��..... ----- �. - - �w��+.- +�►. -..- �,. _ _ - 1�.-- •�'�'�'c_ s.. .. w+.�r, X '��•. - . w.�.... - .....fir. �a••�..., - 7L91MR vse!Q3 15 ik t 1+1 C4 r Z cc v S I Ul g < Q co w In a 9 Q Z It mw 8 - J b - Z = 09 t3 0 2 O Go ti W 0 x d 0 Z 0 L < L . �2 '� N i � _ ( Z C) N Z Z C �I 8 CL q - • _ N < 3 .- 10 �-- Lo W -. _ i+.."e+' - .,.r .�++- ..�•rr. -� � ._ . .. .- - .... +... .. -. .�... s•. -.r+ - .. _ .... -. �>�- .. .. .. -� .�. . � - ... _ ..- - -- ��... -r. - ...- _...- �. -r-� -. �... -.�..- - '.�..w-- - - - _ �� - � ._ ...- �+^.��. ...- -- .�. - .�- �.v�.+��,... .�. _...w�.•.!.- +.r+� +.�� � -�� - �.-. -� ... �- �... -- w....i.. ..��..... ----- �. - - �w��+.- +�►. -..- �,. _ _ - 1�.-- •�'�'�'c_ s.. .. w+.�r, X '��•. - . w.�.... - .....fir. �a••�..., - 7L91MR vse!Q3 15 ik t 1+1 C4 r Z cc v S I Ul g < Q co w In a 9 Q Z It mw 8 - J b - Z = t3 0 2 O Go W - W m CL 0 x d 0 Z 0 L < L . �2 '� N � _ ( Z C) N Z Z m cp I a p � W N < 3 .- 10 �-- Lo W � F•- 04 to 04 :n z W C4 OD m Y It I �5 a .... u 0 :A -. _ i+.."e+' - .,.r .�++- ..�•rr. -� � ._ . .. .- - .... +... .. -. .�... s•. -.r+ - .. _ .... -. �>�- .. .. .. -� .�. . � - ... _ ..- - -- ��... -r. - ...- _...- �. -r-� -. �... -.�..- - '.�..w-- - - - _ �� - � ._ ...- �+^.��. ...- -- .�. - .�- �.v�.+��,... .�. _...w�.•.!.- +.r+� +.�� � -�� - �.-. -� ... �- �... -- w....i.. ..��..... ----- �. - - �w��+.- +�►. -..- �,. _ _ - 1�.-- •�'�'�'c_ s.. .. w+.�r, X '��•. - . w.�.... - .....fir. �a••�..., - 7L91MR vse!Q3 15 ik t 1+1 C4 r Z cc v S I Ul g < Q co w In a 9 Q Z It mw 8 - J b - Z z Go N m CL 0 -. _ i+.."e+' - .,.r .�++- ..�•rr. -� � ._ . .. .- - .... +... .. -. .�... s•. -.r+ - .. _ .... -. �>�- .. .. .. -� .�. . � - ... _ ..- - -- ��... -r. - ...- _...- �. -r-� -. �... -.�..- - '.�..w-- - - - _ �� - � ._ ...- �+^.��. ...- -- .�. - .�- �.v�.+��,... .�. _...w�.•.!.- +.r+� +.�� � -�� - �.-. -� ... �- �... -- w....i.. ..��..... ----- �. - - �w��+.- +�►. -..- �,. _ _ - 1�.-- •�'�'�'c_ s.. .. w+.�r, X '��•. - . w.�.... - .....fir. �a••�..., - 7L91MR vse!Q3 15 ik t 1+1 C4 r Z cc v S I Ul g < Q co w In a 9 Q Z It mw I ,r q N m CL 0 9 Z N N 0 co M 0 ( Z N 4T 04 = owiiii 110 W � a 3 N iE " w a I ,r q 00 ON BECICE 1. PRIOR TO CONSTRUCTION, OBTAIN ALL APPLICABLE DEMOLITION AND CONSTRUCTION PERMITS. 2. SCHEDULE AND ATTEND PRE - CONSTRUCTION MEETING WITH CITY OF TUKWILA INSPECTOR, GREG VILLANUEVA (206) 433 -0179. 3. LOCATE EXISTING UTILITIES AND 1NITI1TE COORDINATION WITH APPROPRIATE UTILITY AGENCIES. 4. FLAG ALL CLEARING AND GRADING LIMITS FOR PROJECT AS SHOWN ON THE PLANS. 5. CONSTRUCT TEMPORARY CONSTRUCTION ENTRANCE AS SHOWN ON PLANS. 6. INSTALL TEMPORARY FILTER FABRIC FENCE AS SHOWN ON PLANS. 7. CONSTRUCT INTERCEPTOR DITCHES /DIKES AND ROCK CHECK DAMS WHERE SHOWN ON PLANS. 8. INSTALL TEMPORARY CATCH BASIN INLET PROTECTION AS SHOWN ON PLANS. 9. A TIME LIMIT APPUES TO ANY WORK PERFORMED IN THE CITY OF TUKWILA R.O.W. CONTRACTOR TO COORDINATE WITH CITY OFFICIAL FORE TIMING OF ANY CONSTRUCTION WITH R .O.W. 10. PRO`iECT ALL PROPERTIES ADJACENT TO THE PROJECT FROM SEDIMENT DEPOSITION. 11. NO RUNOFF IS TO LEAVE SITE WITHOUT TREATMENT. 12. CLEAR AND GRADE SITE AND AMEND E.S.C. FACILITIES AS REQUIRED. 13. WHEREVER CONSTRUCTION VEHICLES ACCESS ROUTE CROSSES PAVED ROADS, CARE MUST BE MAKE TO MINIMIZE THE TRANSPORT OF SEDIMENT (MUD) ONTO THE PAVED ROAD. IF SEDIMENT IS TRANSPORTED ONTO PAVED SURFACE. THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. 14. WITH EACH LAYER OF FILL MATEIM, INTERCEPTOR DITCHES AND T.E.S.C. FACILITIES MUSH BE GRADED AND MAINTAINED TO PROVIDE POSITIVE SLOPE FOR TEMPORARY EROSION/ SEDIMENTATION CONTROL PLAN A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON f ..r -Ex CHAIN LINK E "4C X , / OLT FENCE , (PER DETAIL SHT. C6) / ~, TEMPORAR V CIM6 i W/ float CHECK DAMS r (PER DETAIL W T11) LAM . X ! / -- - i RIM= 11.87 6" PVC NW =7.62 8" PVC SW =7.52 . (PER DETAIL SHT. I I I it L c���, I,I i r-ao� 0 20 40 80 I M, NIM 6momwoz� \ D�IIO EX CtM GUTTER AO BALK DRAINAGE TO DISCHARGE POINT. 10.4 FLOW 15. ALL DISTURBED AREAS AND EXISTING DITCHES WHICH HAVE BEEN EFFECTED BY GRADING OPERATION SHALL BE HYDROSEEDED UPON COMPLETION OF GRADING � "' � i �/ I I I � , l sill ACTIVITIES AND IN ACCORDANCE WITH GRADING AND TEMPORARY EROSION AND •: / SEDIMENTATION CONTROL NOTES. SHT I - -- - _., _ ... r CAL NLET i _ 'N \ - _ L (PER DETAIL SHT. C6) 16. CONTINUOUS MAINTENANCE AND UPGRADE OF T.E.S.C. MEASURES, INCLUDING DUST TEMP. SEDIMENT TRAP CONTROL. SHALL BE PROVIDED AFTER FILL OPERATIONS ARE COMPLETED. SURFACE AREA �. 17. MOUNTAIN E.S.C. FACILITIES UNTIL ALL RISK OF EROSION /SEDIMENTATION DRAINAGE REQUIRED =1,500 SF 10 j ,P HAS PASSED AND PERMANENT STORM DRAINAGE SYSTEM IS INSTALLED AND (PER DETAIL S MIN. TOP POND= 11.00 - . \ '` M AX. HT. C6) ;' ► LBI�T$ OF = POND =650 SYSTEM. TEMPORARY EROSION AND SEDIMENTATION CONTROL FA ) FUNCTIONAL DO NOT CO NVEY SEDIMENT -LADEN WATER INTO STORM DRAINAGE FACILITIES CAN BE % REMOVED ONLY UPON FINAL SITE STABIUZATION AND APPROVAL FROM THE CITY. RANT j PHALT DEIMO EX AN SAWCUT AT EX. F LOWUNE Ar y % / / •• ,` \• , .. -_ - / \- \ C• ♦ 1 I I ,'! /./ 'r , / '' ` // \E SAY" / ,,• /, - -�' , SEWER MANHOLE '• ~ \ �\ 10.0 ' f'' i /'/ � � 'A RIM= \ ,� % 8" PVC NE =4.10 , -' , • /' " , , /�.- -� O PVC NW -4.50 \ i LLWAY \ \ r ,' ,� ,`` EX.. R.0 -k LINE �, ; ;r � 8" PVC SE -4.03 EX. POWER POLE Is / \ THIS AREA WALL ` • ! I '' ' t ' OF TOP 12 OF f , SOIL AND DETAIL. . C6) •',, % i/ ,' ': `,,� \� REED CANARY GRASS ROOTS. --- !.- i IE{I./ ID MITIGATION �/ ' \ , * ! / - /' \.\ /`• /�,r• t/ ' / ' ,'?cl; BENCH F NIMLY (SEE r / - ,✓ �� j \ PUN) ` r k ! - BUILDING 2 ELEY =15.23' Ilk, P �M0 EX ASPHALT - � so / r �� 1 i i ,� \ •� \ ` PROTECT GA. FI HYDRANT Af OF TOP 12` OF SOIL AND DURING' CONSTRUCTION REED CN'Y GRASS ROOTS. f WETLAND MITIGATION - - - -- / j C1 EPIM \\ \ f •_ r -__ -..- _". _ '/-' �. `_ r +.� - r---- -r - --r - r -r -r- sink, /w; fi t MW z se \N1 ' \ \ - t I , i f^ i•'.r te r•'• rrr ! r ., �r..�� - .••r.� _ ..-- • • _ - L , ,,' r i r ! �• ► - -•,- _ (PER DETAIL SIT. C6 -. - - _ _ _ _ - - . - _ - - _ _ _ , ;.: i SE If 1 - -��- _ - _ _ i ,... _ - , EWE MANHOLt 1 1 T N -� , �"`"� -- .�._..�.., - -_ . _ - -- -' 3 -.6 i , - . ' ' � ,i� ; ' r RIM =34.44 COV- v� t t ..��" : �► �- .�� '8 PVC NN =25.89 r • t PER A� ON SHEET 4 OF 5 �� �, -_ - ,� _ / /���� /� -�- j _ _ -,_ �-._ _ - -- --- i �,,.. - _�� . = •3� -_ i3 '1 ; ? 1 8' PVC SE =25.71 I D� NrMTiGA7" PLAN � - ' ���_ t � r r •► � / /�, , , , � �� - � - �__ •- �� - � - � � . _ �.� .. -�► � s r r r / � / : 7. 1 \ w i r ssm ow dp IF ' no Y ' `t i fr... a+ - I ,, �� _mo �. .. 't- !// - i �� - 1•r'!.� / , • 1 I i �� + a -- -rte - - + ` - I ■ m - .`�����` � _ •'�s•r �/ ,/ / •� 1 �` `�` - ' ���' , ,� t� `'��r arm ��►� ���' rr ��r.��sr•r�r r.� +r-.� r I/� so ; • •_ , 'a a i ,a. + ..'r'r' • on i�. + ^► / T <. �- - w_ �' - _ i^'' r..r -. . r p/!-" .- . 1 ' + '' - -- �/ '/ / / 1 • L \ '_ ~ �� '. ' "'� .-�. - -..r •' _ _ = -_ _ r V r F u � _ ` - _ "� 4 ` �`T I -/►- - ` \ `` / / / / / �-�„ - ter► .r . • r slim, - r r .- �. - - ( i i� _ _r - w + �"����� ~ � ~ +�' ~�� I / /I' \ \ \ \ \ \\_�'.� ' /// /// // � `r �� = ,�a-L���. -.rr -I v a •'��-. .L + `� s � ` /' -� ♦\ \ `�� -r��I 00 a, // �\ ` r a rm • a _ -' -�`f' ' _ r ''.' s so ra- __- -r- __--- _�-- ^ -- - -_ _ + ~ ~� r sw - -- - - - _ - _ - ------------- - --,--- woo N CNI ----- ...-� 1 E L Y • Sd - - +- / -+ _1 - ____ - -___ J \ - _ ` t • - - _ _- 3 (_ is / p � - � � ,. - --' j /� \ � •: _ - ' yam ! \ +► TIDES TO PER DETP& ON S<fET 4 OF TI MITIGATIM1 PL/Mi. SURFACE FLOW DI EC'TIOtAI � TEIP_ INIIEWIPIOR C C'#1 �.....�... �� f ... .�..�... - V `r 10R SHKL K ABLY FOE 9 1 INISIRE FM 00EAR Br PEA!?S Fib Tw TES. E ft""'7#C Co"T" 11= aI!aK air PMEOM ''w. S!01 WE 9"WL UILL _ . ._. si 0 (PER DETAIL SHT. C6) e9NNRE le I 0e3 a 51, oar � • S eeeee N EW ^I #a I 9 . • r � • • i W � 2 9 O- N o N J CIO) x ('3 N Z V 0 om-W - N O <t W (L cm O Z Q W v � ti 1 r: 0 ' � Z ^� = a .M .: JCL r W < X p 2 ` ' CNIIII n CV N Z Z o) co W � C444 I 1 W - N N �2 _ t� ct) tl') -_ cc W 4 4 5 *-- YNissilir`., Vw _ J i _ # co h - - - - ._�_ - - -_- --'_ .- .. -.n.. .- •.i/- �..�.- , . -�-- .._- +•w� - __. �-.•� -- •- ^.r- +-- +.+..�.rr•.�...� .� .r.� -.�-. +..•.��►- �..- i.fw...► �..-. ...•- . -.�._- �-.-_ .++.Ar• -- '- --w. - _ -,.� •...._. -•__ �.. _ -.� __ _ _ +....r.- .rs ..- 77i..•w -rw.s_ _-.... �r►•��r�+�r...s- a...�.. _�_ w-..- s+a - ^+��-�+i.+ -_. �T.- wsss.sssmss,.r __fir... -.� .- ^�"- :...�+�� -.._. _ ..,.._..�.A�•� Ab a 11IMMI soon o~wamr of Powuw& Es01i FM eoia" c �o avtAwc ou suer IM wr BE A1Ffa= af ool a wcnw ACIMIY. P.06111rif 70 SIC 33t -12D. IpPLG7Q6 MST E MflFlm !► A IEDS 1D IAID A/tYE1i01L APPLIOIOId6 FM PF1Y15 W IE141IE 1115 IrOf BE 059M Flpl 11E !SSE cow11BIf OF IrOtNL �E90t�CE5. OR !► 0O11OiC1NIC 11E1t OFFICE N lE1FAH01E lff (2 902-11f0. pl 510E ULPMI!l16i1[ OF IINIAR �� Rat tN0 �Y OFFICE TE �Ipt 9(Irl K 1E5P0l5�F FOR TM, 714E IAGNQI aE MSpI NO �1 Tttt gamic IN 5�� SE PLO. EX 47= IL E 10 15 1 O�w�IC AM 11� t�00101�011��g0l�t 00611RIC��pll aAr'R ��ICIOI �F70� Aft 9iu 0N1m YR/11► LDCm • t IMO X61 POIF�Ii Al W 1!E 00SIM IiRlIEI IV :lJGOQ6 OF IA iRIl11► 10 NIlScoiX t101 OORD101 OF OpbIRRllpl ^I 004110ED, I1113ql1M a! 1gWrY 0E11Ot Qt IAr C0�1R�5 Mt. IOd�IS OF SO YIlJ1E5 16 914111111111 00 11E5� C*Ajm � � � �1� MIL E �IJICm M A � lA0 �� lit ZIE cm so NA6 lm r� UPC" 7!E lid ow lm 4111= 10 11101110=1 R 11E omemw w 11E 001 1 Ic ot Nlaum A 1Eg �RA06. 11E i OOIiiR!S 941 0 OORR 1w OO 9Ri O�R1 ��1 6 eia� wc. ,o �sau� AIL �owea PwoR 10 .�oc�c .M �M1�WYE ia6 tat �@UIL�B� w 94 I 9Ri ILA E 1E ��, CF 1w (PER DETAIL SHT. C6) e9NNRE le I 0e3 a 51, oar � • S eeeee N EW ^I #a I 9 . • r � • • i W � 2 9 O- N o N J CIO) x ('3 N Z V 0 om-W - N O <t W (L cm O Z Q W v � ti 1 r: 0 ' � Z ^� = a .M .: JCL r W < X p 2 ` ' CNIIII n CV N Z Z o) co W � C444 I 1 W - N N �2 _ t� ct) tl') -_ cc W 4 4 5 *-- YNissilir`., Vw _ J i _ # co h - - - - ._�_ - - -_- --'_ .- .. -.n.. .- •.i/- �..�.- , . -�-- .._- +•w� - __. �-.•� -- •- ^.r- +-- +.+..�.rr•.�...� .� .r.� -.�-. +..•.��►- �..- i.fw...► �..-. ...•- . -.�._- �-.-_ .++.Ar• -- '- --w. - _ -,.� •...._. -•__ �.. _ -.� __ _ _ +....r.- .rs ..- 77i..•w -rw.s_ _-.... �r►•��r�+�r...s- a...�.. _�_ w-..- s+a - ^+��-�+i.+ -_. �T.- wsss.sssmss,.r __fir... -.� .- ^�"- :...�+�� -.._. _ ..,.._..�.A�•� Ab TEMPORARY EROSION/ SEDIMENTATION CONTROL NOTES AND DETAILS I GRADING AND EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (E.S.C.) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION AC'TNMES. ESTABUSH THE CLEARNG UMfTS. INSTALL CONSTRUCTION ENTRANCE. AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (E.S.C.) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN E.S.C. MEASURES ACCORDING TO THE E.S.C. PLAN. 4. E.S.C. MEASURES. INCLUDING ALL PERIMETER CONTROLS. SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PRWX TEMPORARY AND PERMANENT COYER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 20, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL' a. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. b. STOCKPILE. ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. c. BY OCTI08ER 8. SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30) MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN E.S.C. MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS AN UEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8• DURING THE LIFE OF THE PROJECT. THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS. STRUCTURES. VEGETATION. EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAK4GE FEATURES, AND SHALL., WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSMON RESULTING FROM PROJECT- REUATED WORK. 10 ALL WORT( PERFORMED SHALL BE PER APPROVED PUNS AND SPECIFICATIONS ONLY. THE PERMf ME IS REOUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE. AND LOCAL LAMES. 11 AS THE FIRST ORDER OF BUSINESS. THE PERMMEE SWILL INSTALL EROSION AND SEDIMENT CONTROL MEASURES PER THE E.S.C. AND SHALL INSTALL THE DOWNSTREAM TEMPORARY E.S.C. MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE PDXNED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT E.S.C. MEASURES. 12 THE PERNIiTTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS. THEIR BUFFERS. AND ADJACENT PRIVATE PROPE'R71ES AND PUBLJC RIGHTS- OF-WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS- THE PERIAITEE SHALL RESTORE. TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS. AND PUBLIC AND PRIVATE PROPERILS AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY MATH THE FOLLOWING: a. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIIN 48 HOURS FOLLOWING INSTALLATION OF ES.C. MEASURES. b. OBTAIN PER ISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MWI PING THE E.S. PLAN. c. MAINTAIN ALL ROAD GRAN AGE SYSTEMS. STORM WATER DIRAIINI SYSTEMS, CONTROL MEASURE'S AND OTHER FACILITIES AS IDENTIFIED IN THE ES.C. PLAN. TEMPORARY 'V* DITCH NOT TO SCALE INLET (CENTERED IN C.B.) HANDLING STRAP INSERT SHALL BE DIRTRAP, ULTRA DRAINGUARD A OR APPROVED EQUAL SKIRT A ,. HANDLING STRAP SEDIMENT COLLECTION NOT TO SCALE MA ASS of TON FABRIC. NEEDLE PUNCHED NON -WOVEN CdECK GEOTEXTILE MATERIAL. FABRIC IS 0% RESISTANT TO ULTRAVIOLET AND > 10 BIOLOGICAL DEGREDATION AND A 5% BROAD RANGE OF CHEMICALS. APPARENT OPENING SIZE (AOS): 80 US STANDARD SIEVE (0.180 MM) GRAB TENSILE STRENGTH: 200 LBS PUNCTURE STRENGTH: 130 LBS MULLEN BURST: 400 PSI TRAPEZOIDAL TEAR: 85 LBS WATER FLOW RATE: 110 GPM /FT2 PERMEABILITY: Q#Mg 0.38 CM /SECOND SKIRT: 24 "x36" SOCK FILTER /SEPARATOR: *O"L. Beguilamamm 10` D x 24` L CONSULT FEDERAL, STATE, AND LOCAL REGULATIONS FOR DISPOSAL OF INSERTS 3' 2 ' SCLALE r ROCK CHECK F:OWL!!�E i DAM T. FCR l,�A.��'Ati•1:: 9c �_EA`. tiC ; -iz OA. A? — ,,� t =� - _ _AR 3 i _ S� v - s— 3r ,_... 1 4 00000 ti .0 4000V .0 4000V ` • •r• �. — SWALE 51 PE CdECK DAM SPACING 0% 5% > 10 150 5% 10% 1 00 3' 2 ' SCLALE r ROCK CHECK F:OWL!!�E i DAM T. FCR l,�A.��'Ati•1:: 9c �_EA`. tiC ; -iz OA. A? — ,,� t =� - _ _AR 3 i _ S� v - s— 3r ,_... 1 4 00000 ti .0 4000V .0 4000V ` • •r• �. — S7MkIz C.25 ;Isla.; MLE A- SEC110M AT R= C�EpC dW t o 1 V Roac c►�ac DbiW o MIN. 4 " x 4" TIEING►' --�- BACkfi iLi ' REr.CiN tK714, � FtiA??VE S•0.:. •^.R 3,!4' - 1.5" 2 ` `. WOOD a'JSTS. S = E� FENCE IyJS"S• 4 E3AR, Jf? _uv1N - 4T A' =•S "S. ,.5E S ' A? S• WI?E R:'w CA EOti'YA;..t� : A A' FAII _C ;,OS- E 1„�+L : . ti . �� J A�t✓i.�_.. 111 1 � ' • 4 � r �iI � c" �'�� Z �C �S �_ BE AS� 4tJMG JCft'OUR 'Ir�+E1rc�1ER �eDSSiOL -- - > 10 ' S7MkIz C.25 ;Isla.; MLE A- SEC110M AT R= C�EpC dW t o 1 V Roac c►�ac DbiW o MIN. 4 " x 4" TIEING►' --�- BACkfi iLi ' REr.CiN tK714, � FtiA??VE S•0.:. •^.R 3,!4' - 1.5" 2 ` `. WOOD a'JSTS. S = E� FENCE IyJS"S• 4 E3AR, Jf? _uv1N - 4T A' =•S "S. ,.5E S ' A? S• WI?E R:'w CA EOti'YA;..t� : A A' FAII _C ;,OS- E 1„�+L : . ti . �� J A�t✓i.�_.. 111 1 � ' • 4 � r �iI � c" �'�� Z �C �S �_ BE AS� 4tJMG JCft'OUR 'Ir�+E1rc�1ER �eDSSiOL 3:1 4' MIN -1' MIN OVERFLOW � 1' MIN — FLAT BOTTOM 1' MIN � . ,... .i•. .... .•. RIP RAP 3/4 " -1 1/2" WASHED GRAVEL 2 " -4" ROCK GEOTEXTILE NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL EXCAVATION CROSS SECTION DISCHARGE TO STABILIZED CONVEYANCE. OUTLET OR LEVEL SPREADER 6' MIN 1' MIN DEPTH OVERFLOW SPILLWAY O O O NATIVE SOIL OR � � � • •- •: ' • :. • • • • • • • •'• COMPACTED BACKFILL ~ • • • - � . `.: • • � 4 ' '`� •. � • • ' ? '• GEOTEXTILE MIN 1' DEPTH 2 " - 4 0 ROCK MIN 1 DEPTH 3 3/4 " - 1.5" TRAP O OUTLET WASHED GRAVEL ,E ..TER F 3:1 4' MIN -1' MIN OVERFLOW � 1' MIN — FLAT BOTTOM 1' MIN � . ,... .i•. .... .•. RIP RAP 3/4 " -1 1/2" WASHED GRAVEL 2 " -4" ROCK GEOTEXTILE NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL EXCAVATION CROSS SECTION DISCHARGE TO STABILIZED CONVEYANCE. OUTLET OR LEVEL SPREADER 6' MIN 1' MIN DEPTH OVERFLOW SPILLWAY O O O NATIVE SOIL OR � � � • •- •: ' • :. • • • • • • • •'• COMPACTED BACKFILL ~ • • • - � . `.: • • � 4 ' '`� •. � • • ' ? '• GEOTEXTILE MIN 1' DEPTH 2 " - 4 0 ROCK MIN 1 MAINTENANCE STANDARDS 1. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT REACHES 1 FOOT IN DEPTH 2. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED SEDIMENT TRAP OUTLET DETAIL NOT TO SCALE fil."MR F ABRIC FENCE INST T10N NOTES 1 • THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST. WITH A MINIMUM 6 -INCH OVERLAP. AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET ART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). 3. A TRENCH SHALL BE EXCAVATED. ROUGHLY 8 INCHES MADE AND 12 INCHES DEEP. UPSLOPE AND ADJACENT TO THE W000 POST TO ALLOW THE FILTER FABRIC TO BE BURIED. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY MAIZE STAPLES AT (EAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE TH 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. 5. THE STANDARD SIRENG'TH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE. AND 20 INCHES OF THE FABRIC SHALL BE EXT'EI�ED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIgIAW.. GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. S. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSE POST SPACING ARE USED. THE WIRE MESH SUPPORT FENCE MAY BE E1.MAINAT ®• IN SUCH A (JIBE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PRdVISIOIrS OF STANDARD NOTE 5 APPLYING. 7. THE TRENCH SHALL BE BAICKFll1ED YMITH 3/4 -NCH MNI DIAMETER WASHED GRAVEL S. FILTER FABRIC FENCES SHALL BE REMOVED MIHEItI THEY HAVE SERVED THEIR USEFUL PURPO6E, BUT NOT BEFORE THE UPSLOPE AREA AILS BEEN PERMANENTLY STABM.IZED. fM. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL Ate AT LEAST DANLY DURING PROLONGED RAINFALL ANY REQiNRED REPAIRS SWILL BE MADE IMMEDIA TELY. 2'x2 14 GA WIRE OR EQUIVALENT. }c STANDARD STRENGTH FABRIC IS JSED FILTER FABRIC MATERIAL `' ' I t CO co ftl;�% tot 14 W.- 0- 2 9 6 CL z 0 04 0 cc X 04 e5 0 C*4 Ld ioc 1 9 - N N w�3N ae� 01zilrE E I ;��11?ST(t�'J r' . • � 0 i � a CL � Q •Q p p • as wqq H CID U _ � Z W N V) W CL t . Z Q � W W N � �Z _ '� O tV i10 COO � Z � tG CD W 2 _ N CZ -5 _ M � I^\ W W v -- Y � v V of s Z - w # G EMS _ $ z _ _ s1w�1. .q►. - . �r...�..� — �.•�"•'•.�..�1✓.A�..c►.�+�.�!► - ate.- �.1�.�...F.•. .�� a•�... w. .... .•....���• ___'� � ._'�'.\/'�� r s EROSION CONTROL CATCH BASIN INSERT DEPTH 3 3/4 " - 1.5" TRAP O OUTLET WASHED GRAVEL IN DEPTH 2. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED SEDIMENT TRAP OUTLET DETAIL NOT TO SCALE fil."MR F ABRIC FENCE INST T10N NOTES 1 • THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST. WITH A MINIMUM 6 -INCH OVERLAP. AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET ART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). 3. A TRENCH SHALL BE EXCAVATED. ROUGHLY 8 INCHES MADE AND 12 INCHES DEEP. UPSLOPE AND ADJACENT TO THE W000 POST TO ALLOW THE FILTER FABRIC TO BE BURIED. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY MAIZE STAPLES AT (EAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE TH 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. 5. THE STANDARD SIRENG'TH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE. AND 20 INCHES OF THE FABRIC SHALL BE EXT'EI�ED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIgIAW.. GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. S. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSE POST SPACING ARE USED. THE WIRE MESH SUPPORT FENCE MAY BE E1.MAINAT ®• IN SUCH A (JIBE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PRdVISIOIrS OF STANDARD NOTE 5 APPLYING. 7. THE TRENCH SHALL BE BAICKFll1ED YMITH 3/4 -NCH MNI DIAMETER WASHED GRAVEL S. FILTER FABRIC FENCES SHALL BE REMOVED MIHEItI THEY HAVE SERVED THEIR USEFUL PURPO6E, BUT NOT BEFORE THE UPSLOPE AREA AILS BEEN PERMANENTLY STABM.IZED. fM. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL Ate AT LEAST DANLY DURING PROLONGED RAINFALL ANY REQiNRED REPAIRS SWILL BE MADE IMMEDIA TELY. 2'x2 14 GA WIRE OR EQUIVALENT. }c STANDARD STRENGTH FABRIC IS JSED FILTER FABRIC MATERIAL `' ' I t CO co ftl;�% tot 14 W.- 0- 2 9 6 CL z 0 04 0 cc X 04 e5 0 C*4 Ld ioc 1 9 - N N w�3N ae� 01zilrE E I ;��11?ST(t�'J r' . • � 0 i � a CL � Q •Q p p • as wqq H CID U _ � Z W N V) W CL t . Z Q � W W N � �Z _ '� O tV i10 COO � Z � tG CD W 2 _ N CZ -5 _ M � I^\ W W v -- Y � v V of s Z - w # G EMS _ $ z _ _ s1w�1. .q►. - . �r...�..� — �.•�"•'•.�..�1✓.A�..c►.�+�.�!► - ate.- �.1�.�...F.•. .�� a•�... w. .... .•....���• ___'� � ._'�'.\/'�� r s EROSION CONTROL CATCH BASIN INSERT -- Y � v V of s Z - w # G EMS _ $ z _ _ s1w�1. .q►. - . �r...�..� — �.•�"•'•.�..�1✓.A�..c►.�+�.�!► - ate.- �.1�.�...F.•. .�� a•�... w. .... .•....���• ___'� � ._'�'.\/'�� r s EROSION CONTROL CATCH BASIN INSERT G EMS _ $ z _ _ s1w�1. .q►. - . �r...�..� — �.•�"•'•.�..�1✓.A�..c►.�+�.�!► - ate.- �.1�.�...F.•. .�� a•�... w. .... .•....���• ___'� � ._'�'.\/'�� r s EROSION CONTROL CATCH BASIN INSERT .w• - -car.. ,�.• -+rr' r � ..� _ .. - - • "W (1r MAX FRAME AND GRATE OR RING AND COVER RISER OR ADA)STMEM SECTION H FRONT SLAB COVER • STEPS AND LADDER �• ;; = = REw* OAICNIG S `U:L , MICWAR FL-ET ~ 21 JIM � G IS SG "FT IN EACH 06MC MN Fpt I + • - 0 1S SO NIF' IN EACI'+ DIAECTIOI+ COR Sc OZS SO "FT IN EACH DMECT'j0N FOR et<T 54 0{1►d ; 1/ARMES' i ��!i• .' r - I ! " - PRECIS' BASE WITH *l%G1R&_ RlScR ec DIAd i '�' �- "• T ' i GRAVEL BACKFILL F Xt PEE 9ElDCftG- i 1 r L Jr MN COWACTED DEPTH FOR PRE•CAAST -FOR SEPARATE OASES ONLY CAST tN PLACE 1 - SEPARATE CAS N PLACE OR SEPARATE PREC.AS SkSE - EjwaRCrIG STS (FM SEPARATE BASE 0111-Y "o- R#�iG : r. SG t� 1w EA.a- DlfW_r T10N =OR.dr -� Q is SO IIWFT IN .EAC.- Df*"- ON =OR Sc Cl-c SO :wFT IN EAQ- DSaECTX)N =OR err PREC�►s s4.,+E law, NOTES: 1. IN RISER OR ADJUSTMENT SECTION SHAL HAVE 3' MIN - STEPS IN CA - CH BAS11IN SHALL HAVE 5• It M CLEARANCE_ 40 STEPS ARE REOLARI D VVHEN Ir IS 4' OR LESS. REFER TO DS-' OC AND GS-' . FOR STEPS AND LADDERS. 2 PRECAST BASES StjA.. MA C: TOUTS OR K?- "AO,1 - S R A WAL_ THX>QIESS OF r %I.N. HOLE Si2E SHAD BE EC'JA_ T` P-PE OUTER 'XAMETER P LUS CA BASIN WAL_ "i•iO04ESS. LWUWN HOLE SIZE .ti 3E' FOR 48' CA BASIN 4T '=OR 54' CATCH BASIN. ANC 48" =OR 60r CATCA-: BAS-ft L^VUlM DW. ANCE SET. WEEN MOLES IS 8' 3 ALL BASE REINFORCING S TEEL SHA,.._ BE PLACED IN THE -OP 4. ^LF Or 71 HIE BASE. 1' LVN- CLEARAhCE A - 1-+E 90-70M OF -1'£ PRECA.S . Z:A' H BAS& MAY BE ROUNDEL 5 FRAME A640 GRA ."E w►Y BE IN` - A,__EC W'TH F_/NiGE DOM' % OR CAST WrO FUSER 6 LCCATE STEPS AND 6ADOERS Ai% FROM OPSE#i4GS AID CEN D OVER - HE MAN•NOLE REFER TO DS-06 FOR , ANED GRATE AND CATCH SAWN YAFOUP1135. t.oR ro OCR" CATCH SAM c f a y oTvw 2 wwwn >I� Tu i - groom • • wawa. t, INS. ?ON CONSTRUCTION NOTES AND DETAILS L EVE I INO PADS a PADS 1 •' 2' t 1 a 1/V' LETTERING TO BE RECESSED 1116 A I 1 3/I' 1 I III Jj „�.. 1 n _J L sra• A J� SEIESLOT 2a � DETAIL TOP VIEW SLOT DETAIL LOCKING LID 145- 1 3W 2s 1' 1. SEE SECTION C-C fir- to• 5• 1.510• S' 3� I lie. in I1w SECTION A-A SECTION B-B i u SECTION C-C NOTES: 34• S 4 - 1. MAXIMUM DEPTH FROM FINISHED GRADE �.. TO PIPE INVERT SHALL BE 5' - 0 ". 2. DIMENSIONS SHALL HAVE A t1/16" TOLERANCE. 2. CATCH BASINS TO BE CONSTRUCTED IN 3. EDGES SHALL HAVE 118" RADIUS AND 118" CHAMFER OR COMPLETE ACCORDANCE WITH ASTM C 476 (AASHTO M DEBURRING. T RWISE T HE 1 1 ASTM O 99 8 AS 4. THE NAME OF THE MANUFACTURER AND DIRECTION OF FLOW SHOWN ON PLANS OR NOTED IN THE - STANDARD SPECIFICATIONS. 6" 03 OAK H04XW 3. REBAR WELDED WIRE FABRIC HAVING A 6" RISER SECTION MINIMUM AREA OF 0.12 SQUARE INCHES PER CS (FOR CAST STEEL), NEAR THE NAME OF THE MANUFACTURER. FOOT MAY BE USED. WELDED WIRE FABRIC 6. THERMOPLASTIC CATCH BASIN MARKING TO BE INSTALLED WITH SHALL COMPLY TO ASTM A 497 (AASHTO M ALL NEW OR ADJUSTED CATCH BASINS. EXCEPT THOSE WITH SOLID 221). DO NOT PLACE WIRE FABRIC IN THE 34. KNOCKOUTS. i4- s- 2v 30° 4. THE BOTTOM OF THE PRECAST BASE POLLUTANTS ". ON THE SURFACE OF EACH GRATE, PREFERABLY 7 SECTION MAY BE ROUNDED. PRECAST C 8. LOCKING LID REQUIRED WHEN NOT INSTALLED IN A CITY STREET. S - BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE \ A WALL THICKNESS OF 2" MINIMUM. VANED GMTE `1r 5. KNOCKOUTS MAY BE ON ALL 4 SIDES SHEEZT: WITH MAXIMUM DIAMETER OF 20 '. 2 - a SAR HOOPS KNOCKOUTS MAY BE EITHER ROUND OR 'D' ` SHAPE. PIPE TO BE INSTALLED IN FACTORY 12" RISER SECTION SUPPLIED KNOCKOUTS. Z 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL 4 ' Mik BE EQUAL TO PIPE OUTER DIAMETER PLUS _ rwIN CATCH BASIN WALL THICKNESS. 26' 4 ' AAIN. �� r' 7. THE TAPER ON THE SIDES OF THE Z 4 PRECAST BASE SECTION AND RISER ' SECTION SHALL NOT EXCEED 112' PER FOOT. 03 BAR EACH 2 CORNER < � 8. CATCH BASIN FRAME AND GRATE SHALL �,,•' ��� BE IN ACCORDANCE WITH STANDARD Z � N cy) tO 00 SPECIFICATIONS AND MEET THE STRENGTH W - =. REQUIREMENTS OF FEDERAL BAR ��� ; `� SPECIFICATION RR -F-621 D. MATING SIDE �� SURFACES SHALL BE FINISHED TO ASSURE 2 - NON - ROCKING FIT. "JN r- 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. a BAR EACH WAY 10. VANED GRATE, REFER TO DS-06. PRECAST BASE SECTION s6 (MEASUREWNT AT TOP OF THE BASE) 11. REFER TO DS-06 FOR CATCH BASIN J MARKINGS. NOT TO SCALE CATCH BASIN City Of TYPE 1 z z sw�ET: DS -01 Tukwila I mvem on: 08.03 • • ArPOWAL: B. SHELTON "W (1r MAX FRAME AND GRATE OR RING AND COVER RISER OR ADA)STMEM SECTION H FRONT SLAB COVER • STEPS AND LADDER �• ;; = = REw* OAICNIG S `U:L , MICWAR FL-ET ~ 21 JIM � G IS SG "FT IN EACH 06MC MN Fpt I + • - 0 1S SO NIF' IN EACI'+ DIAECTIOI+ COR Sc OZS SO "FT IN EACH DMECT'j0N FOR et<T 54 0{1►d ; 1/ARMES' i ��!i• .' r - I ! " - PRECIS' BASE WITH *l%G1R&_ RlScR ec DIAd i '�' �- "• T ' i GRAVEL BACKFILL F Xt PEE 9ElDCftG- i 1 r L Jr MN COWACTED DEPTH FOR PRE•CAAST -FOR SEPARATE OASES ONLY CAST tN PLACE 1 - SEPARATE CAS N PLACE OR SEPARATE PREC.AS SkSE - EjwaRCrIG STS (FM SEPARATE BASE 0111-Y "o- R#�iG : r. SG t� 1w EA.a- DlfW_r T10N =OR.dr -� Q is SO IIWFT IN .EAC.- Df*"- ON =OR Sc Cl-c SO :wFT IN EAQ- DSaECTX)N =OR err PREC�►s s4.,+E law, NOTES: 1. IN RISER OR ADJUSTMENT SECTION SHAL HAVE 3' MIN - STEPS IN CA - CH BAS11IN SHALL HAVE 5• It M CLEARANCE_ 40 STEPS ARE REOLARI D VVHEN Ir IS 4' OR LESS. REFER TO DS-' OC AND GS-' . FOR STEPS AND LADDERS. 2 PRECAST BASES StjA.. MA C: TOUTS OR K?- "AO,1 - S R A WAL_ THX>QIESS OF r %I.N. HOLE Si2E SHAD BE EC'JA_ T` P-PE OUTER 'XAMETER P LUS CA BASIN WAL_ "i•iO04ESS. LWUWN HOLE SIZE .ti 3E' FOR 48' CA BASIN 4T '=OR 54' CATCH BASIN. ANC 48" =OR 60r CATCA-: BAS-ft L^VUlM DW. ANCE SET. WEEN MOLES IS 8' 3 ALL BASE REINFORCING S TEEL SHA,.._ BE PLACED IN THE -OP 4. ^LF Or 71 HIE BASE. 1' LVN- CLEARAhCE A - 1-+E 90-70M OF -1'£ PRECA.S . Z:A' H BAS& MAY BE ROUNDEL 5 FRAME A640 GRA ."E w►Y BE IN` - A,__EC W'TH F_/NiGE DOM' % OR CAST WrO FUSER 6 LCCATE STEPS AND 6ADOERS Ai% FROM OPSE#i4GS AID CEN D OVER - HE MAN•NOLE REFER TO DS-06 FOR , ANED GRATE AND CATCH SAWN YAFOUP1135. t.oR ro OCR" CATCH SAM c f a y oTvw 2 wwwn >I� Tu i - groom • • wawa. t, INS. ?ON CONSTRUCTION NOTES AND DETAILS L EVE I INO PADS a PADS 1 •' 2' t 1 a 1/V' LETTERING TO BE RECESSED 1116 A I 1 3/I' 1 I III Jj „�.. 1 n _J L sra• A J� SEIESLOT 2a � DETAIL TOP VIEW SLOT DETAIL LOCKING LID 145- 1 3W 2s 1' 1. SEE SECTION C-C fir- to• 5• 1.510• S' 3� I lie. in I1w SECTION A-A SECTION B-B i u SECTION C-C ?(XvPRJP`Y'_ W ASTMM 04 1 3" 2 ' 7 GRADE 60 RE*f:ORC N IG BAR A615 3 306* COLD DRAWN BAR CI :-19 A PA P - LAhE ='OLY S'E-PS S W DIA BOLT 316 -SS. } • T '0fwG 6 3'SSS TYP 4r - _ADDER MOLWTS 6 TO DS-10C FOR STEP DE -J& KIND BAR RADE 60 aw 10 80"A 0 c 0 � U' f � M71 T ukw u a • • .wela.a. � �EL1011 RIGID PIPE FLEXIBLE PIPE (D.I., CONC.) (CPEP CMP, PVC) SUBGRADE ELEVATION ' Olf roll BACKFILL v• ; .' 4 T PIPE • ..�! : 4 -_ SEDDIN G / 4 - PIPE AS SPECIFIED +. •�? 4' ON PLAN OR SPECS. - • d 1.5 XI.D. +16 24 MW. NOTES: 1. IN PAVED AREAS AND RIGHTS -OF -WAY, BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS, TO 90 % MODIFIED PROCTOR PER ASTM D -1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90 % PER ASTM D -1557. 3. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR. 4. COMPACT PIPE W CRUSHED ROCK BEDDING TO 90 % MODIFED PROCTOR PER ASTM D -1557. NOT TO SCALE TRENCH City Of BEDDING AND BACKFILL OHM: DS-1 Tukwila IEVNION "= 08.03 APPRwAL: B. SHELTON RIGID PIPE Alk FLEXIBLE PIPE (D.I., CONC.) (CPEP, CMP, PVC) EXISTM STRUCTUM SECTION PROVIDE NEAT. STRAKitiT UNE WHERE I 4' MMI. OR MATCH EXISTING. WHICHEVER IS GREATER MATCHM EXISTING PAVEMENT. COMPACTED TtSC;I0iM ASPHALT ATE PAVEMENT - TACK AND SEAL EDGES t CLASS 1S' BACKFu 24 MIN. OEf'TH FQt WATER UNEw PIPE OEDOING PER j • . VVSDOT 94&16 :a III% COMPACT>ON { DIw VVE AS SPEC•FEC - - •.: : t ;. ION ftm OR SlPEc5 _j LS k 1, • '• �ww NOTES: 1. IN PAVED AREAS AND RIGH i S- -WAY. B OKFLL WITH Yl' GlWJS MAHED ROO( TOP COMPACTED IN >IrMIMUV s LETS. TO 90 % MOC RM PROCTOR PER ASTM D-1W. . 2 IN UNPAVED AREAS BACKF :LL VA' H NA MATERIALS OR GRAVEL AND COMPACT IN MAX»AA 1 2 * LETS TO 90 % PER . ASTM D -1557. S NATIVE 3ACKF[.L MATERIAL AT ,,VPAI# EC. ' AREAS SIH ALi NiO I HAVE PARTICLE SaE GREATER - HAN l WA "WA IF' 3 TI =_ P'PE EXTSklklR A COMPACT PIPE )6' CRL * ED ROC IK 3EDDNG TO 9C % MOOFEC PROCTOR PER ASTV D -1557. 5 '^VAR clI - T- 411 Ik PLASTIC SE-0RE usW4G CONTROLLED DENS117 Y ILL rCDP_ 108c"A Ci ty of � oje.wwLl - .Illr■rI.R swr Mum Tu ASPHALT CONCRETE OR WTUMINOVS PLANT MIX REPLACOWNT PATCH CONCRETE 130 Of CUT WITH PNEUMATIC EXISTING DEPTH SAW CUT PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT EXt$TMIG CONCRETE PAYEMIENI EXTRA RIGID 94M - - - - � _ aw• MINUS COMPACTED SW wNUS QC*APACTED CRVSHED ROCK L04ASS - _ - = CAUSHED ROCK Ut OTHERWISE OROEREO BY - - - -_ - - -' OTFlRVwSE ORDERED BY THE C ITY = __ _ - - _ _ _ _ - - THE CITY DEPTH DETERUP&O EY CITY TYPICAL PATCH FOR MID PAVEMENT ASPHALT CONCRETE OR 11111TUMINOIJ6 PLANT MIX KEPI ACEAENT PATCH SAW CUT SAW CUT 130% OF ExwftdG OEPTH f P TASPh1ALT OIIBT1Nfl OIL MAT -•� __ _ -------- a• SIG' MINUS COMPACTED - - _ - - - - - - - CRU3HE ROCK UNLESS - - _ - _ - -_ _ _ - OTHERWASE ORDERED BY - - - - - - - 310" MINUS COMPACTED THE Cm = - _ _ _ _ _ - CRU411HED Roar UNLESS - _ _ - - - - - - - GMERWISE ORDERED BY ----- - - - - - -- THE CITY TYPICAL PATCH FOR FLEXIBLE PAVEMENT NOTES: 1. ALL WORK TO CONFORM TO THE CURRENT WSDOTIAPWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TO ScAI.E City Of f PAVEMENT RESTORATION SHWT: RS-03 Tukwila i F&'VawN M: 06.03 • • APPA WAL• S. SHMTON FRAME AND LADDER OR STEPS OFFSET (SEE PLAN VIEW) RIM =14.0 OVERFLOW ELEVATION= 11.5 4 1/2- A CLR. PLAN) l.-Ow , MIN. E : -L ML+ #5 'E =9.64 - AI H #6 :E=8.5 -- _ RISER L ROUND SOLID COVER MARKED "DRAIN' WITH LOCKING BOLTS. a � s • • 6 MIN. 3" X 0.90 GAGE SUPPORT BRACKET ANCHORED TO CONCRETE WALL (TYP) r - ..- W_ W_ -.0. C4 - 1 o az i ri I WH #5 1E =9 -64 r, # .L =8.5 T . . . • • r llb - O • • �n D• ; �,� : , ON t V , T� l • N CL 04 0 04 Go m = N cl o �aS 2 v Ir Uj 0 F ZUMAR INDUSTRIES HOT TAPE NOTES: IIS95.sc OR APPROVED EQUAL I 1. WELDING IS NOT PERMITTED. _j 2. DIMENSIONS SHALL HAVE A t1/16" TOLERANCE. S- 3. EDGES SHALL HAVE 118" RADIUS AND 118" CHAMFER OR COMPLETE P DRAM TO � 1 -7 DEBURRING. - --- -2W 4. THE NAME OF THE MANUFACTURER AND DIRECTION OF FLOW SHALL BE EMBOSSED ON THE TOP SURFACE OF EACH GRATE. CATCH BASIN MARKING LETTERING TO BE RECESSED 1116". S. EMBOSS GRATE WITH MATERIAL TYPE, DI (FOR DUCTILE IRON) OR CS (FOR CAST STEEL), NEAR THE NAME OF THE MANUFACTURER. 6. THERMOPLASTIC CATCH BASIN MARKING TO BE INSTALLED WITH ALL NEW OR ADJUSTED CATCH BASINS. EXCEPT THOSE WITH SOLID LIDS. 7. PLACE CATCH BASIN MARKING, "OUTFALL TO STREAM, DUMP NO POLLUTANTS ". ON THE SURFACE OF EACH GRATE, PREFERABLY 7 LOCATED IN THE BORDER AREA. C 8. LOCKING LID REQUIRED WHEN NOT INSTALLED IN A CITY STREET. NOT TO SCALE CATCH BASIN & INLET Ci ty Of VANED GMTE Tulcwila SHEEZT: #1: 08.03 PAEPMV +cn z� ` S. SHELTON ?(XvPRJP`Y'_ W ASTMM 04 1 3" 2 ' 7 GRADE 60 RE*f:ORC N IG BAR A615 3 306* COLD DRAWN BAR CI :-19 A PA P - LAhE ='OLY S'E-PS S W DIA BOLT 316 -SS. } • T '0fwG 6 3'SSS TYP 4r - _ADDER MOLWTS 6 TO DS-10C FOR STEP DE -J& KIND BAR RADE 60 aw 10 80"A 0 c 0 � U' f � M71 T ukw u a • • .wela.a. � �EL1011 RIGID PIPE FLEXIBLE PIPE (D.I., CONC.) (CPEP CMP, PVC) SUBGRADE ELEVATION ' Olf roll BACKFILL v• ; .' 4 T PIPE • ..�! : 4 -_ SEDDIN G / 4 - PIPE AS SPECIFIED +. •�? 4' ON PLAN OR SPECS. - • d 1.5 XI.D. +16 24 MW. NOTES: 1. IN PAVED AREAS AND RIGHTS -OF -WAY, BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS, TO 90 % MODIFIED PROCTOR PER ASTM D -1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90 % PER ASTM D -1557. 3. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR. 4. COMPACT PIPE W CRUSHED ROCK BEDDING TO 90 % MODIFED PROCTOR PER ASTM D -1557. NOT TO SCALE TRENCH City Of BEDDING AND BACKFILL OHM: DS-1 Tukwila IEVNION "= 08.03 APPRwAL: B. SHELTON RIGID PIPE Alk FLEXIBLE PIPE (D.I., CONC.) (CPEP, CMP, PVC) EXISTM STRUCTUM SECTION PROVIDE NEAT. STRAKitiT UNE WHERE I 4' MMI. OR MATCH EXISTING. WHICHEVER IS GREATER MATCHM EXISTING PAVEMENT. COMPACTED TtSC;I0iM ASPHALT ATE PAVEMENT - TACK AND SEAL EDGES t CLASS 1S' BACKFu 24 MIN. OEf'TH FQt WATER UNEw PIPE OEDOING PER j • . VVSDOT 94&16 :a III% COMPACT>ON { DIw VVE AS SPEC•FEC - - •.: : t ;. ION ftm OR SlPEc5 _j LS k 1, • '• �ww NOTES: 1. IN PAVED AREAS AND RIGH i S- -WAY. B OKFLL WITH Yl' GlWJS MAHED ROO( TOP COMPACTED IN >IrMIMUV s LETS. TO 90 % MOC RM PROCTOR PER ASTM D-1W. . 2 IN UNPAVED AREAS BACKF :LL VA' H NA MATERIALS OR GRAVEL AND COMPACT IN MAX»AA 1 2 * LETS TO 90 % PER . ASTM D -1557. S NATIVE 3ACKF[.L MATERIAL AT ,,VPAI# EC. ' AREAS SIH ALi NiO I HAVE PARTICLE SaE GREATER - HAN l WA "WA IF' 3 TI =_ P'PE EXTSklklR A COMPACT PIPE )6' CRL * ED ROC IK 3EDDNG TO 9C % MOOFEC PROCTOR PER ASTV D -1557. 5 '^VAR clI - T- 411 Ik PLASTIC SE-0RE usW4G CONTROLLED DENS117 Y ILL rCDP_ 108c"A Ci ty of � oje.wwLl - .Illr■rI.R swr Mum Tu ASPHALT CONCRETE OR WTUMINOVS PLANT MIX REPLACOWNT PATCH CONCRETE 130 Of CUT WITH PNEUMATIC EXISTING DEPTH SAW CUT PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT EXt$TMIG CONCRETE PAYEMIENI EXTRA RIGID 94M - - - - � _ aw• MINUS COMPACTED SW wNUS QC*APACTED CRVSHED ROCK L04ASS - _ - = CAUSHED ROCK Ut OTHERWISE OROEREO BY - - - -_ - - -' OTFlRVwSE ORDERED BY THE C ITY = __ _ - - _ _ _ _ - - THE CITY DEPTH DETERUP&O EY CITY TYPICAL PATCH FOR MID PAVEMENT ASPHALT CONCRETE OR 11111TUMINOIJ6 PLANT MIX KEPI ACEAENT PATCH SAW CUT SAW CUT 130% OF ExwftdG OEPTH f P TASPh1ALT OIIBT1Nfl OIL MAT -•� __ _ -------- a• SIG' MINUS COMPACTED - - _ - - - - - - - CRU3HE ROCK UNLESS - - _ - _ - -_ _ _ - OTHERWASE ORDERED BY - - - - - - - 310" MINUS COMPACTED THE Cm = - _ _ _ _ _ - CRU411HED Roar UNLESS - _ _ - - - - - - - GMERWISE ORDERED BY ----- - - - - - -- THE CITY TYPICAL PATCH FOR FLEXIBLE PAVEMENT NOTES: 1. ALL WORK TO CONFORM TO THE CURRENT WSDOTIAPWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TO ScAI.E City Of f PAVEMENT RESTORATION SHWT: RS-03 Tukwila i F&'VawN M: 06.03 • • APPA WAL• S. SHMTON FRAME AND LADDER OR STEPS OFFSET (SEE PLAN VIEW) RIM =14.0 OVERFLOW ELEVATION= 11.5 4 1/2- A CLR. PLAN) l.-Ow , MIN. E : -L ML+ #5 'E =9.64 - AI H #6 :E=8.5 -- _ RISER L ROUND SOLID COVER MARKED "DRAIN' WITH LOCKING BOLTS. a � s • • 6 MIN. 3" X 0.90 GAGE SUPPORT BRACKET ANCHORED TO CONCRETE WALL (TYP) r - ..- W_ W_ -.0. C4 - 1 o az i ri I WH #5 1E =9 -64 r, # .L =8.5 T . . . • • r llb - O • • �n D• ; �,� : , ON t V , T� l • N CL 04 0 04 Go m = N cl o �aS 2 v Ir Uj 0 F v r A NEW � • r w � : o EIS - 1t im �,..�. - .- ..�. -.. _ _. _. .. ..,. - ..- ...�_�... . -.�- �..- _ .._-.. -.� �.r• --.•_. -+ -...ter .- .... -. �..�: _ . �.► _....� -.+�. .....� _-+s -� ..► .-.. -�- �. _. .- ...-.- .._.s -- . --..� ..... ,w_.._..� s- vw..�.- - �w.• � - .��. -�... w �•+a�#�„r. T - - _ - �- - _ - � __ - +� -._ �_. -.-._ - ...•- .�. -.�. -� .�.._.�.. �.. - - ... ..+�. ...s -+r". `+ �. -... - �. -. ...- ter.. -r .�. ...- .+.�rw�. ►- ar"+ -- .�w•�� •�i +� .-��- F /IE'4 �- 6/1Olt VANE DETAIL IA1 4 0 C w V N z ` 7 C CL +cn z� ` Z - V)_ V Z 4 ZW LjLJ CN 2 < � r7 N N 0 04 Go Z� - Z � N cy) tO 00 W - =. Cr I I 3 cn 4: Z t� i . -: Lc) N N 2 - cc "JN r- '� s6 J z z - IS J I f co - - v r A NEW � • r w � : o EIS - 1t im �,..�. - .- ..�. -.. _ _. _. .. ..,. - ..- ...�_�... . -.�- �..- _ .._-.. -.� �.r• --.•_. -+ -...ter .- .... -. �..�: _ . �.► _....� -.+�. .....� _-+s -� ..► .-.. -�- �. _. .- ...-.- .._.s -- . --..� ..... ,w_.._..� s- vw..�.- - �w.• � - .��. -�... w �•+a�#�„r. T - - _ - �- - _ - � __ - +� -._ �_. -.-._ - ...•- .�. -.�. -� .�.._.�.. �.. - - ... ..+�. ...s -+r". `+ �. -... - �. -. ...- ter.. -r .�. ...- .+.�rw�. ►- ar"+ -- .�w•�� •�i +� .-��- F /IE'4 �- 6/1Olt VANE DETAIL IA1 4 CONSTRUCTION NOTES AND DETAILS "FOP OF TRENCH 1.3 X'DEPTH' (MAX. WIDTH) PAVEMENT PATCHING (SEE RS - 03) 6ACKFILL MIN. 3'& MAX. 6' . .. _ 12* MIN. SEDDINIG - PIPE O R DLA. oujrER DLk + 24' (MAX. WID ) BOTTOM OF TRENCH NOTE: 1. ALL BACKFILL SHALL BE 518" CRUSHED ROCK COMPACTED TO 90 % MODIFIED PROCTOR PTIMUM DENSITY. 2. REFER TO RS-03 FOR PAVEMENT PATCHING. 3. PAVED AREAS: BACKFILL WITH CRUSHED ROCK. 4. UNPAVED AREAS: BACKFILL WITH NATIVE MATERIAL OR CRUSHED ROCK. NOT TO INCA' E TRENCH City Of BEDDING AND BACKFILL aT: WS-18 Tukwila REMOWN #I: W.03 APPOWAL: B. SHELTON NOTES: 1. RUBBER GASKET & GROUT AT ALL JOINTS. GROUT ALL LIFTING 24 M" EYE HOLES. r MN. 'O 16' MAX 2. STEPS SHALT. BE LANE SP- 13938. REFER TO SS-13 FOR STEP DETAIL PRECAST ^O%E SEC pok CONSTRIL C? CHANNEL & SHELF IN FIE-D. SMOOTH -I NISH WfTH CLAW 30W CONCRETE. JOP - 101% PRE- FABROCA - ED Pti C_fIsERG_ASS INSIDE ORS .1Mn C Wa s ! 2' TYP ACCESS DETAE YH RVOG i COVER /"M )" STEP r r "m •O s90" City O srMl TuAmWa sm .�swotra a ON&TM e WEBS. 14 ' v CORE -3 HOLES IN'tGRAL NON SKID PATTERN LOCKING 'O BE CAST ON TOP OF COVER _ oOa C= C= 0 0 = C o 0 0 a 0 0 L A Q v Q A B °o�oa o 0 0 o a w 0 w 0 w B PLAN COVER 3W 2- PLAN -- - - - - - - - - - m - M-E FRAME 2 F. -r+•1 1' 27-3/4" 26-17 26-1 /r LAAC>'MNE 24' GROUND 17 SEAT. SECTION A-A CAST IRON LOCKMNG COVER 6- MACHINE GROUND SEAT. MINIMUM WEIGHT 150 LBS #-- S 34 SECTION B-B CAST IRON FRAME UNIMUM WEIGHT 210 LBS lisli�E_3 1. FRAME TO BE GROUTED 2. OFC MH30 DR, IFCO 825 OR APPROVED EQUAL 3. LOCK COVER WITH THREE 1/2" BOLTS AND PROVIDE A PICK HOLE. 4. COVER SHALL HAVE THE WORD "SEWER" IN 7 RAISED LETTERS WHEN USED IN CONNECTION WITH SANITARY SEINER INSTALLATIONS. MOTTO SCALE MANHOLE City Of 24" FRAME WITH COVER SUET: Ss-11 Tukwila INEVOM *11: 06.03 APPWXWM- R_ SMELTAN RAIL 9116' ROUND BAR RUNG 1 .2 - GRADE 60 314" HOLES I J , P(XYPR0FYL81E HANGNG LADDER NOTES: 1 P0LvPR0PY_EWE ASTM Ot1C' 2 1.7 GRADE 60 REAFORCACZ 3AR A615 3 9 q6* COLD DRAWN BAR C 1 C 18 4 PA R IG - _ANE POLY STEPS 5 31410 Dill 90LT 3 3-' 7 _0fvG 6 316-SS T. A"r LADOER WOUKTS 6 R TO 06-IOC FOR STW DETAIL MIO►10 sc+lat i 1 c o �oHe aM� i�t2 T mk"pi& ••+•�••� a.11a�lOw - ----------------------- =!!q 14 -1/4" PLAN 1. LANE P -13938 CUT OUT OR APPROVED EQUAL 1/2" GRADE 60 STEEL REINFORCING BAR MOTTO KALE MANHOLE Ci& Of POLYPROPYLENE SAFETY STEP sHM: SS-13 Tukwila vmvmm si: 08.03 • APPIWAL B. SHELTON � rlu To 16-+nAx FRAME AND GRATE OR RING AND COVER RISER OR AD.NJS 1ENT SECTION HANDHOLDS FRONT SLAB COVER STEPS AND LADDER NOTES: a. - 1 MAXIMUM DEPTH FROM FINISHED GRADE u• 3W TO PIPE INVERT SHALL BE 5' -0" 2 CATCH BASINS TO BE CONSTRUCTED IN s• ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE V SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 6" 1-03 MR HOOP 3. REBAR WELDED WIRE FABRIC HAVING A 6" RISER SECTION MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE a.• KNOCKOUTS. 2a 30• 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. i 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20 ". 2 - a BAR HOOPS KNOCKOUTS MAY BE EITHER ROUND OR 'D' 12" RISER SECTION SHAPE. PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL '''"'I BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 2W 4 - MIN. 22• 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER 'IrIN. SECTION SHALL NOT EXCEED 1/2" PER FOOT. b BAR EACH CORNER 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH ` REQUIREMENTS OF FEDERAL 00 BAR ES E �� �` �� SPECIFICATION RR -F-621 D. MATING SURFACES SHALL BE FINISHED TO ASSURE r' \� NON - ROCKING FIT. I 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 03 BAR EACH W AY 10. VANED GRATE, REFER TO DS-06. PRECAST BASE SECTION ( MAEASUREMEW AT TOP OF THE BASE) 11. REFER TO DS-06 FOR CATCH BASIN MARKINGS. Mar To sca.E C CATCH BASIN Of TYPE 1 s++BIET: DS-m •. Tukwila , .,: 08.E m- B. sHELTON 11 p al I z 2 T vm C4 r Z IE CJI 91 PA©E ^1 ml In REDN; RC^G S-EEL IAOR R: I.E' trot PRECAST BASE WIT 1% <PAL RISER) Z tMN t C IS 90' %FT N EACP* OMRE=TION =OR 4r C =9 SO WFT IN EAZM OBtECTION FOR 5C _ 1 = 4P C 25 90 JWT IN EAC19 DIRK TIIOK f-M Sr OY+r hJIRE$I ��•�:•;�' I e : :£-s': PRECAST BASE WT- * EGRK USER G11"V, sACKF&I FOR PIPE sEODI IQ, S' I>•i :19y►r►, :TE1D 00" FOR P4fit.A±' "FOR SEPOOM'm CAST M PLACE BASES OML `�- SEPARAT¢ CAST N P'.AC£ OR SERARAT=_ Vf*C •. 504% RE "FORCING ca .FCR SEPARA`E BAS= Cam"+ w - C"SO N* A EM>- ON& - _T1M 0014 406 C » SO 6� �+• or+E:.TIo�I wR sr C 25 90 ftv - m EAQ- OwEC_-10% =OR Sr I�FC.AS SASE �r DE'� HOTEL- 4ANDHOLDS IN RISER OR ADJVS71IEN'T SECTION SMALL HAVE 3 RRN CLEARAWCE STEPS IN CAT ;H BASIN SK%L L 4A'VT 6' MW CLEARANCE NO STEPS ARE REQUIRED 11VNE N - W IS 4' OR LESS REFER TO DS-10C AND DS- FOR STEPS AND LADDERS 2 PRECAST BASES Ste, HXJfE CUTOUT'S OR KIVOCK0kjTS `MTH A VVALL '-'+ CNESS OF Z' WN tAXE SIZE ShAL: 9E EQUAL TO PIPE MTER D4A& - T=- t PLUS CATCH SASH VW►LL T- IICIQIESS LWUMU M BOLE SIZE IN 36 FOR 46' CATCH BAS1k. 42' FOR SC CATCH BASIN. AND 4E" FOR 6C' CATCH BASIN WNPMU I DCSTANCE BETWEEN HOLES 'S 9' 3 A--- SASE RE7WORCING STEEL Sail BE PLACEC 11 -1-+t TOP HALF OF TI IE BASE 1' Wk CLEARANCE 4 THE BOTTOM OF THE PRECAST CATCH SASM MAY BE 40LS40M FRAME AM GRATE MAY BE 04ST.NAM IMTH FLANGE DUIIMII OR CAS T 1KT0 R'ZER f LOCATE STEPS 4NO -ADDERS -41A AY FROM OPEMM" ANC w OVER THE MAAF0_E REFER TO OAS -36 FOR qANED GRATE AM :.A"CH BAgM Nor Tos AL& CATCH BASM c p�' . .T w,a .rwvr•� E. lE�TOM qW � � Co pI�N t 1 r or . J 1= �S rr Ps TF W N O go co) F- i �x�N o o W 10L 3� Z Q X6 3 _ Z - Z 3 G - � - f _ -� .I..�.A�.. �.. •. - •n '�!. ��_ - _ .. �- -.. -�. - - - - ___. -•��� .rr.+..�.� .. .�... . ' +�.. ...•.-• .....f.� -. - - -- -� -.. - r .. -�. .. i.�.- .... -, -.. -,.� N ,.�. - - ..w � I.i . � -- +�.s •�Iw- ...�!- . � }yam �...rr.�. r•..�' 1'71...1.x+.. ��"�P�.�....�.��.'w-'��- ��Y�` � �•7►. -_ ��• _..�.� -. -.-�'y � .�- •'��/ -� 14 13" CC - i T10N 0 c p 4 cn N p � : M yy �C p CL cj 8 Uj U .2 _ t=- W in _ =3 x d of U1 LA.- N r� N N Z _ = cr O N 00 IC] Z 0c) N P- a) cc 00 ? > z - N j W W - 0 3Ln� i _ ~ " 7 an W r - C1114 aO W� N z ES ,r- Y � � U W X6 3 _ Z - Z 3 G - � - f _ -� .I..�.A�.. �.. •. - •n '�!. ��_ - _ .. �- -.. -�. - - - - ___. -•��� .rr.+..�.� .. .�... . ' +�.. ...•.-• .....f.� -. - - -- -� -.. - r .. -�. .. i.�.- .... -, -.. -,.� N ,.�. - - ..w � I.i . � -- +�.s •�Iw- ...�!- . � }yam �...rr.�. r•..�' 1'71...1.x+.. ��"�P�.�....�.��.'w-'��- ��Y�` � �•7►. -_ ��• _..�.� -. -.-�'y � .�- •'��/ -� 14 13" CC - i T10N P File: D05 -0016 35mm Drawing #1 LOCK - BLOCK WALL TYPICAL SECTION AND NOTES " I MINUS 3/4" WASHED — DRAINAGE AGGREGATE MINIMUM 12" WIDE BEHIND WALL STRUCTURAL FILL �— FLAT CAP BLOCK 2,5 LOCK -BLOCK UNIT (TYPICAL) 1 I W EXPOSED FACE 8 2:1 2,5' (MIN.) EMBEDMENT BASE BLOCKS TO BEAR ON COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL 4" DIAMETER PERFORATED PVC. DRAIN PIPE, TAKEN•TOAPPROVED POINT OF DISCHARGE NOT TO SCALE NOTES 1. REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS, 2. BLOCKS SHOULD BE INTERLOCKED TO SPAN JOINTS OF UNDERLYING BLOCKS WHERE POSSIBLE. 3. ALL STRUCTURAL FILL TO BE COMPACTEDtO 95% OF SOILS MAXIMUM DRY DENSITY PER ASTM D -e98, STANDARD PROCTOR, 4. HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMP TRUCKS, FRONT -END LOADERS,.ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OF WALLS, STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFT THICKNESS OF 12 INCHES AND SHALL BE COMPACTED USING HAND OPERATED COMPACTION EQUIPMENT, Terra Associates Inc. Consultants In Geotechnlcal Inalneedna Geology and Envlronmentil Earth Solences IIIiIIIiL, I _I.LI_L.I.IIII�I:IIIII.1�IIII�) ILlhl hI�I - Inch 1118 4 56 ti6 E6 Z6' 66:. 0 II�IIII��III�LILL�. II _LL�.LI II�ILLI. Il�lii.i�l�llll`IlI Illili i LTI j6;1_ ' ;4 i IIIIIIIIiIIIIIIIII LOCK -BLOCK WALL DETAILS NORMED WAREHOUSE TUKWILA, WASHINGTON Prof, No. T -5513 Date NOV 2004 Figure 1 f File: is D05 -0016 35mm Drawing --a #2 t 1 � i Or 00, X, " / // / / ��j / / / ,� STORM DIA�INAOE .00 j /� •' DETENTION/WET VAULT �/� /� WATER QUALITY CONTROL Ax, 0 WAS, M11. CULVERT rd WETLWD ENHANCEM El 011 AREA MY oTm TP -8 ' Tr-2� /i Lx. 0 / NEW, II TP -5 &'d Ex, on //��yy"ER SEr AATOR MW 11,0 ,.a BENCH - PF NWLY BUILDING ENTRANCE ELEVe 15,23' �r . py AI1� rrrrrr rrrrrrdl'�Yrtr ........ in IE• •-- - rrrrrrrrrrr rrrr IM000 .0 '0 0 to p TP-7 a i2 -rmil ���.. - +�-. �� _-r + rte � Mai am am a w NOW .......................... .......... +.�- ..,.r.,.+r rte• - �� ........ ........................... ..... .......................... ................... . .......... ...... ............. . . ..... ............... .......... ............................... 42n .......... ......•.... 1 NOTE; N LEGEND; THIS SITE PLAN IS SCHEMATIC, ALL LOCATIONS AND 5 TP -•I APPROXIMATE LOCATION OF TEST PIT DIMENSIONS ARE APPROXIMATE, IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR r•I ,� Terra DESIGN OR CONSTRUCTION PURPOSES, —� 0 REFERENCE: 80 180 � Associates In c. SITE PLAN PROVIDED BY BARGHAUSEN CONSULTING ENGINEERS APPROXIMATE SCALE IN FEET ' Consultants In Geotechnical Ingineering Geology and Environmental Earth Sciences II�I1I��,�.I�.IILI III ijI I II I(I I I�I�I III i�I lII i� IL:i Ij�i' III � III III Inch T /TB 12 �, �" 4 �6M17V P + :f ;�1 1 �� 1 �„ I ti E , p +$ , W0 IIIIIII�LIIILIIil. �. 11 .�LIIIIIIII�I_I_IILLLLI�Ii_ I_ I ��, : �'� °� * +. � .: I I,LI I( ILI IIII��.,., ��LLLII L. ILLIL�I, JIIIIILI�I ,I IIIILIIIIL,101 1- ti llIItII�I I IIIIIIIilllll LWTM I" Pr1 a* � EXPLORATION LOCATION PLAN NORMED -SHAW BUILDING T WASHINGTON Prof, No. T-5613 Date NOV 2004 I Figure 2 /* :r