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06-100722-COCITY OF city of Federal Way • Public Works Department Wy, WA 98063-9718 44& Federal Way33325Phone 253Eighth enue South835-2700 ••Po Box 9718 -Fax 253835 2709edewww.catyoff deralwaaV cam LETTER OF TRANSMITTAL Date: July 13, 2006 To: Todd Hamula From: Kevin Peterson Zaremba Group, LLC Engineering Plans Reviewer 14600 Detroit Avenue Lakewood, OH 44107 RE: Progressive Insurance Claims Center TRANSMITTED AS CHECKED BELOW: ❑ For Your Review ❑ For Your Approval ❑ For Your Action COMMENTS: ® As Requested ❑ For Your Information ❑ Under Separate Cover ❑ Please Return ❑ Other ❑ Via` Todd, we are herewith returning the original signed and notarized Deed and REET, per your request. As disussed, the City can issue the building permit without having the dedication recorded, however, we cannot issue Certificate of Occupancy (C. of 0.) until the dedication has occurred. Please let me know if you have any additional questions. cc: Project File i:\formletters\progressivedeedreturn.doc Day File Kevin Peterson - RE: FW. 05077 Pro ressive - draft Bond Quantlty Worksheet Page___ From: "Todd Hamula" <THamula@zarembagroup.com> To: "Kevin Peterson" <Kevin.Peterson@cityoffederalway.com> Date: 7/13/2006 1:54:39 PM Subject: RE: FW: 05077 Progressive - draft Bond Quantity Worksheet Thanks Kevin for your quick response. The reason that Progressive cannot dedicate the right of way at this time is because they have not successfully been able to terminate the lease with Clearchannel who owns the Billboard. Progressive understands and accepts the fact that a Final C/O cannot be issued without the dedication of right of way in this area and it is their intention to have things cleared up with Clearchannel by the time they would be looking to receive a Final C/O. You are correct, the billboard sign is not in an easement area. There is only a lease for the Billboard which was created by the property owner two owners ago. I will keep you informed as they update me on their progress of the lease termination. Please let me know if you have any questions. Thank you Todd Hamula Senior Development Manager Zaremba Group, LLC 14600 Detroit Avenue Lakewood, OH 44107 (216) 221-6600 (216) 221-1031 thamula@zarembagroup.com From: Kevin Peterson [mailto: Kevin. Peterson@cityoffederalway.com] Sent: Thursday, July 13, 2006 4:48 PM To: Todd Hamula Subject: RE: FW: 05077 Progressive - draft Bond Quantity Worksheet Todd, Got it, and will send back to you. As we discussed earlier, the City can issue the permit without the dedication of right of way in place, however, we will not issue Certificate of Occupancy prior to the dedication of right of way being recorded with the King County Recorder's Office. Could you just e-mail me an acknowledgment of this, and also maybe provide a brief explanation (as we discussed on the phone) of why you will not be able to dedicate the right of way at this time. I'd just like to have something for the files that reflect the reasons why we cannot go forward at this time with the dedication. One other thing - is the billboard in an easement? I didn't see anything Kevin Peterson - E. FW: 05077_Progressive - draft Bond Quantity Worksheet in the title report to indicate there's an associated easement for the billboard, but if so, that easement would have to be extinquished/vacated as part of (or prior to) the dedication. Thanks. I'll get the Deed in the mail to you today. Kevin Kevin Peterson City of Federal Way Engineering Plans Reviewer 33325 8th Ave S P.O. Box 9718 Federal Way, WA 98063-9718 Ph. (253) 835-2734 Fax (253) 835-2709 kevin.peterson@cityoffederalway.com >>> "Tnrld Hamula" <THamula0zarembaarouo.com> 7/13/2006 12:06 PM >>> Kevin, As you and I discussed today, please return the deed which was forwarded to you by Progressive until the billboard sign issue with Clearchannel has been resolved. Please let me know if you have any questions. Thank you Todd Hamula Senior Development Manager Zaremba Group, LLC 14600 Detroit Avenue Lakewood, OH 44107 (216) 221-6600 (216) 221-1031 thamula@zarembagroup.com From: Kevin Peterson [mailto:Kevin.Peterson@cityoffederalway.com] Sent: Monday, June 05, 2006 11:42 AM To: Todd Hamula Subject: Re: FW: 05077 Progressive - draft Bond Quantity Worksheet Todd, This is the form that we need to have completed and returned to the City, so that we can create the bond documents for execution. Please not that there is a Cash deposit required, as well, which will be 2.5% of the bond total. Let me know if you have any questions. Kevin Kevin Peterson _RE: Full: 05077 Progressive - draft Bond Quantity Worksheet Pa e Kevin Peterson City of Federal Way Engineering Plans Reviewer 33325 8th Ave S P.O. Box 9718 Federal Way, WA 98063-9718 Ph. (253) 835-2734 Fax (253) 835-2709 kevin.peterson@cityoffederalway.com >>> "Todd Hamula" <THamula@zarembagroup.com> 6/5/2006 8:26 AM »> Here is the bond worksheet for the Progressive Insurance project. Todd Hamula From: Don Hill [mailto:dhill@TriadAssoc.com] Sent: Thursday, May 18, 2006 3:05 PM To: Todd Hamula Subject: 05077 Progressive - draft Bond Quantity Worksheet Todd, Attached is a PDF of a draft BQW required by the City for your review and comment (if any). I will submit it with the mylar re -submittal to Kevin Peterson at the City tomorrow. Donald J Hill, PE I Project Principal Triad Associates 12112 115th Ave NE Kirkland, WA 98034 P: 425.821.8448 F: 425.821.3481 E: dhill@triadassoc.com <mailto:dhill@triadassoc.com> W: www.triadassoc.com <http://www.triadassoc.com/> Commemorating 30 years of land development consulting The information contained in this e-mail transmission is intended solely for the addressee and may be privileged or confidential. Kevin Peterson - FtE: FVII: Q5Q71 Rragressive -draft Band Quantity Worksheet �__ __�� Rage Therefore, any dissemination, distribution, or copying of this communication is strictly prohibited. If you are not the intended recipient and have received this e-mail in error, please notify the sender by e-mail reply. Thank you. trr*w*tx�-�xt*►+xxxxx+++++*xxxt+++�+*,rr**kxi.xxwxwwxxxwwwwwxxx+x*w+r+r The information contained in this e-mail transmission is intended solely for the addressee and may be privileged or confidential. Therefore, any dissemination, distribution, or copying of this communication is strictly prohibited. If you are not the intended recipient and have received this e-mail in error, please notify the sender by e-mail reply. Thank you. wwwxx*,rx*wrrx * *x+exxxx xxxxw*xx*wwwwwwre se �e *�k**w w w wx w w w***tw+r*xx*x *xiefr*#w * * xx:txxxxxxwxxx,txxxxxx*xxxxxxxxxxxxxxxx,txx*xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx The information contained in this e-mail transmission is intended solely for the addressee and may be privileged or confidential. Therefore, any dissemination, distribution, or copying of this communication is strictly prohibited. If you are not the intended recipient and have received this e-mail in error, please notify the sender by e-mail reply. Thank you. xxxxxxf#txx#wwwwkk�4*iV-'k##****w�wx*xtti****wwwwx*w*ww'k'k####+Y'kwwi�Fk*#***#*w CC: "Viola, Matthew T." <mviola@TAFTLAW.com> CITY Of A. Federal May 19, 2006 Don Hill, P.E. Triad Associates 12112 115" Ave. NE Kirkland, WA 98034 CITY HALL 33325 8th Avenue South • PO Box 9718 y Federal Way, WA 98063-9718 (253) 835-7000 www. cityoffedera l wa y. com RE: Permit #06-100722-00-CO; PROGRESSIVE SERVICE CENTER 34001 Pacific Hwy S Dear Mr. Hill, The Public Works Department has reviewed the April 18, 2006 re -submittal of engineering and landscape plans for the above -referenced project. Prior to permit issuance, the following items must be addressed: Sheet C2 — 1) The Professional Land Surveyor must sign and date the PLS stamp on this survey sheet. Sheet C5 — 1) It appears, based on an interpolation of elevations taken from table CR Al (top of curb elevations) to determine flowline elevations, that the rim elevation for CB #12 may be too high. Please check this situation and revise if necessary. 2) The City now requires water quality `buttons' on the top of curb for all catch basins located in the flowlines of public streets. City detail 4-10 has been modified to show the buttons. Please add detail 4-10 to the detail sheet, and reference the detail on the plan sheets. Please note that catch basins located within the development are exempt from this requirement. Sheet C6 — 1) The Approval Block is missing from this sheet. 2) Reference CB 1 to the detail on sheet C11. 3) Provide the number of cartridges on the text leader to the StormFilter vault. Sheet C11- 1) Refer the overflow structure detail to CB #1. Sheet C12 — 1) Add City detail 4-10 to the detail sheet. 1:\csdc\docs\save\14142353069.doc As discussed in a telephone conversation on May 8, 2006, these items are understood to remain outstanding, and will be addressed in the very near future by either you or the owner: 1) A Declaration of Covenant (sample document enclosed, electronic version can be e-mailed) must be recorded at King County records, prior to permit issuance. 2) The street lighting, and signal and channelization revision plans, must be approved as part of this building permit application. The mylars were received on May 10, 2006. 3) The Right -of -Way Dedication must occur prior to permit issuance, via Statutory Warranty Deed (SWD). Please complete the enclosed SWD Worksheet, and return with legal descriptions, prepared and stamped by a Licensed Surveyor, of those areas to be dedicated to the City for Right of Way. 4) Bonding is required for the street frontage and on -site improvements. Please prepare a bond quantities worksheet, and have the applicant complete and return the Bond Information Sheet (enclosed), so that City staff can begin preparation of the bond documents. Please include in the bond quantities, all street lighting, signalization, and channelization items. 5) Three sets of catalog cuts for the signal and street lighting system components must be submitted for City review and approval. Please revise the plans as necessary, and re -submit 3 copies of the revisions, as well as additional information as requested. If you have any questions, please call me at (253) 835-2734, or kevin.peterson@cityoffederalway.com, via e-mail. Sincerely, Kevin Peterson Engineering Plans Reviewer KP:su cc: Mike Woods, Richard I. Bowen & Associates Inc., 13000 Shaker Blvd, Cleveland, OH 44120 Project File Day File l Acsdc\docs\save\l 4142353069.doc 64)S- 07 7 RESUBMITTED MAY 1 2006 DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 33325 8'h Avenue South CITY OF FEDERAL W,4y PO Box 9718 CITY of _ _ ' BUILDING ❑En. Federal Way WA 98063-9718 Federal �111'ay 253-8 www. i Fax 253-835-2609 www.cittiaffederalway cnm RESUBMITTAL INFORMATION This completed form MUST accompany a# resubmitta/s. "*Please note. Additional or revised plans or documents for an active project will not be accepted unless accompanied by this completed form. Mailed resubmittals that do not include this form or that do not contain the correct number of copies will be returned or discarded. You are encouraged to submit all items in person and to contact the Customer Service Counter prior to submitting if you are not sure about the number of copies required. ** Project Tracking Number: 0("0'- E c) o_�Z_ 2-)-- d a- C D Project Name: fit- SS ��- �nS--�►� Project Address: Project Contact: +�l7D - es Phone: `751� Resubmitted Items: # of Copies *" Detailed Description of Item ra�.i M 5-1—�—l Lk "" Submit the same number of copies as required foryour initial appiicarion. ,5 ma_; Resubmittal Requested by: keViki Pe,4,ev"5OVI Le t'er Dated (btaff Member) i OFFICE USE OK Y 1 Distributed to �. Date: V q % C �° ,5 l/ �Lly f By: Bulletin #129 —October 14, 2004 Page 1 of 1 k:\Handouts\Resubmittal Information May 19, 2006 Kevin Peterson City of Federal Way 33325 8th Ave S PO Box 9718 Federal Way, WA 98063-9718 RE: Progressive Insurance Claims Center Permit #06-100722-00-CO 34001 Pacific Hwy South Triad Job No. 05-077 Dear Kevin: RESUBMITTED MAY 1 9 2006 CITY i B�F FEDERAL WAY LDING DEPT- /TRIAD ASSOCIATES 12112 115th Avenue NE Kirkland, WA 98034-6929 425.821.8448 425821.3481 fax 800488.0756 toll free www.triadassoc.com I am writing on behalf the Applicant Representative (Todd Hamula, Zaremba Group, 216-221-6600) to respond to review comments per your email dated 5/9/06 (copy enclosed) regarding the Civil Engineering for this project. We have enclosed the following: • Completed Resubmittal form (1 copy, 1 page) • Review email dated 5/9/06 by Kevin Peterson, City Engineering (1 copy, 2 pages) ■ Grading, TESC, Road & Utility Plans revision dated 5/17/06 (1 set of mylars, 14 sheets) • Completed Bond Quantities Worksheet dated 5/19/06 (1 copy, 2 pages) I provide responses in accordance with your review comments as follows: Sheet C2 — 1) The Professional Land Surveyor must sign and date the PLS stamp on this survey sheet. Our PLS has signed this sheet Sheet C5 — 1) It appears, based on an interpolation of elevations taken from table CR Al (top of curb elevations) to determine flowline elevations, that the rim elevation for CB #12 may be too high. Please check this situation and revise if necessary. We concur with your review and the rim of CB #12 has been dropped 0.1 2) The City now requires water quality `buttons' on the top of curb for all catch basins located in the flowlines of public streets. City detail 4-10 has been modified to show the buttons. Please add detail 4-10 to the detail sheet, and reference the detail on the plan sheets. Please note that catch basins located within the development are exempt from this requirement. The provided detail has been added on sheet C13 and we have added note that references this detail. Sheet C6 — 1) The Approval Block is missing from this sheet. The Approval Block has been added o this sheet. 2) Reference CB I to the detail on sheet C 11. The call out for CB I has been amended to reference the "Overflow Structure" detail on sheet C11. Page 2 Kevin Peterson City of Federal Way May 19, 2006 3) Provide the number of cartridges on the text leader to the StormFilter vault. The number of cartridges identified in the "Stormwater Data" table on sheet C14 has been added to the StormFilter vault call out on this sheet. Sheet C 11 — 1) Refer the overflow structure detail to CB #1. The notes on the "Overflow Structure" detail have been amended to reference CB 1. Sheet C 12 — 1) Add City detail 4-10 to the detail sheet. The provided detail has been added to this sheet. As discussed in a telephone conversation on May 8, 2006, these items are understood to remain outstanding, and will be addressed in the very near future by either me or the owner: 1) A Declaration of Covenant (sample document enclosed, electronic version can be e-mailed) must be recorded at King County records, prior to permit issuance. The Owner/Applicant will execute and record the Declaration of Covenant before permit issuance. 2) The street lighting, and signal and channelization revision plans, must be approved as part of this building permit application. Based on my conversation with Sarady Long, City Traffic Review Engineer, those plans are in process of being revised. Mylars of those Plans were prepared and provided by Kevin Collins at Transpo to Sarady Long as last weep Per our recent communication, please arrange for those mylars and the enclosed mylars to be signed. 3) The Right -of -Way Dedication must occur prior to permit issuance, via Statutory Warranty Deed (SWD). Please complete the enclosed SWD Worksheet, and return with legal descriptions, prepared and stamped by a Licensed Surveyor, of those areas to be dedicated to the City for Right of Way. Right-of-way Dedication legal descriptions for the two right-of-way dedication areas (along SR99 and for South 340th Street) with a corresponding exhibit have been prepared and stamped by our Licensed Surveyor. These were provided to the Owner/Applicant who has forwarded them, along with the SWD Worksheet, to you earlier this weep Per our recent communication, you will prepare and forward the SWD to the Owner/Applicant for signature so he can return it to you for recording before permit issuance. 4) Bonding is required for the street frontage and on -site improvements. Please prepare a bond quantities worksheet, and have the applicant complete and return the Bond Information Sheet (enclosed), so that City staff can begin preparation of the bond documents. Please include in the bond quantities, all street lighting, signalization, and channelization items. We have completed and enclosed the Bond Quantities Worksheet and it includes bond quantities for street lighting, signalization, and channelization items. The Bond Information Sheet has been forwarded to the Owner/Applicant to complete and forward to you directly. f Page 3 Kevin Peterson City of Federal Way May 19, 2006 5) Three sets of catalog cuts for the signal and street lighting system components must be submitted for City review and approval As discussed previously, the selected contractor will provide three sets of catalog cuts for the signal and street lighting system components for City review and approval separately. The selected contractor will make this submittal to the City directly or through the project traffic consultant (Kevin Collins, The Transpo Group) after approval of the Street Lighting, Signal and Channelization Plans. This action is not required before permit issuance. We have addressed your comments and request your approval and issuance of the corresponding permit subject to you receiving the following: • Recorded Declaration of Covenant • Signed Statutory Warranty Deed with legal descriptions ■ Completed Bond Information Sheet Per our recent communication, please let me know when the Transpo mylars and the enclosed Triad mylars are signed so I can arrange to pick them up. Per your request I will then arrange for six (6) copies to be returned to you with the signed mylars. If you have any other comments please contact me or the Applicant so we discuss them. Sincerely, TRIAD ASSOCIATES Donald J. Hill Project Principal cc: Todd Hamula, Zaremba Group (Applicant Representative) Mike Woods, Richard L. Bowen & Associates (project architect) Kevin Collins, The Transpo Group (project transportation consultant) Enclosures Don Hill From: Kevin Peterson [Kevin.Peterson@cityoffederalway.com] Sent: Tuesday, May 09, 2006 8:42 AM To: Don Hill RESUBMITTED Subject: Progressive MAY 1 9 2006 Follow Up Flag: Follow up Flag Status: Red CITY OF FEDERAL WAY Attachments: 4-10.dwg BUILDING DEPT. Don, As we discussed yesterday, here are my comments on the Apr 18 submittal. Please note that some of the items we discussed (bonds, easements, etc) were added as informational only at the end of the letter. The formal letter will arrive by mail in the next couple of days. I've attached the CAD file for a new detail that is referenced in my comments. Please let me know if you have any questions. Kevin Sheet C2 — 1) The Professional Land Surveyor must sign and date the PLS stamp on this survey sheet. Sheet C5 — 1) It appears, based on an interpolation of elevations taken from table CR Al (top of curb elevations) to determine flowline elevations, that the rim elevation for CB #12 may be too high. Please check this situation and revise if necessary. 2) The City now requires water quality `buttons' on the top of curb for all catch basins located in the flowlines of public streets. City detail 4-10 has been modified to show the buttons. Please add detail 4-10 to the detail sheet, and reference the detail on the plan sheets. Please note that catch basins located within the development are exempt from this requirement. Sheet C6 — 1) The Approval Block is missing from this sheet. 2) Reference CB 1 to the detail on sheet C11. 3) Provide the number of cartridges on the text leader to the StormFilter vault. Sheet C 11- 1) Refer the overflow structure detail to CB #1. Sheet C 12 — 1) Add City detail 4-10 to the detail sheet. As discussed in a telephone conversation on May 8, 2006, these items are understood to remain outstanding, and will be addressed in the very near future by either you or the owner: 1) A Declaration of Covenant (sample document enclosed, electronic version can be e-mailed) must be recorded at King County records, prior to permit issuance. 2) The street lighting, and signal and channelization revision plans, must be approved as part of this building permit application. Based on my conversation with Sarady Long, City Traffic Review Engineer, those plans are in process of being revised. 3) The Right -of -Way Dedication must occur prior to permit issuance, via Statutory Warranty Deed (SWD). Please complete the enclosed SWD Worksheet, and return with legal descriptions, prepared and stamped by a 5/19/2006 Licensed Surveyor, of those areas to be dedicated to the City for Right of Way. 4) Bonding is required for the street frontage and on -site improvements. Please prepare a bond quantities worksheet, and have the applicant complete and return the Bond Information Sheet (enclosed), so that City staff can begin preparation of the bond documents. Please include in the bond quantities, all street lighting, signalization, and channelization items. 5) Three sets of catalog cuts for the signal and street lighting system components must be submitted for City review and approval. 5/ 19/2006 os=o7-T RESUBMITTED CITY OF MAY 1 9 2006 Federal aYPUBLIC WORKS DEPARTMENT CT„ pF FEDERAL WAY BUILDING DEPT. BOND QUANTMES WORKSHEET Project Name: 1N,SJ s,, MA- Date: S !a 4 Project No.: 06 — / & 7 2 2_r & - GCS By: � PR o I ✓1; Site Address:_ 3 y_06 f PAO-i66- IOW"i SOJ nf fiii in those items which pertain to this project and return to the Public Works Department ROAD CONSTRUCTION Clearing & Grubbing LS Bid Estimate Sawcutting LF 1.30 Excavation & Embankment~ CY 18.00 AC Pavement TN 40.00 CSTC TN 16.00 Cement Concrete Curb/Gutter SY 10.00 Extruded Asphalt Curb LF 4.00 Concrete Sidewalk LF 22.00 Concrete driveway approach SY 35.00 Monument in case EA 155.00 Adjust ex. monument to grade EA 330.00 Adjust ex. cb to grade EA 400.00 DRAINAGE PIPE 6" Pipe LF 11.00 8" Pipe LF 25.00 12" Pipe LF 40.00 18' Pipe (is") LF 40.00 24" Pipe LF 53.00 36" Pipe LF 92.00 48" Pipe LF 85.00 54" Pipe LF 106.00 60" Pipe LF 130.00 72" Pipe LF 214.00 CATCH BASINS Inlet & Grate EA 475.00 CS Type I & Grate EA 900.00 CB Type II 48" & Grate EA 1,900.00 CB Type II 54" & Grate EA 2,000.00 CB Type II 60" & Grate EA 3,200.00 CB Type II 72" & Grate EA 5,000.00 CS Type II 84" & Grate EA 9,100.00 CB Type II 96" & Grate EA Bid Estimate Round solid locking lid EA 360.00 Abandon exiting cb EA 325.00 RETENTION/DETENTION CONTROL Public Roadway Private On -Site Improvements I Improvements Quantity Price Quantity Price Bond Quantities Price Schedule & Worksheet Rev. 7104 1 Bond Quantities Price Schedule & Worksheet Rev. 7104 1 RESUBMITTED Pond Excavation & Spillway Cf 7.00 Restrictor/Separator EA 750.00 Vault EA Bid Estimate Gravel Access Road LF 1S.00 Rip Rap Outfall Protection C( 17.00 Bollards EA 500.00 Fencing (around pond) LF 12.00 Infiltration Trench w/12" Pere LF 18.00 Flow Spreader LF 20.00 Trash Racks EA 200.00 WATER QUALITY Bioswale EA Bid Estimate Wetvauit EA Bid Estimate StormFlter Vault ( PC-9- 0-70(2"VJA7�- ak) EA Bid Estimate Stormwater wetland EA Bid Estimate Sand Filter EA Bid Estimate Catch basin inserts EA 800.00 Oil/Water Separator EA Bid Estimate High Flow Bypass EA Bid Estimate RETAINING WALLS & STRUCTURES Retaining Walls SF 23.00 Bridges IS Bid Estimate TRAFFIC & LIGHTING (THesr.. Q7Y51.4 Signalization PROVICfo al LS Bid Estimate Channelization TOOS09 LS Bid Estimate Signs EA 100.00 Streetlights (City Center) EA 5,000.00 Streetlights (Standard) EA 3,000.00 RIGHT-OF-WAY LANDSCAPING Street Trees EA 250.00 Sod SF 1.00 Shrubs (City Center) EA 6.00 Tree Grates (City Center) EA 700.00 SITE STABILIZATION/EROSION CONTROL Quarry Spalls TN 75.00 Seeding/Mulch Acre 3,000.00 Silt Fence LF 4.00 Netting Jute Mesh SY 13.00 Sediment Pond Standpipe EA 200.00 Sensitive Area Fencing LF 3.00 Catch basin inserts EA 70.00 21 A�b Assaci 4:r, Firm Name Bond Quantities Price schedule & Worksheet Rev. 7104 2 MAY 1 9 2006 L WAY 3T. Page 1 of 1 RESUBMi E Lee Ann Fraser From: KevimPeterson [Kevin.Peterson@cityoffederalway.com] Sent: Friday, May 19, 2006 9:50 AM CITY FEDERAL WAY BUILDING DING DEPT. To: Lee Ann Fraser Subject: Re: Progressive Insurance Claims Center - resubmittal A�" : Pro' o ub /a2Ql n matio ° rm Lee Ann, That's fine. Please make sure the attached re -submittal form accompanies the mylars, as the front counter staff will not take it in without it. Thank Kevin Peterson City of Federal Way Engineering Plans Reviewer 33325 8th Ave S P.O. Box 9718 Federal Way, WA 98063-9718 Ph. (253) 835-2734 Fax (253) 835-2709 kevin. eterson cityoffederalway.corn >>> "Lee Ann Fraser' <Ifraser@TriadAssoc.com> 5/19/2006 9:41 AM >>> Kevin, I have revised grading mylars and completed bond quantities worksheet from Don Hill in my office. Do you mind if I send our package by Bucky's Messenger Service? Thanks, Lee Ann Fraser Triad Associates 800-488-0756 5/19/2006 Date: May 19, 2006 To: City of Federal Way Attn: Kevin Peterson 33325 8' Ave S Second Floor Permit Center Federal Way, WA 98063-9718 Job No: 05-077 Project: Progressive RESUBMITTED MAY 1 9 2006 CITY QE FEDERAL WAY BUILDING DEPT. Enclosed are: These have been seat: ❑ Prints ❑ For Your Use ❑ Copies ® For Your Review /Approval ❑ Reproducibles ❑ For Your Signature / Return ❑ Reports ❑ At Your Request ❑ Documents ❑ For Your Records ❑ Specifications ❑ For Your Information ® Other Mylars ❑ Other Remarks: If you have any questions please contact Lee Ann Fraser. Thank you. Sent By: 12,-,) Copies To: File fie M. Ryan Administrative Assistant /eTRIAD A S S O C I A T E S 12112 115th Avenue NE Kirkland, WA 98034-6929 425.821.8448 425.821.3481 fax 800.488.0756 toll free vvww triadassoccom �U-bud.'WORKS ASSOCIATES Donald J. Hill, PE Principal SISM5 RESUBMITTED COMMUNITYDEVELOPMENT SERVICES A n 33325 87W AVENUE SOUTH • PO BOX 9718 APR „ 2006 FEDERAL WAY, WA 98063-9718 Rai Way 253-835-2607- FAX 253-835-2609 www.cit!i_offg&ralwa!i.com BUILDING DEPT. RESUBMITTAL INFORMATION Ws completed form MUST accompany all resubmittals dditional orrevised plans ordocuments foran active project will not be accepted unless 12112 115th Avenue NE y this completed form. Mailed resubmittals that donot. include this form or that do not Kirkland, WA 98034 ect numberofcopies will be retumed ordiscarded. Youare encouraged to submitall items 425.821.8448 contact the Customer Service Counter prior to submitting if you are not sure about the 425.821.3481 fax s required. 800.488.0756 toll free t+ dhillftiadassoccom ing Number: I b W- f tD U 7 �, )- - U 0 -- U Project Name: J�-z�� Project Address: _: ��t �� ; �. U �1 ��, �7c��--�,.,• Project Contact: ' "" ' Y-71�-%' �,,N i2,, Phone: t3 X20 4616 - 0`75 to Resubmitted Items: # of Copies ** Detailed Description of Item 1 l i u 1 .2-.V i t �L'y- i'•� JCL+eCi Ll 3CCL-' 14ti� -v-I;-rA;„ r -(Aca I, ** Submit the same number ofcopies as required foryour initial application.** Resubmittal requested by: K,,-y_ �. t k�4-: �.-� _ Letter Dated: H / 3 / C)� Mail em er e J 6-i,,j &e z,, I ) 1 llwvt) Bulletin #129— August 24,2004 Page 1 of 1 U11andouts—ReviseMesubmittal Information F- cl- ZZ 11:7 It T Q- STORMFIL TER VAUL T 177?IqUTARY AREA •STORMF ktII Ot I 1 1! 11" ACRES IL TER STORMFIL TER 2.64 BOUNDARY,! TOTAL AREA TO �n UL T TOM PERWOUS AREA 0.85 ACRES Tnrd / IMPS R L41 Oliq AREA = ;1.79 ACRES It W I 41 QD 1-71 7T 77 41 =3T1— — — v 1 -1 J7 1,/ 4 )11 9 i.i I., I 1 1. q i '. H I 1 4 - --1 .4-- 11 Ili , \ / - I I T T 0 1 .1. 1 f 1 111 L 1; v , 4 4 4. i i i Q J `!-1 ifli j]�.. I 'III I x. -111 1 0 r I j -1 4 10 ,tj If II# r I. I I •,' tv > 6 t Zoe Jj: f _ 17-4 o 2 J; T TF.1AD A Ave NE Khp W. WA 9NU-6923 4258218448 425 '521 3481 lax 500 4E! 075 t.1 hea btd-- uj cc LU cc W cc C3 -LU Cc 'IT co LUcc cc cc cn cl) C) UJ oLw—WL-m---- PROIECT MANAGER .TCN Evms. AS p-Rujff-suffmox - - - PE J'ROJECT ENGISEER PROJECT 1AIN—DSCAITE ARCHITECT 11RS,T SUBMITfAl. DATE: 4112106 SCALE: IURIZ.: 1'=60' VERT NA O O -ff ED RESUBI SCALE: 1" 60' 11 1PATE11 30' 60' 120- n mp mom A.'i APR I 5-077 CITY OF FE tn rQ. L CL N, 77 f. e S TORMFIL TER VA UL T Ln TRIBU TAR Y AREA 'ARY (S TORMFIL TER BOOM`) TOTAL AREA To STORMFILTER 2.64 ACRES �n VAULT T TOTAL PERWOUS ARE� = 0.85 ACRES EA 1. 79 ACRES TOTAL IMPERWOUS AR, OLL. r -7 N v 4! Q) 1:;i V) A t IV 7 7;4 L 7 � •111 ff :., I:.:.: I<I! 3 I � I � I � 4� j � � / � ' 1 1 „ Y: -_j + F Lu o. > > P;i 1:1i; --T j, X= ---- ---- --- ;? TRIAD A Aw NE Kk1dwW, WA M 425 821.8448 ft- 43 821 W1 800 4ag 0756 bi ft- fttd— Z-) Z � Lu cc Q) w j LLJ L'j Cc Lurc Qc to O N Uj Qc Q. UITW EVMS. AS PROJECT SURVEYOR, RICK_EO-INS PE PROJECT ENGINEER TRIP LlRoSCAVE ARCHITECT FIRST SUBMITTAL DATE: 4112106 SCALE: HORIZ: 1"=60' VEKT:NA L IN RESU[MITTED Q-1) N Q) L ....... ......... ...., ' Q� SCALE: 1 60' APR 18 �Q 0 30' 6 1 0' / ' 120' CITY OF F DERALW077 BUILDI G,,DEPT-. I C" 2( 06 IR A[- AsSOC E F_ .... . .... .... CL F i j C, jq! S TORMFIL TER VAUL T tTRIBUTARY AREA �n 11 IS TORMFIL TER B00NDARr;` TO TA L AREA TO S7 'ORMFIL 7ER 264 ACRES n VAULT TO TA L PERVIOUS ,AREA a85 A CRES TO M L IMPERVIOUS AREA 1. 79 ACRES N--- I i 11 till N V + 3. Q) > Q) IV -z' I[ T -A -y, I F Jill 1; v fill' Jill JI v: III lli. __j > 4 1 QL > u) 'All U) 1 > J� co TRIAD A o..., 1"J ... Aw NE KkW-d, WA 96034.6W4 425 821.8448 425.82134811- 800 46a 0756 bA h. MME cc Z) o _-J� co cc 0 LLJ T Qc (.) Lu Lj LL Lu cc IZE co cc icc co (n N uj cn O W. J.L. PF PROJECT MANAGER WE H 1—MAr - — -- ROL MMNsff_ PROJECT ENGISFER M111-E MICHITEft FIRST SUHMITFAL DATE: 4112106 ,CALF: 110RI7.: 1"=60' VERT MA LLl � 1 / ' - N, N RESUBMI TED C) Lc) SCALE: 1" = 60' (06 S vkl[l NOT VOID APR 18 S s[cNE11 AND DATED 0 30' 60' 120' ' ° - I CITY OF FEDER kL WAY 05-077 BUILDING CAPT., � )CIA[F Q X ASSC ILIA L April 17, 2006 Kevin Peterson City of Federal Way 33325 8th Ave S PO Box 9718 Federal Way, WA 98063-9718 RE: Progressive Insurance Claims Center Permit #06-100722-00-CO 34001 Pacific Hwy South Triad Job No. 05-077 Dear Kevin: TRIAD ASSOCIATES 121 12 1 15th Avenue NE Kirkland, WA 98034-6923 425.821.8448 425.821 3481 fax 800.488.0756 toll free www.triadassoc.com I am writing on behalf the Applicant Representative (Todd Hamula, Zaremba Group, 216-221-6600) to respond to review comments per your letter dated 4/3/06 (copy enclosed) regarding the Engineering and Landscape Plans for this project. We have enclosed the following: ■ Review letter dated 4/3/06 by Kevin Peterson, City Engineering (1 copy, 3 pages) ■ Redlines by Kevin Peterson, City Engineering (1 original, 14 sheets) • Completed lime -green Resubmittal form (1 original, 1 page) • Grading, TESL, Road & Utility Plans revision dated 4/17/06 (3 copies, 14 sheets) • Landscaping Plans revision dated 4/17/06 (3 copies, 5 sheets) • StormFilter Tributary Area Exhibit dated 4/12/06 (3 copies, 1 sheet, I Ix17) I provide responses in accordance with your review comments as follows: All Sheets — 1) Revise the permit number in the approval block to reflect the permit number noted above. Revised as requested Sheet C3 — 1) Provide additional orange safety fence and silt fence around the perimeters of the sanitary sewer and storm drainage pipe systems that intrude into the wetland buffer. Added as requested. 2) The westerly swale should be constructed so as to enter the temporary sediment pond, upstream of the silt fence divider. Revised as requested. Sheet C4 — 1) Add to Construction Sequence Note #2 to install the orange safety fence along and within the wetland buffer. Added as requested. Sheet CS — RESUBMITTED 1) Provide the stationing for the centerline of the new driveway approach. Added as requested. APR 18 2006 -� CITY OF FEDERAL WAY BUILDING DEPT. Page 2 Kevin Peterson City of Federal Way April 17, 2006 2) Indicate the barricade at the end of S 340th is to be `fixed, and add that a City standard `future roadway extension' sign shall be affixed to the barricade. (Detail should be updated to show the future roadway extension sign language.) Added and updated as requested. 3) It appears the access is a reverse -slope driveway. If so, a catch basin must be placed 10 to 20 feet upstream of the driveway. The access is not a reverse slope driveway as indicated by the added spot elevation. An additional catch basin is therefore not warranted. 4) Although previously requested (previous permit for U-Haul project), it has since been determined that the stub -outs from CB's 22 and 23 are not required. Stub -outs from CB's 22 and 23 have been removed as requested. 5) A portion of the roof -drain line along the north side of the building, given the invert elevations, maybe adversely sloped. The roof -drain line along the north side of the building has been revised to provide positive slope. Thank you for pointing out our error. 6) Indicate the parking stall dimensions as typical (TYP). Add compact stall dimensions, if applicable. Indicate the Van accessible stall dimensions as TYP, as well. Typical parking and van accessible stall dimensions have been added as requested. Compact stalls are not currently proposed on the site. 7) Provide Station and flowline elevations for the southerly end of curb, gutter, and sidewalk on Pacific Highway South. Added as requested. 8) The existing catch basin, east of CB 8, must be replaced with a Type 2 catch basin, as the rim to invert elevation is greater than 5-feet. The rim to invert elevation being greater than 5-feet is typically left as is but since we are reconnecting the outfall to route through the site this existing catch basin has been shown to be revised to be Type 2 as requested. 9) City standards for roadway tapers are WS2/60, where W = width of roadway widening, and s = posted speed limit. Please verify that the 20:1 taper proposed, provides the same length of taper as would the City standard. We have revised the roadway taper to conform to the provided ratio as requested. 10) King County Surface Water Design Manual (KCSWDM) and City standards require 15-foot easement widths for publicly -maintained conveyance systems. Revise the easement width, and also show how the catch basins can be accessed for future City maintenance. See `Other' comment 1, below for additional reference to easements. We have revised publicly -maintained storm easement width along the south and the west to be 15 feet as requested. Access to CB 7 and CB 6 in the public easement along the south perimeter of the site may be accessed by the City along the public easement and/or via the adjacent pavement along the north east of the proposed fence. Access to CB 4 and CB 5 in the public easement along the west perimeter of the site may be accessed by the City along the public easement and/or via the adjacent right-of-way dedication to the north. Page 3 Kevin Peterson City of Federal Way April 17, 2006 11) Add a note that the actual street light locations are to be per the approved street lighting plans. Added as requested. Sheet C6 — 1) Suggest re -locating CB 5, CB 14, and storm line between the two CB's 2 further south, in order to provide better access to CB 5. The trash enclosure significantly hinders accessibility as currently designed. Relocated as suggested. 2) See comment #9, Sheet C5, above. Addressed above. 3) The 15-foot easement, shown to the northwest of CB 4, scales out to be 10-feet on the plan. We have revised the publicly -maintained storm easement width along the south and the west to be 1 S feet as requested. Sheet C9 — 1) Engineer's signature must match the name shown on the engineers stamp. The engineer's stamp has been corrected. Thank you for pointing out our error. Sheets Cl I and C 12 — 1) City Standard Drawings 3-6, 3-11 (sheet C11), and 3-4, 3-15 (sheet C12), have been recently updated. Please e-mail me at kevin. eterson cit offederalwa .corn, and I will reply with the updated CAD drawings, as these details have not yet been posted on the City's web -site. The referenced Standard Drawings which you cited above and which you provided by email have been inserted into the respective sheets as requested. 2) Remove detail 4-18. The existing catch basin proposed for the conversion riser must be replaced with a Type II CB, eliminating the need for this detail. Removed as requested. Landscape Plans — 1) No trees can be planted within the Public Drainage Easements. Trees have been removed from being planted within the Public Drainage Easement along the south and the westperimeter as requested. The trees are replaced with shrubs within the Public Drainage Easement along the west perimeter to satisfy perimeter planting requirements. 2) The wider (15') Public Drainage Easement may require some re -configuration of the landscaping and irrigation systems. Landscaping has been revised to address the wider Public Drainage Easement as requested. It was not necessary to revise the temporary irrigation. 3) The Marshalls Seedless Ash is not an approved tree for use on Pacific Highway South. Please revise to one of those listed on the enclosed. The Marshalls Seedless Ash has been replaced with Fraxinus oxycarpa 'Raywood'/Raywood Ash as requested from the approved tree list you provided. TIR comments — 1) Section IV - Please provide an exhibit that better displays those areas tributary to the StormFilter vault. The areas provided on the developed conditions exhibit does not clearly Page 4 Kevin Peterson City of Federal Way April 17, 2006 show those areas provided on page 4-5, as relates to the various areas of impervious and pervious. A StormFilter Tributary Area Exhibit dated 4112106 is enclosed identifying the total, pervious and impervious tributary areas for inclusion in Section IV of the previously provided TIR as requested. Other — 1) The reference to Public storm drainage easements for that portion of the system coming into the site at CB's 18 and 19, will not be maintained by the City. Delete references to Public Drainage Easements for those two systems. (City will maintain the system that runs along the south property line and west edge of the development). Previously identified storm drainage easements for that portion of the system coming into the site at CB's 18 and 19 have been removed as requested. 2) A Declaration of Covenant (sample document enclosed, electronic version can be e-mailed) must be recorded at King County records, prior to permit issuance. I will arrange for the Applicant to prepare and record the Declaration of Covenant before permit issuance. 3) The street lighting, and signal and channelization revision plans must be approved as part of this building permit application. Based on my conversation with Sarady Long, City Traffic Review Engineer, those plans are in process of being revised. The project traffic consultant (Kevin Collins, The Transpo Group) is coordinating approval with Sarady Long to obtain street lighting, signal and channelization plan approval. A copy of those approved plans will be provided to you before permit issuance. 4) The Right of Way Dedication must occur prior to permit issuance, via Statutory Warranty Deed (SWD). Please complete the enclosed SWD Worksheet, and return with legal descriptions, prepared and stamped by a Licensed Surveyor, of those areas to be dedicated to the City for Right of Way. I will arrange for the Applicant to complete the Statutory Warranty Deed and we will prepare corresponding legal descriptions for the two right-of-way dedication areas (along SR99 and for South 340th Street) and provide them to you before permit issuance. 5) Bonding is required for the street frontage and on -site improvements. Please prepare a bond quantities worksheet, and have the applicant complete and return the Bond Information Sheet (enclosed), so that City staff can begin preparation of the bond documents. Please include in the bond quantities, all street lighting, signalization, and channelization items. I will arrange for the completion of the Bond Quantities Worksheet (including street lighting, signalization, and channelization items) and arrange for the Applicant to complete the Bond Information Sheet and return them to you before permit issuance. 6) Three sets of catalog cuts for the signal and street lighting system components must be submitted for City review and approval. The contractor or project traffic consultant (Kevin Collins, The Transpo Group) will provide three sets of catalog cuts for the signal and street lighting system components for City review and approval separately. The selected contractor will make this submittal to the City directly or through the project traffic consultant after approval of the Street Lighting, Signal and Channelization Plans. Page 5 Kevin Peterson City of Federal Way April 17, 2006 In addition to the above, the Plans have been revised as follows: • Recent channelization plan review comments by City staff have warranted the addition of an asphalt path connection from the existing sidewalk to the propose pavement at the northwest corner of the intersection of South 340th Street and Pacific Highway South. The existing sidewalk was recently installed as part of the City's Pacific Highway South project improvements. • Recent channelization plan review comments by City staff have warranted the addition of an asphalt path connection from the proposed sidewalk at the southerly end of frontage improvements on Pacific Highway South to the existing pavement. • The overhead door along the north side of the building has been widened to be 20' wide in order to meet the Applicant's program requirements. The Landscape Plans (see sheet L1) show the revised planter to the west of the north overhead door and shows the updated parking lot planting area calculation where the parking lot planting area provided still exceeds the parking lot planting area requirement. • Pavement stripping (similar to that shown in the vicinity of the north and south canopy) has been added for three areas along the west side of the building. • The previously shown direction arrow symbols in the vicinity of the north and south canopy have been removed. They were intended to provide an indication of planned use and were not intended to be actual pavement stripping. We have addressed your comments and request your approval and issuance of the corresponding permit subject to you receiving the following: ■ Recorded Declaration of Covenant ■ Approved Street Lighting, Signal and Channelization Plans • Right -of -Way Dedication Statutory Warranty Deed with legal descriptions • Completed Bond Quantities Worksheet and Bond Information Sheet If you have any other comments please contact me so we discuss them and so I can provide final copies or mylars as you request for approval signature. Please do not hesitate to contact me, or the Applicant if you have any questions. Sincerely, TRIAD ASSOCIATES Donald J. Hill Project Principal cc: Todd Hamula, Zaremba Group (Applicant Representative) Mike Woods, Richard L. Bowen & Associates Kevin Collins, The Transpo Group Enclosures CITY OF Ak Federal April 3, 2006 Don Hill, P.E. Triad Associates. 12112 155th Ave. N.E. Kirkland, WA 98034 CITY HALL Wa 33325 8th Avenue South Y Mailing Address: PO Box 9718 Federal Way, WA 98063-9718 (253) 835-7000 www.cityoffederalway.com RE: Permit #06-100722-00-CO; PROGRESSIVE SERVICE CENTER 34001 Pacific Hwy S Dear Mr. Hill, The Public Works Department has reviewed the February 15, 2006 submittal of engineering and landscape plans for the above -referenced project. Prior to permit issuance, following items must be addressed: All Sheets — 1) Revise the permit number in the approval block to reflect the permit number noted above. Sheet C3 — 1) Provide additional orange safety fence and silt fence around the perimeters of the sanitary sewer and storm drainage pipe systems that intrude into the wetland buffer. 2) The westerly swale should be constructed so as to enter the temporary sediment pond, upstream of the silt fence divider. Sheet C4 — 1) Add to Construction Sequence Note #2 to install the orange safety fence along and within the wetland buffer. Sheet C5 — 1) Provide the stationing for the centerline of the new driveway approach. 2) Indicate the barricade at the end of S 340th is to be fixed, and add that a City standard 'future roadway extension' sign shall be affixed to the barricade. (Detail should be updated to show the future roadway extension sign language.) 3) It appears the access is a reverse -slope driveway. If so, a catch basing must be placed 10 to 20 feet upstream of the driveway. 4) Although previously requested (previous permit for U-Haul project), it has since been determined that the stub -outs from CB's 22 and 23 are not required. l:\csdc\docs\save\] 0151138070-doc 5) A portion of the roof -drain line along the north side of the building, given the invert elevations, may be adversely sloped. 6) Indicate the parking stall dimensions as typical (TYP). Add compact stall dimensions, if applicable. Indicate the Van accessible stall dimensions as TYP, as well. 7) Provide Station and flowline elevations for the southerly end of curb, gutter, and sidewalk on Pacific Highway South. 8) The existing catch basin, east of CB 8, must be replaced with a Type 2 catch basin, as the rim to invert elevation is greater than 5-feet. 9) City standards for roadway tapers are WS2/60, where W=width of roadway wideneing, and s=posted speed limit. Please verify that the 20:1 taper proposed, provides the same length of taper as would the City standard. 10) King County Surface Water Design Manual (KCSWDM) and City standards, require 15-foot easement widths for publicly -maintained conveyance systems. Revise the easement width, and also show how the catch basins can be accessed for future City maintenance. See 'Other' comment 1, below for additional reference to easements. 11)Add a note that the actual street light locations are to be per the approved street lighting plans. Sheet C6 — 1) Suggest re -locating CB 5, CB 14, and storm line between the two CB's 2 further south, in order to provide better access to CB 5. The trash enclosure significantly hinders accessibility as currently designed. 2) See comment #9, Sheet C5, above. 3) The 15-foot easement, shown to the northwest of CB 4, scales out to be 10-feet on the plan. Sheet C9 — 1) Engineers signature must match the name shown on the engineers stamp. Sheets C11 and C12 — 1) City Standard Drawings 3-6, 3-11 (sheet C11), and 3-4, 3-15 (sheet C12), have been recently updated. Please e-mail me at kevin.peterson@cityoffederalway.com, and I will reply with the updated CAD drawings, as these details have not yet been posted on the City's web -site. 2) Remove detail 4-18. The existing catch basin proposed for the conversion riser must be replaced with a Type II CB, eliminating the need for this detail. Landscape Plans — 1) No trees can be planted within the Public Drainage Easements. 2) The wider (15) Public Drainage Easement may require some re -configuration of the landscaping and irrigation systems. 3) The Marshalls Seedless Ash is not an approved tree for use on Pacific Highway South. Please revise to one of those listed on the enclosed document. TIR comments — 1) Section IV- Please provide an exhibit that better displays those areas tributary to the StormFilter vault. The areas provided on the developed conditions exhibit does not 1: \csdc \doc s\save\ 1015113 80 70. d oc clearly show those areas provided on page 4-5, as relates to the various areas of impervious and pervious. Other — 1) The reference to Public storm drainage easements for that portion of the system coming into the site at CB's 18 and 19, will not be maintained by the City. Delete references to Public Drainage Easements for those two systems. (City will maintain the system that runs along the south property line and west edge of the development). 2) A Declaration of Covenant (sample document enclosed, electronic version can be e-mailed) must be recorded at King County records, prior to permit issuance. 3) The street lighting, and signal and channelization revision plans, must be approved as part of this building permit application. Based on my conversation with Sarady Long, City Traffic Review Engineer, those plans are in process of being revised. 4) The Right -of -Way Dedication must occur prior to permit issuance, via Statutory Warranty Deed (SWD). Please complete the enclosed SWD Worksheet, and return with legal descriptions, prepared and stamped by a Licensed Surveyor, of those areas to be dedicated to the City for Right of Way. 5) Bonding is required for the street frontage and on -site improvements. Please prepare a bond quantities worksheet, and have the applicant complete and return the Bond Information Sheet (enclosed), so that City staff can begin preparation of the bond documents. Please include in the bond quantities, all street lighting, signalization, and channelization items. 6) Three sets of catalog cuts for the signal and street lighting system components must be submitted for City review and approval. Please revise the plans as necessary, and re -submit 3 copies of the revisions, as well as additional information as requested. If you have any questions, please call me at (253) 835-2734, or kevin.peterson@cityoffederalway.com, via e-mail. Sincerely, Kevin Peterson Engineering Plans Reviewer KP:su Enclosure cc: Mike Woods, Richard L. Bowen & Associates, Inc., 13000 Shaker Blvd, Cleveland, OH 44120 Project File Day File l:\csdc\dots\save\10151138070 doc OS-o*7-q- AkCITY OF Federal Way April 3, 2006 Don Hill, P.E. Triad Associates. 12112 155th Ave. N.E. Kirkland, WA 98034 (;01P1 CITY HALL 33325 8th Avenue South Mailing Address: PO Box 9718 Federal Way, WA 98063-9718 (253) 835-7000 www.cityoffederalway.com )OL RE; Permit #06-100722-00-CO; PROGRESSIVE SERVICE CENTER 34001 Pacific Hwy S Dear Mr. Hill, The Public Works Department has reviewed the February 15, 2006 submittal of engineering and landscape plans for the above -referenced project. Prior to permit issuance, following items must be addressed: All S eets -- )Revise the permit number in the approval block to reflect the permit number noted bove. #*m Sheet C3 — A) Provide additional orange safety fence and silt fence around the perimeters of the sanitary sewer and storm drainage pipe systems that intrude into the wetland buffer. The westerly swale should be constructed so as to enter the temporary sediment pond, upstream of the silt fence divider. Sheet C4 — 1) Add to Construction Sequence Note #2 to install the orange safety fence along and within the wetland buffer. Sheet C5 — 4) Provide the stationing for the centerline of the new driveway approach. 4) Indicate the barricade at the end of S 340th is to be fixed, and add that a City standard `future roadway extension' sign shall be affixed to the barricade. (Detail should be updated to show the future roadway extension sign language.) (,*3) It appears the access is a reverse -slope driveway. If so, a catch basing must be placed 10 to 20 feet upstream of the driveway. ,A) Although previously requested (previous permit for U-Haul project), it has since been determined that the stub -outs from CB's 22 and 23 are not required. RESUBMI ` APR 1, 8 2006 I:\csdc\docslsave\10151138070.doc CITY OF FEDERAL WAY BUILDING DEPT. :5) A portion of the roof -drain line along the north side of the building, given the invert elevations, may be adversely sloped. --6) Indicate the parking stall dimensions as typical (TYP). Add compact stall dimensions, if applicable. Indicate the Van accessible stall dimensions as TYP, as well. ,,4) Provide Station and flowline elevations for the southerly end of curb, gutter, and sidewalk on Pacific Highway South. ,Z) The existing catch basin, east of CB 8, must be replaced with a Type 2 catch basin, as the rim to invert elevation is greater than 5-feet. 4) City standards for roadway tapers are WS2/60, where W=width of roadway wideneing, and s=posted speed limit. Please verify that the 20:1 taper proposed, provides the same length of taper as would the City standard. vI 0) King County Surface Water Design Manual (KCSWDM) and City standards, require 15-foot easement widths for publicly -maintained conveyance systems. Revise the easement width, and also show how the catch basins can be accessed for future City maintenance. See 'Other' comment 1, below for additional reference to easements. ,11)Add a note that the actual street light locations are to be per the approved street lighting plans. Sheet C6 — �j Suggest re -locating CB 5, CB 14, and storm line between the two CB's 2 further south, in order to provide better access to CB 5. The trash enclosure significantly hinders accessibility as currently designed. ij See comment #9, Sheet C5, above. A) The 15-foot easement, shown to the northwest of CB 4, scales out to be 10-feet on the plan. Sheet C9 — '-4) Engineers signature must match the name shown on the engineers stamp. Sheets C11 and C12 — 1) City Standard Drawings 3-6, 3-11 (sheet C11), and 3-4, 3-15 (sheet C12), have been recently updated. Please e-mail me at kevin.peterson@cityoffederalway.com, and I will reply with the updated CAD drawings, as these details have not yet been posted on the City's web -site. 2) Remove detail 4-18. The existing catch basin proposed for the conversion riser must be replaced with a Type II CB, eliminating the need for this detail. Landscape Plans — 1) No trees can be planted within the Public Drainage Easements. 2) The wider (15� Public Drainage Easement may require some re -configuration of the landscaping and irrigation systems. 3) The Marshalls Seedless Ash is not an approved tree for use on Pacific Highway South. Please revise to one of those listed on the enclosed document. TIR comments — 1) Section IV- Please provide an exhibit that better displays those areas tributary to the StormFilter vault. The areas provided on the developed conditions exhibit does not l:\csdc\docs\save\10151138070 doc clearly show those areas provided on page 4-5, as relates to the various areas of impervious and pervious. Other — 1) The reference to Public storm drainage easements for that portion of the system coming into the site at CB's 18 and 19, will not be maintained by the City. Delete references to Public Drainage Easements for those two systems. (City will maintain the system that runs along the south property line and west edge of the development). 2) A Declaration of Covenant (sample document enclosed, electronic version can be e-mailed) must be recorded at King County records, prior to permit issuance. 3) The street lighting, and signal and channelization revision plans, must be approved as part of this building permit application. Based on my conversation with Sarady Long, City Traffic Review Engineer, those plans are in process of being revised. 4) The Right -of -Way Dedication must occur prior to permit issuance, via Statutory Warranty Deed (SWD). Please complete the enclosed SWD Worksheet, and return with legal descriptions, prepared and stamped by a Licensed Surveyor, of those areas to be dedicated to the City for Right of Way. 5) Bonding is required for the street frontage and on -site improvements. Please prepare a bond quantities worksheet, and have the applicant complete and return the Bond Information Sheet (enclosed), so that City staff can begin preparation of the bond documents. Please include in the bond quantities, all street lighting, signalization, and channelization items. 6) Three sets of catalog cuts for the signal and street lighting system components must be submitted for City review and approval. Please revise the plans as necessary, and re -submit 3 copies of the revisions, as well as additional information as requested. If you have any questions, please call me at (253) 835-2734, or kevin.peterson@cityoffederalway.com, via e-mail. Sincerely, Kevin Peterson Engineering Plans Reviewer KP:su Enclosure cc: Mike Woods, Richard L. Bowen & Associates, Inc., 13000 Shaker Blvd, Cleveland, OH 44120 Project File Day File l:\csdc\docs\save\ 10151138070.doc 05-o }9- #6256.15 - Seattle (South), WA crry F ` N-.,, RECEIVED �a :7 2- z- Federal Way PERMIT COMMUNITYDEVEfAPAM''Yr5�lflrfi.P 1 5 2006 SF MF CO E EL PL DE EN FP 33325 SW R&M90 !e APPLICATION FEDERAI.SVAY.WA 98063-97F8 A p ' as3-sss,sso2r-FAX 2GF FEDERAL %W e L iLDING DEPT. The following is uired information - an incomplete ayjulication will not be accepted. Please rint l ibl fin ink) or ty e. PROPERTY• • SITE ADDRESS 34001 Pacific Way — SR 99 & South 340th St. — Seattle South, WA SUITE/UNIT # ASSESSOR'S TAR/PARCEL # Z O O � - cl Q S LOT SIZE (sfi O (O SF LEGAL DESCRIPTION (e.g. Acme Estates, Lot 1) St E 1AITACIV6,16 !Attach separate page for krgthy Lgat descrgtbW PROJECT• • TYPE OF PERMIT QQ BUILDING ❑ PLUMBING ❑ MECHANICAL ❑ DEMOLITION ❑ ELECTRICAL ❑ ENGINEERING ❑ FIRE PREVENTION SYSTEM PROJECT DESCRIPTION (Prouide detailed description of work included on th rmlt an! ) New commercial use building. Business use and S2 storage use. Inspection bay area. No repair work is performed at facility. Exterior drop-off andpick-up canopies and carport are non-combustible, self-supportin and non-sprinklered, per NFPA-13 Section 8.14.7.2 and A8.14.7.2. PROJECT NAME (Name ofBusinessorOwner Last Name) ProgressiYE' I^c�Iranrr f !aim rE'nlPr PEOPLEi • • PROPERTY NAME PRIMARY PHONE OWNER Progressive Insurance Compan ( 440 ) 603 - 7000 MAILING ADDRESS CITY. STATE. ZIP 5920 Landerbrook Drive Mayfield Heights, OH 44124 CONTRACTOR COMPANY NAME APPLICANT NAME — OFFICE PHONE TBD ( ) APPLICANT MAILING ADDRESS CITY. STATE. ZIP Cry OF rMERAL WAYaUSINE.W LICENSE NUMBER F-\MRAi10N DATE FAX NUMBER _ - $ L WN1RgClC7" REC,ISTRKrION NUMBER (Copy of card required with each application) - EXPIRATION DATE COMPANY NAME APPLICANT NAME OFFICE PHONE Richard L. Bowen + Associates Inc. 13000 Shaker Boulevard (216) 491 - 9300 MAILING ADDRESS CITY, STATE. ZIP CELL PHONE 13000 Shaker Boulevard Cleveland, OH 44120 ( 216 ) 403 - 2834 RELATIONSHIP TO PROJECT FAX NUMBER X Architect ❑ Tenant ❑ Agent ❑ Other (Describe) ( ) - CONTACT NAME PRIMARY PHONE E-MAIL ADDRESS Michael F. Woods I ( 216) 377 - 3857 mwoods@rlba.com LENDER Per RCW 19.27.095: Lender irformation is NAME required (fproject udlue exceeds $5,000 There is no lender. MAILING ADDRESS CITY. STATE. ZIP PHONE DETAILED BUILDING INFORMATION EXISTING USE N/A PROPOSED USE Office - Business EXISTING ASSESSED/APPRAISED VALUE $- _ VALUE OF PROPOSED WORK $ 1,500,000.00 SPRINKLERED BUILDING? c(YES ❑ NO FIRE SUPPRESSION SYSTEM PROPOSED/REQUIRED? CXYES ❑ NO WATER SERVICE PROVIDER ) LAKEHAVEN ❑ HIGHLINE ❑ TACOMA ❑ PRIVATE (WELL) SEWER SERVICE PROVIDER )CLAKEHAVEN ❑ HIGHLINE ❑ PRIVATE (SEPTIC) DATE IN: i DATE OUTT: f TO: CITY OF FEDERAL WAY LAW DEPARTMENT REQUEST FOR CONTRACT PREPARATION/DOCUMENT REVIEW/SIGNATURE ROUTING SLIP 1. ORIGINATING DEPT./DIV: 1' K J D 2. ORIGINATING STAFF PERSON: EXT: 3. DATE REQ. BY: 4. TYPE OF DOCUMENT REQUESTED (CHECK ONE) ❑ PROFESSIONAL SERVICE AGREEMENT ❑ SECURITY DOCUMENT (E.G. AGREEMENT & ❑ MAINTENANCE/LABOR AGREEMENT PERF/MAIN BOND; ASSIGNMENT OF FUNDS IN LIEU OF BOND) ❑ PUBLIC WORKS CONTRACT ❑ CONTRACTOR SELECTION DOCUMENT ❑ SMALL PUBLIC WORKS CONTRACT (E.G., RFB, RFP, RFQ) (LESS THAN $200,000) ❑ CONTRACT AMENDMENT AG#: ❑ PURCHASE AGREEMENT) o CDBG (MATERIALS, SUPPLIES, EQUIPMENT) 1A OTHER�1�� ❑ REAL ESTATE DOCUMENT /\� 5. PROJECT NAME: 6. NAME OF CONTRACTO -7V& ADDRESS: rat' IAJgN-r 2'44' ?11 . �l TELEP ONE SIGNATURE AME: gw�TITLEtI 7. ATTACH ALL EXHIBITS AND CHECK BOXES ❑ SCOPE OF SERVICES /ALL EXHIBITS REFERENCED IN DOCUMENT ❑ INSURANCE CERTIFICATE / DOCUMENT AUTHORIZING SIGNATURE 8. TERM: COMMENCEMENT DATE: 11 t COMPLETION DATE:_ 9. TOTAL COMPENSATION $ h,/ k/ (INCLUDE EXPENSES AND SALES TAX, IF ANY) (IF CALCULATED ON HOURLY LABOR CHA GE - ATTACH SCHEDULES OF EMPLOYEESTITLES AND HOLIDAY RATES) REIMBURSABLE EXPENSE: ❑ YES ❑ NO IF YES, MAXIMUM DOLLARAMOUNT: $ IS SALES TAX OWED ❑ YES ❑ NO IF YES, $ PAID BY: ❑ CONTRACTOR ❑ CITY 10. CONTRACT REVIEW fNITIALIDATE APPROVED FNITI.kUDATEAPPROVED PROJECT MANAGER I�rf�l�� DG}� DIRECTOR { 7,� �� /� 116 r LAW La( t1o6 oc, 1 piupy- v�e-- r�l t� log 11. CO TRACT SIGNATURE ROUTING INITIALMATE APPROVED INITIAL/DATEAPPROVED CITY MANAGER �J�tlb � 4 SIGN COPY BACK TO ORGINATING DEPT. •G444R-C�HARGE TO: 07/05 Return Address: City of Federal Way Attn: Kevin Peterson, Public Works 33325 81h Ave S PO Box 9718 Federal Way, WA 98063-9718 STATUTORY WARRANTY DEED SR-99 and S 340th Street Right -of -Way Dedications Grantor (s): PROGRESSIVE CASUALTY INSURANCE COMPANY, an Ohio corporation Grantee (s): CITY OF FEDERAL WAY, a Washington municipal corporation Property Legal Description (abbreviated): Attached as Exhibit "A" Additional Legal(s) on Exhibits `B-1", `B-2" and `B-3" Assessor's Tax Parcel ID#(s): 202104-9051 THE GRANTOR(S) PROGRESSIVE CASUALTY INSURANCE COMPANY, an Ohio corporation, for and in consideration of the City of Federal Way's approval of permit# 06-100722-000- 00-CO for construction of a commercial building and other good and valuable consideration, convey(s) and warrant(s) to the CITY OF FEDERAL WAY, a Washington municipal corporation, all of its right, title and interest, and any after -acquired interest therein, in and to the following described real property situated in County of King, State of Washington: Full legal description of Property attached hereto as Exhibit `B-1", `B-2", `B-3" and incorporated herein by this reference. DATED THIS Z W day of , 200(0 GRANTOR PROGRESSIVE CASUALTY INSURANCE COMPANY By: 1'e Ron Marotto, Di ctor of Real Estate 5920 Landerbrook Drive, Building 3, OH-L23 Mayfield Heights, Ohio 44124 STATE OF OHIO ) COUNTY OF 1uyAyaess.pq ) On this day personally appeared before me Ron Morotto, to me known to be the Director of Real Estate of Progressive Casualty Insurance Company, the corporation that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he was authorized to execute said instrument and that the seal affixed, if any, is the corporate seal of said corporation. GIVEN my hand and official seal this Zoo day of JUNE 20 G �P ry r1l (typed/printed name of notary) Notary Public in and for the State of VV944"n. OHIO My commission expires aj-- 0 G LE4DA L. MARKUSiC Notary public, State of Ohio, Cuy.Ctty. - 4 1\csdc\docs\save\16736067045.doc My commission expires Mar. 6, 1n -jI G Alawforms\deeddev.doe 08/04 LEGAL DESCRIPTION THAT PORTION OF THE SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. AND THAT PORTION OF THE NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, TOWNSHIP 21 NORTH, RANGE 4 EAST W.M., RECORDS OF KING COUNTY, WASHINGTON, LYING WESTERLY OF PRIMARY STATE HIGHWAY NO. 1 (US 99) AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF SAID SECTION 20: THENCE SOUTH 01'12'17" WEST ALONG THE EAST LINE OF SAID NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 1479.34 FEET TO THE NORTHEAST CORNER OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20: THENCE NORTH 88'24'53" WEST ALONG THE NORTH LINE OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF Q� 169.96 FEET TO THE WESTERLY RIGHT—OF—WAY LINE OF PRIMARY STATE HIGHWAY NO. 1 (US 99) AND THE TRUE POINT OF BEGINNING; THENCE CONTINUE ALONG SAID NORTH LINE NORTH 88'45'53` WEST. A DISTANCE Or 1143.58 FEET TO THE NORTHWEST CORNER OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST W QUARTER OF THE NORTHEAST QUARTER OF SECTION 20; THENCE SOUTH 01'14'32" WEST ALONG THE WEST LINE OF SAID SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. A DISTANCE OF 328.83 FEET TO THE SOUTHWEST CORNER OF SAID NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. THENCE SOUTH 88'46'07" EAST ALONG THE SOUTH LINE OF SAID NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. A DISTANCE OF 1034.43 FEET TO SAID WESTERLY RIGHT—OF—WAY LINE OF PRIMARY STATE HIGHWAY NO. 1 (US 99); THENCE NORTH 22"49'31" EAST ALONG SAID WESTERLY RIGHT—OF—WAY LINE, A DISTANCE OF 115.81 FEET TO THE BEGINNING OF A CURVE TO THE LEFT. THENCE ALONG SAID CURVE TO THE LEFT HAVING A RADIUS OF 2815.00 FEET THROUGH A CENTRAL ANGLE OF 0421'52" AN ARC DISTANCE OF 214.43 FEET; THENCE NORTH 7132'21" WEST, A DISTANCE OF 10.00 FEET TO THE BEGINNING OF A CURVE TO THE LEFT; THENCE ALONG SAID CURVE TO THE LEFT HAVING A RADIUS OF 2805.00 FEET THROUGH A CENTRAL ANGLE OF 0'20'24" AN ARC DISTANCE OF 16.65 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. AREA 360.364 SF or 8.27 ACRES 12' RflW t}EDtCATtON LEGAE DESCRIPTION: CX lH t g' T _)� -- f That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, Township 21 North, Range 4 !vast W.M., records of King County. Washington, lying Westerly of Primary State Highway No. 1 WS 99) and more particularly described as follows: Commencing at the Northeast corner of said Section 20; THENCE South 01-12'21" West along the East fine of said Northeast quarter of Section 20. a distance of 1479.34 feet to the Northeast comer of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE. North 88145'56' West along the North line of sald South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 170.18 feet to the Westerly right-of-way line of Primary State Highway No. 1 (US 99); THENCE continuing North 88'45'56' Wesl, along said North line, a distance of 2-09 feet to a point of a non -tangent curve, the center which bears North 71051'03" West and the True Point Of Beginning; THENCE South-Westerty along said non -tangent curve having a radius of 2803.00 feet with a central angle of 04'40'42" an arch distance of 228.87 feet; THENCE South 22049'39" West, a distance of 121-26 feet to the South line of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE South 88'46'05- East along said South line, a distance of 12.91 feet to the Westerly right-of- way line of Primary State Highway No. 1 (US 99); THENCE North 22149'38' East along said Westerly right-of-way a distance of 116-51 feet to the beginning of a curve to the left; THENCE continuing along said Westerly right-of-way and along said curve to the left having a radius of 2815-00 feet through a central angle of 04021'35" an are distance of 214.20 feet; THENCE continuing along said Westerly right-of-way, North 71'31'56" West, a distance of 10-00 feet to a point of a non -tangent curve_ THENCE continuing North-easterly along said Westerly right-of-way and along said curve, the center which bears North 71 °31'S6" West having a radius of 2805.00 feet through a central angle of OWI Y51" an arc distance of 1620 feet to the North fine of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE North 88045*53' West along said North line a distance of 2.09 feet to the true point of beginning- 40' ROW DEDICATION LEGAL DESCRfPTION: Ex"1)3,r)3 —_7 That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, Township 21 North, Range 4 East W.M-, records of Ming County, Washington, lying Westerly of Primary State Highway No_ 1 (US 99) and more particularly described as follows: Commencing at the Northeast corner of said Section 20; THENCE South 01112'21" West along the East line of said Northeast quarter of Section 20, a distance of 1479.34 feet to the Northeast corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE North 88145'56" West along the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20• a distance of 170.18 feet to the Westerly right-of-way line of Primary State Highway No- i (US 99) THENCE continuing North 88'45'56" West, along said North line, a distance of 2.09 feet to a point of a non -tangent curve, the center which bears North 71'51'03' West and the True Point of Beginning; THENCE South -Westerly along said non -tangent curve having a radius of 2803.00 feet with a central angle of 01051'09" an arch distance of 90.62 feet to a point on a curve, the center which bears North 69'59'54" West; THENCE Northwesterly along said curve having a radius of 35 feet through a central angle of 108'46'01" an arc distance of 66.44 feet to South line of the North 40 feet of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20.- THENCE North 88145'56" West, along said South line, a distance of 552.16 feet to the East line of the Drainage Facilities Easement recorded under recording number 9509110608; THENCE North 01'14'08' East along said East line, a distance of 40.00. to the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE South 88045'56" East along said North line a distance of 613.06 feet to the point of beginning. PROGRESSIVE INSURANCE TRIAD JOB # 05-077 RIGHT OF WAY DEDICATION EXHIBIT MAY 8, 2006 NOI'14'08•'E 328.80' �XI !$�T 13-3 >> n nm�Z e A ozzmn trTl Z Oo� -U)m $ OD_ ao r It ;i rn OD a O Z LA co � N � 1 Z U Ln Z O N� p Q1 nr I N W 0A Z A p� Nm N Op O. p QO N n c,l z ! z * �' c: z XX (D N camA � n 0 0 0 C, 5 N VI A W N mcoU! z r \ a m ? LA m -NJ IN -+ IUD IiI iT tri Iw rn o rn i z rn c,l cn w 'I.) 'On N 'p x to m I p m o N +'n a C _ \ I m \ :O m N I IN IV IN N M 0 C:) /L/� Z 'M 171 �Oo !� D -i n0 OID•O DIL+ �D > Ln fv \ 10 O la .p in f" �� Zrs•9 f � � j � � Cn f `n 2 a v � D ID D ID p my O ae Z r] G p Ln A o D L," O CIA rn lF�sH ` �815o0,4 �3C L 9�q Se) I—'--_` z1 O U � UI 1474.4 N01'12'21"F w� rn ffDFXARITMENTmNuE WOk STATE REAL ESTATE EXCISE TAX AFFIDAVIT This form is your receipt PLEASE TYPE OR PRINT CHAPTER 82.45 RCW — CHAPTER 458-61 WAC when stamped by cashier. THIS AFFIDAVIT WILL NOT BE ACCEPTED UNLESS ALL AREAS ON ALL PAGES ARE FULLY COMPLETED ,,,_ .. . _ (See back page for instructions) Name Progressive Casualty Insurance Company ® Name City of F Mailing Address 5920 Landerbrook Drive, Building 3, 01-1-1-23 OW4 z Mailing Address 33730 29th Court SW City/State/Zip Mayfield Heights, Ohio 44124 City/State/Zip. Federal Way, WA 98( Phone No. (including area code} Phone No. (including area code) Send all property tax correspondence to: El Same as Buyer/Grantee Name Progressive Casualty Insurance Company Mailing Address 5920 Landerbrook Drlve, Building 3, OH-L23 City/State/Zip Mayfield Heights, Ohio 44124 Phone No. (with area code) ® Street address of property: List all real and personal property tax parcel account numbers — check box if personal property 202104-9051 ❑✓ This property is located in ❑ unincorporated County OR within❑✓ city of Federal Way ❑ Check box if any of the listed parcels are being segregated from a larger parcel. Legal description of property (if more space is needed, you may attach a separate sheet to each page of the affidavit) - See Attached - Enter Abstract Use Categories: (Please see list on the back page of this form) If exempt from property tax per chapter 84.36 RCW (nonprofit organization), include: Seller's Exempt Reg. No,: YES NO Is this property designated as forest land per chapter 84.33 RCW? ❑ ❑� Is this property classified as current use (open space, farm and ❑ ❑✓ agricultural, or timber) land per chapter 84.34? Is this property receiving special valuation as historical property ❑ ❑✓ per chapter 84.26 RCW? If any answers are yes, complete as instructed below. (1) NOTICE OF CONTINUANCE (FOREST LAND OR CURRENT USE) NEW OWNER(S): To continue the current designation as forest land or classification as current use (open space, farm and agriculture, or timber) land, you must sign on (3) below. The county assessor must then determine if the land transferred continues to qualify and will indicate by signing below. If the land no longer qualities or you do not wish to continue the designation or classification, it will be removed and the compensating or additional taxes will be due and payable by the seller or transferor at the time of sale. (RCW 84.33.140 or RCW 84.34.108), Prior to signing (3) below, you may contact Your local county assessor for more information, This land ❑ does ❑ does not qualify for continuance, DEPUTY ASSESSOR DATE (2) NOTICE OF COMPLIANCE (HISTORIC PROPERTY) NEW OWNER(S): To continue special valuation as historic property, sign (3) below. If the new owner(s) do not wish to continue, all additional tax calculated pursuant to chapter 84,26 RCW, shall be due and payable by the seller or transferor at the time of sale, (3) OWNER(S) SIGNATURE List assessed value(s) List all personal property (tangible and intangible) included in selling price, If claiming an exemption, list WAC number and reason for exemption: WAC No. (Section/Subsection) 458-61A-205 Reason for exemption Public Right of Way i I Type of Document Statutory Warranty Deed Date of Document Gross Selling Price $ 0.00 *Personal Property (deduct) $ Exemption Claimed (deduct) $ I Taxable Selling Price $ 0.00 Excise Tax: State $ 0.00 Select Location Local $ 0.00 *Delinquent Interest: State $ 0,0000 1 Local $ *Delinquent Penalty $ *County Technology Fee $ *State Technology Fee S *Affidavit Processing Fee $ Total Due $ 10.00 A MINIMUM OF $10.00 IS DUE IN FEE(S) AND/OR TAX 'FEE INS.TRUCTIONF 1 CERTIFY UNDER PENALTY OF PERJURY THAT THE FOREGOING IS TRLK- AND C R1tEC-i . Signature of Signature of Grantor or Grantor's Agent � _/y1%G2� ?�i Grantee or Grantee's Agent Name (print) Ron Marotto, Director of Real Estate Name (print) Interim City Manager, Derek Matheson Date & city of signing: 4' �'� o ni IQ t'1 �.(Cr 4k5,. Qh 1Q Date & city of signing: RLJ Perjury: Perjury is a class C felony which is punishable by imprisonment in the state correctional institution for a maximum term of not more than five years, or by a tine in fur amount fixed by the court of not more than five thousand dollars [$5,000.00), or by both imprisotunent and Fine (RCW 9A.20.020 (IC)) - REV 84 0001ae (a) (06/29/05) THIS SPACE - TREASURER'S USE ONLY COUNTY TREASURER LEGAL DESCRIPTION THAT PORTION OF THE SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, AND THAT PORTION OF THE NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, TOWNSHIP 21 NORTH, RANGE 4 EAST W.M., RECORDS OF KING COUNTY, WASHINGTON. LYING -WESTERLY OF PRIMARY STATE HIGHWAY NO. 1 (US 99) AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF SAID SECTION 20: THENCE SOUTH 01'12'17" WEST ALONG THE EAST LINE OF SAID NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 1479.34 FEET TO THE NORTHEAST CORNER OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. THENCE NORTH 88'24'53" WEST ALONG THE NORTH LINE OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. A DISTANCE OF 169.96 FEET TO THE WESTERLY RIGHT—OF—WAY LINE OF PRIMARY STATE HIGHWAY NO, 1 (US 99) AND THE TRUE POINT OF BEGINNING: THENCE CONTINUE ALONG SAID NORTH LINE NORTH 88'45'53' WEST, A DISTANCE OF 1143.58 FEET TO Trf 1INKNORTHWEST CORNER OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST W QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. THENCE SOUTH 01'14'32" WEST ALONG THE WEST LINE OF SAID SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 328.83 FEET TO THE SOUTHWEST CORNER OF SAID NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. THENCE SOUTH 88"46'07` EAST ALONG THE SOUTH LINE OF SAID NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF" OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. A DISTANCE OF 1034.43 FEET TO SAID WESTERLY RIGHT—OF—WAY LINE OF PRIMARY STATE HIGHWAY NO. I (US 99); THENCE NORTH 22'49'31" EAST ALONG SAID WESTERLY RIGHT—OF—WAY LINE, A DISTANCE OF 115.81 FEET TO THE SEGMINING OF A CURVE TO THE LEFT; THENCE ALONG SAIO CURVE TO THE LEFT HAVING A RADIUS OF 2815.00 FEET THROUGH A CENTRAL ANGLE OF 04'21'52" AN ARC DISTANCE OF 214.43 FEET; THENCE NORTH 71'32'21" WEST, A DISTANCE OF 10,00 FEET TO THE BEGINNING OF A CURVE TO THE LEFT; THENCE ALONG SAID CURVE TO THE LEFT HAVNG A RADIUS OF 2805.00 FEET THROUGH A CENTRAL ANGLE OF 0"20'24" AN ARC DISTANCE OF 16.65 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. AREA 360.364 SF or 8,27 ACRES 12- ROW f3El7ICATION LEGAL DESCRIPTION: Cx H r 13r T That portion of the South half of fhe North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North hair of the Southeast quarter of the Northeast Quarter of Section 20. Township 21 Na1h, Range 4 East W-M.. records of King County. Washington, lying Westerly of Primary State Highway No. 1 (US 991 and more particularly described as follows: Commencing at the Northeast corner of said Section 20; THENCE South 01'12'21' West along the East line of said Northeast quarter of Section 20. a distance of 1479.34 feet to the Northeast comer of said South half of the North hair of the North half of the Southeast quarter of the Northeast quarter of Section 20. THENCE North 88'45'66' West along the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20. a distance of 170.18 feet to lire Westerly right -of --way line of Primary State Highway No. 1 (US 99); THENCE continuing North 88"45S6' West. along. said North line, a distance of 2.09 feet to a point of a non -tangent curve, the center which bears North 71"51'03- West and the True Point Of Beginning; THENCE South -Westerly along said non -tangent curve having a radius of 2803.00 feet with a central angle of 04" 40A2' an arch distance of 228.87 feet; THENCE South 22149'39- West, a distance of 121.26 feet to the South line of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE South 88'46'05- Easl along said South line, a distance of 12.91 feet to the Westerly right-of- way line of Primary State Highway No. 1 (US 99); THENCE North 2Z°49'39' East along said Westerly right-of-way a distance of 116.51 feet to the beginning of a curve to the left; THENCE continuing along said Westerly right-of-way and along said curve to the left having a radius of 2&15.00 feet through a central angle of 04°21'35' an arc distance of 214.20 feel; THENCE continuing along said Westerly right-of-way, North 71'31'56" West. a distance of 10.00 feet to a point of a non -tangent curve_ THENCE continuing North-easterly along said Westerly right-of-way and along said curve, the center which bears North 71*31'56- West having a radius of 2805-00 feet through a central angle of Owl 9'5V an arc distance of 1620 feet to the North line of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE North 88'45'53' West along said North line a distance of 2.09 feet to the true point of beginning_ 40' ROW DE131CATION LEGAL. DESCRIPTION: Exwg,r B —_7 That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, Township 21 North, Range 4 East W.M-. records of Mng County, Washington, lying Westerly of Primary Stale Highway No_ 1 (US 99) and more particularly described as follows: Commencing at the Northeast corner of said Section 20.- THENCE South 01'12'21' West along the East fine of said Northeast quarter of Section 20, a distance of 1479.34 feel to the Northeast corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of SecWn 20.- THENCE North 8814656" West along the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 170.18 feet to the Westerly right-of-way line of Primary State Highway No_ 1 (US 99) THENCE continuing North 88°45'56' West, along said North fine, a distance of 2.09 feet to a point of a non -tangent curve, the center which bears North 71 °51'03' West and the True Point of Beginning; THENCE South -Westerly along said non -tangent curve having a radius of 2803.00 feet with a central angle of 01°51'09" an arch distance of 90.62 feet to a point on a curve, the center which bears North 69°59'54" West; THENCE Northwesterly along said curve having a radius of 35 feet through a central angle of 108'46'01' an arc distance of 66.44 feet to South line of the North 40 feet of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20: THENCE North 88"45'56" West, along said South line, a distance of 552.16 feet to the East line of the Drainage Facilities Easement recorded under recording number 9509110608; THENCE North 01"14'08- East along said East line, a distance of 40.00, to the North fine of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE South 88°45'56" East along said North line a distance of 613.06 feet to the point of beginning_ PROGRESSIVE CASUALTY INSURANCE COMPANY CERTIFIED COPY OF EXECUTIVE COMMITTEE RESOLUTION RESOLVED: that the Officers and the Director of Real Estate of the Company are, and each of them with full power to act without the others is, hereby authorized and empowered, in connection with the Company's acquisition, sale, leasing, subleasing, sale and lease back, ownership, financing, mortgaging, management and/or operation of real property, and in the name and on behalf of the Company, to: (i) execute and deliver all agreements, documents, certificates and other instruments, including, without limitation, purchase agreements, option agreements, deeds, easements, access agreements, escrow agreements, affidavits, mortgages, security agreements, financing statements, leases, subleases, lease guarantees, architect agreements, construction agreements, management agreements, contractor agreements, service agreements, broker agreements, consulting agreements, subordination agreements, estoppel certificates, or the like, each to be in form and substance acceptable to the person executing; (ii) pay all related taxes, fees, costs and expenses; and (iii) do and perform all such other acts and things as may be necessary or advisable in connection with the foregoing or any other real estate transaction involving the Company. I, Kathleen M. Cerny, do hereby certify that I am the duly elected, qualified and acting Assistant Secretary of Progressive Casualty Insurance Company, an Ohio corporation ("Company"); that I have custody of the official records of Company; and that the foregoing is a true, correct, and complete copy of the resolution duly adopted on the 11th day of July, 2001, by the unanimous consent of the Executive Committee of Company in a written action approved and signed as specified in '1701.63 of the Ohio General Corporation Law; and that said resolution is valid, binding, and has, pursuant to the Code of Regulations of Company and the Ohio General Corporation Law, the full force and effect as if passed by the entire Board of Directors of Company, and has not been amended, modified or rescinded, and is in full force and effect on the date hereof. IN WITNESS WHEREOF, I have hereunto set my as such Assistant Secretary and affixed the seal of Company on the/ day of 2006. Kathleen M. Cerny, Assistant Secro6ry SEAL Lydia To Darlene LeMaster McKenzie/00/Progressive .. � cc 06/29/2006 10:56 AM bcc Subject Deed & Tax Affidavit Enclosed is the Statutory Warranty Deed, 3 copies of the tax affadavit and a Corporate Resolution authorizing Ron Marotto, our Director of Real Estate to execute these documents. Please return a fully executed tax affadavit to my attention. Feel free to call me with any questions. Lydia McKenzie Progressive Insurance 5910 Landerbrook Drive Mayfield Heights, OH 44124 440-603-7017 440-603-7108 FAX VgIo ED i]tV 00r1 DATE IN:' I DATE TO: CITY OF FEDERAL WAY LAW DEPARTMENT REQUEST FOR CONTRACT PREPARATION/DOCUMENT REVIEW/SIGNATURE ROUTING SLIP I. ORIGINATING DEPT./DIV: i VV 1 DC11, �VL4; — 2. ORIGINATING STAFF PERSON: '6 EXT: 3. DATE REQ. BY; 4. TYPE OF DOCUMENT REQUESTED (CHECK ONE) ❑ PROFESSIONAL SERVICE AGREEMENT • MAINTENANCE/LABOR AGREEMENT ❑ PUBLIC WORKS CONTRACT ❑ SMALL PUBLIC WORKS CONTRACT (LESS -1.1 IAN $200,000) ❑ PURCHASE AGREEMENT) (NIKITRIALS, SUPPLIES, I;QUIPMENT) ❑ REAL ESTATE DOCUMENT PROJECTNAME: 1 i to V�/ NAME OF CONTItr�CTO 7 . ADDRESS: -cay/v all Y 31 SIGNATURE I AME: ❑ SECURITY DOCUMENT (E.G. AGREEMENT a PERF/MAIN BOND; ASSIGNMENT OF FUNDS IN LIEU OF BOND) ❑ CONTRACTOR SELECTION DOCUMENT (E.G., RFB, RFP, RFQ) ❑ CONTRACT AMENDMENT AG#: ❑ CDBG OTHER 'r��[•(� aI}`- ATTACH ALL EXIIIBITS AND CHECK BOXES ❑ SCOPE OF SERVICES ❑ INSURANCE CLSRTI ICATE ❑ DOCUMENTAUTHORIZING SIGNATURE / TELEPHONE TITLE � ❑ ALL. EXHIBITS REFERENCED IN DOCUMENT TERM: COMMENCEMENT DATE: n,l t COMPLETION DATE:. 9, 'TOTAL COMPENSATION $ hi t-- (INCLUDE EXPENSES AND SALES TAX, IF ANY) (II CALCULKFED ON HOURLY LABOR CHAT Glr -ATTACH SCHEDULES OF EMPLOYEES TITLES AND HOLIDAY RATES) REIMBURSABLE EXPENSE: ❑ YES ❑ NO IF YES, MAXIMUM DOLLAR AMOUNT: $ _ IS SALES TAX OWED ❑ YES ❑ NO IF YES, $ PAID BY: ❑ CONTRACTOR ❑ CITY CONTRACT REV IEW s PROJECT MANAGER DIRECTOR 43 141C-M ^ter GEM�1-`T—_ LAW .iA Rmfr-&! v- CONTRACT SIGNATURE ROUTING LAW DEPARTMENT CITY MANAGER -r-CIf'-Y-etRK rY SIGN COPY BACK TO ORGINATING DEPT, e- -A-S-Si6NI-E-D-A# , -R� N6 -i'LE-ASE-CHARGE TO: COMMENTS INITIALA)ATEAPP9.0VED 7 INITIALIDATE APPROVED INITIALIDATE APPROVED INITIAUDATE APPROVET) 07/05 Return Address: City of Federal Way Attn: Kevin Peterson, Public Works 33325 8"' Ave S PO Box 9718 Federal Way, WA 98063-9718 STATUTORY WARRANTY DEED SR-99 and S 340th Street Right -of -Way Dedications Grantor (s): PROGRESSIVE CASUALTY INSURANCE COMPANY, an Ohio corporation Grantee (s): CITY OF FEDERAL WAY, a Washington municipal corporation Property Legal Description (abbreviated): Attached as Exhibit "A" Additional Legal(s) on Exhibits `B-1", `B-2" and `B-3" Assessor's Tax Parcel ID#(s): 202104-9051 THE GRANTOR(S) PROGRESSIVE CASUALTY INSURANCE COMPANY, an Ohio corporation, for and in consideration of the City of Federal Way's approval of permit# 06-100722-000- 00-CO for construction of a commercial building and other good and valuable consideration, convey(s) and warrant(s) to the CITY OF FEDERAL WAY, a Washington municipal corporation, all of its right, title and interest, and any after -acquired interest therein, in and to the following described real property situated in County of King, State of Washington: Full legal description of Property attached hereto as Exhibit `B-1", `B-2", `B-3" and incorporated herein by this reference. DATED THIS day of _ , 20 GRANTOR PROGRESSIVE CASUALTY INSURANCE COMPANY Ron Marotto, Director of Real Estate 5920 Landerbrook Drive, Building 3, OH-1,23 Mayfield Heights, Ohio 44124 STATE OF OHIO ) ss. COUNTY OF 1 On this day personally appeared before me Ron Morotto, to me known to be the Director of Real Estate of Progressive Casualty Insurance Company, the corporation that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he was authorized to execute said instrument and that the seal affixed, if any, is the corporate seal of said corporation. GIVEN my hand and official seal this day of , 20_ . (notary signature) (typed/printed name of notary) Notary Public in and for the State of Washington. My commission expires 1\csdc\dots\save\1 6736067045.doc GA1awforms\deeddev.doc 08/04 LEGAL DESCRIPTION THAT PORTION OF THE SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. AND THAT PORTION OF THE NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, TOWNSHIP 21 NORTH, RANGE 4 EAST W.M., RECORDS OF KING COUNTY, WASHINGTON. LYING WESTERLY OF PRIMARY STATE HIGHWAY NO. 1 (US 99) AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF SAID SECTION 20; THENCE SOUTH " STANCE OF 1479.341FEE1T TO THENNORT14EASTTHErCORNERLINEFOF SAID SOUTH HALF SAID NORTHEASTAOFETHE NORTHOHALFOOf' THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST OUARTER OF SECTION 20: THENCE NORTH 88'24'53" WEST ALONG THE NORTH LINE OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. A DISTANCE OF C1 169.96 FEET TO THE WESTERLY RIGHT—OF—WAY LINE OY PRIMARY STATE HIGHWAY NO. 1 (US 99) AND THE TRUE POINT OF EEGINNING: THENCE CONTINUE ALONG SAID NORTH LINE, NORTH 88'4653" WEST, A DISTANCE OF 1143.58 FEET TO THE NORTHWEST CORNER OF SAIO SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20; THENCE SOUTH 01'14'32" WEST ALONG THE WEST LINE 0;' SAID SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 328.83 FEET TO T14E SOUTHWEST CORNER OF SAID NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20; THENCE SOUTH 88'46'07" FAST ALONG THE SOUTH LINE OF SAID NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF DF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 1034.43 FEET TO SAID WESTERLY RIGHT—OF—WAY LINE OF PRIMARY STATE HIGHWAY NO. I (US 99); THENCE NORTH 22'4V31" EAST ALONG SAID WESTERLY RIGHT—OF—WAY LINE, A DISTANCE OF 115.81 FEET TO THE BEGINNING OF A CURVE TO THE LEFT; THENCE ALONG SAID CURVE TO THE LEFT HAVING A RADIUS OF 2815.00 FEET THROUGH A CE14TRAL ANGLE OF 04'21'52" AN ARC DISTANCE OF 214.43 FEET: THENCE NORTH 71'52'21" WEST, A DISTANCE OF 10.00 FEET TO THE BEGINNING OF A CURVE TO THE LEFT; THENCE ALONG SAID CURVE TO THE LEFT RAVING A RADIUS OF 2805.00 FEET THROUGH A CENTRAL ANGLE OF 0'20'24" AN ARC DISTANCE OF 16.65 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. AREA 360.364 SF or 8.27 ACRES 1 ZROW QEDI ATt LEGAL. DESCRIPTION: CX I) ►13r 7� -- f That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20. Township 21 North, Range 4 East W.M., records of King County, Washington, lying Westerly of Primary State Highway No. 1 (US 99) and more particularly described as follows: Commencing at the Northeast corner of said Section 20; THENCE South 01 °12'21" West along the East line of said Northeast quarter of Section 20, a distance of 1479.34 feet to the Northeast comer of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE North 88°45'56" West along the North fine of said South half of the North half of file North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 170.18 feet to the Westerly right-of-way line of Primary State Highway No. 1 (US 99); THENCE continuing North 88045'66" West, along. said North line, a distance of 2.09 feet to a point of a non -tangent curve, the center which bears North 71051'03' West and the True Point Of Beginning; THENCE South -Westerly along said non -tangent curve having a radius of 2803.00 feet with a central angle of 04140'42" an arch distance of 228,87 feet; THENCE South 22°49'39" West, a distance of 121.26 feet to the South line of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE South 88146'05' East along said South line, a distance of 12.91 feet to the Westerly right-of- way line of Primary State Highway No. 1 (US 99); THENCE North 22049'39" East along said Westerly right-of-way a distance of 116.51 feet to the beginning of a curve to the left; THENCE continuing along said Westerly right-of-way and along said curve to the left having a radius of 2815.00 feet through a central angle of 04021'35' an arc distance of 214.20 feel; THENCE continuing along said Westerly right -of -Way, North 71°31'56" West, a distance of 10.00 feel to a point of a non -tangent curve. THENCE continuing North-easterly along said Westerly right-of-way and along said curve, the center which bears North 71 °31'56' West having a radius of 2805.00 feet through a central angle of 00*19,51' an are distance of 16.20 feet to the North line of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE North 88045'53" West along said North line a distance of 2.09 feet to the true point of beginning_ 40' ROW DEDICATION LEGAL DESCRIPTION: FX"lRrr B _a That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, Township 21 North, Range 4 East W.M_, records of King County, Washington, lying Westerly of Primary State Highway No. 1 (US 99) and more particularly described as follows: Commencing at the Northeast corner of said Section 20; THENCE. South 01112'21" West along the East line of said Northeast quarter of Section 20, a distance of 1479.34 feet to the Northeast corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20. THENCE North 68145'56" West along the North line of said South half of the North half of the North halt of the Southeast quarter of the Northeast quarter of Section 20, a distance of 170.18 feet to the Westerly right-of-way line of Primary State Highway No. 1 (US 99) THENCE continuing North 88"45'56" West, along said North line, a distance of 2,09 feet to a point of a non -tangent curve, the center which bears North 71051'03" West and the True Point of Beginning; THENCE South -Westerly along said non -tangent curve having a radius of 2803.00 feet with a central angle of 01 151'09" an arch distance of 90.62 feet to a point on a curve, the center which bears North 69159'54" West; THENCE Northwesterly along said curve having a radius of 35 feet through a central angle of 108°46'01" an arc distance of 66.44 feet to South line of the North 40 feet of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20: THENCE North 88°45'56" West, along said South line, a distance of 552.16 feet to the East line of the Drainage Facilities Easement recorded under recording number 9509110608; THENCE North 01"14'08' East along said East line, a distance of 40.00, to the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE South 88°45'56" East along said North line a distance of 613.06 feet to the point of beginning. PROGRESSIVE INSURANCE RIGHT OF WAY DEDICATION EXHIBIT NO1'14'08"E 328.80' LA > IMF azmn pzmo ZZE: 1 2 4 Ln m co rn 0 Cn aJ O C4 W N io Q O A O7 W r•i rn m I' � °42� cr s � 99 z O Us TRIAD JOB # 05-077 MAY 8, 2006 o � >F D 1 �t yy if (1 0 Q c0 - Ui rn z A mp p S N m O N 1Z7 j .., N �4_ N Ln Z r N rn In z m D E:PrlI{TMBNT OF REVENUE wanHr{roKar►7� REAL ESTATE EXCISE TAX AFFIDAVIT This form is your receipt PLEASE TYPE OR PRINT CHAPTER 82.45 RCW — CHAPTER 458-61 WAC when stamped by cashier. THIS AFFIDAVIT WILL NOT BE ACCEPTED UNLESS ALL AREAS ON ALL PAGES ARE FULLY COMPLETED (SP.P. hark nacre fnr in.ctmetion.ql Name. Progressive Casualty Insurance Company = Name City of Federal Mailing Address 5920 Landerbrook Drive, Building 3, 01-1-1-23 W H Mailing Address 33730 29th Court SW City/State/Zip Mayfield Heights, Ohio 44124 City/State/Zip Federal Way, WA 98063-9718 Phone No. (including area code) Phone No. (including area Code] Send all property tax correspondence to: ❑ Same as Buyer/Grantee Name Progressive Casualty Insurance Company Mailing Address 5920 Landerbrook Drive, Building 3, 01-1-1-23 City/State/Zip . Mayfield Heights, Ohio 44124 Phone No. (with area code) Street address of property: This property is located in ❑ unincorporated List all real and personal property tax parcel account numbers — check box if personal property 202104-9051 rrl County OR within ✓❑ city of Federal Way ❑ Check box if any of the listed parcels are being segregated from a larger parcel. Legal description of property (if more space is needed, you may attach a separate sheet to each page of the affidavit) - See Attached - Enter Abstract Use Categories: (Please see list on the back page of this form) If exempt from property tax per chapter 84.36 RCW (nonprofit organization), include: Seller's Exempt Reg. No.: YES NO Is this property designated as forest land per chapter 84.33 RCW? ❑ ✓❑ Is this property classified as current use (open space, farm and ❑ ✓❑ agricultural, or timber) land per chapter 84.34? Is this property receiving special valuation as historical property ❑ ✓❑ per chapter 84.26 RCW? If any answers are yes, complete as instructed below. (1) NOTICE OF CONTINUANCE (FOREST LAND OR CURRENT USE) NEW OWNER(S): To continue the current designation as forest land or classification as current use (open space, farm and agriculture, or timber) land, you must sign on (3) below. The county assessor must then determine if the land transferred continues to qualify and will indicate by signing below. If the land no longer qualifies or you do not wish to continue the designation or classification, it will be removed and the compensating or additional taxes will be due and payable by the seller or transferor at the time of sale. (RCW 84.33.140 or RCW 84.34.108). Prior to signing (3) below, you may contact your local county assessor for more information. This land ❑ does [D does not qualify for continuance DEPUTY ASSESSOR DATE (2) NOTICE OF COMPLIANCE (HISTORIC PROPERTY) NEW OWNER(S): To continue special valuation as historic property, sign (3) belaw. If the new owner(s) do not wish to continue, all additional tax calculated pursuant to chapter 84.26 RCW, shall be due and payable by the seller or transferor at the time of sale. (3) OWNER(S) SIGNATURE List assessed value(s) List all personal property (tangible and intangible) included in selling price. If claiming an exemption, list WAC number and reason for exemption: WAC No. (Section/Subsection) Reason for exemption Type of Document Date of Document 458-61A-205 Public Right of Way Statutory Warranty Deed Gross Selling Price $ 0.00 *Personal Property (deduct) $ Exemption Claimed (deduct) $ Taxable Selling Price $_ 0.00 Excise Tax: State $ 0.00 Select Location Local $ 0.00 *Delinquent Interest: State $ 0.0000 Local $ *Delinquent Penalty $ *County Technology Fee $ *State Technology Fee $ *Affidavit Processing Fee $ Total Due $ 10.00 A MINIMUM OF $10.00 IS DUE IN FEE(S) AND/OR TAX *SEE INSTR UCTIONS I CERTIFY UNDER PENALTY OF PERJURY THAT THE FOREGOING IS TRUE AND CORRECT. Signature of Grantor or Grantor's Agent Name (print) Date & city of signing: Ron Marotto, Director of Real Estate Signature of Grantee or Grantee's Agent Name (print) Date & city of signing: Interim City Manager, Derek Matheson Perjury: Perjury is a class C felony which is punishable by imprisonment in the state correctional institution for a maximum term of not more than five years, or by a fine in an amount fixed by the court of not more than five thousand dollars ($5,000.00), or by both imprisonment and fine(RCW 9A.20.020 (IQ. REV 84 0001 ae (a) (06/29/05) THIS SPACE - TREASURER'S USE ONLY COUNTY TREASURER CITY OF �. Federal 1Ja City of Federal Way •Public Works Department 33325 8`h Avenue South • PO Box 9718 • Federal Way, WA 98063-9718 Phone 253-835-2700 • Fax 253-835-2709 • www.c0ederal-way.wa.us LETTER OF TRANSMITTAL Date: June 15, 2006 To: Progressive Casualty Insurance Company From: Darlene LeMaster, Administrative Assistant to Attn: Ron Marotto, Director of Real Estate Kevin Peterson, Engineering Plans Reviewer 5920 Landerbrook Drive, Building 3 OH-L23 Mayfield Heights, Ohio 44124 RE: Progressive Casualty Insurance Building TRANSMITTED AS CHECKED BELOW: ❑ For Your Review ❑ For Your Approval ❑ As Requested ❑ For Your Information ® Please Return ❑ Other ® For Your Action ❑ Under Separate Cover ❑ Via :TEMS/COPIES DESCRIPTION 1 I Statutory Warranty Deed 1 Real Estate Excise Tax Affidavit 1 COMMENTS: Attached please find a Statutory Warranty Deed and Real Estate Excise Tax Affidavit for the Progressive Insurance Office Building. Please review both documents, sign and/or complete where indicated and return to my attention at your earliest convenience. Please also include with your reply "signature authority" for Ron Marotto to sign on behalf of said corporation (copy of company's Articles of Incorporation). If you have any other questions, please contact Kevin Peterson at (253) 835-2734. Thank you. cc: Project File k:\forms\transmittal letter.doc Day File OS-D7?- Workshart Sor Statuln Warratf Aeed Grantor: (indicate whether an individual corporation). ` byv t' �13�G��SStJ Abbreviated Legal Description (of overall parcel): .a Full Legal Description of area to be Dedicated (attach and label as "Exhibit if long): SE � AtTi4Ct3� ! J �3, 7T 1 7"J,Jrt..J 3 _ FOlZ !2� �ClJJC1��tA Ln.Jf�.5�4PQ A�� ____ �- `-{D� ot1JtCr}�ed >✓o� Sma7Yt � o��'` S3'It��" Assessor's Tax Parcel ID N(s): 2.0 Zl Dq — Q pscl Signator: k7 U rJ A o -r O Title: 121 MCC. T-OR.. br 1�C'gL 5 S rA'C Address: ��'x t7 �. ►J fiv v DR, DH �L 2� NTs.�o�t;p Building Permit N: / 2, { Permit is for (single-family home, ommercial ail building, church, etc.): PF2A&&Lt�5wrF IIQSWG ib s Return Address: City of Federal Way Attn: Kevin Peterson, Public Works 33325 8`" Ave S PO Box 9718 Federal Way, WA 98063-9718 STATUTORY WARRANTY DEED SR-99 and S 340th Street Right -of -Way Dedications Grantor (s): PROGRESSIVE CASUALTY INSURANCE COMPANY, an Ohio corporation Grantee (s): CITY OF FEDERAL WAY, a Washington municipal corporation Property Legal Description (abbreviated): Attached as Exhibit "A" Additional Legal(s) on Exhibits `B-1", `B-2" and `B-3" Assessor's Tax Parcel ID#(s): 202104-9051 THE GRANTOR(S) PROGRESSIVE CASUALTY INSURANCE COMPANY, an Ohio corporation, for and in consideration of the City of Federal Way's approval of permit# 06-100722-000- 00-CO for construction of a commercial building and other good and valuable consideration, convey(s) and warrant(s) to the CITY OF FEDERAL WAY, a Washington municipal corporation, all of its right, title and interest, and any after -acquired interest therein, in and to the following described real property situated in County of King, State of Washington: Full legal description of Property attached hereto as Exhibit `B-1", `B-2", `B-3" and incorporated herein by this reference. DATED THIS day of GRANTOR PROGRESSIVE CASUALTY INSURANCE COMPANY Lo Ron Marotto, Director of Real Estate 5920 Landerbrook Drive, Building 3, OH-1,23 Mayfield Heights, Ohio 44124 STATE OF OHIO ) ) ss. COUNTY OF ) m On this day personally appeared before me Ron Morotto, to me known to be the Director of Real Estate of Progressive Casualty Insurance Company, the corporation that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he was authorized to execute said instrument and that the seal affixed, if any, is the corporate seal of said corporation. GIVEN my hand and official seal this day of 9 20� (notary signature) (typed/printed name of notary) Notary Public in and for the State of Washington. My commission expires 1\csdc\docs\save\16736067045.doc G:\lawforms\deeddev.doc 08/04 PROGRESSIVE CASUALTY INSURANCE COMPANY CERTIFIED COPY OF EXECUTIVE COMMITTEE RESOLUTION RESOLVED: that the Officers and the Director of Real Estate of the Company are, and each of them with full power to act without the others is, hereby authorized and empowered, in connection with the Company's acquisition, sale, leasing, subleasing, sale and lease back, ownership, financing, mortgaging, management and/or operation of real property, and in the name and on behalf of the Company, to: (i) execute and deliver all agreements, documents, certificates and other instruments, including, without limitation, purchase agreements, option agreements, deeds, easements, access agreements, escrow agreements, affidavits, mortgages, security agreements, financing statements, leases, subleases, lease guarantees, architect agreements, construction agreements, management agreements, contractor agreements, service agreements, broker agreements, consulting agreements, subordination agreements, estoppel certificates, or the like, each to be in form and substance acceptable to the person executing; (ii) pay all related taxes, fees, costs and expenses; and (iii) do and perform all such other acts and things as may be necessary or advisable in connection with the foregoing or any other real estate transaction involving the Company. I, Kathleen M. Cerny, do hereby certify that I am the duly elected, qualified and acting Assistant Secretary of Progressive Casualty Insurance Company, an Ohio corporation ("Company"); that I have custody of the official records of Company; and that the foregoing is a true, correct, and complete copy of the resolution duly adopted on the 11th day of July, 2001, by the unanimous consent of the Executive Committee of Company in a written action approved and signed as specified in "701.63 of the Ohio General Corporation Law; and that said resolution is valid, binding, and has, pursuant to the Code of Regulations of Company and the Ohio General Corporation Law, the full force and effect as if passed by the entire Board of Directors of Company, and has not been amended, modified or rescinded, and is in full force and effect on the date hereof. IN WITNESS WHEREOF, I have hereunto set my hand as such Assistant Secretary and affixed the seal of Company on the ld-;� day of `- 2006. Kathleen M. Cerny, Assistant Secr ry �iin Peterson - 54 Federal Way Pro ressive - diraft Band Quantity Worksheet 0519t75.pdf O S--o 7- T CITY OF Federal V vaYPUBLIC WORKS DEPARTMENT BOLD QUANTITIES WORKSHEET Project Name: 1 NSUQAes 1= _nAlknx cg T) Date: S Iq 0 Project No.: 10 7 7-2- — GO $y:- I IN SJ�.1Cj= Site Address: 3i43451. PAe.,F:C_ H161iWl'q soon+ Fill in those items which pertain to this project and return to the Public Works Department ROAD CONSTRUCTION Clearing & Grubbing LS Bid Estimate Sawcutting LF 1.30 Expav_ation&. Qr-,-bankment CY 18.00 AC Pavement TN 40.00 CSTC TN 16.00 Cement Concrete Curb/Gutter SY 10.00 Extruded Asphalt Curb LF 4.00 Concrete Sidewalk LF 22.00 Concrete driveway approach SY 35.00 Monument in case EA 155.00 Adjust ex. monument to grade EA 330.00 Adjust ex. cb to grade EA 400.00 DRAINAGE PIPE 6" Pipe LF 11.00 8" Pipe LF 25.00 12" Pipe LF 40.00 18" Pipe (Is" LF 40.00 24" Pipe LF 53.00 36" Pipe LF 92.00 48" Pipe LF 85.00 54" Pipe LF 106.00 60" Pipe LF 130.00 72" Pipe LF 214.00 CATCH BASINS Inlet & Grate EA 475.00 CB Type I & Grate EA 900.00 CB Type II 48" & Grate EA 1,900.00 CB Type II 54" & Grate EA 2,000.00 C8 Type II 60" & Grate EA 3,200.00 CB Type II 72" & Grate EA 5,000.00 CB Type II 84" & Grate EA 9,100.00 CB Type II 96" & Grate EA Bid Estimate Round solid locking lid EA 360.00 Abandon exiting cb EA 325.00 RETENTION/DETENTION CONTROL Public Roadway On -Site Improvements Improvements Quantity Price Quantity Price Bond Quantities Price Schedule & Worksheet Rev 7104 1 Bond Quantities Price Schedule & Worksheet Rev 7104 1 Kevin Peterson - 54 Federal Way Progressive - dra#i Bond Quantity Warksheet 051906.pdf_~_ _ w_____ _ - _Pa gi_. Pond Excavation & Spillway CY Restrictor/Separator EA 75( Vault EA Bid Estim Gravel Access Road LF 1! Rip Rap Outfall Protection GY 1 Bollards EA 50( Fencing (around pond) LF 1- Infiltration Trench w/12" Perf LF u Flow Spreader LF 2( Trash Racks EA 20( WATER QUALITY Bioswale EA Bid Esdrr Wetvault EA Bid Estirr Stormfilter Vault ( PEiL SrMMvlATaL- 3(�� EA Bid Estirr Stormwater wetland EA Bid Esdrr Sand Filter EA Bid Esbrr Catch basin inserts EA 80C Oil/Water Separator EA Bid Estim High Flow Bypass EA Bid Estim RETAINING WALLS & STRUCTURES Retaining Walls SF 23 Bridges LS Bid Estim TRAFFIC & LIGHTING (IKrSr Q7y5ta Signalixation PRov,orp B,/ LS Bid Estim Channelixation TW 5 b) LS Bid Estim Signs EA 100 Streetlights (City Center) EA 5,000 Streetlights (Standard) EA 3,000 RIGHT-OF-WAY LANDSCAPING Street Trees EA 250 Sod SF 1 Shrubs (City Center) EA 6 Tree Grates (City Center) FA 700 SITE STABILIZATION/EROSION CONTROL Quarry Spalls TN 75 Seeding/Mulch Acre 3,000 Silt Fence LF 4 Netting Jute Mesh SY 13 Sediment Pond Standpipe EA 200 Sensitive Area Fencing LF 3 Catch basin inserts EA 70 Signature 1(2-)A� ,9SS0c14TE Firm Name Pi-, W C- eowj,�%- Bond Quantities Price Schedule & Worksheet Rev. 7104 2 y25-- nj - g`1y p Telephone Number Kevin Peterson - 54 Federal W�Pr�ressive - draft Bond Quantity Warlcsheet O519.O6.pd age TNEFOLLOWING INFORMATION WILL BE COMPLETED BY THE CrrYOFFEDERAL WAYPUBLIC WORKSDEPARTMENr rr. a.: iy�+ Mv': zv �� '�:.: �:• �' �Fe- x.Yl��[y:_��c`'i-�.:: � �. l�r: - '_{oi �� Q 3"":.i y- l r..•i "l'.`/:.�•• a ...� � .�e.E•_:' '�:'� - ??ern;,- �-:•: +.-�. is 'w7� �� 5 � a• . � v'; :-? `; ~ � :$ ,.1�• � �� pr yr- s::.:.. �I' ;�'i .�: �� '-Y (� 1' •�i.': :14;:+ �' yi - H1f'^F i,{.%-i.'•,-i'f �• j- :'Y I.. r: i;�:-- �7.ii,�`•3'L'.!. ]r-..41�=. �'�':r:�, �y`(:�1F•a -rr`'.'�e�;��e•e"� �^ �:..f.,.:.• ,y � ;•�.::• r ' � �'�•�'�•`'• '.;�.; ,,�.. �•�. �:.:� .•.fir: �.-:.._,�..,s.E .cti :$e•��'�;-•.r-`—� • ,p,;•. 'G •_�?d �.• 'r ::-1•�rF: =� � _^s _ y.•.:. .-.:-...: l: y .>`.tz"r;i+i:j�s-'T++�' 1' `5.y'i"�� ;:�k •. _ �" ,! .: i";_. �cs_�`F,F�i' .�`�� .in�Y=..X=:.t�:�.,1•.'.Sic- , 59..... • �,.. ^c.3'; _ ' - ,}S 1• .� f ��G'''``��• ..'3 ri � �: `-�_'t•�_7.:... y�i-' 'rr ..-°:::' = -+�a-... r='i:_»'t' _. t•.::.5..((7�A? x - [�, 1eL�s19. .E1.-_ f`�r.i'? _.7d }{;Ch•'4: • •}y y:'a[:C.•-:T _ ��tt <i�',L - - r�eir.Cx k.i�-rY .tp-.eJ l��i�i•.•'=J:ry�"i .��fj£.. 'o, yy'- �}_. •�.`SOL'r4_r:'NS..��. •'�.:". •-s=• � „L•�'i {, •+.� ,�^' � _ �.i�.. --M.'�l- ,Y- - 4 M. 26, 3 4 Z- Bond Quantities Price Schedule & Worksheet Rev. 7104 3 After recording return to: City of Federal Way PO Box 9718 Federal Way, WA 98063-9718 STR: Permit No: 06-100722-00-CO Parcel No: 202104-9051 DECLARATION OF COVENANT IN CONSIDERATION OF the approved City of Federal Way (City) building permit for application No. 06-100722-00-CO relating to real property legally described as: SEE ATTACHED EXHIBIT A The undersigned as Grantor declares that the above described property is hereby subject to an easement for a natural or constructed conveyance system and hereby dedicates, covenants, and agrees as follows: 1. City shall have the right to ingress and egress over those portions of real property described above to access such easement area for inspection of and to reasonably monitor the system for performance, operational flows or defects in accordance with City's Surface Water Management Divisions procedures. 2. If City determines that maintenance or repair work is required to be done to the system, the Manager of the Surface Water Management Division of the Department of Public Works shall give notice of the specific maintenance and/or repair required. The Manager shall also set a reasonable time in which such work is to be completed by the Grantor, its heirs, successors or assigns. If the above required maintenance and/or repair is not completed within the time set by the Manager, the City may perform the required maintenance and/or repair. Written notice will be sent to the Grantor stating the City's intention to perform such maintenance. Maintenance work will not commence until at least seven (7) days after such notice is mailed, If, within the sole discretion of the Surface Water Management Division Manager, there exists an imminent or present danger, said seven (7) day notice period will be waived and maintenance and/or repair work will begin immediately. 3. If at any time the City reasonably determines that any existing retention/detention system creates any conditions detrimental to the receiving surface water system, public and/or private property, the Surface Water Management Division Manager may take measures specified therein. (K0271001,1 } 4. The Grantor shall assume all responsibility for the cost of any maintenance and for repairs to the system. Such responsibility shall include reimbursement to the City within thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensures, the prevailing party is entitled to costs or fees. 5. The Grantor is hereby required to obtain written approval from the Surface Water Management Division Manager of the City of Federal Way Department of Public Works prior to filling, piping, cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated drainage facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the drainage facilities contained within property as described previously. Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 6. This Agreement constitutes the entire agreement between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever whether oral or written. This covenant is intended to protect the value of desirability of the real property described above, and shall insure to the benefit all the citizens of City of Federal Way, and shall be binding on all heirs, successors, and assigns. PROGRESSIVE CASUALTY INSURANCE COMPANY By: Ron Marotto, Director of Real Estate STATE OF OHIO ) COUNTY OF CUYAHOGA } ss. I certify that I know or have satisfactory evidence that Ron Marotto is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument, and acknowledged it as the Director of Real Estate of Progressive Casualty Insurance Company, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: Jt Public i a d for the State of Ohio My commission expires: dZ O l l (K0271001.1 ) LINDA L. MUSIC Notary Public, State of Ohio, Guy. Gty. My commission expires Mar. 6, _ao 1 I X�Jo Cr A PROGRESSIVE INSURANCE TRIAD JOB NO.05-077 DECLARATION OF COVENANT LEGAL DESCRIPTION 05/17/2006 THAT PORTION OF THE SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, AND THAT PORTION OF THE NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, TOWNSHIP 21 NORTH, RANGE 4 EAST W.M., RECORDS OF KING COUNTY, WASHINGTON, LYING WESTERLY OF PRIMARY STATE HIGHWAY NO.1 (US 99) AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF SAID SECTION 20; THENCE SOUTH 01 *12'17"WEST ALONG THE EAST LINE OF SAID NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 1479.34 FEET TO THE NORTHEAST CORNER OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20; THENCE NORTH 88°24'53" WEST ALONG THE NORTH LINE OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 169.96 FEET TO THE WESTERLY RIGHT-OF-WAY LINE OF PRIMARY STATE HIGHWAY NO. 1 (US 99) AND THE TRUE POINT OF BEGINNING; THENCE CONTINUE ALONG SAID NORTH LINE NORTH 88°45'53" WEST, A DISTANCE OF 1143.58 FEET TO THE NORTHWEST CORNER OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20; THENCE SOUTH 01°14'32" WEST ALONG THE WEST LINE OF SAID SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 328.83 FEET TO THE SOUTHWEST CORNER OF SAID NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20; THENCE SOUTH 88°46'07" EAST ALONG THE SOUTH LINE OF SAID NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 1034.43 FEET TO SAID WESTERLY RIGHT-OF- WAY LINE OF PRIMARY STATE HIGHWAY NO. 1 (US 99); THENCE NORTH 22-49'31" EAST ALONG SAID WESTERLY RIGHT-OF-WAY LINE, A DISTANCE OF 115.81 FEET TO THE BEGINNING OF A CURVE TO THE LEFT; THENCE ALONG SAID CURVE TO THE LEFT HAVING A RADIUS OF 2815.00 FEET THROUGH A CENTRAL ANGLE OF 04'21'52" AN ARC DISTANCE OF 214.43 FEET; THENCE NORTH 71°32'21" WEST, A DISTANCE OF 10.00 FEET TO THE BEGINNING OF A CURVE TO THE LEFT; THENCE ALONG SAID CURVE TO THE LEFT HAVING A RADIUS OF 2805.00 FEET THROUGH A CENTRAL ANGLE OF 0°20'24" AN ARC DISTANCE OF 16.65 FEET TO THE TRUE POINT OF BEGINNING. EXCEPT THE WEST 528 FEET AS DISCLOSED BY INSTRUMENT RECORDED UNDER RECORDING NUMBER 9609110608. T ry� 12112 11$^AVCnu8NE Kirkland, 46-800.488.0756- F21XR9B021.3403 L�1�'—may 925.B21.Ba9 B • BOo,4BB,075G • FaX 47.5.821,3461 WW W.TriadEmoc.com ASSOCIATCS 1 PROGRESSWE INSURANCE TRIAD JOB # 05-077 DECLARATION OF COVENANT EXHIBIT 05/16/06 0 m z m p A o-- '� a � ----- _ -- N0115'54"E w n � -' o_ N01'14'08' 657,62' 164,42- 00 Z I I c z 1 I I! �a I A 02 z v m plr _A 1 �i N.Z7D I tr 10 uCm I+ mm o �� J f �r ym z I Z n i N ;m C7, N I Z In Z NN Z1 mc� (n I A - 1N-' A L V N can f N0114'OS"E i N i Ato O 1 Z cNn N 1 w Cn I Oz� Vl I ' a0> a i - N o-,�m Z `- ` 1U : d AI } O (n D p A �iV I I A O (q 0 D r I 0 z I I N 'V O O O 2631.03' r - v 4 328.80-' lk- 11` 1479.66' s - - r z m D� ! mz I IN 1 ctn N m mZ om> o L0ym I� N.•. ... Z r� A N � � ti Z M r m z a! x z, m N O (A m Z to m II� N N N a f� InA to z Z m Iw I� 328.78" A r Q I Ell! rn A..... o I jnj�, 16TH AVE . ' 1479'34' S N01'12'21°E 4: N a, /TA 12712 11 25 Avenue N.E. 00.4n . Was756 - Fox 98034-9623 .i1,.f`.11 1�] 425.821.8448 - BD0.488,0756 -Fox 425,821.3481 C1 AT 8S www.triodossoc.com Lensed IDS 4 Cq78Mhnty PROGRESSIVE CASUALTY INSURANCE COMPANY CERTIFIED COPY OF EXECUTIVE COMMITTEE RESOLUTION RESOLVED: that the Officers and the Director of Real Estate of the Company are, and each of them with full power to act without the others is, hereby authorized and empowered, in connection with the Company's acquisition, sale, leasing, subleasing, sale and lease back, ownership, financing, mortgaging, management and/or operation of real property, and in the name and on behalf of the Company, to: (i) execute and deliver all agreements, documents, certificates and other instruments, including, without limitation, purchase agreements, option agreements, deeds, easements, access agreements, escrow agreements, affidavits, mortgages, security agreements, financing statements, leases, subleases, lease guarantees, architect agreements, construction agreements, management agreements, contractor agreements, service agreements, broker agreements, consulting agreements, subordination agreements, estoppel certificates, or the like, each to be in form and substance acceptable to the person executing; (ii) pay all related taxes, fees, costs and expenses; and (iii) do and perform all such other acts and things as may be necessary or advisable in connection with the foregoing or any other real estate transaction involving the Company. I, Kathleen M. Cerny, do hereby certify that I am the duly elected, qualified and acting Assistant Secretary of Progressive Casualty Insurance Company, an Ohio corporation ("Company"); that I have custody of the official records of Company; and that the foregoing is a true, correct, and complete copy of the resolution duly adopted on the 11th day of July, 2001, by the unanimous consent of the Executive Committee of Company in a written action approved and signed as specified in '1701.63 of the Ohio General Corporation Law; and that said resolution is valid, binding, and has, pursuant to the Code of Regulations of Company and the Ohio General Corporation Law, the full force and effect as if passed by the entire Board of Directors of Company, and has not been amended, modified or rescinded, and is in full force and effect on the date hereof. IN WITNESS WHEREOF, I have hereunto set my hand as such Assistant Secretary and affixed the seal of Company on the /jfl� day of 2006. Kathleen M. Cerny, Assistant Secr ry SEAL (/ -��7 OQ P 7 'OS--077- Work-sheet for Statutory Warranty Deed Grantor: (indicate whether an individual corporation): PR6ClAr=SRIVH L! Abbreviated Legal Description (of overall parcel): .a Pull Legal Description of area to be Dedicated (attach and label as "Exhibit*if long): Str 1 A ?F+gCrI•r--D a i IAT_ _, Pg 05 ! rr,&j 3 DEol er-i'tO,4 AL n,.1J .S/2-Rq An/ia OW IC1}Tto _- Foti s In arr3 off` FT-j T Assessor's Tax Parcel ID N(s): Z O 210y - cf 0,-1 Signator: IZ 0 Al M Title: t"Oft— pF i<EAL. STATf— Address:7�i..� L •! f�orsr� T]rt, ou-Lz3 N1'f�ONio Building Permit #: _ry Permit is for (single-family home, <ommercial ail building, church, etc.): -- LEGAL DESCRIPTION THAT PORTION OF THE SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. AND THAT PORTION OF THE NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20. T011T1SHiP 21 NORTH, RANGE 4 EAST W.M., RECORDS OF KING COUNTY. WASHINGTON, LYING WESTERLY OF PRIMARY STATE HIGHWAY NO, 1 (US 99) AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF SAID SECTION 20; THENCE SOUTH 01'12'17" WEST ALONG THE EAST LINE OF SAID NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 1479,34 FEET TO THE NORTHEAST CORNER OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20; THENCE NORTH 88'24'53" WEST ALONG THE NORTH LINE OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF �1 169.96 FEET TO THE WESTERLY RIGHT—OF—WAY LINE OF PRIMARY STATE HIGHWAY NO. 1 (US 99) AND THE TRUE POINT OF BEGINNING; ,,z THENCE CONTINUE ALONG SAID NORTH LINE NORTH 88'45'53" WEST, A DISTANCE OF 1143,58 FEET TO THE NORTHWEST CORNER OF SAID SOUTH HALF OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST W QUARTER OF THE NORTHEAST QUARTER OF SECTION 20; THENCE SOUTH 01'14'32" WEST ALONG THE WEST LINE OF SAID SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 328.83 FEET TO THE SOUTHWEST CORNER OF SAID NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20; THENCE SOUTH 88'46'07" FAST ALONG THE SOUTH LINE OF SAID NORTH HALF OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, A DISTANCE OF 1034.43 FEET TO SAID WESTERLY RIGHT—OF—WAY LINE OF PRIMARY STATE HIGHWAY NO, 1 (US 99); THENCE NORTH 22'49'31" EAST ALONG SAID WESTERLY RIGHT—OF—WAY LINE, A DISTANCE OF 115.87 FEET TO THE BEGINNING OF A CURVE TO THE LEFT; THENCE ALONG SAID CURVE TO THE LEFT HAVING A RADIUS OF 2815.00 FEET THROUGH A CENTRAL ANGLE OF 04'21'52" AN ARC DISTANCE OF 214.43 FEET; THENCE NORTH 7132'21" WEST, A DISTANCE OF 10.00 FEET TO THE BEGINNING OF A CURVE TO THE LEFT; THENCE ALONG SAID CURVE TO THE LEFT HAVING A RADIUS OF 2805.00 FEET THROUGH A CENTRAL ANGLE OF 0'20'24" AN ARC DISTANCE OF 16.65 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. AREA 360.364 SF or 8.27 ACRES 12' ROW DEDICATION LEGAL_DESCRIPTiON' EX 14 1,91 T _)� ) O!= 3 That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, Township 21 North, Range 4 East W.M., records of King County, Washington, lying Westerly of Primary State Highway No. 1 (US 99) and more particularly described as follows: Commencing at the Northeast corner of said Section 20; THENCE South 01 *12'21' West along the East line of said Northeast quarter of Section 20, a distance of 1479.34 feet to the Northeast corner of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE North 88°45'66" West along the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20. a distance of 170.18 feet to the Westerly right-of-way line of Primary State Highway No. 1 (US 99); THENCE continuing North 88°45'66" West, along said North line, a distance of 2.09 feet to a point of a non -tangent curve, the center which bears North 71051'03" West and the True Point Of Beginning; THENCE South -Westerly along said non -tangent curve having a radius of 2803.00 feet with a central angle of 04140'42" an arch distance of 228.87 feet; THENCE South 22049'39" West, a distance of 121.26 feet to the South line of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE South 88°46'05' East along said South line, a distance of 12.91 feet to the Westerly right-of- way line of Primary State Highway No. 1 (US 99); THENCE North 22049'39" East along said Westerly right-of-way a distance of 116,51 feet to the beginning of a curve to the left; THENCE continuing along said Westerly right-of-way and along said curve to the left having a radius of 2815.00 feet through a central angle of 04121'35" an arc distance of 214.20 feet; THENCE continuing along said Westerly right-of-way, North 71°31'56" West, a distance of 10.00 feet to a point of a non -tangent curve. THENCE continuing North-eastedy along said Westerly right-of-way and along said curve, the center which bears North 71°31'56" West having a radius of 2805.00 feet through a central angle of 00019'51" an arc distance of 16.20 feet to the North line of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE North 88145'53" West along said North line a distance of 2.09 feet to the true point of beginning. TT�T A T`ti t2t12115'Avcrxm 2;.844EK00.48.0756- FaX .,i•�[Rj�.,[�]j,LJ� 425.82 i,8948.800.488.0756 • FaX 425.82 i,3481 ASS ❑ C I A T E S www.Viadmocxc 40' ROW DEDICATION LEGAL DESCRIPTION: �XHf13+T B OF 3 That portion of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, and that portion of the North half of the South half of the North half of the Southeast quarter of the Northeast quarter of Section 20, Township 21 North, Range 4 East W-M., records of King County, Washington, lying Westerly of Primary State Highway No. 1 (US 9g) and more particularly described as follows: Commencing at the Northeast corner of said Section 20; THENCE South 01112'21" West along the East line of said Northeast quarter of Section 20, a distance of 1479-34 feet to the Northeast comer of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE North 88045'56" West along the North line of said South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20, a distance of 170.18 feet to the Westerly fight -of -way ilne of primary State Highway No. 1 (U6 99) THENCE continuing North 88�45'56" West, along said North line, a distance of 2.09 feet to a point or a non -tangent curve, the center which bears North 71651'03" West and the True Point of Beginning; THENCE South -Westerly along said non -tangent curve having a radius of 2803,00 feet with a central angle of 01151'09" an arch distance of 90-62 feet to a point on a curve, the center which Bears North 69°59'54" West; THENCE Northwesterly along said curve having a radius of 35 feet through a central angle of 108*46'01" an arc distance of 66,44 feet to South line of the North 40 feet of the South half of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20; THENCE North 88'45'56" West, along said South line, a distance of 552.16 feet to the East line of the Drainage FaciIitles Easement recorded under recording number 9:509110608; THENCE North 01'14'08" East along said East fine, a distance of 40.00, to the North line of said South hail of the North half of the North half of the Southeast quarter of the Northeast quarter of Section 20. THENCE South 88"45'56" East along said North line a distance of 613.06 feet to the point of beginning. T„ 12112 115" S.02I NE'900-48.0756 nylon 9pfl34-9623 42B • BaD-S88.a756 -Fax 4Z5.$21,3481 A 5 5 P C I A T E S w'wArladattor-com Devils PROGRESSIVE INSURANCE RIGHT OF WAY DEDICATION EXHIBIT N t0 O O N01*14'08"E 328.80' Iy WnynD Z 4ZK 7,D ozmc) Z d�Cnm O rn ^) O O D � z \- CS@04 ` �iG'/FCC �•_,\ i �'a�BjsOa `Y ! 99 r Sp \ I TRIAD JOB # 05-077 MAY 8, 2006 �xNr��r>33 3 4F3 x F- gm 11 m H co (n N rn Z rq r d ma :!E Z Nm Op O. D� Z A 1V n z �CC L4�j at Z r Cn 01 N U, r'Y p m a1 � A V ` O -------. 1479.—_—_ - - — — �.— — 7- NO 1'12'21 E ry am TRIAD 12112 17 25 Avenue N.E. Kirkland, Washington Fax 98034-9623 425.821.8448 - 800.488.0758 - Fax odossoc425.821.3481 corn ASS CIATES www.lriadossoc.com MEER=r 9 •■ e TRLAD ASSOCIATES DELIVERYRESUBMITTED DATE: 11/17/05 NOV 1 7 2005 TIME: 8:45:11 AM CITY OF FEDERAL WAY BUILDING DEPT. REQUESTED DELIVERY TIME: ® Rush (1-2 hrs.) ❑ Half Day (4 hrs) ❑ Next Morning ❑ Standard (2 -3 hrs) ❑ Any time today ITEM letter and plans COMPANY: City of Federal Way CONTACT: Isaac Conlen ADDRESS: 33325 8th Ave. S PO Box 9718 CITY: Federal Way, WA 98063-9718 PHONE: 253 835-2643 JOB NUMBER: 05-077 JOB NAME: Progressive Federal Way FROM: DonaldJ. Hill T "rno -? "" %�q CONTROL NO. COMMENTS: 11 Before : 30am ! ! ! November 17, 2005 Isaac Conlen City of Federal Way 33325 8th Ave. S PO Box 9718 Federal Way, WA 98063-9718 RE: Progressive Service Center Permit #05-102387-000-00-UP 34001 Pacific Hwy South Triad Job No. 05-077 Dear Isaac: RESUBMITTED NOV 1 7 2005 CITY OF FEDERAL WAY BUILDING DEPT. TRLAD ASSOCIATES 12112 115th Avenue NE Kirkland, WA 98034-6923 425.821.8448 425 821.3481 fax 800,488.0756 toll free wvdw triadassoccom I am writing on behalf the Applicant (Todd Hamula, Zaremba Group, 216-221-6600) to respond to a review comment that arose during a team meeting at WSDOT Northwest Headquarters in north Seattle yesterday morning. Attendees included me, the Applicant, Rick Roberts (WSDOT), Maryanne Zukowski (City of Federal Way), and Kevin Collins (Transpo). It was decided that the turning radius at the intersection of proposed 340"' Street South and SR 99 be increased to 50' to better accommodate future turning movements. I therefore revised the previous turning radius on the Site Plan from 35' (previously unlabeled) to 50' (now labeled). Per our conversation yesterday I have therefore enclosed the following: • Resubmittal form. ■ Four copies of Site Plan (sheet 2 of 4) revision dated 11/17/05 (folded) by Triad Associates Per our discussion yesterday, please incorporate this revised sheet into the previously provided plan set so it will be referenced in the Process III and Land Use approval to be issued on or about 12/7/05 after the current SEPA comment and appeal period has expired. Assuming there is no appeal, you mentioned that you will be able to arrange for the approval to be issued on or about 12/7/05 while you are on vacation. Don't hesitate to contact me or the Applicant if you have any questions. Sincerely, TRIAD ASSOCIATES Donald J. Hill Project Principal cc: Todd Hamula, Zaremba Group Mike Woods, Richard L. Bowen and Assoc. Inc. Kevin Collins, The Transpo Group enclosures D._-o 7_�- DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 33325 8`h Avenue South PO Box 9718 CITY OF V'_"Aftb_� HRRMAEMM111 ! 1_L Federal Way WA 98063-9718 Federal Way `V1167ZOO55 �,��-s3s;Co4rn NOV 1 7 2005 EMOM . 01-1y OF FEDERAL WAY RESUBMITTAL INFORMATI(�YRD1NG KEPT. This completed form MUST accompany all resubmittals. **Please note: Additional or revised plans or documents for an active project will not be accepted unless accompanied by this completed form. Mailed resubmittals that do not include this form or that do not contain the correctnumberof copies will be returned or discarded. You are encouraged to submitall items in person and to contact the Customer Service Counter prior to submitting if you are not sure about the number of copies required ** Project Tracking Number: - / - - Project Name: F?(2-06�CLJE_—S SWI:5 I OLAZA41cF- S,E(LVIcl= Project Address: 3`-� 0©� 'PAC ( FIG Hwr ( Soy i I-+ Project Contact: ON H Iy`— Phone: Resubmitted Items: # of Copies ** y QPLD c zs) I cow Detailed Description of Item S _(jHJWr 7, or- `Y J ** Submit the same number of copies as required for your initial application." Resubmittal Requested by ISgAG CDNLF-,,V Letter Dated: I 1 1 17 1 dJr to em er) OFFICE USE Oft Y Distributed to: Bulletin # 129 —October 14, 2004 Page 1 of 1 Date: By: k:\Handouts\Resubmittal Information RECEIVED MAY 2 Q 2005 CITY OF FEDSRAL W,qy BUILDING ❑Bpi 0 5- 10230 7 -Me Transpo Group Progressive Service Center Federal Way, WA Transportation Impact Analysis } May 2005 elm Transportation Impact Analysis PROGRESSIVE SERVICE CENTER EXPIRES 033 -15 - p FEDERAL WAY, WA Prepared for: Progressive Auto Insurance May 2005 Prepared by: The Transpo Group, Inc. 11730 118`h Avenue NE, Suite 600 Kirkland, WA 98034-7120 Phone: 425.821.3665 Fax: 425.825.8434 www.thetranspogroup.com © 2005 The Transpo Group Table of Contents Page INTRODUCTION................................................. ProjectDescription..........................................................................................................................1 StudyScope....................................................................................................................................... 1 EXISTINGCONDITIONS.............................................................................6 RoadwayNetwork............................................................................................................................ 6 TrafficVolumes................................................................................................................................. 6 TrafficOperations............................................................................................................................ 6 TrafficSafety..................................................................................................................................... 8 TransitService................................................................................................................................... 9 FUTURE BASELINE CONDITIONS................ ..............................................10 PlannedImprovements.................................................................................................................10 TrafficVolumes..............................................................................................................................10 TrafficOperations.......................................................................:..................................................12 PROJECTIMPACTS..................................................................................13 TripGeneration..............................................................................................................................13 Trip Distribution and Assignment...............................................................................................14 TrafficVolume Impact..................................................................................................................14 TrafficOperation Impacts..........................................................................._.................................15 SiteAccess Operations..................................................................................................................19 TrafficSafety Impact.....................................................................................................................19 TransitService Impact................................................................................................................... 20 Parking............................................................................................................................................. 20 MITIGATIONMEASURES...............................:.........................................21 SUMMARY AND CONCLUSIONS.... ........................................................... 22 APPENDIX A: INTERSECTION COUNTS APPENDIX B: LOS DEFINITIONS APPENDIX C: LOS WORKSHEETS APPENDIX D: TRIP GENERATION COUNTS Figures 1. Site Vicinity .................................................................................................................................3 2. Site Plan..............................................................................................................I............4 3. Study Intersections........................................................................................................................ 5 4. Existing PM Peak Hour Traffic Volumes................................................................................. 7 5. Future 2006 Baseline PM Peak Hour Volumes......................................................................11 6. Project Trip Distribution............................................................................................................16 7. Project Trip Assignment............................................................................................................17 8. 2006 With -Project PM Peak Hour Volumes..........................................................................18 Tables 1. Existing (2005) Peak Hour Level of Service Results............................................................... 8 2. Summary of Three -Year Collision Records,,.........................................................................:... 8 3. 2006 Future Baseline Peak Hour Level of Service.................................................................12 4. Progressive Claims Center Trip Generation Rates................................................................13 5. Federal Way Progressive Service Center Trip Generation...................................................14 6. Weekday PM Peak Hour Traffic Volume Impacts................................................................14 7. 2006 Baseline and With -Project Peak Hour Level of Service..............................................19 8. 2006 Site Access Level of Service.............................................................................................19 9. Estimated Pro -Rats Share Contributions .... ...,........................................................................21 Progressive Service Center, Federal Way, WA May 2005 Introduction The purpose of this transportation impact analysis (TIA) is to identify potential traffic - related impacts associated with the proposed Federal Way Progressive Claims Center development. As necessary, mitigation measures are identified to offset or reduce significant impacts. This report follows the City's Transportation Impact Analysis Guidelines. ` Project Description { The project site is located on the west side of Pacific Highway (SR 99) where it merges with 16,h Avenue S (SR 161) on the southwest corner of SR 99 and S 34011, Street. Figure 1 provides the site vicinity, illustrating the general location of the site. A new west leg approach would be added to the signalized intersection of SR 99/S 340th Street to provide access to the site and future connectivity to the west. One full access driveway would be located on S 340th Street to provide the direct access to the site. The Progressive Claims Center will include a 15,000 square foot building and provide approximately 114 parking spaces. The parking supply is designed to accommodate employees, customers, rental cars, temporary storage of damaged vehicles, and temporary storage of newly repaired vehicles. The site is currently vacant and the proposed development is scheduled for occupancy in 2006. The Progressive Claims Center is a unique use that would operate as a one -stop hub for customers filing auto insurance claims through Progressive Insurance. Customers filing a claim would simply schedule an appointment, bring their car in for inspection and then drive away in a reserved rental car. The claims center would then take care of inspecting the damaged vehicle and arrange for the car to be repaired at an off -site repair shop. Progressive employees would set up and monitor the repair service for customers saving them the time and hassle of dealing with multiple entities. Figure 2 provides a preliminary site plan to illustrate the proposed plan and layout of the site. Study Scope The study area was determined based on the anticipated peak hour distribution of project traffic to/from the site. The study area and specific intersections for analysis were determined based on coordination with City staff and using the City's Transportation Impact Analysis Guidelines. The following three study intersections were identified for analysis: 1. Pacific Highway (SR 99)/16'1 Avenue S (SR 161)/S 340,1 Street 2. S 344t" Street/16,h Avenue S (SR 161) e' 3. S 348th Street/ 16th Avenue S (SR 161) The study intersections are illustrated in Figure 3. The SR 99/SR 161 and S 34811 Street/SR 161 intersections are signalized, and the S 3441h Street/SR 161 intersection is currently stop - controlled. The intersection of S 34411 Street/SR 161 is anticipated to be signalized with the completion of the Marketplace shopping center within the next year. Intersection operations were evaluated for the weekday PM peak hour condition at the three study intersections. The weekday PM peak hour reflects the highest hourly traffic volumes during the average weekday and typically occurs between 4:00 and 6:00 p.m. l ( The Transpo Group 1051 08\05 1 08r2.doc A Progressive Service Center, Federal Way, WA May 2005 The TIA begins by describing existing conditions in the project site vicinity and future (2006) traffic baseline (without -project) conditions. Future with -project conditions were evaluated by adding site -generated traffic to future baseline volumes. Analysis of future conditions addresses cumulative impacts of the proposal, increases in background traffic, and traffic attributable to City -identified "pipeline" projects. Project impacts were identified based on the difference in traffic operations between forecasted with- and without -project conditions. The Transpo Group 1051 08\05108r2.doc A N NOT TO SCALE A L 4, QD F7— t-02 77-.- 0:1 lo: N;e t5.3 F-1 11 Rl! 9 la''t. rp 77� r 4Y.f� . r SITE rV::u;_: 4-1- 1 1 !Til .7 A 7z G L7 L 7-- il L% S7, V ILI L tf�!. T Reproduced with permission granted by THOMAS BROS. MAPS. This map is copyrighted by THOMAS BROS. MAPS 11 is unlawfid to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved. Figure 1 N Site Vicinity ranspo p Federal Way Progressive M-.0\05108 Federal Way Progressive\Graphics\progressive graphic02 <A> findak 05111/05 13:20 w 340th Street (Proposed) NOT TO SCALE — — — — — — --- -----------------, o ° ° I 9 °6 oo / u o a i o yi �-• / o / / ° ° / Figure 2 N Preliminary Site Plan Transpo - Federal Way Progressive Group %\0505108 Federal Way Progressive\Graphics\progressive graphic02 <B> lindak 05/11/0513:19 Figure 3 Study Intersections Federal Way Progressive A N NOT TO SCALE Transpv Group M:105105108 Federal Way ProgressivelGraphicslprogressive graphic02 <C> lindak 05/11/05 13:20 c fr Progressive Service Center, Federal Way, WA May 2005 l Existing Conditions 3r This section of the report describes existing conditions within the identified study area, including the adjacent roadway network, existing PM peak hour traffic volumes, traffic C operations, traffic safety, and transit service. Roadway Network (- Existing characteristics of study area roadways are described below. { Pacific Highway S (SR 99) is a five- to seven -lane principal arterial with a posted 40-mph speed limit and left- and right -turn channelization at major intersections. SR 99 connects Federal Way with Tacoma to the south and Des Moines, SeaTac, and Seattle to the north. 161h Avenue S (SR 161) is a five -lane principal arterial with a posted 35- to 40-mph speed limit. This state highway connects Federal Way with Puyallup to the south. Signalized study r; intersections along SR 161 include S 348'' Street, S 344'h Street, and SR 99. ( S 3481h Street is a five- to six -lane principal arterial with a posted 35-mph speed limit. This roadway provides a connection to such regional facilities as I-5, SR 18, SR 99, and SR 161. S 3442h Street is a local access street that will provide direct access to the east for the proposed Marketplace Shopping Center. Within the year, the intersection of S 344,h Street and SR 161 will be signalized with the completion of the Marketplace Shopping Center. Traffic Volumes Existing weekday PM peak hour turning movement volumes were collected at the study intersections in April 2005 and are provided in Appendix A. These volumes are illustrated in Figure 4. Traffic Operations The operational characteristics of an intersection are determined by calculating the intersection's level of service (LOS). The intersection as a whole and its individual turning movements can be described alphabetically with a range of levels of service (A through F), with LOS A indicating free -flow traffic and LOS F indicating extreme congestion and long vehicle delays. LOS is measured in average control delay per vehicle and is typically reported for the intersection as a whole at signalized intersections. Existing PM peak hour LOS, delays, and volume -to -capacity (V/C) ratios were calculated at study intersections based on methodologies contained in the Hi ghlva� Capacity Manual �.• (Transportation Research Board, 2000). The City's Syncbra (v. 6.0) traffic analysis network was used for these calculations; results are provided in Table 1. The I -ISM level of service definitions are included in Appendix B. Detailed worksheets for existing conditions are included in Appendix C. . _ According to the City's intersection standards, peak hour operations are considered acceptable if a signalized intersection operates at LOS E or better and has an intersection V/C ratio of 1.0 or less. As Table 1 illustrates, all three study intersections currently operate L_ acceptably during the PM peak hour. The Transpo Group 105 1 08\051 08r2.doc 6 Figure 4 Existing PM Peak Hour Traffic Volumes Federal Way Progressive A& N The fansAR M:105105108 Federal Way ProgressivelGraphicslprogressive graphic02 <D> lindak 0511110513:21 Progressive Service Center, Federal Way, WA May 2005 Table 1. Existing (2005) Peak Hour Level of Service Results ®PrA Peak Hour Intersection 1 SR 99/511161 B 11.7 0.43 ( 2 S 344'" Street/SR 161 C 21.6 WB 3 S 348" Street/SR 161 D 49.4 0.79 1. Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. 3. Volume -to -capacity ratio for signalized intersections, Worst Movement for unsignalized intersections. { As shown in Table 1, all intersections operate at LOS D or better. The intersection of S 344th Street/161h Avenue S currently is an unsignalized "T" intersection with the westbound movement being stop -controlled and operating at LOS C. Traffic Safety Study intersections were analyzed for potential traffic safety inadequacies. The City defines a { safety inadequacy as any intersection with an average collision rate of more than 1.0 _ collisions per one million entering vehicles (MEV) during a three-year period. For this analysis, City staff provided the historical collision data at study intersections for the most recent three-year period (2000-2002). Table 2 summarizes the average annual collision rates { and collisions per MEV at each study intersection. Table 2. Summary of Three -Year Collision Records of ®ReportedNumber Intersection f, 1 SR 99/SR 161 0 1 6 2.3 0.27 2 S 344" Street/SR 161 1 0 1 0.7 0.11 3 S 3481" Street/SR 161 17 16 43 25.3 1.22 I . Source for accident data City of Federal Way collision summary reports. 2. MEV = Million entering vehicles. The intersection of S 348,h Street/SR 161 has more than 1.0 collisions per MEV during the most recent three-year period. More sideswipe and rear -end collisions were reported at this location than any other collision type, representing about 60 percent each of all reported collisions. Improvements are planned at this location, specifically the City's Six -Year TIP calls for new eastbound and westbound right -turn lanes and a third westbound left -turn lane. The improvements would effectively increase intersection capacity, reduce congestion, and minimize the potential for congestion -related collisions such as rear -end and sideswipe collisions. In addition, the Washington State Department of Transportation (WSDOT) defines high accident locations (HALs) as locations, "which have experienced a higher -than -average rate of severe accidents during the previous two-year period," and defines high accident corridors (HACs) as corridors, "which have a higher -than -average number of severe accidents over a - continuous period of time." Based on these definitions, WSDOT has defined S 3481h Street/SR 161 as a HAL. No HACs are identified within the study area. The City's Six -Year TIP includes planned improvements at this intersection. These improvements should l enhance traffic safety at this HAL. The Transpo Group 1051 08\05108r2.doc 8 Progressive Service Center, Federal Way, WA May 2005 Transit Service The closest bus stop to the project site is located at S 340th Street/SR 99, served by Metro Transit Route 949E and Pierce Transit Routes 402 and 500. The 949E is a commuter route serving Boeing's Everett location. During the weekday there is one trip in the morning and one in the afternoon; the route does not run on weekends. Pierce Transit Route 402 provides weekday and weekend transit service to the SeaTac Mall, SeaTac Mall Park -and - Ride, Edgewood, South Hill Mall and Library, Pierce County Fairgrounds, Graham and Roy "Y" Park -and -Ride. All trips continue from Roy "Y" Park -and -Ride as Route 1 to Downtown Tacoma and Tacoma Community College. Headways are roughly 60 minutes for both weekdays and weekend hours of operation. Route 500 provides weekday and weekend transit service on SR 99 to Downtown Tacoma, University of Washington -Tacoma, Tacoma Dome Station, Federal Way Park -and -Ride, and SeaTac Mall Park -and -Ride. During the weekdays, headways are roughly 30 minutes for most of the day. On weekends, headways are roughly 60 minutes. The next closest stop serving a route other than those mentioned above is located at S 348th Street/SR 99, which is served by Metro Route 106. Route 196 provides weekday peak hour transit service between Federal Way and Downtown Seattle on S 3481h Street. Headways are roughly 15 minutes. In addition, the project site is located just 0.7 miles from the South Federal Way Park -and -Ride lot that accommodates both regional and local transit service. King County Metro operates routes that utilize this facility and serve Tacoma, Everett, Downtown Seattle, Twin Lakes Park -and -Ride, and the University District. The Transpo Group 105108\051 081-2.doc r Progressive Service Center, Federal Way, WA May 2005 Future Baseline Conditions Future baseline (without -project) conditions were evaluated without development of the proposed project. The 2006 horizon year represents the anticipated year of opening for the proposed project and provides the baseline for comparison against 2006 with -project conditions. The following sections document future roadway improvements, peak hour traffic volumes, traffic operations, and transit service. Planned Improvements Within the study area, one transportation improvement is planned. The improvement is described in the City of Federal Way's 2005-2010 ,Six -Year Transportation Improvement Program (TIP) and is summarized as follows: • S 348th Street/SR 161. This project includes the construction of an eastbound right - turn lane, a westbound right -turn lane, a second northbound right -turn lane, and a third westbound left -turn lane. In addition, SR 161 will be widened between S 348'h and S 352^d Streets to accommodate three southbound travel lanes. This planned improvement is targeted for completion in 2006; however, at City direction the improvement was not included in the traffic analyses for future 2006 conditions. One transportation improvement to be completed by planned development was included in the 2006 analysis to account for mitigation that would be complete, should the development be complete by 2006. Federal Way Marketplace is required to install a signal at S 3441h Street/SR 161. This improvement was included in the future 2006 conditions. Traffic Volumes At the direction of City staff, 2006 baseline PM peak hour traffic volumes were derived by multiplying existing traffic volumes by an average annual growth rate of 2 percent for one year and adding peak hour traffic generated by the following "pipeline" projects: • Target at the Commons • Christian Faith Center ■ Prium Federal Way Mixed Use • Federal Way Marketplace • Federal Way Crossings "Pipeline" projects are typically defined as development projects that are approved, but not yet constructed and would increase traffic volumes by the analysis horizon year. The background growth rate of 2 percent is anticipated to account for other potential, planned development that would affect traffic volumes within the study area. Figure 5 illustrates 2006 baseline PM peak hour traffic volumes within the study area. The Transpo Group 1051 08\05108r2.doc 10 Figure 5 2006 Baseline PM Peak Hour Traffic Volumes Federal Way Progressive M:\05105108 Federal Way ProgressivelGraphics\progressive graphic02 <E> lindak 05111 /0513:22 A IN The Transpo Group Progressive Service Center, Federal Way, WA May 2005 Traffic Operations { Future traffic operations in the study area were evaluated based on the 2006 forecast traffic 1f volumes, using the same methodologies used in the evaluation of existing levels of services. Signal cycle lengths were set to 120 seconds, per City traffic study guidelines. Signal timing C was optimized for future 2006 baseline conditions, consistent with signal controller parameters. The transportation improvement attributable to a pipeline project described above was included in the forecast baseline analysis, however the City's .Six -Year TIP improvements at S 34811 Street/SR 161 were not included in the analysis. This approach provides a conservative estimate of forecast operating conditions, as they would improve _ when the TIP project is complete. Table 3 summarizes future 2006 baseline (without - project) conditions during the weekday PM peak hours. T' Table 3. 2006 Future Baseline Peak Hour Level of Service PM Peak Hour ® Intersection _ 1 SR 99/SR 1.61 - - C 22.1 0.55 2 S 3+,Vh Street/SR 1.61 B 19.2 0.57 3 S 3,48" StreetJSR 161 E 56.5 0.95 1 . Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. 3. Volume -to -capacity ratio. As Table 3 shows, PM peak hour traffic conditions at the S 3481h Street/SR 161 intersection do not exceed the City's traffic operations standards in 2006. With completion of the City's TIP project at S 3481h Street/SR 161, conditions would improve over what is documented in Table 3. The Transpo Group 1051 08\05108r2:.doc 12 r Progressive Service Center, Federal Way, WA May 2005 Project Impacts This section of the TIA documents project -generated impacts on the surrounding roadway network and at study intersections. First, project traffic is estimated, distributed, and assigned to adjacent roadways and intersections within the study area. Next, 2006 with - project peak hour traffic volumes are projected and potential impacts to traffic volumes, intersections operations, traffic safety, and transit service are identified. ( Trip Generation The proposed project is a non-standard land use and is not accounted for in the Institute of Transportation Engineers (ITE) Tfip Ge�reration; therefore traffic counts were gathered at ( other Progressive Service Centers to establish a site -specific trip rate for this type of facility. Trip generation for the proposed project is based on PM peak hour trip generation counts l' from two similar Progressive Service Centers. There currently are no Progressive Service Centers located in the local or surrounding region so counts were collected at facilities in North Houston and Dallas, Texas. The proposed center is being modeled from those in Texas and would have the same operating characteristics and provide the same services. ( The North Houston site is located at 505 West Canino Road and the Dallas site is located just outside of Dallas at 1405 Avenue T in Grand Prairie, Texas. The North Houston site is within 1 mile of I-45 and the Dallas site is within 2 miles of State Highway 360, similar to the Federal Way site's proximity to I-5 and SR 18. One Progressive criterion for site selection is ( accessibility to the freeway as these centers typically serve a broad market area. Both locations have been in operation over a year and provide the same services as the proposed Federal Way center. Trip generation counts were collected at each facility in April 2005 during a typical weekday between 4:00 and 6:00 p.m. Trip rates were calculated for each site using the size of each facility and the combined number of inbound and outbound trips. The peak hour for both sites occurred between 4:00 and 5:00 p.m. The two rates were then averaged to arrive at a trip rate for the proposed project, as shown in Table 4. The methodology used to identify trip generation characteristics of the site was reviewed and approved by City staff as part of the transportation scoping process. The trip generation count data is provided in Appendix D. Table 4. Progressive Claims Center Trip Generation Rates Total In Dut Dallas 18,490 22 9 13 1.19 Houston 19,092 46 22 24 2.41 Average 1.80 As shown in Table 4, the average PM peak hour trip rate vas 1.80 trips per 1,000 sf. Table 5 summarizes the estimated weekday PM peak hour trip generation based on the average trip generation rate. During the peak hour, inbound traffic represents approximately The Transpo Group 105108\051 08r2.doc 13 r Progressive Service Center, Federal Way, WA May 2005 46 percent and outbound traffic represents approximately 54 percent of total trip generation. r These percentages were used to estimate the PM peak hour in/out split. { Table 5. Federal Way Progressive Service Center Trip Generation r Trip Rate PM Peak Hour Trips Federal Way 1 5,000 1.80 27 12 15 " As Table 5 shows, the proposed project would generate approximately 27 new trips during ,. the PM peak hour, 12 inbound and 15 outbound. Trip Distribution and Assignment Trip distribution was developed using general information from Progressive and from existing travel patterns in the area. The proposed center is a regional facility designed to f serve customers from Seattle to Tacoma with much of the traffic heading to and from I-5. Figure 6 illustrates the anticipated trip distribution patterns. In general, approximately 5 percent of project traffic is expected to/from the west, approximately 40 percent to/from the south, approximately 10 percent to/from the east, and approximately 45 percent to/from the north. Based on these percentages and the trip generation estimates in Table 5, project -generated PM peak hour trips were assigned to the study intersections. Figure 7 illustrates the peak hour project trip assignment at these locations. Traffic Volume impact Project -generated PM peak hour traffic volumes were added to 2006 baseline volumes at study intersections. The resulting 2006 with -project traffic volumes at study intersections are illustrated in Figure 8. Table 6 summarizes the anticipated increase in total entering traffic at study intersections as well as the percentage of 2006 with -project volumes attributable to the Federal Way Progressive Service Center. Table 6. Weekday PM Peak Hour Traffic Volume Impacts 2006 PM Peak Houi TEV AttributablePercent Study Intersections to Project 1 SR 99/ SR 161 27 3007 0.90% 2 S 344" Street/SR 161 23 2468 0.93% 3 S 348" Street/SR 161 23 6643 0.35% TEV = Total entering vehicles During the weekday Pill peak hour, project traffic would'have the greatest percent impact at the S 344,h Street/SR 99 intersection. The project would increase PM peak hour volumes at this location by 23 trips, which represents less than 1 percent of total 2006 with -project The Transpo Group J051 08\05108r2.doc 14 r_ Progressive Service Center, Federal Way, WA May 2005 traffic volumes. Increases in traffic attributable to the project at the other study intersections are similar, both representing less 1 percent. Traffic volume impacts of less than one percent would not be noticeable to the average driver and could be considered negligible. The following section evaluates how traffic volumes attributable to the project would affect peak hour traffic operations. Traffic Operation Impacts { Year 2006 with -project PM peak hour levels of service, delays, and V/C ratios were calculated at the study intersections based on methodologies contained in the Highway �.. Capacity Manual2000. Like existing and 2006 baseline conditions, Synchro was used to calculate these operational measures. These calculations used the same intersection variables (120-second signal cycle length, channelization, etc.) as were used in evaluating 2006 baseline _ conditions. Table 7 summarizes 2006 with -project conditions during the weekday PM peak hour, in comparison to 2006 baseline conditions. Detailed LOS worksheets for 2006 with - project conditions are included in Appendix C. The Transpo Group 1051 08\051 08r2.doc 15 V) S 348TH ST S 356TH ST w SITE y i 5.336TH ST S 344TH ST :► PM PEAK HOUR PROJECT TRIPS ° 12 INBOUND 15 OUTBOUND 27 TOTAL Figure 6 Project Trip Distribution Federal Way Progressive M:105105108 Federal Way Progressive\Graphicslprogressive graphic02 <F> lindak 05111/0513:22 N NOT TO SCALE In The Tray- P Group rM Figure 7 me Project Trip Assignment - PM Peak Hour Traffic Volumes Transpo Federal Way Progressive GfoUp L M:105W5108 Federal Way ProgressivelGraphics\progressive graphic02 <G> lindak 05/1110513:23 A N Figure 8 me 2006 With -Project PM Peak Hour Traffic Volumes Tran-sThe Federal Way Progressive M:105105108 Federal Way ProgressivelGraphicslprogressive graphic02 <H> lindak 05/1110513:24 +r . Progressive Service Center, Federal Way, WA _ May 2005 Table 7. 2006 Baseline and With -Project Peak Hour Level of Service ®PM Peak Intersections�'�®�•® 1 SR 99/SR 161 C 22.1 0.55 C 23.1 0.54 E 2 S 344" Street/SR 161 B 19.2 0.57 C 22.2 0.61 3 S 348" Street/SR 161 E 56.5 0.95 E 58.0 0.96 1. Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. 3. Volume -to -capacity ratio. The results of the 2006 with -project analysis indicate that all study intersections would meet the City's LOS standard during both peak hours. With the City's planned TIP improvement at S 348,h Street/ SR 161, the intersection operations would be improved. Consistent with the City's Transportation Impact Analysis Guidelines, a LOS analysis was conducted at SR 99/SR 161 for the year 2011 with -project conditions. This analysis is required when a project modifies an existing signal. Future 2011 conditions were forecast using the 2 percent annual growth rate applied to existing 2005 counts combined with pipeline project traffic volumes. The resulting forecast traffic volumes and proposed intersection geometry at SR 99/SR 161 suggest the intersection will continue to operate at c LOS C with 23.8 seconds of delay and a V/C ratio of 0.59. Therefore, the proposed intersection and signal modifications for project access will continue to meet the City's level of service standards in 2011. Site ,access Operations Based on methodologies described in the Hzgbwa,, Capacit, Manual 2000, PM peak hour levels of service and average delays were calculated at the proposed access driveway. Like off -site intersection analysis, Synchro was used for these calculations. Results are shown in Table 8. Table 8. 2006 Site Access Level of Service PM Peak Hour North Driveway A 8.5 NB 1. Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. 3. Worst Movement; NB=northbound, EB=eastbound, WB=westbound, R=right turn, L=left turn. As shown in Table 8, the site access would operate well at LOS A and no operational problems are anticipated. Traffic Safety impact There would likely be a proportionate increase in the probability of collisions with the addition of project traffic. However, considering the relatively small increases in peak hour traffic attributable to the project (less than 1 percent), it is unlikely that these increases would create a safety hazard or significantly increase the number of reported collisions at study intersections. The Transpo Group 105108\051 08r2.doc 19 Progressive Service Center, Federal Way, WA May 2005 The S 348,h Street/ SR 161 intersection has a planned improvement identified as part of the City's Six -Year TIP that is expected to improve safety conditions. Federal Way Progressive Service Center would be required to proportionally contribute to planned improvement projects identified in the Six -Year TIP and would effectively mitigate any project -generated traffic safety impact. Transit Service Impact Customers and employees would have the opportunity to access transit via the existing bus stops located on S 3401h Street/SR 99 and S 336th Street/SR 99, and the nearby South Federal Way Park -and -Ride. For the purpose of a conservative impact analysis, it was assumed that the majority of person trips would drive to/from the site and would have little, if any, impact on transit service in the surrounding area. Any increase in transit ridership attributable to the proposed project would be a positive impact, reducing the potential traffic volume, operation, and safety impacts. Parking Federal Way Progressive Service Center would provide approximately 114 parking stalls in surface parking. These parking stalls are utilized by employees, customers, rental cars, damaged vehicles, and newly repaired vehicles for pick-up. { There are 60 secured parking spaces along the west side of the site that would be used for i storing rental cars, damaged vehicles, and newly repaired vehicles. The remaining 54 spaces would be located along the north and east sides of the building providing parking for up to 24 employees, allowing 30 spaces for customers and visitors. Progressive determined the parking quantity and layout based on experience with operating other similar facilities. The r proposed supply will provide adequate parking to meet their specific needs. The Transpo Group 1051 08\05108r2.doc 20 r rN �r~ C t Progressive Service Center, Federal Way, WA May 2005 Mitigation Measures The City of Federal Way requires mitigation to reduce potential traffic -related impacts. These measures are summarized below in the form of frontage improvements and pro-rata share contributions to TIP projects. As part of site development, Federal Way Progressive would be required to construct S 34011, Street and improve conditions along its frontage of SR 99 to City standards. The frontage improvements would include curb, gutter, 6 foot landscaping, and an 8 foot sidewalk. Furthermore, signal and intersection modifications to the S 3401h Street signal at SR 99/SR 161 intersection are necessary to allow access to S 34011 Street to the west. The intersection improvements would include the following: • adding a dedicated northbound left turn lane • adding crosswalks to the south and west legs ■ adding a new signal mast arm • adding new signal heads • improving the striping for the transit only lane on the northeast corner of the intersection • adding new loop detectors • street lighting along S 340th Street The City requires that new developments proportionally contribute to planned transportation improvement projects. As described in the City's guidelines, the "pro-rata share" contribution toward each improvement project is estimated based on the percentage of project -generated traffic volumes as compared with future with -project traffic volumes. This percentage is multiplied by the estimated construction cost (as listed in the ,Six -Year TIP) to determine the "pro-rata share" the City would collect. Based on the estimated trip generation and distribution of project traffic, Federal Way Progressive Service Center would impact one UP project by 10 or more PM peak hour trips. Table 9 summarizes the estimated mitigation costs. Table 9. Estimated Pro-Rata Share Contributions S 3481, Street/SR 161' $4,500 23 Total The Transpo Group 1051 08\05108r2.doc 6,643 0.35 $15,750 $15,750 21 Progressive Service Center, Federal Way, WA May 2005 Summary and Conclusions • Federal Way Progressive Service Center would occupy approximately 15,000 square feet. • Federal Way Progressive Service Center would generate approximately 27 new PM peak hour trips. • Project traffic would represent less than 1 percent of 2006 PM peak hour traffic volumes at study intersections. • All study intersections would meet the City's intersection standards with the addition of PM peak hour project traffic. • The site access driveway would operate at LOS A during the PM peak hour. • Increases in traffic would likely result in a proportionate increase in the probability of collisions. However, project impacts would be mitigated through proportionate share contributions to the planned transportation improvement in the City's Six - Year TIP. • The majority of person trips would drive to/from the site and would have little, if any, impact on transit service in the surrounding area. • The proposed supply (114 stalls) would meet the anticipated peak parking demand. • As mitigation, Federal Way Progressive would be required to contribute a pro-rata share toward one planned improvement projects impacted by 10 or more PM peak hour trips. This mitigation contribution is estimated at $15,750. • Federal Way Progressive would also be responsible for constructing S 340,h Street, improving SR 99 to City standards along its frontage, and making signal modifications to the SR 99/SR 161 signal for accessing via S 3401h Street. The Transpo Group 1051 08\051 08r2.doc 22 r s • r Cl C', C, C C r C C. Appendix A: Intersection Counts l Mark Skaggs (206) 251-0300 16th & Pac Highway 5:00 PM to 6:00 PM Tuesday, April 26, 2005 t co 1276 � 1066 525 751 Pac Hi hwa [550] N W G 437 F453] 16 R � 25 631 [767] [656] �O Approach PHF HV% Volume EB 0.90 3.1 % 453 WB 0.00 0.0% 0 NB 0.98 2.4% 656 SB 0.95 2.5% 1276 Intersection 0.97 2.6% 2385 Mark Skaggs (206)251-0300 l 16th & Pac Highway Tuesday, April 26, 2005 Peak 15-Minute Interval Summary 4:00 PM to 6:00 PM Start 16th Time L T 40 11278 Peak Hour Summary 5:00 PM to 6:00 PM Southbc 16th 36 1 11501' 1018 I 67 1815 Pac Highway I Pac 40 1 33 Interval I I 1 0 1 4692 1 i Mark Skaggs (206) 251-0300 16th & 344th 4:45 PM to 5:45 PM Thursday, April 28, 2005 cc F 66 669 12 631 23 344th R 24 67 5 48 N j 19 Fv E 10 S 109 3 1511 96 344th K T 71 50 635 25 F946] [710] t Approach PHF HV% Volume EB 0.74 5.5% 109 WB 0.63 0.0% 48 NB 0.99 3.2% 710 SB 0.90 2.3% 866 Intersection 0.93 2.8% 1733 Mark Skaggs (206) 251-0300 16th & 344th Thursday, April 28, 2005 Peak 15-Minute Interval Summary 4:00 PM to 6:00 PM Interval Start Northbound 16th Southbound 16th Eastbound 344th Westbound 344th Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 10 142 6 8 6 181 7 5 2 1 26 1 12 1 6 0 400 4:15 PM 6 192 7 9 7 191 8 8 3 0 17 1 6 2 4 1 443 4:30 PM 10 154 8 4 4 153 3 2 2 2 35 2 8 3 4 0 386 4:45 PM 19 151 7 7 4 208 2 7 1 0 21 0 5 2 12 0 432 5:00 PM 11 161 8 5 5 231 4 4 2 1 34 0 6 1 4 0 468 5:15 PM 8 162 5 5 7 216 3 5 1 1 18 2 3 1 4 0 429 5:30 PM 12 161 5 6 7 176 3 4 6 1 23 4 5 1 4 0 404 5:45 PM 8 178 5 4 1 172 1 3 6 1 18 2 5 0 4 0 399 Total Surve 84 1301 51 48 41 1528 31 38 23 7 192 12 1 50 1 11 42 1 3361 Peak Hour Summary 4:45 PM to 5:45 PM Northbound 16th Southbound 16th Eastbound 344th Westbound 344Ih L T R HV L T R HV L T R HV L T R HV Movement 50 635 25 23 23 831 12 20 10 3 96 6 19 5 24 0 fl2.8% Approach 710 866 109 48 %HV 3.2% 2.3% 5.5% 0.0 % PHF 0.99 0.90 0.74 0.63 Mark Skaggs (206) 251-0300 16th & 348th 4:30 PM to 5:30 PM Tuesday, April 26, 2005 ZE cc 861 [759 F657_]394]402 348th 340 1872 F 1562 2668 N 766 W 11 1035 809 F1748] 215 348th R + Al 245 408 545 1383 Ed ZE I� �c Approach PHF HV% Volume EB 0.91 5.2% 1035 WB 0.99 4.5% 2668 NB 0.88 1.8% 1198 SB 0.94 3.3% 861 Intersection 0.98 3.9% 5762 -- s� c� ccs3a3a��e�n ka�e s Ire. Mark Skaggs (206) 251-0300 16th & 348th Tuesday, April 26, 2005 Peak 15-Minute Interval Summary 4:00 PM to 6:00 PM Interval Start Northbound 16th Southbound 16th Eastbound 348th Westbound 348th Interval Time L T R HV —L—F T R HV L T R HV L T R HV Total 4:00 PM 75 114 128 13 87 97 18 7 6 212 70 29 178 339 64 33 1388 4:15 PM 53 105 150 10 100 124 15 10 2 182 72 17 175 383 93 47 1454 4:30 PM 70 104 130 4 87 100 15 9 1 222 61 14 173 412 87 31 1462 4:45 PM 57 79 121 7 100 111 17 6 j 2 177 38 15 219 371 82 30 1374 5:00 PM 65 117 159 7 95 94 15 4 2 205 54 14 180 394 86 26 1466 5:15 PM 53 108 135 4 112 97 18 9 6 205 62 11 194 385 85 32 1460 5:30 PM 70 78 130 7 71 92 14 3 6 220 50 9 185 414 81 22 1411 5:45 PM 63 84 120 6 69 87 15 5 6 202 58 11 172 387 82 28 1345 Total Survey 506 789 1073 58 721 802 127 53 31 1625 465 120 1476 3085 660 249 11360 Peak Hour Summary 4:30 PM to 5:30 PM Northbound 161h Southbound 16th Eastbound 3481h Westbound 348th L T I R HV L T R HV L T I R HV L T I R HV Total Movement 245 1408 1 545 22 394 1 402 1 65 j 28 11 809 1 215 1 54 766 1562 1 340 119 5762 Approach 1198 861 1035 2668 5762 %HV 1.8% 3.3% 5.2% 4.5% 3.9% PHF 0.88 0.94 0.91 0.99 1 0.98 Appendix B: LOS Definitions Hi ghwaj, Caparilo, Manual, 2000 Signalized intersection level of service (LOS) is defined in terms of the average total vehicle delay of all movements through an intersection. Vehicle delay is a method of yuantifiring several intangible factors, including driver discomfort, frustration, and lost travel time. Specifically, LOS criteria are stated in terms of average delay per vehicle during a specified time period (for example, the PM peak hour). Vehicle delay is a complex measure based on many variables, including signal phasing (i.e., progression of movements through the intersection), signal cycle length, and traffic volumes with respect to intersection capacity_ Table 1 shows LOS criteria for signalized intersections, as described in the "ighwaj, Capadi , Manual (Transportation Research Board, Special Report 209, 2000). Table 1. Level of Service Criteria for Signalized Intersections qon�r'6VD lay General Desc-ription A <10 Free Flow B >10 - 20 Stable Flow (slight delays) C >20 • 35 Stable flow (acceptable,delays) D >35 - 55 Approaching. unstable flow (tolerable delay, occasionally.waft through more than one signal-cyderbefore proceeding) E >55 - Unstable flow (intolerable delay) F >80 Forced flow (jammed) ` Unsignalized intersection LOS criteria can be further reduced into two intersection ttlpes: all -way stop - controlled and two-wav stop -controlled. All -way, stop -controlled intersection LOS is expressed in terms of the average vehicle delav of all of the movements, much like that of a signalized intersection. Two-way, stop - controlled intersection LOS is defined in terms of the average vehicle delay of an individual movement(s). This is because the performance of a two-way, stop -controlled intersection is more closely reflected in terms of its individual movements, rather than its performance overall. For this reason, LOS for a two-way, stop - controlled intersection is defined in terms of its individual movements. With this in mind, total average vehicle delay (i.e., average delay of all movements) for a two-way, stop -controlled intersection should be viewed with discretion. Table 2 shows LOS criteria for unsignalized intersections (both all -way and two-wav, stop -controlled). Table 2. Level of Service Criteria for Unsignalized Intersections Average ■ A 0'. 1.0 s10. 15 -15 25 25 35 --35 SO a50 Appendix C: LOS Worksheets 5/9/2005 Federal Way Progressive Service Center 1: 16 AV S & Pacific Hwy S 2005 PM Peak Existing Conditions Minimum Initial(s) 5.0 Total Split (s) 29.0 0.0 42.0 Yellow Time (s) a.0 4,0 Laadtl-ag WB&d wo Recall Mode None Min Control Delav 9.6 0.6 22.9 120 5.0 5.0 0.0 49,0 91.0 6, 9/7-"M t 4,0 4.0 Loa None C-Max 6.8 0.4 6.8 0.4 rn Volume W 951h penumfile queue Is metered by upstream sigr%[. Splits and Phases: 1:16AvS&Pacific Hwy S ff2 t M:\O5\05108 Federal Way Progressive\L=City of FW P03-05 PM-Prog_Exist.sy7 Synchro 6 Report The Transpo Group Timings 5/9/2005 Federal Way Progressive Service Center 1: 16 AV S & Pacific Hwy S 2005 PM Peak Existing Conditions Lane Configurations Grade 0% K; 0% -2% Lane Util. Factor 0,97 0.91 0.95 0.97 0.95 MOMM Flipb, ped/bilkes 1.00 1.00 1.00 1.00 1.00 T RR RIF Fit Protected• 1.00 1.00 1.00 0.95 1.00 qNTRR 0111�7`,_7 3 "M", -7 Volume Lane 25 631 437 16 751 525 1. 7 d i91 100.8 5-0 5.0 688 2956 Incremental Delay. dZ 0.1 0.6 0.1 0-0 0.1 Level of Service D A C A A Approach LOS C C A HCM Average Control Delay 11.7 HCM Level of Service B A&unled Cycle Lenglh (s) 120.0 Sum of lost time (a) 10-0 MA05\05108 Federal Way ProgressiveNLOS\City of FW P03-05 PM-Prog-Ex1st.sy7 Synchro 6 Report The Transpo Group HCM Signalized Intersection Capacity Analysis 5/9/2005 Federal Way Progressive Service Center 2: S 344 St & 16 Av S 2005 PM Peak Existing Conditions Lane Confguraliona � �• ;' _ S'N'r�".' - .... Krrio•. Gnade 2 / -5 / 3% -1 I volumejweb/.; i'' 831`i '12 Peak Hour Factor 0.93 0,93 0.93 0.93 6.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 6 Pedestrians 10 10 10 10 LM + l 1. .-„ . ,y ,.7l 'llE,' : �� X :l�--v. 7a` . 'T,.`v;WW-.".�,l ,. r-;11�i,3'j.�.i:'.•i`�,,.i` Walking Speed (ftls) 4.0 4.0 4.0 4.0 Right turn flare (veh) Median storage veh) U Pstream si, �. h..90_ pX, platoon unblocked vCt, stage 7 con( vol 959 M 014 614 -12M1_.: ss;2, vCu, unblocked vol 1447 1787 473 1425 1780 375 916 720 � n zw. ��S t - ✓ .6' + .)7%�'*; , 7�9? ..65��,.. 6��9;w .42tc..; _ T1..: .. ;,,. IC, 2 stage (s) 6.6 5.6 6.5 5.5 3�6;.".' •a4�15, d3 4 `' 3 5a, '4�0 3 3'" �22nt'.-N . ,2:2`', my�.. p0 queue free % 94 98 80 88 97 96 93 97 @apaciry (ve,Fi%Fi)E,;� __ y ."• 4.> 470; T74, 0, 7729,"'�f;` :? ": t.. ' .'*•r' . Approach LOS C C 2.1 15 M:\05\05108 Federal Way Progressive\LOS\City of FW P03-05 PM-Prog_Exist.sy7 Synchro 6 Report The Transpo Group HCM Unsignalized Intersection Capacity Analysis 5/9/2005 Federal Way Progressive Service Center 3: S 348th St & 16 Av S 2005 PM Peak Existing Conditions Lana Canf{guratlons I T T E♦ 11) tT r )!I TT► .,tft• Q-4 - i ;r�," f.- 8, O,.,-r21:5"`_;• .. _ . 5S �'�34.0,..,.<,-2R5�..�::AYA ;1fW '� !, Adj. Flow (vph) 11 826 219 782 1594 347 250 416 556 402 410r 66 Lane GrouprFlow (kph) " .;r t'llo- "0 Turn Type Prot Prot Prot Perm Prot .:'..., Permitted Phases 2 Total Turn 66.1 44.7 68.3 66.1 44.7 68.3 31 378 _ #479 agz.tTIN 0 - `700 ` J 800 ?4.9 67.4 59.5 21.5 912 58.0 IMI >4.9 67.4 59.5 21.5 912 58.0 631 162 239 #264 #290 265 500 500 500 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Re'�p`eei3��f'��e::^.�?";�.f0?G$0�'��'r.�'::Yp��S�;;��0?59:♦,��O;B3':'0:9 °'�0`fi2r.y' Splits and Phases: 3: S 348th St & 16 Av S of t� c2 04 ♦ e3 M:\05\05108 Federal Way Progressive\LOS\Clty of FW P03-05 PM-Prog Exist.sy7 Synchro 6 Report The Transpo Group Timings i 5/9/2005 Federal Way Progressive Service Center 3: S 348th St & 16 Av S 2005 PM Peak Existing Conditions � � 7 ! t `� T P �► 1 J M:\05\05108 Federal Way Progressive\LOS\City of FW P03-05 PM-Prog_Exist.sy7 Synchro 6 Report The Transpo Group HCM Signalized Intersection Capacity' Analysis 5/9/2005 Federal Way Progressive Service Center 1: 16 Av S & Pacific Hwy S 2006 PM Peak Baseline Conditions 4- t T y j M Volume }pr 95111 peleentlle queue Is ma[®retl by upstream stgnai Sp[fts and Phases: 1: 16 Av S & Pacific H," S I M:MO 05108 Federal Way Progressive\LOS\City of FW P03-05 PM-Prog Base.sy7 Synchro 6 Report The Transpo Group Timings 5/9/2005 Federal Way Progressive Service Center 1: 16 AV S & Pacific Hwy S 2006 PM Peak Baseline Conditions i- I- t Lane Configurations 7p -C - -Aw• AFyr Ti. ---5 - " ft W-M rvym.,',� a#r, 4,41t, awl N-wwa v �w _7 "M OM Lanct Util. F2ctar 0.97 0-91 0,95 0.07 U." .1 f 4 �J� T FIpb. paWbIkes M 1.001.00 1.00 1.00 FlI[Protected 0.99 1,00 1.00 0.95 1,00 cis Flt Permitted 0,99 1,00 1.00 0.95 1.00 Volume (vph) 55 M 535 Is gases 595 Adj. Flow (vph) 57 820. 552 15 1015 613 Lane Group Flaw (vph) 81 529 566 0 10I5 613 Heavy Vehicles 2% 2% 3% 356 30/, 3% Turn'Type Free Prot I Meted) 1622 2930 Nrr-E, 6, 5 23.6 2.0 0.3 0.1 A A M:\05\05108 Federal Way Progressive\LOS\City of FW P03-05 PM-Prog_Base.sy7 Synchro 6 Report The Transpo Group HCM Signalized Intersection Capacity Analysis 5/9/2005 Federal Way Progressive Service Center 2: S 344 St & 16 AV S 2006 PM Peak Baseline Conditions 4, t Lane ConfigurafiDns tT. tTb Ad). Flow (vph) 22 65 Igo 177 86 91 54 912 65 113 1027 1 •pm+ipt Turn Type P*FM P-pt pro4m Permitted Phasee 4 8 2 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Total Solit (s) 26.0 26.0 0.0 21.0 47.0 0.0 21.0 52.0 0.0 21.0 52.0 0.0 Queue 0 0 0 0 0 0 Splils and Phases: 2:S344St&16AvS 112 01 KNM05108 Federal Way Progressive\LOS%Clty of FW P03-05 PM-Prog_Base.sy7 Synchro 6 Report The Transpo Group Timings 5/9/2005 Federal Way Progressive Service Center 2: S 344 St & 16 Av S 2006 PM Peak Baseline Conditions Lane Configurations 'k 3 �• ?�y Ide"alFlow .0 I :a...... .:.•. 1900., .7 Oa: 1�Od-�•: tso�°1900: '7906.1900' '780p -.r'•7500,' 't'S00":""""Rim Lane Width 12 10 12 12 15 12 •1211 12 12 11 12 1 atal Last Ilme (s) 5.0 5.71 5.0 S.Q 5,0 5.0 5.0 Frpb, ped/bikes 0.98 1.00 0.98 1.00 0.99 1.00 1.00 Ri.01 ,. V. 00.j;1•^_ ::4e ,1700a" Frt 0.93 1.00 0,92 1.00 0.99 1.00 1.00 Sold. Flow (prot) 1462 1650 1932 1728 3282 1 . 343Q ��.1•� ._. .. ••.� Il_... .iT�.•ti• .. �7^!Y.',e ..1Sf:Y'Rs�r ._ ... _. J.L...r` _ Confl. Peds. Effective HCM 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 x.: r�3•E:v�.�rr. ' S�8 (Whrj 10 10 10 10 Perm pm+p1 aces 4 8 E 0 i8.8 64.e� 5.0 5.0 5.0 5.0 261 1767 344 1898 1 5/9/2005 Federal Way Progressive Service Center 3: S 348th St & 16 Av S ' 2006 PM Peak Baseline Conditions - 9,�me�p�,]y";'.....�'�.y.'�v�;,,��8�;'_"'220;'�•'.,f.8�-0_•':i'{�59U�_ ;46D;.`:305;""M�9d+...��.:,62�:`K5t3b{v.-��g kdj. Flow (vph) 71 908 224 678 1622 469 311 $00 NG 536 541 128 M. J,:: 76;_ r. •:0`... ",31,1� 500 566i- 538-_6.69ir.. tr..0, Turn Type Prot Prot _ Prot Perm Prot P-gl'ecledsPhases! r�{4"y`_... 3' .. 8 1.-'✓ :'? ..,';��'� ' i' Peerr^m^iitted Phases 44±±��' w2. 1'�t ff.lrY !W"� V, ..1. .rs. ..- ., �5.0 Minimum Initial (s) 5.0 5.0 5.0 5.0 3,0 3.0 5_6 5,0 M n m s ,`7-7,�- M2.: Total Split (s) 15.0 34.0 0.0 34.0 53.D 0.0 16.0 29.0 29.0 23.0 36.0 0,0 T tat S yeny :-.r,fl '1'B8K�yy _ 0 0° ;1:3c31p:s24'2 ; .;'>2 $ ip . - Yellow Time (s) 4.0 4,0 4.0 4,0 4.0 4,0 4.0 4.0 4,0 T,1 _ .1'rOn . 1 0 YLead Lead/Lag Lead Lag Lag Lag Lag Lag Lead Lead Yqe u,'. Yesr,,: eS Recall None C-Max None C-Max None Min Min None Min �Made VI�=�il'i.i .'�r:3:•x.c 'i w'.: °�'.. - •-,•.if��is'vlx�'.'.., k7 Control Delay 493 50.2 98.5 39.2 80.5 46.0 22.5 97.8 33.6 Ciueue'SDefaypi:: ,_s :, F... a1 ��Q,-, ;T%p H1 04p irr;`, ..-cg r,zTj00 Total Delay 49.8 50.2 98-6 392 80,5 46.13 22.5 97.8 33.6 'Queue;<Len"f'iSOlhi7ft' - •�'~"'� Br Queue Length 95th (ft) m71 m#405 m#514 #757 11226 229 #299 #342 241 •� Turn Bay Length (fl) 700 800 500� 500 500 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 _ SpoE:at1 G"af?-er�n1.:.*yi.;�'_ '�;rp-s-�y,•..T. .P.1.'� :..'n'D' '`^,•told'.. „-7p. , , . - Storage Cap Reductn 0 .0 0 0• 0 0 0 0 0 (ipduee,_v,.1,.�,.a..lid •h�s.�-_ ._.� _...is��'-4i��':��.s��:�.��xfw-..._.�'! iSi3 _ Actuated Cvcle Lenalh: 120 f��xFSS'•:'Si'C 'w,`',SYn. N42.3:�'%r=.Y 1.2 HCM Level of Service B m Volume for 951h percentile queue is metered by upstream signal. �4r.'�'"�Y7is��i:;_�.�_i:�":�r_'"-?.%�ti�•�. V:.ih:_i�i� ykes'�.s"--.'.:'�`�i�'�`�I;.'�'� 1.0 Sum of lost time (s) 15.0 Sp11(s and Phases: 3: S 348th St & 16 Av S M;sEM�.•`�r.�11�ai;; �n ..'','ter 55 l71 li a2 aC ' e3 M:\05\05108 Federal Way Progressive\LOS\City of FW P03-05 PM-Prog_Base.sy7 Synchro 6 Report The Transpo Group HCM Signalized Intersection Capacity Analysis M:\05\05108 Federal Way Progressive\LOS\City of FW P03-05 PM-Prog_Base.sy7 Synchro 6 Report The Transpo Group Timings 5/9/2005 Federal Way Progressive Service Center 3: S 348th St & 16 AV S 2006 PM Peak Baseline Conditions - Lane Configurations �Tr Id..a.,Ti'�.2P..�.>�.-rr. •:'t}r9;j 9QC"...:9`J.� �.T M 44 �'3,6' _.!]b•,�r!jJQO�;f� Lane Wrdth 12 11 12 11 11 12 11 11 11 11 11 12 Total Lost time (s) 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5.0 sn Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 1.00 0.97 1.00 1.00 _ Frt 1.00 0.97 1.00 0.97 1.00 1,00 0.85 1,00 0.97 Flt ,�otectedtir ;n ,0; Sc. `71 00�1 . Q :. ,._ .e�dt�.- G � ..'.r - . ,..?��-- .�.w.. ., 'Q,95H"' �I;:o ,�..{wl ,000.95 {'00,✓,� . ., .... } Satd. Flow (prol) 1702 4563 3282 4654 3259 3387 1475 3319 3302 Fffle Peak-hour factor, PHF 0,98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 RTOR Reduction (vph) 0 34 0 0 40 0 0 0 369 0 18 0 Larie'inup'(FSf(�Ph)arrm'�ti�''d$8;�2'S!+ ConFl Peds. (#/hr) 10 10 10 10 10 10 10 10 Bus Blockages (plhr) 0 0 1 1 4 0 4 0 0 0 1 4 Protected Phases 7 4 3 8 5 2 1 6 �atrL"'�ye�htisg ff -,f�s,� :;i:_g ,�-c•q � "_"_ '"Ya`., Actuated Green, G (s) 7.4 30.6� 30.0 53.2 12,4 21.4 21,4 18,0 27,0 E ective GF-,'L ' . 7c4r � 30.4 s ... .lw�'.�' ,. a-Ylyz �. �- _ Actuated g/C Ratio ��0.06 0.26 0.25 0.44 0.10 0.18 0.18 0,15 0.22 v/s 0.94 .27 c0.44 r .07 0.99 0.75 0. Delay (s) 51,2 55.2 •, 86.0 42.7 74.4 47.8' 44.5 98.3 38.8 Approach Delav (s) 54.9 55.5 a�52.5 65.3 11 _--1.v1.t£..i:65.-wNa3 iiR4L!:1 �i::l.'C•��L. s'n ..t-. L]: y: ti.- .�.-v.eY'.l JJ - HCM Volume to Capacity ratio 0.95 Intersection Capacity Utilization •s93.9 % _ ICU Level of Service F ?'dal t erir°8 'fn,: rrrIMI- -r;fii�g:vp•', �ISF I�yy f;f�'r ��:F}!. - , _ , �✓Y' ?L�k:,incY�::,, 1't:f Y!,✓Y�i �L 's ,J� ?� ....,:....,. c Critical Lane Group M:\05105108 Federal Way Progressive\LOS\City of FW P03-05 PM-Prog_Base.sy7 Synchro 6 Report The Transpo Group HCM Signalized Intersection Capacity Analysis 5/9/2005 Federal Way Progressive Service Center 1: 340th Street & SR 99 2006 PM Peak With Project Conditions --* -• ---, r t "* `► 1 Lane Confiauralians K Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 R t511�"i, um S'IiL s F+2B 0 '1 0 "'°0.6-0_ 1 0.., , 40,0�,.:' - - V � ,1 `0. •.. 15.0, ^ ,0.0 Total Split (s) 28.0 28.0 0.0 28.0 28,0 0.0 150 41.0 0.0 51.0 77.0 Tioj'a�SR !�Si0%ga3W _ . ✓ %oT 2?5t%p 34 2°�P i„0 0 /T„4z ?i/,?. 64 ??/ ; X0 0%^ Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4,0 • Lead_ILag Lead Lead Lag Lag .. Y.es� Recall Mode None None None None None Min None C-Max .,,,,r t, �• 0�42i�. 0'�01�' '0$4,�--:' :.; :.�OT62,�7t922`rr=�.,Vr�.% 66.8 29.1 2.3 43.0 23.5 16.6 4.5 m87 143 67 m3 v 245 240 m99 400 tfY64��'d'a �i,✓:[�52�t''? � .:??"�'": i;51"fi4:9%"t(2$4i'I`?:: `.+i� 0 0 �0 0 0 0 0 _ 0 0 0 0 0 0 0 Natural Cycle: 95 m Volume for 95th percentile queue is metered by upstream signal spills and Phases: 1: 3401h Street & SR 99 pl7 '/ q2 04 Eli M:\05\05108 Federal Way Progressive\LOS\City of FW P03-05 PM-Prog_Proj.sy7 The Transpo Group Synchro 6 Report Timings 5/9/2005 Federal Way Progressive Service Center 1: 34Oth Street & SR 99 2006 PM Peak With Project Conditions �r.. H�.•4-�-.?4,'.f Permitted Phases y*4 88� Free • EffecOve Green, g (9) 11.1 11.1 11 A 120.0 1.0 32.1 61.8 92.9 of 452 15 924 1765 2724 C 5/9/2005 2: S 344 St & 16 Av S Federal Way Progressive Service Center 2006 PM Peak With Project Conditions "{c+, ua�:ld'.�.•r. - � r; I: 11.=1ir Ala-i . �_��; t,:�• ;-t] 52.3 37.B - 23.1 &7 15.7 7,9 18.5 95th(1) m#201 156 124 m22 m295 m60 512 0 0 0 #. �9{5ttthh `percentile volume exceeds capacity, queue maybe longer. _ to Volume for 951h percentile queue is metered 6y upstream signal. Snlils and Phases, 2, S 344 St P. 16 Av S IIII e2 r ,, 6 _ rna MAM05108 Federal Way Progressive\LOS\Clty of FW P03-05 PM-Prog_Proj.sy7 Synchro 6 Report M:\05\05108 Federal Way Progressive\LOS\Clty of FW P03-05 PM-Prog_Proj.sy7 _ Synchro 6 Report The Transpo Group HCM Signalized Intersection Capacity Analysis The Transpo Group Timings 1 5/9/2005 Federal Way Progressive Service Center 5/9/2005 2: S 344 St & 16 Av S 2006 PM Peak With Project Conditions 3: S 348th St & 16 Av S deal; i �f •: %1' a0o-:, 'i9:66 'i000,9du:-.14aa i9oo-.'ieGd`='; '''`19 Lane Width - 12 to 12 12 15 12 12 11 12 12 11 12 _ Total Lost lime a) S O 5.0 5.0 5,0 5.0 5.0 5.0 Frpb, pedraikee 6.98 1.00 0,98 1.00 0,99 1.00 1.00 T .¢r- ffiffoom - -�.- rt- •{isr%.r .x=:w . �`i.' :L!c x.. ,aYvws Fd 0.93 1.00 0.92 1.00 0.99 1,00 1.00 Satd. Flow (Prot) 1482 1850 1932 1726 3283 1778 . 3430 Satd. Flow (pens) 1407 492 1932 375 3283 431 3430 10.93~ Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93h 0,93 0.93 0.93 0,93 0,93 Pdl�r�h);:i ,s.t�lx W1"�1 SS�e. 65r ;.. 113e,f 104 c._.,..S11i RTOR Reduction (vph) 0 39 0 0 35 0 0 4 0 0 0 0 Lange- u"rfrrla'^5 Confl- Peds- (#!hr) 10 10 10 10 10 10 10 10 e�aLe Yde1SQFiYBb7o�s"5°sON xtf5 T Ad1 3::ii7.t_ a7�"�de'WrY�ie' Turn Type Perm pm+pt pm+pt pm+pt P rdleOte`�tk'hesesY „- g ° ._ •r •-_ _.::'!'2 .-,.>:..'TM .;'. .6; Permitted Phases ....•..' _1 4 8~ 2 6 A IlaiPA1 ;R !V .., Rs ,fir.-cpr "� '"P:7Cr,-. cc.�'peei"- .nr.. . _.. - _' ^ �". Ya." -. _._ :�'.1 E, o-.«:�1..1�. 7 �34.4 �67.0 Fffeelive Green. 4 [51 16.3 344 62.8 74.2 66.4 Clearance Time (s) 5.0 Er)i a Slag ao - 1_ 'rm•'' Lane Grp Cap (vph) 191 .all _ • __ vls Rario Perm c0.11 Uniform Delay. d1 50A 257 1718 354 1898 a HCM Average Control Delay 22.2 HCM Level of Service C Fes' OON-0 I�s1O C-e Actuated Cvcle Lanolin (s) 120.0 Sum of lost time (sl 20.0 Federal Way Progressive Service Center 2006 PM Peak With Project Conditions � , � r~ I- 4� t '* ti 1 ... ... _... TG',..•�89�', 2'7,Q�t_UO'F�� 0. r970_',:''� v;.-ti�49{i: `i. - R`-`Y.�:}:.' :25 Y~5<2 71 908 224 B78 7622 480 311 500 56 548 129 vph) '" '71 ' •1'132 :%OF: _878�, 2102". 0 ?311� -. 500 Prot Prot Prot Perm Prot �1.. 2 ar�.ssie`'.i�r��V-�s'�r�r�r-'r�v':r. - r .: 5.0 5.0 5.0 50 5.0 3.0 3.0 W 15-0 34.0 0.0 34-0 530 0.0 1&0 29.0 28,0 $3.0 30.0 0.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 '!.,"',�'�,-is. �1a0"a<s a��. .,... ,rt�0,, ' �0� ,... . ' 4?Or . tspt� :�. s�xp , . 1, � a. �t,.0�1::' .• Lead Lead Lag Lag Lag Lag Lag Lead Lead ?� . '. '��s:,',��R.��,:. ' �Y,�es.; ;'�I.•,y'=:;Y�s�".. �cr�..i None C-Max None C-Max None Min Min None Min, 0 8�.�?�Q.90j::_„',�I;\�O.:t;�r9,�.w�?,Hl":=,:7. 49.9 50.3 98.6 44.1 84.5 46.0 22.5 105.8 34.6 _ .":i,.r'.�-.`ra� 5..-. r�� •'f^l k" iu-ji?F A '- 49.8 50.3 98.6 40.1 84.5 46.0 22.5 105.8 34.6 #226 Reducln 0 0 0 0 0 .,� r •:,see?'�. y.u- .ducln 0 0 0 l0 0 Smile and Ph-, 1- C 1AAth CI R 1P, Av C ei I� e2 4 r e3 e5 - a7 a9 - E M:\05\05108 Federal Way Progressive\LOS\City of FW P03-05 PM-Prog_Proj.sy7 Synchro 6 Report M:\05\05108 Federal Way Progressive\LOS\City of FW P03-05 PM-Prog_Proj.sy7 Synchro 6 Report The Transpo Group HCM Signalized Intersection Capacity Analysis The Transpo Group Timings 5/9/2005 Federal Way Progressive Service Center 3: S 348th St & 16 Av S 2006 PM Peak With Project Conditions Lane Configurations t0l jtT. Lane Width 12 11 12 11 11 12 11 11 11 11 11 12 Total Lost time (s) 5,6 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 P=;,gt" 7' Fripla, ped/bikes 1.00 0.99 1.00 0,99 1.00 1.00 0.97 1.00 1.00 FF 7 - 1. r_� ":�" 7_' -Ill Frt 1.00 0.97 1.00 0.97 1.00 1,00 _-"P"' 0.85 1,00 0.97 Satd. Flow (prof) 1702 4563 3282 4650 3259 3387 1475 3319 3302 ...... ...... Peak -hour factor, PHF 0.98 0.98 0.98 0.913 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 7f; RTOR Reduction (vph) 0 34 0 0 41 0 0 0 369 0 is 0 Confl. Peds- (#/hr) 10 10 10 10 10 10 10 16 3N �s (#rnr) Bus Blom 0 0 1 1 4 4 0 0 0 0 1 4 TELWAL� �_. - M-1 -1 �') Ar - ow Protected Phases 7 4 3 8 5 2 1 6 * Actuated Green, n,i� isj 7.4 io.6 300 53.i- 12-1 214 21.4 18.0 27,3 7 Actuated q/C Ratio 0.06 0.26 0.25 0.44 0.10 0.18 0.18 0.15 0.23 77 86.1 44.1 M:\05\05108 Federal Way ProgressiveNLOS\City of FW P03-05 PM-Prog_Proj.sy7 Synchro 6 Report The Transpo Group HCM Signalized Intersection Capacity Analysis 5/9/2005 Federal Way Progressive Service Center 4: 340th Street & Progressive Driveway 2006 PM Peak With Project Conditions Lane Configurations 'f:'F Grade 0% 0% 0% f f5 •0.95 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 Pedestrians 10 10 10 Wa" Speed (ftfs) 40 4.0 .4.0 '7M Mght lurn flare (vah) M"ion Marage veh) pX, platoon unblocked vC 1, stage I conf vol -7 vCu, unblocked vol 10 45 20 tC. 2 stage (s) E pO queue free % 99 100 98 MW CH Oc Queue Lencith 95th M . 0 1 1 Approach MA05\05108 Federal Way ProgressiVe\LOS\City of FW P03-05 PM-Prog_Proj.sy7 Synchro 6 Report The Transpo Group HCM Unsignalized Intersection Capacity Analysis 5/11/2005 Federal Way Progressive Service Center 1: 34Oth Street & SR 99 2011 PM Peak With Project Conditions Splits and Phases, 1 � 340th Street P. SR 49 of • a2 .4, Tfi 717Fi7xd2'r _�i!£:',�i1:'ltn s 3'lt2 �1+n3 MINWwriami T M:\05\05108 Federal Way Progressive\LOS\2011 City of FW P03-05 PM-Prog_Proj.sy7 Synchro 6 Report The Transpo Group Timings 5/11/2005 Federal Way Progressive Service Center 1: 340th Street & SR 99 2011 PM Peak With Project Conditions M:\05\05108 Federal Way Progressive\LOS\2011 City of FW P03-05 PM-Prog_Proj.sy7 Synchro 6 Report The Transpo Group HCM Signalized Intersection Capacity Analysis Appendix D: Trip Generation Counts W. Canino Rd. at Progre.ssivp hum-ance Co. DrrvewaylDrrueivay April 13, 2004 Tuniing Movement Count From North From East From South From West Driveway W. Canino Rd. Progressive Ins. Drive W. Canino Rd. Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 16:00 0 0 0 0 0 1 50 0 0 4 0 0 0 1 89 4 0 16:15 0 0 2 0 0 51 0 0 4 0 2 0 0 93 6 0 16:30 0 0 1 0 2 38 4 0 8 0 2 0 1 97 2 0 16:45 0 0 2 0 1 59 1 1 O= 0 3 0 1 0 94 7 0 Hr. Total 0 0 5 0 3 198 5 0 17 0 7 0 2 373 19 0 II �O��m00©OO�O�Oi`� ®0�00��00©�OODm©0 Hr. Total 0 0 2 0 0 284 1 0 11 0 2 0 1 382 3 0 Gr. Total io0 7 0 1 3 482 6 0 28 0 9 1 0 3 1 755 1 22 0 % of Tot. 0% 0% 1 1% 1 0% 0% 37% 0% 0% 2% 1 0% 1 1% 1 00N. 0% 57% 2% 0% Apprch% 1% 37% 3% 59% of Apprch 0% 0% 1 l00% 0% 1% 98% I I% 0% 76% 0% 24% 1 0% 0% 97% 3% 0% QUALITY COUNTS, INC DATA COLLECTION & ANALYSIS PROGRESSIVE INSURANCE 214-349-4861 File Name : 1405 AVE T 1 405 AVE T WEST DRIVEWAY Site Code : 00000001 MILD Start Date : 04/1212005 Page No :I Start Time Left ---- Thru --_ Right - Peels I `pp, vvr.SWOO Unu `5pP' Northbound I Eastbound Toil C.zfi Thru Ri t Peels Total Leo Thro Right Peels APP- Left Thm Right Pods App. Iat. l LOTDO l.[] I.0 1.0 ].0 1.0 1.0 1.0 3.0 1.0 i.0 1.0 1.0 Total 1 Total Total 16 '� 2 0 3 0 5 0 21 ] 0 22 0 0 0 0 1.0 1.0 1.❑ 1.0 16:15 I 0 t 0 2 0 10 I 0 11 0 0 0 0 0 0 2 1 5 0 0 7 34 16:30 0 0 5 0 5 0 19 1 0 20 0 0 0 0 0 4 0 0 5 18 16A5 1 0 0 0 1 0 15 .0 0 15 0 0 0 l 6 0 0 7 32 1'oL31 4 0 9 0 13 0 65 3 0 68 0 0 0 0 1 2 0 0 3 19 0 0 0 5 17 0 0 22 103 17:00 17:15 0 0 0 1 2 0 0 0 2 0 26 0 0 26 0 0 0 0 0 1 6 0 0 7 35 17:30 0 0 1 0 1 1 0 0 16 14 1 0 0 0 17 0 0 0 0 0 3 1 0 0 4 22 17AS 0 0 1 0 t 0 5 0 14 0 0 0 0 0 5 3 0 0 8 23 1'v�l 0 1 61 i 0 0 5 0 0 0 0 0 2 5 0 0 7 13 6? 0 0 0 0 01 11 15 0 0 26 93 Grind TOW 4 1 13 0 18 0 126 4 0 l30 0 0 0 Apprch % 22.2 5.6 722 0.0 0.0 96.9 3.1 0.0 0.0 0.0 0.0 0 0' 16 32 0 0 48 196 Total % 2.0 0.5 6.6 0.0 9.2 0.0 64.3 2.0 0.0 66.3 0.0 0.0 0_0 0.0 0.0 0.0 33.3 66.7 0.0 0.0 8.2 16.3 0.0 0,0 24.5 QUALITY COUNTS, INC DATA COLLECTION & ANALYSIS PP,OGRESSIVE INSURANCE 214-349-4861 File Name : 1405 AVE T 1405 AVE T Site Code : 00000001 EAST DRIVEWAY Start Date : 04/12/2005 MILD Page No : 1 StmTimc Lefi Thcv Right Peds `,4P' Left Thru Right Prds fob Left Thtu Righl Peds '1PP' Left Tiau Righl IpedsToal Facsnr I.0 1.0 1.0 1.0 1.0 1.0 t.0 1.0 1.0 I.0 1.0 1.0 TalalTotal Total 16:00 0 0 0 0 0 0 0 1 0 1 0 0 1.0 1.01 1.01 1.0 0 0 0 0 0 0 0 [} 1 Total 0 0 0 0 01 0 0 1 0 l 1 0 D 0 0 0T 0 0 0 0 0 �l 17:00 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 0 0 0 1 0 1 0 0 0 0 0� 0 0 0 0 0, 1 17.45 0 0 0 0 0 0 0 0 0 0 00 0 0 0 i 0 0 Total 0 0 0 0 U 0 r7 0 I i] 0 0 0 01 2 0 0 0 0 1 ,•' 21 3 CrandTotal 0 0 0 0 0' 0 0 2 0 2 y 0 0 0 0 Apprch % To[el % 0.0 0.0 0.0 D.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0-0 0.0 0 2 100.0 0 0.0 0 0.0 0 0.0 z q0.0 1 0.0 0.0 0.0 D.0 '0,0 50.o 0.0 50.0 1 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 50.0 07.2 00 RFCEWF-D FFR 1 5 2006 fjU11D1ra OTAT Progressive Insurance Service Center - City of Federal Way, WA Final Storm Drainage Report Prepared for Zaremba Group, LLC Triad Job No. 05-077 F1"A'L-- AfPAW 6:D I4lkF Vrucscr ' o t4• R o L& QC 1. 0 &] 0 C R. t4Ok"R 'o Progressive Service Center —Technical Information Report Prepared For: Zaremba Group, LLC 14600 Detroit Avenue, Suite 1500 Cleveland, OH 44107 Issued September 22, 2005 Progressive Service Center Technical Information Report Prepared By: Tyson Wentz Reviewed By: Rick Tomkins, P.E. 9/22/2005 Job #05-077 AADRL $*CIATcs Progressive Service Center —Technical Information Report Table of Contents 1 PROJECT OVERVIEW................................................................................... 1-1 2 CONDITIONS AND REQUIREMENTS SUMMARY ........................................ 2-1 2.1 CORE REQUIREMENTS............................................................................................. 2-1 2.1.1 Core Requirement #1: Discharge at the Natural Location ................................. 2-1 2.1.2 Core Requirement #2: Offsite Analysis................................................................ 2-1 2.1.3 Core Requirement #3: Flow Control..................................................................... 2-1 2.1.4 Core Requirement #4: Conveyance System ....................................................... 2-1 2.1.5 Core Requirement #5: Erosion and Sediment Control ...................................... 2-1 2.1.6 Core Requirement #6: Operations and Maintenance ......................................... 2-1 2.1.7 Core Requirement #7: Bonds and Liability......................................................... 2-1 2.1.8 Core Requirement #8: Water Quality................................................................... 2-2 2.2 SPECIAL REQUIREMENT #1: OTHER ADOPTED AREA -SPECIFIC REQUIREMENTS ..... 2-2 2.3 SPECIAL REQUIREMENT #2: FLOODPLAIN/FLOODWAY DELINEATION ..................... 2-2 2.4 SPECIAL REQUIREMENT #3: FLOOD PROTECTION FACILITIES ................................. 2-2 2.5 SPECIAL REQUIREMENT #4: SOURCE CONTROL ...................................................... 2-2 2.6 SPECIAL REQUIREMENT #5: OIL CONTROL............................................................. 2-2 3 OFFSITE ANALYSIS...................................................................................... 3-1 4 FLOW CONTROL AND WATER QUALITY DESIGN ..................................... 4-1 4.1 PERFORMANCE STANDARDS, FLOW CONTROL SYSTEM, W.Q. SYSTEM..................4-1 4.2 SITE HYDROLOGY...................................................................................................4-1 4.3 FLOW CONTROL......................................................................................................4-1 4.4 WATER QUALITY DESIGN SYSTEMS....................................................................... 4-2 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN ..................................... 5-1 5.1 DRAINAGE CONCEPT............................................................................................... 5-1 5.2 KCRTS-15 MINUTE FLOWS.................................................................................... 5-2 5.3 KCBW ANALYSIS.................................................................................................. 5-3 6 SPECIAL REPORTS AND STUDIES............................................................. 6-1 7 OTHER PERMITS........................................................................................... 7-1 8 TEMPORARY EROSION AND SEDIMENT CONTROL ................................. 8-1 8.1 SEDIMENT POND...................................................................,................................. 8-2 8.2 OVERFLOW MEASURES........................................................................................... 8-3 9/22/05 Page i Job #05-077 h sar�i�l [t Progressive Service Center — Technical Information Report 8.3 DEWATERING ORIFICE............................................................................................ 8-4 } 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT.................................................................................................... 9-1 9.1 BOND QUANTITIES.................................................................................................. 9-1 9.2 FACILITY SUMMARIES............................................................................................. 9-1 9.3 DECLARATION OF COVENANT................................................................................. 9-1 10 OPERATIONS AND MAINTENANCE.......................................................... 10-1 LIST OF SUPPLEMENTAL INFORMATION Note: Where applicable, supplemental information is located at the end of each section. Section I: TIR Worksheet Drainage Basins Exhibit Soils Map Section III: Level 1 Downstream Analysis Section IV: 1 Rainfall Regions and Regional Scale Factors Map StormFilter Approval Letter Size and Cost Estimate Letter from Stormwater Management Inc., StormFilter Details Section V: Road and Storm Drainage Plan Conveyance Tributary Areas Exhibit "Kitts Corner and S 336th Street Regional Storage and Conveyance Recommended Improvements" and estimated stage storage tables by CH2M Hill Section VI: Technical Memorandum on PM Peak Hour Trip Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Wetland Delineation and Stream Identification Survey Section VIII: Temporary Sediment and Erosion Control Plan Section IX: Stormwater Facility Summary Sheet Section X: Bond Quantity Worksheet 9/22/05 Page Job #05-077 hxoc�he cs Progressive Service Center —Technical Information Report �) 1 PROJECT OVERVIEW The project proposes to construct a Progressive Claims Inspection/Service Center in the City of Federal Way Business Park (BP) zone. The property is trapezoidal in shape with approximate dimensions of 1,100 feet deep (east -west) and 330 feet wide (north -south). The western 4 acres of the parcel is dedicated as a permanent easement to the City of Federal Way for the South 336th Street Regional Detention Facility, with the remaining 4.3 acres proposed for the development. The project site, in its predeveloped condition, is covered with moderate brush and ground cover. The site slopes toward the west, draining to the South 336th Street Regional Detention Facility. The site is located southwest of the 16th Avenue (Enchanted Parkway) South and Pacific Highway South (SR 99) intersection, with the eastern property frontage directly on Pacific Highway South. More generally, the site is located within the NE % portion of Section 20, Township 21 North, Range 4 East, W.M. in the City of Federal Way, Washington. Please see the Vicinity Map below. Also, refer to the Road and Storm Drainage Plan at the end of Section 5 for site details. } w F— U Of V Q W U N SITE a Y � W ~ rn 0 LU ~ i 4ta c w z p S 348TH ST. 0 3 2 ci tz G g a a U Q FEDERAL WAY Vicinity Ma (not to scale) 9/22/05 Page 1-1 Job #05-077 T ess�r.res Progressive Service Center —Technical Information Report Access to the site will be provided by a proposed road 5�340' Street (minor collector) to be ,I extended to the west along the site's north boundary from the Pacific Highway South and 16th Avenue South intersection. Public water and sewer will serve the project. Please refer to the Road and Storm Drainage Plan (submitted concurrently with this report). Included at the end of this section are the T.I.R. Worksheet, Drainage Basins Exhibit, and the Soils Map. 9/22/05 Page 1-2 Job #05-077TRIAD A`SSOCI,IT ES Part 1 King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PROJECT OWNER AND PROJECT ENGINEER Project Owner: Zaremba Group, LLC Address 14600 Detroit Avenue, Suite 1500 Phone: (216) 221-6600 Project Engineer: Rick Tomkins, PE Company: Triad Associates Address/Phone: 12115 115'h Avenue NE Kirkland, WA 98034, (425) 821-8448 Part 3 TYPE OF PERMIT APPLICATION ❑ Subdivision ❑ Short Subdivision ® Grading ® Commercial ❑Other. . Part5 SITE COMMUNITY AND DRAINAGE BASIN Community City of Federal Way, King County Drainage Basin Hvlebos Creek Part 6 SITE CHARACTERISTICS ❑ River ❑ Stream ❑ Critical Stream Reach ❑ Depressions/Swales ❑ Lake ❑ Steep Slopes Part 2 PROJECT LOCATION AND DESCRIPTION Project Name: Progressive Insurance Service Center Location: Township 21 N Range 4 E Section 20 1 Part4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline Management ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands ❑ Rockery ❑ Structural Vaults ❑ Other ❑ Floodplain ❑ Wetlands ❑ Seeps/Springs ❑ High Groundwater Table _ ❑ Groundwater Recharge ® Other South 336th St_ Regional Detention Facility King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner: Zaremba Group, LLC Address 14600 Detroit Avenue, Suite 1500 Phone: 216 221-6600 Project Engineer: William E. Stevens PE Company: Triad Associates Address/Phone: 12115 115'' Avenue NE Kirkland WA 98034. 425) 821-8448 Part 3 TYPE OF PERMIT — APPLICATION ❑ Subdivision ❑ Short Subdivision ® Grading ® Commercial ❑Other Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community City of Federal Way, King Count Drainage Basin H lebos Creek Part 6 SITE CHARACTERISTICS ❑ River ❑ Stream ❑ Critical Stream Reach ❑ Depressions/Swales ❑ Lake _ ❑ Steep Slopes Part 2 PROJECT LOCATION AND DESCRIPTION Project Name: Progressive Insurance Service Center Location: Township 21 N Range 4 E Section 20 Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline Management ❑ COE 404 ❑ Rockery ❑ DOE Dam Safety ❑ Structural Vaults ❑ FEMA Floodplain ❑ Other ❑ COE Wetlands ❑ Floodplain ❑ Wetlands ❑ Seeps/Springs ❑ High Groundwater Table ❑ Groundwater Recharge ® Other South 336'' St. Regional Detention Faciiit Part 7 SOILS Soil Type EwC Slopes Erosion Potential 6-15 Slight to Moderate ❑ Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS REFERENCE ® Ch. 3 — Level 1 Downstream Anai sis EJ ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION ® Sedimentation Facilities ® Stabilized Construction Entrance ® Perimeter Runoff Control ® Clearing and Grading Restrictions ® Cover Practices ® Construction Sequence ❑ Other Erosive Velocities Slow to Medium LIMITATION / SITE CONSTRAINT MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION ® Stabilize Exposed Surface ® Remove and Restore Temporary ESC Facilities ® Clean and Remove All Silt and Debris ® Ensure Operation of Permanent Facilities ® Flag Limits of SAO and open space preservation areas ❑ Other Part 10 SURFACE WATER SYSTEM ❑ Grass Lined Channel ❑ Tank ® Pipe System ❑ Vault ❑ Open Channel ® Energy Dissipater ❑ Dry Pond ❑ Wetland ❑ Wet Pond ❑ Stream ❑ Infiltration ❑ Depression ❑ Flow Dispersal ❑ Waiver ® Regional Detention Method of Analysis KCTRS 15-min Compensation / Mitigation of Eliminated Site Storage Brief Description of System Operation Direct discharge into South 3361h St. Regional Detention Facility to the west via underground piped system. All developed site runoff is routed throw StromFilter vault before discharge. A portion of the runoff from the site its routed through a coalescing plate (oil/water separator) upstream of the StormFilter. Facility Related Site Limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS ❑ Cast in Place Vault ❑ Retaining Wall ❑ Rockery > 4' High ❑ Structural on Steep Slope ❑ Other Part 12 EASEMENTS/TRACTS I_ - ® Drainage Easement ❑ Access Easement ❑ Native Growth Protection Easement ❑ Tract ❑ Other 1 Part 13 SIGNATURE OF PROFESSIONAL ENGINEER F a civil engineer under my supervision, have visited the site. Actual site conditions as observed e incorporated into this worksheet and the attachments. To the best of my knowledge the rmation provided here is accurate. NE 1/4 OF SEC 20, jW H N,,RANC. E 4E, WtM. 1 j � LA � y [ w f 9. k {J t; 33 ' ' '•XI.5Tfh1� FLOWS _ .._...� r _ STREA SITE EEF HST 1.08 A t R rDIVAL DETEN I k E 1 f ITL.'A f + �H fIt £ .m. ».� �� t tit- f.• i'` i fay L; ,0Od dI er i i f f f 3 wt \ UPSTREAM SYSTEM ' TRIBUTARY TO SITE A=2.97 AC (1,436' x 90) EX SD SYSTEM (TRIBUTARY TO SITE) SCALE: 1" = 200' 0 100 200 400 "O!!� TRIAD ASSOC IAI ES Ave NE KUkl-d, WA 99034£923 425.821.8448 425 821,34B1 fait 800.488.0756 bli Tree ww✓/.trledeseo — 3 2 Iq � 0 oycc 2t: (5 W V= m v W ~ QLi�W N y k W W oc 3 J 0 0 LL Q 0 i A'iM1L t PE rwlp4 L i4.5 reeaul [ s +rr a J,+Cf JAN 1fRST SUDYfITAL IUIYL NAM BDAML- J'-700' fW-, Au STAMP NOT VAUD UNLESS SIGNED AND DATED JOB NO- 05-077 SIIEE'f N0. CQ 2004 TRIAD ASSOCIATES all AgB o 'Arne zA AgC V. •a --__• - -_ -3' A8C �J g A�AkZ:k Ewe = Park r l 1 of AmB 5. Evergreen ,�f ¢ r EvC Airport,' a c=: ' Ag6 ` �Sli lk I -- —------------ -- — s ' asYtr:� S'r I .. AgB W a u NiE�:-c lnG' � a�nC i�" Ev9 Pan r e n Sch EwUr r +. wC 258 • AgB E NC-� 163 ao Bh No 4'r —W — � EvCook l sk EVC Lake Eve' EwC • � s T 2ll5 s Q •AgC ! • x EvC �. _ NO: 29 L 8h EwC Nc ip J4 K 13 • J$C\; ll ]� . KPB 'c ,�•t r `inn • EvC f 4: � � 77 J ' r •' o _ r '• r f Trailer 0( 2 Park '�l �• r !r ! Kpp Tu jg}t Sk 1 — EvC 44 N ST 38r 21 No 7a8 . •La A� 5 ABC IS Sk 368 Irr L', 368. r• QSk Rg� - 1 n Ag { akela AgrZ7 AgB a Age _ a !' J Sk r S Sfl .......... } 0 • � .. abl9 - iInC Pel• SHEET NO. 15 qG COUNTY AREA, WASHINGTON (POVERTY BAY QUADRANGLE) vii Progressive Service Center — Technical Information Report 2 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Core Requirements 2.1.1 Core Requirement #1: Discharge at the Natural Location Runoff from the existing site naturally discharges west. In the developed condition, runoff from the site is proposed to discharge west into the South 336th Regional Detention Facility. Please refer to the Level 1 Downstream Analysis in Section 3 for a complete description of the site's drainage discharge points. 2.1.2 Core Requirement #2: Offsite Analysis See Section 3 — Offsite Analysis. 2.1.3 Core Requirement #3: Flow Control The project proposes direct discharge into the South 336th Street Regional Detention Facility adjacent to the site. See Section 4 — Flow Control and Water Quality. 2.1.4 Core Requirement #4: Conveyance System See Section 6 — Conveyance System Analysis and Design. 2.1.5 Core Requirement #5: Erosion and Sediment Control See Section 9 — Temporary Erosion and Sedimentation Control Analysis and Design. 2.1.6 Core Requirement #6: Operations and Maintenance This system will be a privately maintained system. 2.1.7 Core Requirement #7: Bonds and Liability See Section 9 — Bond Quantity Work Sheet, Retention/Detention Facility Summary, and Declaration of Covenant. 9/22/05 Page 2-1 Job #05-077 �'I`RLD IIff4Cl AYiI Progressive Service Center — Technical Information Report 2.1.8 Core Requirement #8: Water Quality Water quality treatment for site runoff will be provided by a proprietary StormFilter vault (with leaf compost media) by Stormwater Management Inc. See Section 4 — Flow Control and Water Quality. 2.2 Special Requirement #1: Other Adopted Area -Specific Requirements No area -specific requirements were identified for the project during discussions with the city. (Because the project is within the City of Federal Way, county -adopted area -specific requirements would not apply). 2.3 Special Requirement #2: Floodplain/Floodway Delineation As discussed in the Level 1 Analysis, the site is not located within a floodplain. In addition, the site is significantly filled, effectively elevating it above any flooding from the local waterways (South 336th Street Regional Detention Facility). 2.4 Special Requirement #3: Flood Protection Facilities No flood protection facilities are proposed. 2.5 Special Requirement #4: Source Control The site is considered a "High -Use" site due to onsite storage of damaged vehicles and will meet Special Requirement #5, see below. 2.6 Special Requirement #5: Oil Control High -use sites require, in addition to standard requirements, an oil/water separator. A coalescing plate oil/water separator will be provided to treat runoff generated from areas proposed for storage of damaged vehicles and sized per Section 6.6.2 of the 1998 KCSWDM Oil/Water Separators. 9/22/05 Job #05-077 �..xaactiai e� Page 2-2 Progressive Service Center —Technical Information Report 3 OFFSITE ANALYSIS Please refer to the attached Level 1 Downstream Analysis prepared by Triad Associates, May 10, 2005 enclosed. 9/22/05 Page 3-1 Job #05-077 T�o�,?D Progressive Service Center — Level 1 Downstream Analysis Table of Contents 1 PROJECT OVERVIEW..........................................................................................1 2 STUDY AREA DEFINITION AND MAPS........................................................... 3 2.1 BASIN RECONNAISSANCE SUMMARY REPORTS .................................................... 3 2.2 FEMA FLOODWAY MAPS.................................................................................... 3 2.3 ENVIRONMENTALLY SENSITIVE AREAS MAP ....................................................... 3 2.4 KING COUNTY SOILS SURVEY............................................................................. 3 3 FIELD INSPECTION SUMMARY........................................................................ 4 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS... 6 APPENDIX....................................................................................................................... A 9/21/2005 Job #05-077 Page i Progressive Service Center — Level 1 Downstream Analysis Executive Summary The project proposes to construct an automobile claim and inspection/service center for Progressive Auto Insurance. The project site is approximately 4.3 acre, trapezoidal in shape. The site is fronted by Pacific Highway South (Highway 99) to the east and is adjacent to the South 336th Street Regional Detention Facility to the west in the City of Federal Way, Washington. Stormwater detention for developed site runoff will be provided by the South 336th Street Regional Detention Facility. Water Quality treatment for the site will be provided by a leaf compost filter (StormFilter by Stormwater Management Inc.). No significant drainage problems were identified from the project site to the regional detention facility. 9/21 /2005 Job #05-077 Page ii Progressive Service Center - Level 1 Downstream Analysis a 1 Project Overview The project proposes to construct a Progressive Claims Inspection/Service Center in the City of Federal Way Business Park (BP) zone. The property is trapezoidal in shape with approximate dimensions of 1,100 feet deep (east -west) and 330 feet wide (north -south). The western 4 acres of the parcel is dedicated as a permanent easement to the City of Federal Way for the South 3361h Street Regional Detention Facility, with the remaining 4.3 acres proposed for the development. The site is located southwest of the 16t" Avenue South and Pacific Highway South intersection, with the eastern property frontage directly on Pacific Highway South. More generally, the site is located within the NE '/a portion of Section 20, Township 21 North, Range 4 East, W.M. in the City of Federal Way, Washington. Please see the Vicinity Map below. _ 0) ,- U CK z SITE aq � Ln w o w ~ 0 5 3/8THSTw o O cy— FEDERAL WAY o Vicinity Map (not to scale) 9/21 /2005 Job #05-077 Page 1 Progressive Service Center — Level 1 Downstream Analysis Access to the site will be provided by a proposed road (S� 340th Street) to be extended to the west along the site's north boundary from the Pacific Highway South and 16th Avenue South intersection. 9/21 /2005 Job #05-077 Page 2 Progressive Service Center — Level 1 Downstream Analysis 2 Study Area Definition and Maps Published resources consulted for general site information, are discussed in the following sections. 2.1 Basin Reconnaissance Summary Reports The project is within the Hylebos Creek Basin, which is addressed by the Basin Reconnaissance Report No. 3, Hylebos Creek, February 1986 (see the Hylebos Creek Basin map, annotated with the site location, in the Appendix). The drainage basin map outlines a large basin upstream of the site, and shows that tributary 0014A flows through the western half of the site. This reconnaissance report is old, and does not reflect current conditions in the vicinity of the proposed project. For instance, the report identifies the need to restore detention capacity along tributary 0014A in the site vicinity. Since the preparation and publishing of the Basin Reconnaissance Report, this deficiency has been addressed by construction of the South 336th Street Regional Detention Facility. 2.2 FEMA Floodway Maps An annotated FEMA map excerpt is included in the Appendix. As shown, the site is in Zone C (no significant flooding). 2.3 Environmentally Sensitive Areas Map From the King County Sensitive Areas Portfolio, the Streams and 100 year Floodplains map for the site is included in the Appendix. No floodplain is indicated near the site. The stream flowing through the west end of the site is mapped as transitioning from "Unclassified" (upstream) to "Class 2 (with salmonids)" (downstream). 2.4 King County Soils Survey According to the King County Soils Survey, the site soils are Everett-Alderwood gravelly sandy loam (EwC) (annotated map excerpt included in the Appendix). 9/21 /2005 Job #05-077 Page 3 Progressive Service Center — Level 1 Downstream Analysis } 3 Field Inspection Summary Field visits to observe the existing drainage conditions of the site were made by representatives of Triad on March 28, 2001 (by Barnaby D. Hoit) and on May 26, 2004 (by Schwin Chaosilapakul). The site is adjacent to the South 336th Street Regional Detention Facility and will discharge directly to the facility. The South 336th Street Regional Detention Facility outfalls to the King County Tributary 0014A, which is (eventually) tributary to Hylebos Creek. Because the site is a small portion of the overall basin tributary to this downstream conveyance and is tributary to the regional facility, no further downstream inspection was conducted. The site is currently a level fill pad that approximately snatches the grade of Highway 99 to the east and the commercial properties to the south. This fill was placed during the construction of the South 336th Street Regional Detention Facility, and is the material excavated for the facility. The fill extends to the northern boundary of the adjacent property to the north. At the northern edge of the fill is the gravel access road for the detention facility, off Highway 99. The natural grade to the west of the roadbed is typically lower than the site. Drainage from the north is collected in a piped system that is tributary to the South 336th Street Regional Detention Facility. Offsite flows that are directly tributary to the site include areas of Highway 99 east of the site. Along the site's frontage is a rough ditch (appeared to be formed between the fill onsite and a formerly exposed rockery for the Highway bed) that collects road runoff and routes it north to a pipe system tributary to the South 336th Street Regional Detention Facility. At the south end of the site frontage along Highway 99, the last catch basin in a tightline system (from the south) appears to discharge into the site (field survey identified an outlet from the catch basin to the west). Field investigation could not locate the outfall from this catch basin and the catch basin was observed to surcharge during a light rain event (March 28, 2001 site visit). Based on these observations, Triad suspects the catch basin's outfall was buried when the site was filled to its current elevation (as part of the 9/21 /2005 Job #05-077 Page 4 Progressive Service Center — Level 1 Downstream Analysis .y regional detention facility construction). The project proposes to convey the flows from this catch basin (flows from tributary areas to the system covering approximately 1,400' of Highway 99 south of the site) in a new tightline drainage system through the site to the South 336th Street Regional Detention Facility (see the Existing Conditions Exhibit in the Section 1 of the TIR). These offsite flows would bypass the onsite water quality facility. 9/21 /2005 Job #05-077 Page 5 Progressive Service Center — Level 1 Downstream Analysis 4 Drainage System Description and Problem Descriptions The site is graded to sheet flow to the west. The sheet flow runoff is intercepted by a swale at the west end of the site, east of the steep embankment that marks the edge of the site fill pad. The swale drains north to a settling pond located just offsite. The settling pond discharges through a tightline system (two runs of pipe) to the South 336th Street Regional Detention Facility. The outfall from the tightline system is an energy dissipating structure located in the habitat -enhanced channel upstream of the detention pond. No drainage problems were observed in the offsite system or have been discovered in discussions with the city. The interceptor swale onsite does not appear to have been maintained. The existing site drainage facilities appear to be the remnants of an erosion and sedimentation control program associated with the previous grading activities. The upstream tributary areas are discussed in the previous section. Note the only observed drainage problem in the site's vicinity is the catch basin located near the southwest corner of the site's frontage, which appears to have a plugged/buried outfall (discussed in the previous section). As shown on the submitted plans, a new tightline drainage system will be constructed to convey this stormwater to the South 336th Street Regional Detention Facility. 9/21 /2005 Job #05-077 Page 6 Progressive Service Center — Level 1 Downstream Analysis Appendix 9/21/2005 Job #05-077 Page A -CRE HYUB6S **"0' Basi'nBoundary G knut Y�, Collection Point Boundary C . I nPo ol ectio'int Stream Tributary 0006 Number *2411 Proposed Project Sites r, BROOK ' 0 LAKE I --BEET i • T �1 i i COUNTY BOUND NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON (UNINCORPORATED AREAS) COMMUNITY -PANEL NUMBER 530071 0450 A PAGE 450,AF 650 (SEE MAP INDEX FOR PAGES NOT PRINTED) EFFECTIVE 3EPTEMBER 29, 1978 U.S. DEPARTMENT OF HOUSING f AND URBAN DEVELOPMENT FECERAL INSURANCE ADMINISTRATION Lj J. I iv ] , � q"� . � -�: �+: °. �i i-•.�� . ��y (1 i� .}� 3 i '�j:i .I 1 .�IL j' FIB r L f•_ _J.-�'.� �1�i�- • s-• r rrr Y J{r r. y -7 a : z J • �I S'•7,Lsf , ';/: i �' :_.tom_ —�� '�t !i '�' �` ^•, a:,�.'��-.�. ,I _ - � + i AM ]} _ �j -i•r-.rt...,�.. , t - _ 'sr .I^... t yy i -0 ""�4;tii • —_ .��ry _�� C ^�i� r►� - '% �L�.. {:1 f J' Y..• i��-'f � ^�"' ��Y -ram: .. i-�-J._1 -.fir �k 4-41 ��• ��`,' ¢r rf ` n�, f �1.' 1....7 . .�- .•d••�•.r .�f f'' - k' _ 1.y-,y`' � �".� '- `l� 6 Q.n�� ;'i•� ,t// �r �.��.1 f-. ,.ter lut Vp - � ,� � i .-/ fI'k • I � j ••�-.�. ��--•''�- �Y `}4 - R L5..�- �= �� $a _--�""TL4'�'k—•� .. \ 1 . r ' r ..� - q,- .� t..�= rr'..-.�,;1{ I••{ �1 i1+i;ry ;I • _ J r �i---'I ( _.. F. _ 1-t ��,r .3—.. �m � =� --- ?4r7.i.—�L.�.�r -+-%J�� .� i ••,, '� 'i`'�F---�'.-h_4 - •r - r t ,.•'--I�: 1 T i I. L; "tom '� - . I •S VVV••• �„_ iss-ter �t t rF ; F" - i ,�" j - I• _ •' _ •"_ ��r' —'r a-:.. � r:�� .i r f � F+.�.. • � : •, •� — �r`.:• �,: 'icy `•+� F -r�r•. . ,� r �' - '' A• 7 4 �f' � . `•- Fir- '.e :'• ... � 'M1 �~,\ _ �; �: a:Q.,,,� ' '' -i" •�� i .� :F"� ; - '►�,.— .`'aS' ,� _ '_':, �'�i i7 4L11 . . P Ll o ' r�IA�� i and ` ■/�n�y� qr� Class i I the sensitive areas d{s• one- those show flvo maps. extend Ise- Streams a d 100— maps are at a have. no, sure those shown on rt always �laod In- s Class 2 �l � • areas. that have• no! surarrce Rate Nfasrs do not always show the fry 6r present on a devel- fioodplain to the headwaters of streams_ year Floodp airs Class (Perennial; s s Where differences a iustrated on these use Undetermined) ��. hs, the actual pre - It 3 of the sensltive In Sensitive Area e e e e Gass 3 pal irot. lol}Year Floodpwris Unclassified I. AgB -.ArnC ` AgC f, -- Park �t � fir', _ ❑i _ m Amt; Ar Evergreen EvC c,. Airport,,'# a r AXB V �y, EwC n 3SIi . Psk �.. ---^--------------- -- • S • J36rJ•!' ST AgB a¢ t; + j • u Pa �__ _Q Kit rnet • y ok t Age LrR `ate �. Ur a e InC fl a • t•ir - . Ev9 s InC � � � I• � EvC •? Pan 4 H ST 21 Sch r C ]s2 r %!O 366 • . -La 38. M ■ EvC • Ek-,C p P S i f Ur 1a Sk 36B WC 1 AgB Bh N- v Lr p �� ti P��•^• EEvc i Sh O k Lake EvCEwC , 366 r QSk EvB Ur - ■ ST - 6c AgC ► 1 -A EvC �• • r, Q - CASG �akcla y • AgC } .27 No j$ 29 [ Bh i •�5 • , • AgB . Aggo sit i t EwC yc F f: _ s t?h KP5 ' ysc. a ty nLcrlc o R•' '^, Vs k . Kph Te p • _ •6s . E . /1''• Ag . yCr �� • ado E" j ' {G r V AeC • ■ c InC Pet '• . . e It I _ •� • d4h \r {" ••ti Trailer Do • 2 ""�: 3 _ Park is AV. K E Tu g1 6e z' Ka`SHEET NO. 15 KING COUNTY AREA, WASHINGTON 1 (POVERTY BAY QUADPANGLE) v?f GUIDE TO MAPPING UNITS For a full description of a mapping unit, read both the description of the mapping unit and that of the soil series to which the mapping unit belongs. See table 6, page 70, for descriptions of woodland groups. Other information is given in tables as follows: Acreage and extent, table 1, page 9. Town and country planning, table 4, page 57. Engineering uses of the soils, tables 2 and 3, Recreational uses, table 5, page 64. pages 36 through 55. Estimated yields, table 7, page 79. Woodland Map Described Capability unit group symbol Mapping unit on page ISymbol Page Symbol AgB Alderwood gravelly sandy loam, 0 to 6 percent slopes---------- 10 IVe-2 76 3d2 AgC Alderwood gravelly sandy loam, 6 to 15 percent slopes--------- 8 IVe-2 76 3dl AgD Alderwood gravelly sandy loam, 15 to 30 percent slopes-------- 10 VIe-2 78 3dl AkF Alderwood and Kitsap soils, very steep------------------------ 10 VIIe-1 78 2dl AmB Arents, Alderwood material, 0 to 6 percent slopes 1/---------- 10 IVe-2 76 3d2 AmC Arents, Alderwood material, 6 to 15 percent slopes 1/--------- 10 IVe-2 76 3d2 An Arents, Everett material 1/----------------------------------- 11 IVs-1 77 3f3 BeC Beausite gravelly sandy loam, 6 to 15 percent slopes---------- 11 IVe-2 76 3d2 BeD Beausite gravelly sandy loam, 15 to 30 percent slopes--------- 12 VIe-2 78 3dl BeF Beausite gravelly sandy loam, 40 to 75 percent slopes--------- 12 VIIe-1 78 3dl Bh Bellingham silt loam------------------------------------------ 12 IIIw-2 76 3w2 By Briscot silt loam--------------------------------------------- 13 IIw-2 75 awl Bu Buckley silt loam--------------------------------------------- 13 IIIw-2 76 4wl Cb Coastal beaches----------------------------------------------- 14 VIIIw-1 78 --- Ea Earlmont silt loam-------------------------------------------- 14 IIw-2 75 3w2 Ed Edgewick fine sandy loam-------------------------------------- 15 IIIw-1 75 2ol EvB Everett gravelly sandy loath, 0 to 5 percent slopes------------ 15 IVs-1 77 3f3 EvC Everett gravelly sandy loam, 5 to 15 Percent slopes----------- 16 VIs-1 78 3f3 EvD Everett gravelly sandy loam, 15 to 30 percent slopes---------- 'Everett-Alderwood 16 Vle-1 77 3f2 —♦EwC gTavelly sandy loams 6 to 15 percent slopes---------------------------------------------------- .- 16 VIs-1 78 3f3 InA Indianola loamW fine sand, 0 to 4 percent slopes-------------- 17 IVs-2 77 4s3 InC Indianola loamy fine sand, 4 to 15 percent slopes------------- 16 IVs-2 77 4s3 InD Indianola loamy fine sand, 15 to 30 percent slopes------------ 17 VIe-1 76 4s2 KpB Kitsap silt loam, 2 to 8 percent slopes----------------------- 17 IIIe-1 75 2d2 KpC Kitsap silt loam, 8 to 15 percent slopes---------------------- 18 IVe-1 76 2d2 KpD Kitsap silt loam, 15 to 30 percent slopes--------------------- 18 VIe-2 78 2dl KsC Klaus gravelly loamy sand, 6 to la percent slopes------------- 18 VIs-1 78 3fl Ma Mixed alluvial land------------------------------------------- 18 VIw-2 78 2o1 NeC Neilton very gravelly loamy sand, 2 to 15 percent slopes------ 19 VIs-1 78 3f3 Ng Newberg silt loam--------------------------------------------- 19 IIw-1 74 2ol Nk Nooksack silt loam-------------------------------------------- 20 IIw-1 74 2o1 No Norma sandy loam---------------------------------------------- 20 IIIw-3 76 3w2 Or Orcas peat---------------------------------------------------- 21 VIIIw-1 78 __- Os Oridia silt loam---------------------------------------------- 21 IIw-2 75 3w1 OvC Ovall gravelly loam, 0 to 15 percent slopes------------------- 22 IVe-2 76 3dl OvD Ovall gravelly loam, 15 to 25 percent slopes------------------ 23 VIe-2 78 3dl OvF Ovall gravelly loam, 40 to 75 percent slopes------------------ 23 VIIe-1 78 3dl Pc Pilchuck loamy fine sand-------------------------------------- 23 VIw-1 78 2sl Pk Pilchuck fine sandy loam-------------------------------------- 23 IVw-1 76 2sl Pu Puget silty clay loam----------------------------------------- 24 IIIw-2 76 3w2 Py Puyallup fine sandy loam-------------------------------------- 24 IIw-1 74 2ol RaC Ragnar fine sandy loam, 6 to 15 percent slopes---------------- 25 IVe-3 77 4sl RaD Ragnar fine sandy loan, 15 to 25 percent slopes--------------- 26 VIe-2 78 4sl RdC Rsgrzar-Indianola association, sloping: 1/---------------------- 26 -------- -- Ragnar soil----------------------- ---------------------- -- IVe-3 77 4sl Indianola soil------------------------------------------- -- IVs-2 77 4s3 RdE Ragnar-Indianola association, moderately steep: 1/------------ 26 -------- -_ Ragnar soil-------------------------------- ------------- -- VIe-2 78 4sl Indianola soil------------------------------------------- __ VIe-1 77 4s2 U. S, GOVERNMENT PRINTING OFFICE : 1973 0 - 468-288 Progressive Service Center —Technical Information Report 4 FLOW CONTROL AND WATER QUALITY DESIGN 4.1 Performance Standards, Flow Control System, W.Q. System All stormwater facilities will be designed per the 1998 King County Surface Water Design Manual (KCSWDM) and the 1998 City of Federal Way Addendum to the KCSWDM. 4.2 Site Hydrology Existin Runoff from the existing site sheet flows west toward the South 3361h Street Regional Detention Facility. Upstream areas tributary to the site include areas of Pacific Highway South east of the site. Approximately 1.08 acres is directly tributary to the site, sheet flowing west onsite from Pacific Highway South. Approximately 2.97 acres of Pacific Highway South tributary to the existing system within the Highway is tributary to the site. Flows from the existing storm system within Pacific Highway South are discharged onsite near the southwest corner of the site (refer to the Level 1 Offsite Analysis and Core Requirement Summary in Section 3). See the Existing Drainage Basin Exhibit in Section 1. Developed See the Developed Conditions Exhibit at the end of this section. Runoff from the developed site and upstream areas will discharge west into the South 3361h Street Regional Detention Facility through a piped system. The developed site has been divided into several basins to be analyzed and treated properly. Refer to Section 5 for a more detailed description of the proposed drainage system. 4.3 Flow Control Flow control will be provided by the South 3361h Street Regional Storage Facility adjacent to the site to the west. This facility has been sized to accommodate developed flows from the Kossert site. Accordingly, a waiver from onsite flow control requirements has been granted by the City of Federal Way. 9/22/05 Job #05-077 svri+Ies A Page 4-1 Progressive Service Center -Technical Information Report 4.4 Water Quality Design Systems Water quality for the site will be provided by a StormFilter vault with leaf compost media and a Coalescing Plate Separator. Flows for water quality analysis will be estimated using the King County Runoff Time Series (KCRTS) program at 15-minute time steps. Parameters for the program will assume Sea-Tac Rainfall Region, Scale Factor of 1.01, and Till Soil conditions (see Rainfall Regions and Regional Scale Factors Map at the end of this section). The site will contain two flow-splitters (CB 13 and CB 14) to direct the 6-month (60 percent of the 2-year) storm events into treatment structures described below. One of the flow- splitters (CB 14) will direct flows to the Coalescing Plate Separator. The outlet from this vault will combine with additional site runoff from the second flow-splitter (CB 13) to treat flow going to the Storm filter. The high flow bypass for each splitter as well as the roof drainage will be connected to Pacific Highway South (PHS) bypass system. This bypass system will be described further in Section 5. Coalescing Plate Flaw-S litter (CB-1 1 The Coalescing Plate is sized to treat the 6-month peak runoff generated from areas proposed for storage of damaged vehicles (0.61 acres impervious) using KCRTS 15-minute time steps. Provided below is the KCRTS 15-minute output. ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.293 6 8/27/01 18:00 0.727 1 100.00 0.990 0.205 8 9/17/02 17:45 0.555 2 25.00 0.960 0.555 2 12/08/02 17:15 0.398 3 10.00 0.900 0.236 7 8/23/04 14:30 0.328 4 5.00 0.800 0.311 5 10/28/04 16:00 D.311 5 3.00 0.667 0.328 4 10/27/05 10:45 0.293 6 2.00 0.500 0.398 3 10/25/06 22:45 0.236 7 1.30 0.231 0.727 1 1/09/08 6:30 0.205 8 1.10 0.091 Computed Peaks 0.669 50.00 0.980 The total flow to be treated is 0.293 cts * 0.60 = O.p cts (6U percent of the 2-year now rate. The Coalescing Plate flow-splitter (CB 14) is designed to pass the water quality flow rate (0.18 cfs) to the Coalescing Plate Separator vault while bypassing high flows to the PHS bypass system (connecting at CB 5). The flow-splitter will be comprised of a stand -pipe with 9/22/05 Job #05-077 ItRfAD Page 4-2 Progressive Service Center — Technical Information Report a single bottom orifice and an outlet pipe, along with another outlet pipe designed to bypass high flows. The flow-splitter is designed using the orifice equation. Orifice Equation: Q = CA(2gh)0-5 where: Q = water quality flow (cfs) = 0.18 cfs ✓ C = coefficient of discharge = 0.62 (plate orifice) A = area of orifice (sf) h = hydraulic head above outlet pipe (ft) g = gravity (ft/sec2) = 32.2 ft/sec2 Rearranged for h: h = (Q/CA)212g A = II(d/24)2, d = diameter (in) = 3.00" (chosen) A = 0.0491 sf h = (0.18/0.62(0.0491))2/2(32.2) = 0.54'v**� The flow-splitter will be designed with a 12" stand -pipe along with a bottom plate orifice of 3.00". The high flow bypass pipe will discharge to the west and will be designed at 0.54' above the stand -pipe outlet to the north. Flows higher than the water quality flow rate of 0.18 cfs will bypass the Coalescing Plate vault. See the Onsite Flow-Splitter Detail on the following page. Coalescing Plate Separator 7 A portion of the site is considered a "High -Use" site which requires, in addition to the standard requirements, an oil/water separator. A Coalescing Plate will be used to meet this additional requirement of an oil/water separator. The Coalescing Plate will be located within the parking area in the northwest cornier of the site and has been sized by Facet International. The required water quality flow rate to Facet International is 0.18 cfs (81 gpm), the provided treatment flow rate is 110 gpm. See the end of this section for design evaluation and drawing. 9/22/05 Job #05-077 Page 4-3 Progressive Service Center —Technical Information Report PLAN ROUND, SOLID, COCKING LID MARKED DRAIN ALUMINUM LIFT ROD, WITH LOCKING BOLTS, SECURE TO STEP TOP EL. 303.27 IT lif— I — III-- -- CAP OR GROUT (T,'P)-, SOLID TOP I169"-12` INLET PIPE' (i 12" IE 299.30 (5) d1T ET PIPE `�YF722'98.76 SHEAR GA TEE a1GH FLOW' g IE—"' 29876OUTLET PIPE (W)12"' IE 299.3012'" STAND PIPE� N STANDARD STEPS ORIFICE .1, YIELD 12 GA. 9OTTOM PLATE VI17H OR LADDER 3.0"o ORIFICE, SHARP EDGE, SHOP —DRILLED IN PLATE. EL. 296.76 TYPE 11-54" CATCH BASIN `N y SECTION VIEW CB 14, TYPE X54" FLOW SPL l T TER 9/22/05 l T q Page 4-4 Job #05-077 ? Tit fir] xu�•r.a�ts Progressive Service Center - Technical Information Report StormFilter Flow-S litter CB 13 The following are the calculations for the required frontage improvement areas and associated onsite areas to be conveyed through the onsite StormFilter. The site's frontage improvements are within the Pacific Highway right-of-way. Total Area to StormFilter Vault Total Frontage Area = 0.18 acres(? 3� Impervious = 0.13 acres Pacific Highway = 0.02 acres (new impervious road) Site = 0.06 acres (south 3401h Street) Walk = 0.05 acres Pervzou5 = 0.05 acres i S Total Site Area = 2.64 acres Impervious = 1.79 acres (1.66 ac + 0.13 ac) i 'ram Pervious = 0.85 acres (0.80 ac + 0.05 �S¢ Provided below is the KCRTS 15-minute output. Flow Frequency Analysis Time Series File:totalsite.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- --- Flow Rate Rank Time of Peak - (CFS) 0.861 6 8/27/01 18:00 0.603 8 1/05/02 15:00 1.82 2 12/08/02 17:15 0.693 7 8/23/04 14:30 1.01 5 11/17/04 5:00 1.02 4 10/27/05 10:45 1.20 3 10/25/06 22:45 2.57 1 1/09/08 6:30 Computed Peaks The total flow to be treated is 0.861 cfs * 0.60 = --Flow Frequency Analysis------- - Peaks - - Rank Return Prob (CFS) Period 2.57 1 100.00 0.990 1.82 2 25.00 0,960 1.20 3 10.00 0.900 1.02 4 5.00 0.80C 1.01 5 3.00 0.667 0.861 6 2.00 0.50C 0.693 7 1.30 0.231 0.603 8 1.10 0.091 2.32 50.00 0.98C 0.52 Qfs { -month flow rate). The 6-month discharge from on -site and site frontage will flow directly into the StormFilter vault'`lxe-e� ow-sp itter (C 13} is designed to�a ss the wat r q ity flow a'rrni'ilter vau0MVPp9sing high flows to thecfs 0.34 cfs rat (0.52 cfs 0.18 ) downstream o ecting at CB 4). The flow-splitter will be comprised of aJ stand -pipe with a single bottom orifice and an outlet pipe, along with another outlet pipe designed to bypass high flows. The flow-splitter is designed using the orifice equation. 9/22/05 Job #05-077 Page 4-5 Progressive Service Center —Technical Information Report Orifice Equation: Q = CA(2gh)0-5 where: Q = water quality flow (cfs) = 0.34 cfs C = coefficient of discharge = 0.62 (plate orifice) A = area of orifice (sf) h = hydraulic head above outlet pipe (ft) g = gravity (ft/sec) = 32.2 ft/sec2 ' Rearranged for h: h = (Q/CA)2/2g A = rI(d/24)2, d = diameter (in) = 4.00" (chosen) A = 0.0873 sf h = (0.34/0.62(0.0873))2/2(32.2) = 0.62' ✓ The flow-splitter will be designed with a 12" stand -pipe along with a bottom plate orifice of 4.00". Flows higher than the water quality flow rate of 0.34 cfs will discharge to the northwest in the high flow bypass pipe. This pipe is designed at 0.62' above the stand -pipe outlet to the north. See the Onsite Flow-Splitter Detail on the following page. Note that the StormFilter vault itself has an internal high flow bypass system with a maximum flow capacity of 1.8 cfs. The total onsite flows tributary to the system is 2.57 cfs — 0.73 cfs = 1.84 cfs for the 100-year storm event, and therefore, a flow-splitter system is required to bypass high flows from the StormFilter vault. The high flow bypass from the flow splitter will discharge to the outfall system (at CB 4) which conveys flows offsite discharging at approximately 100' west of the site (see Section 5 of outfall system details). StormFilter An approval letter from Paul Bucich, P.E. (Surface Water Manager of the City of Federal Way) to use StormFilter as a stand-alone water quality treatment BMP is provided at the end of this section. Note that the stand-alone StormFilter vault will be used in lieu of the two - facility treatment train (Resource Stream Protection) required for Hylebos Creek (samonid bearing). Since the project is directly discharging into the South 3361" Street Regional Detention Facility which has its own water quality treatment facility, the StormFilter vault will act as primary treatment to the regional system, similar to that of the required treatment train system for Hylebos Creek. The StormFilter vault will be sized to treat the 6-month (60% of the 2-year) peak developed flow generated using KCRTS 15-minute time steps. The StormFilter will be located in the northwest corner of the site. It will treat all runoff from the site including the additional 9/22/05 � Page 4-6 Job #05-077 AASSOCI�TES�D Progressive Service Center —Technical Information Report future half -street of South 340th Street and all new impervious surfaces proposed within the frontage of the site in the Pacific Highway (SR 99) right-of-way. The 2-year peak flow rate has been calculated as part of the onsite flow splitter CB 13. The water quality flow rate is 0.52 cfs. StormFilter Cartridges required = Q,q x Qcartridge Q,,,q = 0.52 cfs Q,,t,idge = Flowrate treated per cartridge = 15 gal/min = 15 gal/min / (7.48 gal/cf x 60 sec/min) = 0.033 cfs = 0.52 cfs / 0.033 cfs = 15.8 4 16 cartridges vo'o' A 16' long x 8' wide (16 cartridge capacity) precast StormFilter vault is proposed. See the StormFilter Size and Cost Estimate Letter along with the StormFilter Details from Stormwater Management Inc. as the end of this section. 2.-Bl.35 !�p"IX5= o(. � �6 9/22/05 m Page 4-7 Job #05-077 �i l�D �xori aT rs Progressive Service Center —Technical Information Report WITH LOCKING BOLTS, TOP EL. 304- 04 PLAN ALUMINUM LIF SECURE TO Si 12" INLET PIPE Il 11 GROUT (TYP) SHEAR GA TE 9 IE 2�9fi. 16 12" STAND PIPE HIGH FLOW O[l7LET PIPE 4Y 12" IE 296.78 CAP OR SOLID TOP 12- OUTLET PIPE M r-12" IE 296.16 N STANDARD STEPS ORIFICE 1, WELD 12 CA. OR LADDER BOTTOM PLA TE MH 2 4.00"0 ORIFICE, SHARP EDGE, SHOP —DRILLED IN PLATE. TYPE 11-54" CATCH BA 51N EL. 294.16 �v SECTION VIEW CB 13, TYPE //-54" FLOW SPL 1 T TER SCALE: 1 " = 2' 9/22/05 A��Page 4-8 Job #05-077soCl—ft m_� ST 1.1 ST 1.1 ST 1.0/ ST 1.0 LA 0.8 LA 0.9 LA 1.0 LA 1.2 ■rS N OHOMISH COUNTY ■ %iNC CDUNTT i /1W l A •PAY4K • T' `..s 3fiC r� �� `-►1 r �_ — t ST 1.0ST 1.0 Rainfall Regions and Regional Scale Factors %i Incorporated Area River/Lake Major Road PIERCE COUNTY ST 1.0/ *1 - = LA 0.8 LA 0.9 LA 1.0 ,err,! "7 POrc r ` uPrca�} MES 1 LANDSBURG 10 r- G LA 1.2 CITY OF CITY HALL 33325 .. Avenue South • Box 9718 Fe d e ra f Way Feder Federall Way, WA 98063-971718 (253)835-7000 www.cityoflederalway.com May 10, 2005 William. E. Stevens, P.E. Triad Associates 12112 115'h Avenue NE Kirkland, WA 98034-6923 Re: Permit #05-100848-000-00-PC; PROGRESSIVE SERVICE CENTER 34001 Pacific Highway S Dear Mr. Stevens, This letter is in response to your request to allow the on -site water quality facilities to be constructed below ground t for the above -referenced project. �l Per City of Federal Way requirements, all Flow Control and Water Quality Facilities must be constructed above- , 1 ground, if the site is located outside the boundaries of the City Center. This requirement may be modified, provided the applicant makes a written request to the Public Works Department. It must also be shown that aboveground facilities are impractical, due to specific site constraints. As noted in your request letter, dated May 3, 2005, the topography of the site dictates the facilities would need to be i located near the western portion of the site, adjacent to the wetland buffer, coinciding with the back of the site. You also cite the applicant's need for a particular site layout that allows for ease of access into the centers drive- through/check-in area, the City Cade -based driveway separation requirements, and the City's Traffic division request to locate the entrance in such a way as too lesseb the impact for future traffic queuing on S 340't' Street. Therefore, for the above -stated reason's, the requirement to construct the water quality facilities above -ground for this project are hereby modified to allow the use of underground facilities. This modification is approved for this proposal only. As this project has not yet been approved through the City's Land Use Process, any future proposals on this site that significantly differ from this project would be required to provide above -ground facilities, until such time another waiver is requested and approved. 't If you have any questions, please call me at (253) 835-2734. s Sincerely, i V, j Kevin Peterson Engineering Plans Reviewer KP_dl enclosure . cc,. Todd Hamula, Zaremba Group, LLC, 14600 Detroit Ave Suite 1500, Cleveland, OH 44107 Isaac Conlen, Associate Planner Project File/KP Day File • L'csdc'.dncs'sa?61-120751'1h7�Joc L SA CM of DATE: September 7, 2001 TO: Interested Parties and holders of the Federal Way/King County Surfact, Water Design Manual FROM: Paul A_ Bucich, P-E_, Surface Water Mana ef RE: Pilot Blanket Adjustment for Use of StormFilter Products on Commercial Sites In accordance with Section 1.4.3 Adjustment Application Process of the 1998 Icing County Surface Water Design Manual adopted by the City of Federal Way as amended, this memorandum identifies that the City of Federal Way is accepting the use of StormFilters on private commercial sites as a stand-alone water quality treatment BMP_ This is being done as a pilot program and requires the following be complied with: 1. The applicant must provide the City a signed maintenance agreement with a term no less than three (3) years at the time of final approval_ A draft version must be presented at time of application along with the firm identified to conduct the activity. The City reserves the rightto rejectthe maintenance firm if it is deemed not qualified for this type of maintenance activity. A sample maintenance agreement can be obtained from the City. 2. Use of the StormFilters will only be permitted on private, commercial sites. Use in residential facilities, private or public, will not be allowed unless the City directs such action- 3- The applicant must further allow the manufacturer and/or the City access to the device for water quality testing if deemed necessary by either. Such testing may be used by the City or the manufacturer to substantiate treatment claims and/or further the goals of the manufacturer in obtaining Department of Ecology approval_ Test results will not be used to support a case for requiring removal and replacement of the device by the developer or subsequent owner after the evaluation period is completed_ If appropriate, test results may be used to encourage expansion or modification in accordance with the manufacturers recommendations for better treatment results. 4. The applicant's engineer, in concert with the manufacturersrecommendations,shall provide extra space within the device for expansion of the number of cartridges. This is typicallyto allow minor expansions and is not intended to provide for large expansive capabilities within the device_ The Pilot designation will not require the applicant to conduct testing nor will it require removal at the end of the test period or a set aside area for a new treatment device. Once the Department of Ecology either gives final approval or denial of use, the pilot designation will be removed in one way or another. Current Federal Way Code allows the use of these devices in a treatment train design. This memorandum does not affect that type of use or approval. 7P -qn1A 191•! GT3Z-Zt1 -SZt> ©T:8© Z(30z/6I%7'0 COALESCING PLATE "Mpak" DESIGN EVALUATION CUSTOMER: CUST REF: CONTINUOUS FLUID FLUID = WATER FLOW RATE (GPM) = 110 TEMPERATURE (F) = 60 VISCOSITY (Cp) = 0 DIS SLDS (K PPM) = 0 VIS CF (1) = 0 VISC CF USED = 1.000 43114, `�4 Facet International a Ck._^II C_( :)kt company REFERENCE: DATE 9/12/2005 IMMISCIBLE PHASE MATERIAL = Oil SPEC GRAVITY = 0.8 MEASURED @ DEG F = 60 SPEC GR @ OPER TEMP = 0.800 LOG NORMAL DIST VISC. USED (Cp) = 1.124 CONCENT - PPM = 1000 SPEC GRAVITY = 01 MEAN - MICRONS = 195 SPEC GRAV USED = 0.999 STAND DEV = 2.5 PLATE PACK CONFIGURATION PACKS WIDE (2)--NO = 31 NUMBER OF ROWS = _ 4 TTL WIDTH --INCHES = 36 FLOW PATH, INCHES = 96 HEIGHT (3)--INCHES = 481 PLATE SPACING -IN. = 1/2 PLATE/FLUID CHARACTERISTICS FLOW RATE - GPM —TACK FEET (4) 'M/STACK FOOT FRONTAL AREA - FT2 PLATES VOLUME - FT3 GPM/FT2 FRONTAL AREA VEL IN PL-FT/MIN RES TIME IN PLATES -MIN PLATES/STACK FT TTL PLATE SURFACE, FT2 FT2/GPM GPM/FT2 PRESS DROP- IN. WATER REYNOLDS NO. IN PLATES % LAMINAR LIMIT OUTPUT DATA � 10:00 0 PPM 2.29 EFFLUENT CHARACTERISTICS "'k A - ?21 q 1A& Oil 12.00 % REMOVED 2.511 99.7% 96.00 9.17 SMALLEST DROPLET COMPLETELY 1.39 REMOVED (MICRONS) 20.1 5.76 20.00 COLLECTION RATE, LBS/HR 54.93 5760.00 -GAL/H R 8.23 52.36 0.019 CRIT SIZE-MICR(5) 285.8 0.021 106.0 STOKES' LAW, FLOW(6) VALID 5.3% STOKES' LAW, PART (7) VALID NOTES: (1) VISC. CORRECTION FACT UK, FLUlUS U I NtzK I mAiv vvH i tr,, rKCon nw- i (2) WIDTH PERPENDICULAR TO FLOW (3) HEIGHT OF PLATES, MUST ADD SUPPORTS FOR TTL. HEIGHT (4) ONE STACK FOOT = ONE FOOT OF PLATE = TWO CUBIC FEET (5) CRIT. SIZE IS LARGEST SIZE DROP FOR WHICH STOKES' LAW VALID (6) INDICATES STOKES' LAW VALID FOR LAMINAR FLOW BETWEEN PLATES (7) INDICATES STOKES' LAW VALID FOR PARTICLE RISE COPYRIGHT FACET INTERNATIONAL, INC. VERSION 2.0 LICENSED COPY NO.001, FACET INTERNATIONAL REVISED: B-7-01 Telephone: 800-223-9910 Fax: 918-272-8787 TOP SECTION No. 660-CPS-T 1,490 lbs. OUTLET PIPE Wit *OUTLET PIPE T VAULT No. 660-CPS-B 6,500 lbs. UTILITY VAULT`" a division of L4101dcastle Precast Inc. 660-CPS OIL WATER SEPARATOR Projected Plate Area = 444 Sq/ft Maximum Process Flow = 415 GPM 0" — INLET PIPE With Sampling Tee By Others Covers Available With Non -Skid Surface P.O. BOX 588, Auburn, Washington 98071-0588 Phone: 253-839.3500 Fax: 253-735-4201 For Details See Reverse Side Websile: www.oldcastleprecast.comlauburnwa 133 Copyright © 1985 `'I Oldeastle Precasi,lnr, StormwaterDMG Size and Cost Estimate i A mnrttn r'_'m Progressive Insurance Service Center — Stormwater Treatment System Federal Way, WA Information provided: • Total contributing area = 2.64 acres • Impervious area = 1.79 acres ■ Water quality flow, Qwq = 0.52 cfs • Presiding agency = City of Federal Way, WA Assumptions: Media = CSF (Compost) cartridges • Drop required from inlet to outlet = 2.3' minimum Size and cost estimates: The StormFilter is a flow -based system, and therefore, is sized by calculating the peak water quality flow rate associated with the design storm. The water quality flow rate was calculated by using KCRTS and provided to Stormwater360. The StormFilter for this site was sized based on a water quality flow rate of 0.52 cfs. To accommodate this flow rate, Stormwater360 recommends using an 8' x 16' StormFilter with 16 cartridges (see attached detail). The estimated lcost of this system is $34, 100, complete and delivered to the job site. This estimate assumes that the vault is 6 feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The contractor is responsible for setting the 8' x 16' StormFilter and all external plumbing. Typically the precast StormFilters have internal bypass capacities of 1.8 cfs. If the peak discharge off the site is expected to exceed this rate, we recommend placing a high -flow bypass upstream of the StormFiiter system. Stormwater Management could provide our high -flow bypass, the StormGate, which provides a combination weir - orifice control structure to limit the flow to the StormFilter. The estimated cost of this structure is $4.000. The final cost would depend on the actual depth and size of the unit. The leaders in the Stormwater industry. Stormwater Management, Inc, and Vortechnics, Inc., have united as Stormwater360T —the comprehensive provider of stormwater solutions, With + an unparalleled product line and unmatched customer support team under one umbrella, Stormwater360 has the treatment option to meet your water quality goals. www.stormwater360.con-i ©zoos Stormwater360 12021-B NE Airport Way, Portland OR 97220 9/14/2005 bbartels Toll -free: 800.548.4667 Fax: 800.561.1271 COUPLII (BY CONTR 8' x 16' STORMFILTER - PLAN VIEW 1 SCAU: Na r.l 1 GRADE RING (TYP) •t .r. 4'-G" MIN (SEE NOTE 7) 3'-4" UNDERDRAIN MANIFOLD 8' x 16' STORM STORMWATER MANAGEMENT INC. DA (800) 548-4667 05 30" 0 FRAME AND COVER (TYP) (SEE NOTE 4) BAFFLE WALL FLOW SPREADER (TyP) (TYP) LADDER PERMANENT POOL STORMFILTER ENERGY CARTRIDGE (TYP) DISSIPATOR (SEE NOTE 2) TER. - SECTION VIEW SCA[i: N. T.S. i 8' x 16' PRECAST STORMFILTER PLAN AND SECTION VIEWS STANDARD DETAIL DRAWN BY: DRAWING FILE NAME: MJW 5F81 $-PC-DTL.DWG THE 5TORMWATER MANAGEMENT 5tormFilter® U.S. PATENT No. 5,322,G29, No. 5,707,527, No. G,027,G39 No. G,G49,048, No. 5,G24,57G, AND OTHER U.S. AND FOREIGN PATENTS PENDING SHEET 112 1 GENERAL NOTES 1) 5TORMFILTER BY 5TORMWATER MANAGEMENT INC. (SMI), PORTLAND, OREGON (800) 5 2) FILTER CARTKIDGE(5) TO BE SIPHON -ACTUATED AND SELF-CLEANING. STANDARD DETA } CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON 517E PLANS OR IN DATi 3) PRECAST VAULT TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C857 AND C856. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODI 4) STRUCTURE AND ACCESS COVERS TO MEET AA5HT0 H-20 LOAD RATING. 5) 5TORMFILTER REQUIRES 2.3 FEET OF DROP FROM INLET TO OUTLET. IF LE55 DROP IS 6) INLET AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRAC- WITH EITHER CORED OPENINGS OK KNOCKOUTS AT INLET AND OUTLET LOCATIONS. 7) PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A SHALLOWER SYSTEM 8) ANTI -FLOTATION BALLAST TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTAAC_ ENTIRE LENGTH OF BOTH SIDES Of THE STRUCTURE. 9) ALL 5TORMFILTER5 REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAIN 30" Q FRAME AND COVER (TYP) (SEE NOTE 4) BAFFLE ; s:, :....:-'._ ::� ;.: ' FLOW WALL it SPREADER BALLAST (SEE NOTE (5) .Yy0, HEIGHT UNDERDRAIN WIDTH�i MANIFOLD 8' x 16' STORMFILTER - SECTION VIEW SCALE: h.r.s" 48-4667. L DRAWING SHOWS MAXIMUM NUMBER OF TABLE BELOW. DETAIL DRAWING REFLECTS DE51GN INTENT ONLY. ICTION SHOP DRAWING. AVAILABLE, CONTACT SMI. OK. PRECAST 5TOKMFILTER VAULT EQUIPPED 15 REQUIRED, CONTACT SMI FOR OTHER OPTIONS. OR, IF REQUIRED. BALLAST TO BE SET ALONG FENANCE GUIDELINES FOR MORE INFORMATION. 8' x I G' PRECAST STORMFILTER DATA 5TRUCTURP €❑ XXX WATER QUALITY FLOW RATE (cfs) X.XX PEAK PLOW RATE (cfs) X.XX RETURN PERIOD OF PEAK FLOW (r5) XXX # OF CARTRIDGE5 REQUIRED XX CARTRIDGE FLOW RATE (1 5 OR 7.5 m) XX MEDIA TYPE (C5P. PERLITE, 2PG XXXXX PIPE. DATA: I.E. MATERIAL DIAMI=TER INLET PIPE # I XXX.XX' XXX XX" INLET PIPE #2 XXX.XX' XXX XX OUTLET PIPE XXX.>X XXX Xx" RI M XXX.XX' FLOW XXX.xx LADDER YE51NO ANTI -FLOTATION BALLA5T WIDTH HEIGHT ,X. XX" NOTES/SPECIAL REQUIREMENTS: 5'-3• 5.6" .{r-wrr; •'7sC=r°,!i:::`•'7C-•� — — - i.. c.. ."T� �"Z _. y}r :'�;`.•�7. 7,, .�•I::. :�; �.<r�-ter.. . r• ,.�.� �- :? �,i 7, :Iti Yam, •;..i.';+.. •`r,Y _•...-!1••y; '{ `Tsti +.+, r'4 �'• • '.S• •.•�{.I.4; {:• .r�',. . AIL _ �'i., 8' x 16' STORMFILTER -_ TOP VIEW SCALE: H. r"S. r7 STORMi► ATER MANAGEMENT INC- DA (800) 548-4667 05 THE 5TORMWATER MANAGEMEN" 5tormFilter® U.5. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,63E No. 6,649,048, No. 5,624,576 AND OTHER U.5. AND FOREIGN PATENTS PENDING 8' x 16' PRECAST STORMFILTER SHEET TOP VIEW, SECTION VIEW AND NOTES 212 _STANDARD DETAIL DRAWN BY: DRAWING FILE NAME: MJW 5F81 6 — PC—D T'L. 0 WG 001:1:1 V, NJ I. IN ca CT; --vA- C8 23 70-�40.04 CFS AC SOUH 340TH STREET I I k I GB 4 lks 'r tj nA hrz X'16' . TOR FIG TER! 4 6J7 CFS . . . . . . . . . . . . '2bo En An 111L cq 043.4 CFS $k--.Q. 20 AC CB, 5ipm 0.104 CFS L J•,Yl,j 0-<79 qfS t It 1 11 1 20 kQ. 26 FS N --- T7-- N, co to ^5 al Ac N C) il'ill:1! JJlj I L0 I Q) • I Jill roll N : / illN CB 1, =0� 7 CB�A-O�J 91 LA=6.16 AC/ 0 -\-v27 19 CFS A �7 s CB 19 f f lift A 0= Jill .4 1 [i!11 Jill I t ill j Q3 Lim ZZ 5 A=0.13 AC 1 A 1 CB 0=046 A= (13 AC� 0=9 16 CFt ?CB 8 pFFsjrE Af?EA (SOUTHj� 0F/S1 TE) TRIBU TAR Y;, TO EXI OB E AIN PAC ce 8 WY CONNE C T* Tb B YPA S5( SYSTEM i 2. 97 AC, A=2. 9 A C (1 436"X' 0 L6 Lr) c) SCALE: 1 60' 0 30' 60' 120' L'.1 1313.58' O Ni � � ! S 33 l CFS Utf 7 Af= 0, 2 jAC Q=0.2 crs ■ A= Yn AC 36 CFS uu Q) (:)2005 T 1AD ASSO IATES W &W-a- mm 09DYIE Awn — Misr SVBW"AL OATL SULL, HOWL: 1'-60' VW --MA S7AHP NOT VALID UNLESS SIGNED AND DATED JOB NO 05-077 1 SITYJT F9 JO, 1 Progressive Service Center — Technical Information Report 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The proposed conveyance systems will be designed according to the 1998 King County Surface Water Design Manual (KCSWDM) and the 1998 City of Federal Way Addendum to the KCSWDM. According to the 1998 KCSWDM and the City of Federal Way Addendum to the KCSWDM all conveyance systems must be able to convey flows up to the 25-year peak storm event without overtopping of any structures. As an added measure of safety all proposed conveyance systems will be designed to convey the 100-year peak developed now without overtopping of any structures. The proposed conveyance system will consist entirely of closed piped systems and catch basins along with vertical curb and gutter systems for areas within the right-of-way. Flows for conveyance capacity analysis will be estimated using the King County Runoff Time Series (KCRTS) program at 15-minute time steps. Parameters for the program will assume Sea-Tac Rainfall Region, Scale Factor of 1.01, and Till Soil conditions (see Rainfall Regions and Regional Scale Factors Map at the end the previous section). Backwater analysis will be performed using the King County Backwater (KCBW) program. 5.1 Drainage Concept Please refer to the Road and Storm Drainage Plan to aid in the following discussion. Onsite System The onsite system will convey all flows generated from the developed portion of the site. All onsite flows will be conveyed to a flow-splitter catch basin (CB 13 designed in Section 4 above) which will convey water quality flows to the StormFilter vault while bypassing high flows into the downstream outfall system. 9/22/05 Page 5-1 Job #05-077 f Progressive Service Center —Technical Information Report Offsite Bypass System An offsite bypass system is proposed to collect flows from the existing storm drainage system (within Pacific Highway South) which currently discharges onto the site near the southeast corner. The bypass system would convey the existing upstream flows west along the southern boundary of the site, then north along the western boundary of the site through a 10' wide drainage easement. 4utfall System Both the offsite bypass system and the onsite system combine at CB 4 (downstream of the onsite flow-splitter (CB 13)) near the northwest corner of the site. Flows through the outfall system are conveyed west beneath the steep embankment (2:1 slopes which mark the edge of the site fill pad) and the maintenance access road of the South 336th Street Regional Detention Facility. The outfall system is proposed to discharge approximately 100' west of the developed site. Velocity of flows through the outfall system is proposed to be dissipated through an overflow catch basin manhole with debris cage (CB 1, Type II-48" structure). 5.2 KCRTS-15 minute Flows Please refer to the Conveyance Tributary Areas Exhibit at the end of this section to aid in the following discussion and calculations. Offsite Bypass System Areas Total Area = 2.97 acres (Pacific Highway impervious road) (1,436' x 90' tributary to existing system within Pacific Highway) Flows Flow Frequency Analysis Time Series File:phsl5.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.43 6 8/27/01 18:00 3.54 1 100.00 0.990 0.997 8 9/17/02 17:45 2.70 2 25.00 0.960 2.70 2 12/08/02 17:15 1.94 3 10.00 0.900 9/22/05 Page 5-2 Job #05-077 h=RZAD Progressive Service Center -Technical Information Report 1.15 7 8/23/04 14:30 1.60 4 5.00 0.800 1.51 5 10/28/04 16:00 1.51 5 3.00 0.667 1.60 4 10/27/05 10:45 1.43 6 2.00 0.500 1.94 3 10/25/06 22:45 1.15 7 1.30 0.231 3.54 1 1/09/08 6:30 0.997 8 1.10 0.091 Computed Peaks 3.26 50.00 0.980 The 100-year peak flow rate determined for the offsite bypass system is 3.54 cfs. Therefore, all flows tributary each onsite catch basin will be determined according to their tributary area multiplied by 1.19 cfs/acre (3.54 cfs/2.97 acres). Additionally, this multiplier will be used conservatively (100 percent impervious) for all areas tributary to the on -site system. Shown below is the flow tributary to the respectful catch basin used in estimating flow. CB # AREA ACRES FLOW CFS 5 0.21 0.25 6 0.13 0.16 7 0.13 0.16 8 2.97 3.53 9 0.72 0.86 10 0.48 0.57 11 0.30 0.36 12 0.24 0.29 14 0.31 0.37 15 0.27 0.33 17 0.16 0.19 18 0.23 0.27 19 0.20 0.24 20 0.26 0.31 22 0.28 0.34 23 1 0.03 0.04 5.3 KCBW Analysis Pipe Capacity analysis was performed using the King County Backwater Program (KCBW). Flows tributary each catch basin was determined by multiplying tributary areas to the catch basin by the flow per acre (cfs/acre) of each system determined in the section above. Shown below is the individual pipe system runs with the respectful Q ratio's used in KCBW. The bolded flow and CB Ws receive additional flow from a separate pipe system upstream of the CB. 9/22/05 Page 5-3 Job #05-077 /Til Progressive Service Center -Technical Information Report r CB # AREA ACRES) ADD. FLOW CFS CUM FLOW Q ratio (CFS) 23 0.03 0.04 0.04 22 0.28 0.34 0.37 9.4248 21 0.00 0.37 0.0000 19 0.00 0.37 20 0.26 0.31 0.31 19 0.20 0.61 0.92 1.9530 13 0.00 0.92 15 0.27 0.33 0.33 14 0.31 0.37 0.69 1.1240 5 0.00 0.69 12 0.24 0.29 0.29 11 0.30 0.36 0.65 1.2554 10 0.48 0.57 1.22 0.8900 9 0.72 0.86 2.08 0.7035 18 0.23 0.27 2.35 0.1295 17 0.16 0.19 2.54 0.0805 16 0.00 2.54 0.0000 13 0.92 3.46 0.3647 4 0.00 3.46 EX 2.97 3.53 3.53 8 0.00 3.53 0.0000 7 0.13 0.16 3.69 0.0446 6 0.13 0.16 3.85 0.0433 5 0.21 0.94 4.79 0.2445 4 3.46 8.25 0.7225 3 0.00 8.25 0.0000 2 0.00 8.25 0.0000 1 0.00 8.25 Since KCBW can only perform backwater analysis on a single continuous run, HGL elevations for those structures at junctions will be considered as tailwater elevations for the pipe runs branching from that junction. 9/22/05 Job #05-077 Page 5-4 nssarl �hT¢s Progressive Service Center - Technical Information Report KCBW Output Run-1 (CB 1 to EX CB 8) Tailwater elevation assumed for Run-1 is 283.0 (maximum operating pool elevation of the South 336th Street Regional Detention Facility; see reference page "WH10 Regional Drainage Analysis and WH08-CIP01 Project Predesign Report" by CH2M Hill issued December 1994 at the end of this section). BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:lto8.bwp Surcharge condition at intermediate junctions Tailwater Elevation:283. feet Discharge Range:8.25 to 8.25 Step of 1. [cfs] Overflow Elevation:309.9 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 20 LF - 15"CP @ 6.75% OUTLET: 277.45 INLET: 278.80 INTYP: 4 JUNC NO. 1: OVERFLOW -EL: 283.70 BEND: 17 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 8.25 5.14 283.49 * 0.012 1.13 0.67 5.55 5.55 4.93 5.14 1.63 PIPE NO. 2: 35 LF - 15"CP @ 17.71% OUTLET: 278.80 INLET: 285.00 INTYP: 4 JUNC NO. 2: OVERFLOW -EL: 295.95 BEND: 41 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 8.25 1.71 286.71 * 0.012 1.13 0.45 5.14 5.14 1.13 ***** 1.71 PIPE NO. 3: 74 LF - 15"CP @ 9.16% OUTLET: 285.00 INLET: 291.78 INTYP: 4 JUNC NO. 3: OVERFLOW -EL: 302.00 BEND: 50 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.72 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 8.25 2.21 293.99 * 0.012 1.13 0.55 1.71 1.71 1.13 ***** 2.21 PIPE NO. 4: 28 LF - 15"CP @ 0.50% OUTLET: 291.78 INLET: 291.92 INTYP: 4 JUNC NO. 4: OVERFLOW -EL: 301.50 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.24 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 4.79 2.37 294.29 * 0.012 0.89 1.00 2.21 2.21 2.21 2.37 1.24 PIPE NO. 5: 238 LF - 15"CP @ 0.50% OUTLET: 291.92 INLET: 293.11 INTYP: 4 JUNC NO. 5: OVERFLOW -EL: 296.41 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.85 2.14 295.25 * 0.012 0.80 0.83 2.37 2.37 1.91 2.14 1.23 PIPE NO. 6: 198 LF - 1511CP @ 3.35% OUTLET: 293.11 INLET: 299.75 INTYP: 4 JUNC NO. 6: OVERFLOW -EL: 303.25 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.69 1.00 300.75 * 0.012 0.78 0.46 2.14 2.14 0.78 ***** 1.00 9/22/05 Page 5-5 Job #05-077 A Si O[IAiCi Progressive Service Center - Technical Information Report PIPE NO. 7: 217 LF - 15"CP @ 1.79% OUTLET: 299.75 INLET: 303.63 INTYP: 4 JUNC NO. 7: OVERFLOW -EL: 310.30 BEND: 23 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.53 0.99 304.62 * 0.012 0.76 0.54 1.00 1.00 0.76 ***** 0.99 PIPE NO. 8: 12 LF - 15"CP @ 1.75% OUTLET: 303.63 INLET: 303.84 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.53 0.96 304.80 * 0.012 0.76 0.54 0.99 0.99 0.76 ***** 0.96 Note: HGL elevations for CB 4 (293.99) and CB 5 (294.29) will be used as tailwater elevation for Run-2 and Run 3, respectively. Run-2 (CB 4 to CB 12) The tailwater for the system will be 293.99 (HGL elevation from CB 4 determined in Run-1). BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:4tol2.bwp Surcharge condition at intermediate junctions Tailwater Elevation:293.99 feet Discharge Range:3.46 to 3.46 Step of 1. [cfs] Overflow Elevation:308.78 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 34 LF - 1211CP @ 8.09% OUTLET: 294.03 INLET: 296.78 INTYP: 4 JUNC NO. 1: OVERFLOW -EL: 304.04 BEND: 58 DEG DIA/WIDTH: 5.0 Q-RATIO: 0.36 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.46 1.24 298.02 * 0.012 0.80 0.39 0.00 0.39 0.80 ***** 1.24 PIPE NO. 2: 185 LF - 12"CP @ 1.00% OUTLET: 296.78 INLET: 298.63 INTYP: 2 JUNC NO. 2: OVERFLOW -EL: 303.42 BEND: 88 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.54 1.11 299.74 * 0.012 0.69 0.60 1.24 1.24 0.69 PIPE NO. 3: 169 LF - 1211CP @ 0.50% OUTLET: 298.63 INLET: 299.48 INTYP: 4 JUNC NO. 3: OVERFLOW -EL: 303.39 BEND: 2 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.08 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.54 1.01 300.49 * 0.012 0.69 0.77 1.11 1.11 0.93 1.01 0.91 PIPE NO. 4: 120 LF - 12"CP @ 0.68% OUTLET: 299.48 INLET: 300.30 INTYP: 4 JUNC NO. 4: OVERFLOW -EL: 303.45 BEND: 8 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.13 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.35 0.89 301.19 * 0.012 0.66 0.64 1.01 1.01 0.66 ***** 0.89 PIPE NO. 5: 118 LF - 12"CP @ 2.08% OUTLET: 300.30 INLET: 302.75 INTYP: 4 JUNC NO. 5: OVERFLOW -EL: 308.77 BEND: 76 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.70 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 9/22/05 Job #05-077 Page 5-6 Progressive Service Center - Technical Information Report ******************************************************************************* 2.08 0.91 303.66 * 0.012 0.62 0.43 0.89 0.89 0.62 ***** 0.91 PIPE NO. 6: 120 LF - 1211CP @ 1.46% OUTLET: 302.75 INLET: 304.50 INTYP: 4 JUNC NO. 6: OVERFLOW -EL: 308.77 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.89 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.22 0.64 305.14 * 0.012 0.47 0.35 0.91 0.91 0.47 ***** 0.64 PIPE NO. 7: 107 LF - 12"CP @ 1.00% OUTLET: 304.50 INLET: 305.57 INTYP: 4 JUNC NO. 7: OVERFLOW -EL: 308.81 BEND: 19 DEG DIA/WIDTH: 2.0 Q-RATIO: 1.26 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.65 0.45 306.02 * 0.012 0.34 0.28 0.64 0.64 0.34 ***** 0.45 PIPE NO. 8: 21 LF - 1211CP @ 1.00% OUTLET: 305.57 INLET: 305.78 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.29 0.24 306.02 * 0.012 0.23 0.19 0.45 0.45 0.24 0.17 0.19 Note: HGL elevation for CB 13 (298.02) will be used as tailwater elevation for Run-3. Run-3 (CB 13 to CB 20) The tailwater for the system will be 298.02 (HGL elevation from CB 13 determined in Run-2). BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:13to20.bwp Surcharge condition at intermediate junctions Tailwater Elevation:298.02 feet Discharge Range:0.92 to 0.92 Step of 1. [cfs] Overflow Elevation:303.45 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 159 LF - 1211CP @ 1.62% OUTLET: 296.78 INLET: 299.36 INTYP: 4 JUNC NO. 1: OVERFLOW -EL: 303.44 BEND: 5 DEG DIA/WIDTH: 2.0 Q-RATIO: 1.95 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.92 0.55 299.91 * 0.012 0.41 0.30 1.24 1.24 0.41 ***** 0.55 PIPE NO. 2: 131 LF - 1211CP @ 0.72% OUTLET: 299.36 INLET: 300.30 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.31 0.23 300.53 * 0.012 0.23 0.21 0.55 0.55 0.23 ***** 0.21 Note: HGL elevation for CB 19 (299.91) will be used as tailwater elevation for Run-4. 9/22/05 Job #05-077 /TPJAD Page 5-7 Progressive Service Center - Technical Information Report Run-4 (CB 19 to CB 23) ' The tailwater for the system will be 299.91 (HGL elevation from CB 19 determined in Run-3). BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:19to23.bwp Surcharge condition at intermediate junctions Tailwater Elevation:299.91 feet Discharge Range:0.37 to 0.37 Step of 1. [cfs] Overflow Elevation:308.81 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 62 LF - 1211CP @ 0.68% OUTLET: 299.36 INLET: 299.78 INTYP: 4 JUNC NO. 1: OVERFLOW -EL: 302.78 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.37 0.34 300.12 * 0.012 0.26 0.24 0.55 0.55 0.26 ***** 0.34 PIPE NO. 2: 64 LF - 1211CP @ 1.23% OUTLET: 299.78 INLET: 300.57 INTYP: 4 JUNC NO. 2: OVERFLOW -EL: 303.57 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 9.42 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.37 0.34 300.91 * 0.012 0.26 0.20 0.34 0.34 0.26 ***** 0.34 PIPE NO. 3: 205 LF - 12"CP @ 2.31% OUTLET: 300.57 INLET: 305.31 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.04 0.08 305.39 * 0.012 0.08 0.06 0.34 0.34 0.08 ***** 0.06 Run-5 (CB 5 to CB 15) The tailwater for the system will be 294.29 (HGL elevation from CB 5 determined in Run-1). BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:5to15.bwp Surcharge condition at intermediate junctions Tailwater Elevation:294.29 feet Discharge Range:0.69 to 0.69 Step of 1. [cfs] Overflow Elevation:303.25 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 43 LF - 1211CP @ 2.16% OUTLET: 298.37 INLET: 299.30 INTYP: 4 JUNC NO. 1: OVERFLOW -EL: 303.27 BEND: 90 DEG DIA/WIDTH: 5.0 Q-RATIO: 1.12 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.69 0.47 299.77 * 0.012 0.35 0.24 0.00 0.24 0.35 ***** 0.47 PIPE NO. 2: 172 LF - 12"CP @ 0.50% OUTLET: 299.30 INLET: 300.16 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.32 0.24 300.40 * 0.012 0.24 0.24 0.47 0.47 0.24 0.19 0.18 9/22/05 Page 5-8 Job #05-077 /T.J.,�, 7 yL DJ Progressive Service Center - Technical Information Report Freeboard Table CB # RIM ELEVATION FEET HGL FEET FREEBOARD (FEET) 2 283.70 283.49 0.21 3 295.95 286.71 9.24 4 302.00 293.99 8.01 5 301.50 294.29 7.21 6 296.41 295.25 1.16 7 303.25 300.75 2.50 8 310.30 304.62 5.68 EX.8 309.90 304.80 5.10 _ 9 308.77 303.66 5.11 10 308.77 305.14 3.63 11 308.81 306.02 2.79 12 _308.78 306.02 2.76 13 304.04 298.02 6.02 14 303.27 299.77 3.50 15 303.25 300.40 2.85 16 303.42 299.74 3.68 17 303.39 300.49 2.90 18 303.45 301.19 2.26 19 303.44 299.91 3.53 20 303.45 300.53 2.92 21 _ 302.78 300.12 2.66 22 303.57 300.91 2.66 23 308.81 305.39 3.42 As shown in the freeboard table above, no overtopping of any structures will occur for the 100-year peak storm event. 9/22/05 Job #05-077 hRL%D +•.[ Page 5-9 Ln I t '7z.-m Z7 ON ................ IW—. N IL T L4 --------------- FR TA iE AREA ----------------- ral ... •. ...... 17E 1 0 7 PIEJ V 1 UHL itm VA UL L WOUS $05 ACRE < 'm 141 0 a ■ .. . ......... . 0.13 RES xb 7- 1 i PLA q) -T 4 --A Lo 10 1: _e i - 4 oo /up! 4 p AREA WEA Ps- R 7.9,' A�CA fS WEPE AR Y TO S1 IRIBOT In f 1. 01 ACRES' /* 144 q3 o sk■ 3- 11' All, t 7 Jill 111t 1 III a j Lr) N NN y J11 J /* -_J k PER AESI -3- 1- IZ 0 jT Q Q3 PACIFIC HWY -50U7H AREA B.YPA C"4 971 ACRES Iz T L Lr) i ......... .......... SCALE: 1" = 60' 0 3 6 6 120' Lo , I ' CIL 2005 TRIAD ASSOCIATEJ TRL4kD As 1ATES 12112116M Ara NE 42SA21AM 425.8213411111. 8W41l Wl 0 -4 Z M PC LU MWKWW- 011* ODD xt LODON-Am-ififf SUIWrrFAl DAM WW-- 1-60' YM,;AfA STAMP NOT VAUD UNLESS SIGNED AND DATED JOB NO. 05-077 SHEET NO 1OF 1 mmmmmmw-- L J UMOWL UAlt:VV :44 -44'y_"fo 403COliDLV tL .0� ar,�lk WETLAND JAIL 21, Air, ALk Z;z, Lz A�l Aw ,c etL -4t Aff, LIZ f► 04� am ga A_ W6 t If Aul RE zcH A6- 7 F1LT ION <1 !,ff .4 ACTIVATE T TX OISFT IDIA !t. 7 DRAIN v ENERGY _J� D SIPATb Tim 3x -FT TLAND 110, 2 DETENTION f I §^CRE EL 336 N0dMjkLAAAX OPERATIN� (tv YJT�e -_P0bL EL 283/289± 1 00 Z �eMOTTS GQR Fr �UDETENTf,ON l I�`_ J %"' .`••_ :] r` �._ r M1 ► +i 1 E . '9725 AqFT� STORM 0 %F16" - NO MALA&AX ORATING POO r 1XV Fic _E EH 326/334-t WH(k 4x8' FICS 9�6 EL 2831 18" DIA COW ZZ FLOW CULViR7 o op IPA ENERGY DTOR/ 41 MS - r ?J fill - 40 AC -FT - NORMALAA OPERATING M EL 274/2873t i 67 IMOA STORM A04 WHOB-TOO40 WHOS-TOO50 4-P XD I fA _AI177r. 6m.�mot.,' r 4nkx I N 7-,4 % 0 r 3100 wETLAND,UQf-FER EXT /FUTUR MITIGATION AREA RESTORED LOW FLO W I if CHANNEL VERTS NORMAL AIAX OPE POOL Et -2n/283 -J �rR,sl T _ �,� 44 Vvy /* 2.4 t J! v LEGEND EXISTING STORM DRAINS EXISTING WETLAND ' =� } ! J,� Ti. f I I- I.: DETENTION STORAGE INUNDATION AREA OVEMENTS PROPOSED STORM DRAIN IMF'R F f r x f ; - . 1 f' � N'IIf - r / �-s. J I 0 100 200 300 q SCALE IN FEET FIGURE 10 KITTS CORNER AND S 336TH STREET REGIONAL STORAGE AND CONVEYANCE RECOMMENDED IMPROVEMENTS TABLE A-3 WETLAND NO. 2 DETENTION ESTIMATED STAGE -STORAGE AND STAGE -DISCHARGE RATINGS I.E. LOW FLOW OUTLET I.E. HIGH FLOW BYPASS ELEVATION SURFACE AREA (ac) STORAGE VOLUME (ac-ft) DISCHARGE (cfs) 282.0 0.1 0.0 0 283.0 0.2 0.2 0 284.0 0.3 0.4 5 285.0 0.5 0.8 30 286.0 0.7 1.4 75 287.0 1.0 2.3 125 288.0 1.3 3.4 180 288.5 1.4 4.7 200 289.0 1.5 5.4 250 TABLE A-4 S. 336TH ST. DETENTION ESTIMATED STAGE -STORAGE AND STAGE -DISCHARGE RATINGS I.E. PRIMARY CELL OUTLET - - I.E. OVERFLOW CEM OUTLET Af oRMA L oPERATIN( WA-relt SVR-FA a SPILLWAY ELEVATION SURFACE AREA (ac) STORAGE VOLUME (ac-ft) DISCHARGE (cfs) 270.0 0.3 0.0 0 272.0 0.5 0.8 0 273.0 2.5 2.3 0 274.0 2.6 4.8 0 275.0 2.9 7.6 7 276.0 3.2 10.6 22 3.8 17.8 71 279.0 4.0 21.7 100 280.0 4.2 25.8 125 281.0 4.4 30.1 133 282.0 4.9 34.7 137 283.0 5.5 39.9 140 283.5 5.6 42.6 165 Page 1 of 2 Progressive Service Center — Technical Information Report r� 6 SPECIAL REPORTS AND STUDIES j Special Reports and Studies included are: • Technical Memorandum on the PM Peak Hour Trip Generation from Forester Engineering, LLC dated May 29, 2001. • Wetland Delineation and Stream Identification Survey prepared by Associated Earth Sciences, Inc., dated August 24, 2001. • Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report prepared by Associated Earth Sciences, Inc., dated June 13, 2001. 9/22/05 Page 6-1 Job #05-077 RLAD TECHNICAL MEMORANDUM To: Hazem EI-Assar, PE Assistant Traffic Engineer City of Federal Way, Washington From: Stanton Foerster, PE Foerster Engineering, LLC Date: May 29, 2001 Re: PM Peak Hour Trip Generation for the Proposed U-Haul Center in Federal Way, Washington Foerster Engineering, LLC is a full -service transportation planning and engineering firm. The purpose of this report is to evaluate the trip generation for the U-Haul Center in Federal Way, Washington, based on trip generation and other existing U-Haul Center business statistics. The traffic demand and trip generation information for this report were obtained by developing procedures as described in the of the Trip Generation, 61h Edition prepared by the Institute of Transportation Engineers (ITE), the Urban Land Institute, and the PolicV on Geometric Designs for Hi hwa s and Streets prepared by the American Association of State Highway and Transportation Officials. Mr. Larkins, PE, of Quality Counts in Dallas, Texas, obtained traffic counts used in this report. PHYSICAL CHARACTERISTICS The proposed site for the U-Haul Federal Way Center (the "Center") is located on Pacific Highway South (SR99). The site is 8.27 acres and contains climate controlled and exterior storage buildings. The storage buildings contain 54975 square feet of self - storage units as well as a 3,600-square-foot showroom and hitch bay space. Outside the main building are separate typical mini -warehouse type structures (the "Outside Storage"). Trip generation for the Out Separate storage buildings was calculated and reviewed as part of this report. The existing U-Haul Center studied for this report was the U-Haul Center in Denton, Texas. The Denton Center is surrounded by the northbound frontage road of IH35E on the south, Meadow Street on the north, and private property on the east and west. A single drive way to the frontage road is the only access. There is no access to Meadow Street. The site is approximately three (3) acres and contains an 86,100-square-foot building. The building contains 55,046 square feet of self -storage units as well as 3,200 square feet of showroom and bay area. Seven parking spaces are designated for loading and unloading to the building. No external storage in contained on the Denton Center site. TRIP GENERATION In an attempt to illustrate the unique trip generation characteristics of a typical U-Haul Center, Foerster Engineering, LLC reviewed data obtained by Quality Counts on Tuesday, March 24, 1998. The counts were obtained by placing a tube -type counter across the driveway. In the following table, the Denton Center trip generation information is summarized. TRAFFIC COUNTS FOR THE DENTON U-HAUL CENTER March 24, 1998 Time of Da Total Vehicles _ 1 In Out 0 7 AM 1 8 AM 1 1 0 9 AM 2 0 2 10 AM 1 1 0 11 AM 3 2 1 Noon 3 1 2 1 PM 1 0 1 2 PM 3 2 1 3 PM 2 1 1 4 PM 3 2 1 5 PM 3 1 2 6 PM 2 1 1 7 PM 1 0 2 1 3 After Hours* 5 Total 1 31 15 16 *After hours traffic is comprised of two types: (i) customers unfamiliar with the center's hours and (ii) employees. The Trip Generation, 6tn Edition provides an average rate of 2.50 trip ends per 1,000 square feet of gross floor area (GFA) for Mini -Warehouse (ITE Land Use — 151). The ITE information is very reliable, and in most cases, can be used without any modification. If the ITE numbers were applied to the Denton Center (86,100 square feet) GFA, the weekday trip generation would be 215 trip ends. In comparison with the actual counts, the ITE information is 6.94 times too high. PM Peak Hour Trip Generation Page 2 of 4 Federal Way, Washington BUSINESS TRANSACTIONS To determine if the traffic experienced at the Denton Center was typical for a weekday, the business transactions for the Denton Center on Tuesday, March 24, 1998, were compared to other weekdays at the Denton Center. The 241h of March represented a typical business weekday for the Center. CONCLUSION The U-Haul Centers are not typical mini -warehouse facilities. The unique design allows patrons to load and unload vehicles at special loading spaces. These spaces are located immediately adjacent to the building and provide internal access to each self - storage unit via corridors and lifts. Typical mini -warehouse storage is configured in long rows of storage units accessed form garage -type doors via private common alley/roadways. The mini -storage facilities used to determine the ITE trip generation information contained minimal or no ancillary space. This means that 100% of the GFA was devoted to storage. In the case of a typical U-Haul Center, approximately 66% of the building is dedicated to storage. The other 33% is ancillary uses: corridors, mechanical, etc. Another distinguishing characteristic of U-Haul Centers is restricted access. Patrons may access the storage units at a U-Haul Center between 7 AM and 7 PM, six days a week, and 9 AM to 5 PM on Sunday. Typical warehouse and mini -warehouses may use access gates and allow access 24 hours a day, seven days a week. In the case of the Federal Way Center, there is only 31,950 square feet of storage in the 52,756-square-foot main building. It is because of the reasons mentioned above that the U-Haul Centers should, and do, experience lower trip generation than typical mini - warehouses studied in the ITE report. The small showroom and bay area associated with the U-Haul Centers do not generate an excessive amount of traffic for two reasons: (i) this retail is a destination -purchase site and (ii) several of the retail customers are also rental and self -storage customers. The destination -purchase site is visited by customers who intend to buy and not browse among the inventory. Customers arrive at the U-Haul Center with the intent of purchasing services provided on site and/or moving supplies. Customers generally already have in mind the specific supplies needed to complete their projects; this translates into very short retail visits. Based on the traffic counts (31 trip ends during business hours) and the business transactions for the Denton Center (55,046 square feet) on March 24, 1998, the appropriate trip generation rate factor for a U-Haul self -storage location with a PM Peak Hour Trip Generation Page 3 of 4 Federal Way, Washington showroom and bay area is 0.56 average weekday trip ends per 1,000 GFA of storage. The weekday PM Peak Hour of the Center is 7 to 10% of the weekday trip generation; the appropriate trip generation rate factor for a U-Haul self -storage location with a showroom and bay area is 0.056 average weekday PM Peak Hour trip ends per 1,000 GFA of storage. The economic forecast for the Federal Way Center predicts approximately the same transactions rate as the Denton Center. The average weekday PM Peak trip ends per 1,000 GFA of Inside Storage for the Federal Way Center (31,950 square feet) is 2. The ITE trip generation rate for Mini -Warehouse (Land Use: 151) is 0.26; the average weekday PM Peak trip ends per 1,000 GFA of Onside Storage for the Federal Way Center (23,025 square feet) is 6. The total PM Peak Hour trip generation for the proposed U-Haul Federal Way Center is 8. 1 am of the opinion that the proposed U-Haul Center will create no significant impact to the surrounding roadway network. For this reason, I respectfully request that no further traffic analysis be done for this site. If you concur, please respond. If you do not concur, please advise. PM Peak Hour Trip Generation Page 4 of 4 Federal Way, Washington Associa-ted Earth Sciences, Inc. ®'Lid WETLAND DELINEATION AND STREAM IDENTIFICATON SURVEY U-HAUL SITE Federal Way, Washington Prepared for: U-haul tnternatiorial Project No. KBO1111A August 24, 2001 Corporate Office • 911 Fifth Avenue, Suite- 100 • Kirkland, WA 98033 • Phone 425 827-7701- • Fax 425 827-5424 West Sound Office • 179 Madrone Lane North • Bainbridge Island, WA 98110 • PTione 206 780-9370 • Fax 206 780-9438 r .-1 Wetland Delineation and Stream Identification Survey U-HAUL SITE Federal Way, Washington Prepared for: U-haul International 2727 North Central Avenue PO Box 21502 Phoenix, AZ. 85036-1502 Prepared by: Associated Earth Sciences, Inc. 911 5' Avenue, Suite 100 Kirkland, Washington 98033 August 24, 2001 Project No. KBO1111A Pe r Super Staff Biologist/Wetlan Is IueociaLtie ht A Biologist/Wetlands 0 U-haul Site Federal Way, Washington Wetland Delineation and Stream Identification Report TABLE OF CONTENTS Page 1.0 INTRODUCTION......................................................................................I 2.0 PROJECT SITE DESCRIPTION....................................................................1 3.0 METHODS...............................................................................................4 3.1 Literature Review.................................................................................4 3.2 Wetland Delineation Survey.....................................................................4 3.3 Stream Identification Survey..................................................................... 5 4.0 SURVEY RESULTS.................................................................................... 5 4.1 Literature Review....................:............::::............................................5 4.2 Survey Results......................................................................................6 Overview............................................................................................6 WetlandA........................................................................................... 6 StreamA...................:........................................................................7 Upland.............................................................................................8 5.0 HABITAT FUNCTION AND VALUE ............ ...................... ........................... 9 5.1 Aquatic Habitats................................................................................... 9 5.2 Upland Habitats.................................................................................. 10 6.0 REGULATORY OVERVIEW..................................................................... 10 6.1 Local Regulations............................................................................... 10 7.0 SUMMARY........................................................................................... 11 8.0 REFERENCES .................................................................................... 12 LIST OF FIGURES Figure1. Vicinity Map..................................................................................2 Figure 2. Wetland and Stream Habitats.............................................................. 3 LIST OF APPENDICES --- Appendix A. Project Site Photos Appendix B Wetland Delineation Datasheets Appendix C Definitions for Categories of Wetland Plant Indicators Appendix D Soils Information Appendix E Published Inventory Maps 1) National Wetlands Inventory Map (USFWS 1980) 2) City of Federal Way Wetland Inventory Map and Field Form 3) WDF (1975) Publication 4) King County Sensitive Areas Map Folio August 24, 2001 ASSOCIATED EARTH SCIENCES, INC. PPS/da - KB01111AI-projects 12001111 lkblwp - Va Page 1 U-haul Site Federal Way, Washington Wetland Delineation and Stream Identifccation Report 1.0 INTRODUCTION In January 2001, U-HAUL International (U-haul) retained Associated Earth Sciences, Inc. (AESI) to conduct a wetland delineation and stream identification survey of an 8.27-acre parcel (hereafter referred to as the "project site") located at 34001 Pacific Highway South in Federal Way, Washington. As a result of a February 27, 2001 field effort, a wetland and stream complex part of the Kitts Comer Regional Detention Facility was identified within approximately the western third of the project site. Likewise, a constructed detention pond and associated constructed swale were identified within the central portion of the project site. On - site development activities fall under the local jurisdiction of the City of Federal Way (Federal Way). Wetland and stream classification and buffer criteria applicable to the project site are based on the policies contained within Chapter 22, Article XIV, Environmentally Sensitive Areas of the Federal Way City Code (FWCC). This report has been prepared in conformance with the criteria established under Chapter 22-1356(b) of the FWCC to provide a discussion of existing conditions within the project site and a summary of the wetland delineation and stream identification survey results conducted by AESI staff. 2.0 PROJECT SITE DESCRIPTION The project site is located in the northeast quarter of Section 20, Township 21 North, Range 5 East, King County, W.M. within the upper third of the Hylebos Creek basin (Figure 1). The project site is bound by Pacific Highway South (State Route 99) to the east, undeveloped parcels to the north, and commercial and light industrial businesses both to the west and south. The eastern and central portions of the project site generally slope at an approximate 2 percent grade to a constructed swale located approximately 500 lineal feet west of Pacific Highway South which subsequently discharges to a surface water detention and/or erosion control facility generally located off -site to the north (Figure 2; Appendix A, Photo 1, Photo 2, and Photo 3). Immediately west of the swale and surface water detention facility, topography within the project site transitions via a moderately steep constructed sloped area (approximately 30 percent) to the Kitts Comer Regional Detention Facility (Figure 2; Appendix A, Photo 4 and Photo 5). The constructed swale and surface water detention facility discharge to the Kitts Comer Regional Detention Facility via a flow control structure and associated subsurface Piping - A single billboard located in the northeastern comer of the project site exists as the only above grade structure within the eastern and central portions of the project site. A gravel access road located off -site extends west from Pacific Highway South generally paralleling the northern property boundary before connecting to an on -site gravel access road located immediately west of the moderately steep constructed sloped area of the project site (Figure 2; Appendix A, Photo 6). The on -site gravel access road extends from the northern property boundary to the August 24, 2001 ASSOCIATED EARTH SCIENCES, INC. PPS/da - KB01111A1-projecrs120011111kb1wp- Wl Page 1 91 � � 11� JAM i�++ Pmded fic-TOPOI Olsss WD&bv Pmd-t6w (�-tw=W t C t FIGURE 1 Associated Earth Sciences, Inc. VICINITY MAP ® ® ® FEDERAL WAY U-HAUL DATE 8/01 FEDERAL WAY, WASHINGTON PROJ. NO. KE01111G d U-haul Site Federal Way, Washington Wetland Delineation and Stream Identification Report +, ) southern property boundary in generally a north/south orientation and then extends west approximately 250 lineal feet before continuing off -site to the south. Existing gravity sewer mains and associated appurtenances are located within the on -site gravel access road. The portion of the Kitts Comer Regional Detention Facility located within the project site consists of two large surface water flow conveyance attenuation and treatment cells. The eastern cell includes a constructed wetland and stream complex (Wetland A and Stream A, respectively) and extends off -site to the north. The western cell contains one large open water treatment cell which extends off -site to the south. Within the project site, the eastern cell maintains a 36-inch diameter concrete culvert, which discharges into the western cell, and a 27-inch diameter concrete culvert, which discharges to a riparian corridor located off -site to the south. 3.0 METHODS 3.1 Literature Review As part of this wetland delineation and stream identification survey, the Soil Survey: King County Area, Washington (Snyder et al. 1973) and Hydric Soils of Washington State (U.S. Department of Agriculture [USDA] 1988) were referenced to gather previously documented information on soils present within the project site. Additionally, applicable wetland inventory maps such as the Federal Way wetland inventory maps and the U.S. Fish and Wildlife Service's (USFWS) National Wetland Inventory (NWI) quadrangle map for the local area were referenced to determine the existence of previously identified wetlands within the project site. Likewise, the Washington State Department of Fisheries' (WDF 1975) A Catalogue of Washington Streams and Salmon Utilization was referenced to determine the documented presence of stream habitats and historic fish use within the project site. 3.2 Wetland Delineation Survey The February wetland delineation survey was conducted using the methodologies defined in the U.S. Army Corps of Engineers (COE) Wetland Delineation Manual (COE Technical Report Y- 87-1) and the 1997 Washington State Department of Ecology (Ecology) Washington State Wetlands Identification and Delineation Manual. Sample plot locations and delineated wetland boundaries were flagged in the field and each marker was identified with the survey date and point reference. The delineated wetland boundaries were located and surveyed by a professional surveyor and the identified aquatic resources within the project area are presented on Figure 2 included in this report. Within the vicinity of the delineated wetland, plant species were identified and percent coverage per species was estimated in 5 percent increments for overstory, understory, and herbaceous layers within each non-random, 5-meter radius plot sampled during the survey. August 24, 2001 ASSOCIATED EARTH SCIENCES, INC. PPS/da-KB01111A1-projecW20011111kblwp- 1Y2 Page 4 U-haul Site Federal Way, Washington Wetland Delineation and Stream Identification Report i Standard wetland delineation forms used to record the information collected at the sample plots are included in Appendix B of this report. Plant species were classified according to moisture tolerance and placed in one of the following categories: obligate wetland (OBL); facultative wetland (FACW); facultative (FAC); facultative upland (FACU); or obligate upland (UPL) (Appendix C). The National List of Plant Species that Occur in Wetlands: Northwest (Region 9) (Reed 1988) and Supplement to the National List of Plant Species that Occur in Wetlands: Northwest (Region 9) (Reed 1993) were referenced to determine plant species indicator categories. If greater than 50 percent of the dominant plant species at a sample plot was OBL, FACW, or FAC, the vegetation was considered to be hydrophytic. Vegetation communities were classified according to the USFWS wetland classification system (Cowardin et al. 1979). In addition to vegetation, information on soils and hydrology was also collected during the wetland delineation survey. Soils were inspected at each sample plot and along the delineated wetland boundaries in hand -dug soil pits 15 to 20 inches deep. At each sample plot, soil texture, matrix color, presence of mottles or gleying, and saturation levels were recorded. Soil and mottle colors were determined through the use of the Munsell Soil Color Charts (GretagMacbeth 1998). Additionally, hydrologic indicators, including drainage patterns, presence of surface water, depth of ground water, and evidence of inundation (i.e., drift lines, water marks, oxidized root zones, etc.) were also noted at each sample plot. The soils and hydrology information collected at each sample plot is also presented on the standard wetland delineation datasheets (Appendix B). Locations of recorded sample plots are provided on Figure 2 of this report. 3.3 Stream Identification Survey The February stream identification survey assessed the project site for potential aquatic habitats satisfying the criteria for regulated streams established in Chapter 22, Article XIV, Environmentally Sensitive Areas of the FWCC. General habitat characteristics of identified stream habitats were noted; however, no electrofishing or other methods to determine the presence or absence of fisheries resources were utilized during the field effort. 4.0 SURVEY RESULTS 4.1 Literature Review The Poverty Bay Quadrangle of the Soil Survey: King County Area, Washington (Snyder et al. 1973) identifies the occurrence of a narrow band of Norma sandy loam (No) surrounded by Everett-Alderwood gravelly sandy loam, 6 to 15 percent slopes (EwC) within the project site. Norma soil associations are classified as hydric (wetland) and Everett-Alderwood soil associations are classified as non-hydric (non -wetland) by the USDA (1988). Complete soil descriptions and soil survey maps for the project site are presented in Appendix D of this document. f August 24, 2001 ASSOCIATED EARTH SCIENCES, INC. PPS/da - KB01111A1-projects 120011111kblwp- N2 Page 5 U-haul Site Federal Way, Washington Wetland Delineation and Stream Identification Report The NWI - Poverty Bay Quadrangle (USFWS 1980) identifies small palustrine, aquatic bed, permanently flooded and riverine, aquatic bed, permanently flooded wetland habitats occurring within or immediately adjacent to the project site. Federal Way identifies the presence of one palustrine scrub -shrub wetland (Federal Way Wetland No. 20-21-04-84) and one stream (West Branch of Hylebos Creek) within the project site. Federal Way documents the identified wetland as a "created WL [wetland] with numerous hydrologic modifications - standpipes, etc.". Copies of the NWI map and Federal Way wetland inventory maps/field forms applicable to previously documented aquatic resources within the project site are included within Appendix E of this document. Stream A exists within the Hylebos Creek drainage of [Water Resource Inventory Area] (WRIA) 10, Lower Puyallup River Basin. The presence of stream habitats within the project site is not noted in A Catalogue of Washington Streams and Salmon Utilization, Volume I (WDF 1975). However, the King County Sensitive Areas Map Folio (SAMF; 1990) identifies the presence of one Class 2 stream (with salmonids) within the immediate vicinity of the project site. This stream is identified as unclassified within the project site and splits into two streams immediately upstream of the project site. The WDF (1975) publication identifies the historic use of Hylebos Creek (WRIA 10-0006) by coho salmon (Onchorhynchus kitsuteh) and chum salmon (Onchorhynchus keta). Copies of the WDF publication and the King County SAMF are also presented in Appendix E of this report. 4.2 Survey Results Overview A palustrine emergent, palustrine scrub -shrub, and palustrine open water wetland complex (Wetland A - City of Federal Way Wetland No. 20-21-04-84) and one stream (Stream A - West Branch Hylebos Creek) were identified in portions of the eastern cell of the Kitts Corner Regional Detention Facility located within the project site (Figure 2; Appendix A, Photo 7). Stream A drains from the north and enters the Kitts Corner Regional Detention Facility via surface water collection and conveyance facilities, then subsequently flows through Wetland A in a heavily modified channel (Figure 2; Appendix A, Photo 8 and Photo 9). In addition, a surface water detention pond and associated swale were identified within the central portions of the project site; however, because of their artificially constructed nature in upland soils, these facilities were not documented as aquatic resources (Figure 2). Wetland A Vegetation Dominant woody vegetation observed within the documented portion of Wetland A includes red -osier dogwood (Cornus stolonifera) and red alder (Alnus rubra). Locally abundant woody vegetation observed within open water components of the wetland includes willow (Salix spp.). August 24, 2001 ASSOCIATED EARTH SCIENCES, INC_ PPSIda-K901IIJA1 projecis12001III lkblwp-M Page 6 U-haul Site Federal Way, Washington Wetland Delineation and Stream Identification Report Dominant herbaceous species observed within the documented portion of Wetland A include soft rush (Juncus effusus), sedge (Carew sp.), narrowleaf cattail (Typha angustifolia), common velvetgrass (Holcus lanatus), and orchardgrass (Dactylis glomerata). Other locally abundant herbaceous species observed include reed canarygrass (Phalaris arundinacea) and small -fruited bulrush (Scirpus microcarpus). Observed species density and distribution are consistent with those expected of constructed wetlands (e.g., closely clumped individuals of similar species at non-random spacings, etc.). Soil Soil matrix colors observed within excavated pits of the documented portion of Wetland A were generally very dark gray (10YR 3/1) to dark grayish brown (10YR 3/2) to grayish brown (10YR 5/2) to brown (10YR 5/3) on the Munsell Soil Color Charts (GretagMacbeth 1998). Soil textures ranged from sandy loam to sand with a variable gravel component in all excavated pits. Hydrology Indicators of wetland hydrology observed within the wetland include open water, free-standing water at 16.5 inches from the soil surface in excavated soil pits, surfacial saturation of soils, oxidized live root zones, and soil concretions (reddish brown [5YR 4/6] on the Munsell Soil Color Charts [GretagMacbeth 1998]). Seasonal shallow ground water, overland flows associated with Stream A, and direct precipitation exist as the major hydrologic sources supporting this wetland. However, because Wetland A is part of the Kitts Corner Regional Detention Facility, the hydroperiod of Wetland A is strongly influenced by the flow collection, detention, and conveyance properties of the Kitts Corner Regional Detention Facility. Stream A As a result of the February 27, 2001 field effort, one intermittent stream (Stream A - West Branch Hylebos Creek) was identified within the project site. Stream A enters the Kitts Corner Regional Detention Facility approximately 200 lineal feet north of the project site via a large concrete flume structure, stormwater manhole, and a 24-inch diameter concrete culvert. During the field effort, less than approximately 2 cubic feet per second (cfs) was observed flowing into the upstream end of the 24-inch diameter concrete culvert. No flow was observed entering the large concrete flume. Riparian habitats observed upstream of the Kitts Corner Regional Detention Facility consist of a young deciduous forest dominated by Pacific willow (Salix lasiandra), red alder, and red - osier dogwood (Appendix A, Photo 10). A mixed -aged stand of Douglas fir (Psuedotsuga menziesii), western redcedar (Thuja plicata), red alder, and bigleaf maple (Acer macrophyllum) and a mature even -aged stand of Douglas fir were documented to the east and west, respectively, of the off -site Stream A riparian corridor located to the north of the project site. August 24, 2001 ASSOCIATED EARTH SCIENCES, INC. PPS/da - K801II1A1 projeus120011111kb1wp- Lt2 Page 7 U-haul Site Federal Way, Washington Wetland Delineation and Stream Identification Report 1 Upon entering the Kitts Corner Regional Detention Facility, Stream A flows through Wetland A in a constructed stream channel. At the time of survey, the wetted width of the documented portion of Stream A ranged from approximately 6 feet to 15 feet wide. Stream A maintained a depth of standing water ranging from 5 inches to 3 feet deep. Streambed substrate consisted primarily of silts and sands underlain by an unknown compacted fill material. Instream cover within the project site was variable, with cover consisting primarily of overhanging vegetation estimated to provide approximately less than 5 percent to 80 percent coverage during the growing season. When present, overhanging vegetation consisted of primarily young red alder, willow, soft rush, and small -fruited bulrush. Within the project site one log weir was documented within Stream A (Appendix A, Photo 9). Less than 1 cfs was observed passing over the weir and approximately 10 lineal feet of quarry spall rock within the channel of Stream A was exposed immediately downstream of the observed weir. An additional weir was documented within Stream A immediately north of the project site Stream A flows from the palustrine open water component of Wetland A via a 36-inch diameter concrete culvert and a 27-inch diameter concrete culvert. The 36-inch diameter concrete culvert discharges into the large western treatment cell of the Kitts Corner Regional Detention Facility. The 27-inch diameter concrete culvert discharges off -site into what appears to be the original stream channel of Stream A. On the day of the site visit, standing water was observed within the 36-inch diameter concrete culvert; however, the invert elevation of the 27- inch diameter concrete culvert existed above the observed water surface elevation of the open water component. In addition, a steel plug has been installed in the 27-inch diameter concrete culvert to prevent surface water from flowing to downstream habitats via the 27-inch diameter culvert. The western treatment cell of the Kitts Comer Stormwater Detention Facility discharges off -site via a 5-foot diameter concrete culvert to what appears to be the original channel of Stream A (located approximately 150 lineal feet south of the project site). Sparse mature black cottonwood (Populus trichocarpa) and moderately dense pole size red alder occupy forested riparian habitats of Stream A downstream of project site (Appendix A, Photo 11) Upland Upland habitats of the project site generally include the constructed sloped areas of the project site adjacent to Wetland A, gravel access roads within the Kitts Corner Regional Detention Facility, and the relatively flat central and eastern portions of the project site. Locally abundant species observed in upland areas immediately adjacent to Wetland A include young red alder, Pacific ninebark (Physocarpus capitatus), orchardgrass, bentgrass (Agrostis spp.), redtop (Agrostis gigantea), and fescue (Festuca spp.). Soils observed within excavated pits adjacent to Wetland A were generally dark yellowish brown (10YR 3/4, 10YR 3/6) to brown (10YR 5/3) to pale brown (10YR 6/3) sandy loam to sands with a variable gravel component. Standing water and/or other indicators of wetland hydrology were not observed within soil pits excavated in areas that were determined to support upland habitats. 1 August 24, 2001 ASSOCIATED EARTH SCIENCES, INC. PPS/da - KB01111A1-projecrs120011111kb1wp- W2 Page 8 U-haul Site Federal Way, Washing[or1 Wetland Delineation and Stream Identification Soils observed within excavated pits of the constructed swale were generally grayish brown (10YR 5/2) to light brownish gray (10YR 6/2) to light gray (10YR 7/2) to very pale brown (10YR 7/3) sands with a variable gravel component. Standing water and/or indicators of wetland hydrology were not observed in excavated pits of C[ie constructed swale; however, standing water was observed within the detention pond to a maximum depth of 2 feet. Scotch broom (C�Iisus scoparius) and grass communities typical of disturbed upland habitats (i.e., Agrostis spp., Lolium spp. Festuca spp., etc.) were observed within the swale and areas surrounding the detention pond. Young Sitka willow (Salix sitchensis) and Pacific willow were observed in the detention pond. 5.0 HABITAT FUNCTION AND VALUE 5.1 Aquatic Habitats Documented portions of Wetland A and Stream A exist as highly modified aquatic resources in terms of habitat structure as well as peW��ive�resiryve�ladnd cdispIayedwrobusile �t a�egetaty of ive herbaceous and shrub species present characteristics, species density (i.e., low to moderate), and distribution (i.e., nonrandom spacing of individuals of similar species) within Wetland A are characteristic of anthropogenic origins. The presence of robust vegetative characteristics also indicates the presence of adequate hydrologic and nutrient sources within the wetland. However, as Wetland A and Stream A exist within an eastern cell of the Kitts Corner Regional Detention Facility, hydrology and water quality are controlled by the inflow water quality and the flow collection, detention, and conveyance properties of the Kitts Corner Regional Detention Facility. As Wetland A and Stream A are within the Kitts Corner Regional Detention Facility, surface water control, as well as pollution and erosion control properties, with regard to downstream aquatic habitats is good to excellent. Avian use of Wetland A within the project site would be rated as high- On the day of the site visit, American robin (Turdus migratorius), bufflehead (Bucephala albeola), gulls (Lanus sp.), Canada geese (Branta conadensis), mallard (Arras platyrhynchos), and belted kingfisher (Ceryle alctyon) were observed in portions of Wetland A located primarily within the western treatment cell of the Kitts Corner Regional Detention Facility. Other fish or wildlife use of Wetland and/or et .A, either within through addirect observation or indicators of presence (i.e., t to Wetland A and/or Stream A were not observed_ Fish utilization within documented portions of Stream A is likely limited by the modified hydrology of the Kitts Corner Regional Detention Facility and probable migrational barriers presented by the inlet and outlet structures of the detention facility . ASSOCIATED EARTH SCIENCES, INC. August 24, 2001 Page 9 PPS/da - KB01111A1-projects 0001111lkblwp- WZ U-haul Site Wetland Delineation and Stream Identification Aepur Federal Way, Washington 5.2 Upland Habitats Stre am and wetland buffer areas within the project site have been highly modified due to historic anthropocentric disturbance activities. Buffer areasadjacent flatcel plateau area of trnb�eedgnetroal ravel road, steep sloped areas P Wetland A consist of a g project site. Although, a small quantity of native vegetation (i.e., Pacific ninebark, red alder, p � of Wetland A, buffer habitats etc.) is located immediately adjacent to the eastern boundary support primarily grass communities within the steep sloped areas and dense to Buffer habitat hy stands suPP P Portions of project of Scotch broom within the central and eastern P and food soui=s for native wildlife characteristics provide: limited cover, refuge areas, ient input potential as well � Sevedrel�limited es provided by spe cies. Likewise, detrial and nutrenvironments buffer areas with respect to the adjacent aquatic 6.0 REGULATORY OVERVIEW 6.1 Local Regulations Un der FWCC, Wetland A would be classified as a Category 11 we inansize and maintains two Chapter 22- 1357[a][21). Wetland A, in its entirety, is greater than 1 acre wetland classes with neither class dominated by non-native invasive edix F) supportsecies. The Fthis wetland wetland inventory field form for Wetland No. 20-21-04-ac (Appendix permitted within categorization_ Structures, improvements, and land surface modifications are of the FWCC regulated wetlands pursuant to FWCC Chaptero2 ipp58et fromtCat gory IIer (wetl wetlands. Wetland requires the establishment of a standard buffer and wetland buffer buffer averaging may occur pursuant to FWCC Chapter 22-1359(b) uctions may occur pursuant to FWCC Chapter 22-1359(d). Likewise, installation of red and other public improvements may occur within essential public facilities, public utilities, wetland buffers pursuant to FWCC Chapter 22-1359(c). Drainage facilities (i.e., surface water ponds, drainage ditches, etc.) that are designed to impound or ponha ter 22-1356 if the following , purpose are not considered regulated wetlands under FWCC such facilities are constructed in conditions apply: 1) such facilities are human created; 2) wetland conditions have not expanded uplands; 3) such facilities are actively operated; 4) such facilities were not designed or beyond the originally constructed facility; and 5) constructed as a requirement to mitigate previous wetland impacts. While Under FWCC, Stream A would be classified as a major strewn A( located wWCC hthin the project site apter the presence or absence of fisheries within portions of Stream not been determined by AESI, Stream A is a tributary to Hylebos Creek which maintains was es occur historic populations of coho and chum salmon. No o then rojectlsP site. 22- 306(a)(1) within the Stream A or Hylebos Creek downstream P the ordinary high requires the establishment of a 100-foot setback, measured horizon ally fro public utilities, and water mark, for a major stream. Installation of essentialpublic _.,av c. rTrMrJ7.0 INC. 1 ASSOCIAICL r"J" August 24, 2001 Page 10 PPSIda - KBO1111A1-projects 120011111kblwp- "2 U-haul Site Federal Way, Washington Wetland Delineation and Stream Identification Report other public improvements may occur within stream setbacks pursuant to FWCC Chapter 22- 1312(a). Other permitted intrusions into an established stream setback can occur pursuant to Chapter 1312(b) and Chapter 1312(c) of the FWCC. 7.0 SUMMARY A February 2001 wetland delineation and stream identification survey identified the presence of a wetland and stream complex (Wetland A - City of Federal Way Wetland No. 20-21-04-84 and Stream A - West Branch Hylebos Creek) located on -site at 34001 Pacific Highway South in Federal Way, Washington. This complex is part of the Kitts Comer Regional Detention Facility and extends off -site to the north and south. Under FWCC, Wetland A is classified as a Category H wetland requiring a 100-foot buffer and Stream A is classified as a Major Stream, requiring a 100-foot buffer. Likewise a surface water management pond and associated swale constructed in upland soils were identified within the central portion of the project site; however, these features are not regulated as environmentally sensitive areas under the Federal Way City Code. As part of the overall landscape, the identified aquatic resources provide water quality, floodwater storage, and avian habitat functions. August 24, 2001 ASSOCIATED EARTH SCIENCES, INC. PPS/da - KB01111A1 -projects 120011111kblwp- W2 Page 11 U-haul Site Federal Way, Washington Wetland Delineation and Stream Identification Report 8.0 REFERENCES Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deepwater habitats of the United States. U.S. Fish and Wildlife Service Publication FWS/OBS-79/31. Environmental Laboratory. 1987. Corps of Engineers wetland delineation manual. Technical Report Y-87-1, U.S. Army Corps of Engineer Waterways Experiment Station, Vicksburg, Mississippi. Federal Way, City of. Undated. Chapter 22, article XrV, environmentally sensitive areas. GretagMacbeth. 1998. Munsell Soil Color Charts. King County. 1990. Sensitive areas map folio. Reed, P.B., Jr. 1988. National list of plant species that occur in wetlands: Northwest (Region 9). U.S. Fish and Wildlife Service Biological Report 88(26.9). 89 pp. Reed, P.B., Jr. 1993. Supplement to the national list of plant species that occur in wetlands: Northwest (Region 9). 11 pp. Snyder, D.E., P.S. Gale, and R.F. Pringle. 1973. Soil survey: King County area, Washington. United States Department of Agriculture, Soil Conservation Service. Washington, D.C. United States Department of Agriculture (USDA). 1988. Hydric soils of Washington State_ Soils Conservation Service (SCS). United States Fish and Wildlife Service (USFWS). 1980. National wetlands inventory (NWI), Poverty Bay quadrangle. Washington State Department of Ecology. 1997. Washington State Wetlands Identification and Delineation Manual. Publication 96-94. Olympia, Washington. Washington State Department of Fisheries (WDF). 1975. A catalogue of Washington streams and salmon utilization, Volume 1, Puget Sound region. Olympia, Washington. August 24, 2001 T ASSOCIATED EARTH SCIENCES, INC. PPSIda - KB01111A1-projects12001IIIlkblwp- W2 Page 12 Project Site Photographs 's ' •art' _ _ Y � lye .: :•! ' A�� _[-I = •'. .. " . At j' _ ..,Y" t i /�.t t !. '�' •�!.I ti �y.. _ i-• ' •- - ._.•t .�i..:.'c':ta` ice}' � �-'�'i`ts��!=Y's: .�: �•':` b .t �• l�`AF�. �: _�� ';': � �yy � ' � -. _ M1 .j� � , .Ij � � �j � . �. .i,� .L `�, � ry. � _ � xr , .. ; TIT W, Mf � ..�''" • '"S'��'•�r -=�.+''ems:, �7- �..� •_ ' j'',p,,, �4�;fF},1x,-.,">z,.; -' . -•:.3: _. •sr�- �' -':'ll ..- .... .. a Li'.4�Y.�w� �LY.:. k• \ `i. 1.s'>\4[:�-}}(S�'.4-►'p-�1 I 7 f: y'v ` -- - - . • .,� .�� 5�rj7{}1•��..i , �4: "'ILL - . a � . y'; .r :�e.�-,: � [' f: A � fir, ` �'•� �4 '� , - 7 r .. ,,;ia��r;�p��='y • l�;e•f.-' r;'a ; r r : f'r • titi;�` � ' � �t W�i `�:;r CAL.. ': ` 7` .`- - "• ':. �'-� - f . ¢ `�;•'- �, F vu 1 Wetland Delineation Datasheets DATA FORM I. (Revised) - Routine Wetland Determination . OVA State Wetland Delineation Manual or 1987 Corps Wetland Delineation Manual) Project/Site: U- HAUL Date: t-Et3 -a zoo') 3g0C)l 'PAC. HW`/. S. � f Et�t=tZAL WAY Applicant/owner. uTE2.NATro"AL U- N A uL T County: K=NCr,covw�T`/ State: v�_ A Investigataris): PETS Sup« SfI'/R: s �a / �� t ►� J it. s t= Do Normal Circumstances exist on the site? no Community ID: �jp p, iu fl Is the site significantl} disturbed (atypical situation)' yes < Transeet ID: Is the area a potential Problem Area? yes <:!7� Plat ID: # Explanation of atyeical or problem area: VEGETATION (For strata, indicate T = tree: S = shrub; H = herb; V = vine) Dominant Plant Species Stratum % cover Indicator Dominant Plant Species , - Stratum % cover Indicator (2Fo f1L�l:i� T Tr-,,►cr FA L PACzFIG ►-*LUEQAeiC S /0 FAGW RE\�-To P H SO FA CG GvwN�� QSK3T&EA9 i-1 300/0 FA C_ OeC4,4 1o7d, FAGU HYDROPH VrIC VEGETATION INDICATORS: % of dominants OBL, FACW, & FAC f��yo Check all indicators that apply & explain below: Visual observation of plant species gro,.%ing in Physiological/reproductive adaptations areas of prolonged inundation/saturation NN'etland plant database Morphological adaptations Personal knowledge of regional plant communities Technical Literature Other (explain) Hydrophytic vegetation present? }es no Rationale for decision/Remarks: \_►=&1=-T_, � r-S 14yt 1-0P14yrr< . HYDROLOGY Water Marks: ves ❑ Sedintznt Depvs'sts: yes Is it the growing season" .•es na Based on: soil temp (record temp ] on Drift Lines: yes nv Drainage Patterns: ` yes no _ � other{ex lain) 'rime ot? Y� inches Oxidized Root (li%e roots) Local Soil Surve-V yes no Dept. of inundation: Channels <12 in, ves no Depth to free water in pit: inches FAC Neutral: - yes no Water -stained Leaves ye< Depth to saturated soil: _—_ inches Check all that apply & explain below: Other (explain): Stream, Lake or gage data: Aerial photographs: ` Other: Wetland hydrology present? yes no Rationale for decision/Remarks: too TNDLCAToRs OF WCTtANI� "YT3CtOC Gr t�JFRE OQSF_R�1;D_ SOILS Drainage Classst%JEcDe•&A.)Lr Map Unit Name E\] SIS c, (Series &_ Phase) r Field observations confirm Yes Nr I Taxonomy (subgroup)mapped type. i Profile Description Depth Horizon Matrix color Mottle colors Mottle abundance (inches) (Munsell (Munsell size & contrast moist) moist) 0-7 i oYe ,oyr, V3 Hydric Soil Indicators: (check all that apply) Histosol Histic Epipedon Sulfidic Odor Aquic Moisture Regime Reducing Conditions Gleyed or Low-Chroma (=]) matrix Hydric soils present? yes Rationale for decision/Remarks: Texture, concretions, structure, etc. r-^ 1'?pY L OA rM W/S►'►ALl CrVA� SANS Drawincy of soil profile :. match dcscri lion Matrix chroma <_ 2 with mottles Mg or Fe Concretions High Organic Content in Surface Laser of Sandy Soils { Oruanic Streaking in Sandy Soils Listed on National/Local HN-dric Soils List Other (explain in remarks) Oco =Ot>ICAToi�S o� NYPRLc SOLcs WEeE oQSERgF1� Wetland Determination (circle) Hydrophytic vegetation present? Hydric soils present? Wetland hvd 109V Dresent? Rationale/Remarks: v E6_FTµTro&D c 0ns mFT 00 X+�0Ic.gto�s of EVEN TNo TMc HY�ROPH�/T�G rTF_R.-r� v� NYDercc SOILS- oe LOETLANA HY.DROLOG)! MERE at3SE�uF_D, yes no yes Is the sampling point yes CFt0__1) within a wetland? Ves no` NOTES: i, 671RASs spFciC-s C%QEVvft ASsoaArEt> col TESL sEED r,sxt-uP_E USED DoRLnl� CoNSTtz UGfLo� To sTAI�Lt1zE Ty E S=rt Sf> ec AsSUn+Efl 1 o r A 1 tiro M A F+I G H -r o L E R Any C E FOE- V^ e1 n T.L a JJ s -TA-) H YA R-o c.a46-y �• t'r-oT LOCAT-E c�, Or-P-SITE ovh To of sviTAgLE oN-s!TE Revised5. L o'C^ T-rptiJ DATA FOR]<1 1.(1(evised) Routine Wetland Determination (WA State -Wetland Delineation Manual or 1987 Corps Wetland Delineation Manual) Project/Site: l)- HAue Date: pR_R �7, �o01 3yo01 PAC. NWY. S, FEIDF-eAL t_..WA\/ t U - N AUL County: &<r Nc- Coo"TI( APplicantlowner: Trons. =Nkt � In�'estieator(s]: Pt~ S uPE S/T/R: S ao / r-J-1 Do Normal Circumstances exist on the site" is no Community ID:. wF_ Tt ,A nib Is the site significantly disturbed (atypical situation)'' _yes Trattsect ID: Is the area a potential Problem Area? yes no Plot ID: 3 —Explanation of a ical or roblem area: VEGETATION (For strata, indicate T = tree: S = shrub; H = herb; V = vine) Dominant Plant Species Stratum % cover Indicator Dominant Plant Species Stratum % cover Indicator 9Fo ALoF V- T 3 076 FAC. - SOFT Rush R --2,0% FAC-0 r4SSc7rh E � . S1=�GE H 510"�o ,AC oR r_rrFe In'DROPHYTIC VEGETATION INDICATORS: % of dominants OBL, FACW, & FAC "ao Check all indicators that apply & explain below': Visual observation of plant species growing in Physiological/reproductive adaptations areas of prolonged inundation/saturation Tc Wetland plant database _ Morphological adaptations - Personal knowledge of regional plant communities Technical Literature _=_ Other (ex zlain) Hydrophytic vegetation present? yes " no Rationale for decision/Remarks: Joo70 of oo, tNi}Nr VE&FTAT-rc,14YDk4D YTt=C— HYDROLOGY Water it the growing season" ves �'s� ater Marks: yes 0 Sediment Deposits: yes - on _ Based on: soil temp (record temp ) Drift Lines: yes n Drainage Patterns: yes ES 7! - other (ex .lain) TTY-F- ot= Y Dept. of inundation: -' inches Oxidized Root (live roots) Local Soil Survey': yes Channels <12 in.a no Depth to free water in pit: 16 Sinches FAC Net teal: - yes no Water -stained Leaves yes Depth to saturated soil: - 0" inches f Check all that apply & explain below: Other (explain): Stream, Lake or gage data: Aerial hotosra hs: `- Other: - Wetland hydrology' present? yes no Rationale for decision/Remarks: Soi�S tZF-RE ot3SERcED �0 43E= SATUfzArEP AT TfvE SUQFs�cF w/ t RCG sr,�,iprNG W.4T�� Ar tc;,S 1micNFS, axr-b=ZEfl CXVF KmY Z0,_)r_s WERE ^,LSo oIISEeyEO. SOILS Map Unit Name FVEtZErT - A�A� " Drainage ClassxGGss*r�� vtNE�I- (Series g Phase) Field observations confirm Yes' No' Taxonomy (subgroup) 1�Y�RLL r RO�f; REPTS ma d e? I Profile' Description Depth Horizon Matrix color Mottle colors \4oftle abundance (inches) (Munsell (Munsell - size contrast moist) moist) 1- 17�� ioYtz 3/t Hydric Soil Indicators: (check all that apply) Histosol Histic Epipedon Sulfidic Odor Aquic Moisture Regime Reducing Conditions X Gleyed or Low-Chroma (=1) matrix Texture, concretions. structure, etc. .A w3oy t oA r-, w� VAV-rAgLt_` Drawinor of soil profile -a; , tritatch desdription)' I - Matrix chroma <- ? with mottles Mg or Fe Concretions e Sys `41C Hig'h Organic Content in Surface Laver of Sandy Soils Organic Streaking in Sandy Soils Listed on National/Local Hydric Soils List Other (explain in remarks) Hydric soils present? des no Rationale for decision/Remarks: TO }i/.v E Lp cil -C �`"j4 - r i AT t� LX ANt> T-eOO C—ONCeETu s=O_ Sorc.S ,)Eee o►3Sce_vED Wetland Determination (circle) Hydrophytic vegetation present? � no Hydric soils present? es no Is the sampling point Wetland hydrology resent? no within a wetland? Rationale/Remarks: AV- T-AeEF_ CJCtL�� cR.LtL`��H c.,F2t s�TrsFiED. yes no NOTES: t_ Pt.OT cocArF] O FF- STiE POE Tp S0LTA3C.(7-- LoCA-Fror.) ON-SLiE. Revised,, VA'1 A~ YUKINI 1 (Kevisea/ Routine Wetland Determination - 01. State Wetland Delineation Manual or = . 1987 Corps NVetland Delineation Manual) ' Project/Site: U - HAvt- Date: FE Q a7 3Nnot PAC. Hwy_ Q FFbr—FAL, WAY A lirant/owner / County-. K r_►uC, Ca vNT.y Applicant/owner. L]-N^UL �NT1=tZNATIotiA(_ State: -WA, Investicator(s): P F_T t= S vP F_11;_ SIT/R: s a / Ta I N pt SE' Do Normal Circumstances exist on the site? � no Community lD:, wFrf✓H�+I] ; Is the site significantly disturbed (atypical situation)' ;yes ,, Transect ID: Is the area a potential Problem Area? yes no Plat ID: Explanation of atypical or problem area: - VEGETATION (For strata, indicate T = tree: S = shrub; H = herb; V = vine) Dominant Plant Species Stratum % corer Indicator Dominant Plant S ego AcoETt &off Fc_.... IZCU -oSr S qo% FAC_GJ ASsu-'E; Sr_OGC w GOG% PAC at` wFTTEFit- SO FT R us N N �So/a FAC W • oRctlAtzp GeASS H ��% FAco c4C, rn r�o PO vJEt_vETG �••s s C+ S% FAC— Fn'DROPHITIC VEGETATION INDICATORS: % of dominants OBL, FACW. & FAC " � / - Check all indicators that apply & explain belov.- :ies Stratum % cover Visual observation of plant species gro%ving in Phvsiological/reproductive adaptations areas of prolonged inundation/sa[uration Wetland plant database Morphological adaptations — Personal knowledge of regional plant communities Technical Literature Hydrophytic vegetation present? Other (explain) ties no Rationale for decision/Remarks: C6% of oor*,r,JsjNT vt=(rETATToJ Ts: HYpRoPriYr.trC_- HYDROLOGY Is it the growing season? ves no Water Marks: ves on c Based on: soil temp (record temp ) Drift Lines: yes °� other Dept. of inundation: _ inches Oxidized Root (li�'e roots) Channels <12 i . ye no Indicator Sediment Deposits: yes Drainage Patterns: yes ED Local Soil Survey: yes .nd Depth to free water in pit: - e — inches FAC Neutral: no Water -stained Leaves yesL Depth to saturated soil: 4 " inches Check all that apply & explain below: Other (explain): Stream, Lake or gage data: Aerial photographs Other: Wetland hydrology hydrology present? yes no Rationale for decision/Remarks: Sous WF: k_C o�3SrRvtU To 3E &ATuF_A-Tt0 AT 6 1NCtfFS& OXio1ZFP t_LvE G oT -, SOILS Map Unit Name E vSv_, rr -. /�GDEttwa ,:-- Drainage Class Ex ct_ S.&Z JCL Y VtA r_ 3 fD (Series R Phase) - Field observations confirm es 'Nt N Taxonomy (subgroup) �y S t-�=� x C- ZoC j4k t=PTS ma d t e. Profile Description Depth Horizon (inches) ..lC� -17 Matrix color Mottle colors (Munsell (Munsell moist) moist) 10YR 3/ 1GYE -5/-s- �OYR '54 1OY1Z 3! - I o y? 3/;k Hydric Soil Indicators: (check all that apply) Histosol Histic Epipedon Sulfidic Odor Aquic Moisture Regime Reducing Conditions __,,INL Gleyed or Low-Chroma (=0 matrix Mottle abundance size R contrast Texture, concretions. structure, etc. NCB -TTO"5 S 1 SAPJ+ )Y LOA rl Drawing of soil profile ..:: march descri tion Matrix chroma <_ 2 with mottles - Mg or Fe Concretions High Organic Content in Surface Layer of Sandy Soils Organic Streaking in Sandy Soils Listed on National/Local Hydric Soils List Other (expl-,iin in remarks) —� Hydric soils present? ►e5 no Rationale for decision/Remarks: _ �v�QErrous w1 rZcr o¢sca A. hf-r+t0u&ff -It LOGci-cNlzomA C-1 Y�'AZRi* AOt> of H�P2Lc SOLcs CLE LOW�GNRpr,�i��"��Sj�r�'�I 1JoT �E►+�oNsTR�iT/, �LEcL� 2NpS_CAroe_S THESE 6oic5 SAIL SSFtED ThE rEct+NrcAC- ,r.TE2C7/+ Fo(_HYO�ic SoLCS oN T1FF_ t^ST-5 OF O(ISERVe u NY CRaLOG / T , 5 4TVPA _ TO�RF�CE i Wetland Determination (circle) Hydrophytic vegetation present? es no �2s no Hydric soils resent? a no Is the sampling point Wetland hs no %vithin a wetland? Rationale/Remarks: �4LL T+i��E C�LT� etA Ca�Q CATSsFTF_b NOTES: Revised ,, _/ / - a - a �- ii SD 11 six MUM I I ovaim M 1NEUPSIKM = ! 3 a II f 1� i ;r f� !r �f �\ `\ MNO. 20Z04 U004 ACCOUNT + ! +a� i # s y'=1 3 N'J�1 \\ ZONak 8LGKSS-COHuwaTY or -err 1111 oaof.oM repo ' + \V • � - .. NSE'43.36"1Y • _ - ' / i ^.';i} •ill Yr ■!•fr f ! r l 43. RECOFfp - a rC rm w a[O[ra] :+1-f'r::r� - ,'y.";<E¢r'r, "1:3sr-..�s, � .:-- ... . _._ - - _ � •� .l `� •�-�f�;,'• 1■11,�d�I� I 1 I � (- _` r i � 1 ; , - skim awxg ! rssnr/u ■K OFIf K_ ITTS CORNER REGIONAL114 ` -DETENTION FACILITYMOTOM 'F +wi f! I 1 } t f 7 1 IF i .� LEGEND 1-� P Wetland boundary flag N SPA wetland sample plot Wetland boundary C so TOO •i I`EET tEFERENCE: TRIAD ASSOCIATES, INC. FIGURE 2 ai�iaDed Earth Saenoes, Inc. WETLAND AND STREAM HABITATS DATE 8101 U-HAUL SITE "-••Mi r2 ® ® FEDERAL WAY, WASHINGTON PROJECT NO. K801111A APPENDIX C. Definitions for Categories of Wetland Plant Indicators ,1 ,; •, 1 I I I 1 •a-� I 1 I [ +—� s �a vI En 2�9 I 1 i I I r o O -e, m • i •. •� I I I I I I l i I I • I :.� _III! ;EWER EASEMENT I J'Y SUPERIOR COURT 823293 rn I 10'--�-vS• I •E� I i- ,�•�•- I I I I I I } I I _ � '— � •l� �� '=GRAVEL I I I ROAD -- Reference: Triad Associates ,lated Earth Sciences, Inc. 1 ■EP-6 1 11 / / / I / / / O M EB-2 EP-5 ■ / 11 EP-4 * r I { 1 1 I C0 O EP-9 SITE AND EXPLORATION PLAN FEDERAL WAY U-HAUL FEDERAL WAY, WASHINGTON N A b 66 nmT F >ximate location of ration pit mimate location of ration boring FIGURE 2 DATE 06/01 PROJECT NO. 1E01111G APPENDIX D Soils Information REFERENCE: U.S. DEPARTMENT OF AGRICULTURE, SOILS CONSERVATION SERVICE. 1973- SHEET NO. 15, KING COUNTY AREA, WASHINGTON (POVERTY BAY QUADRANGLE). N A 0 2000 SCALE IN FEET lkssoclated Earth Sciences, Inc. SOILS SURVEY APPENDIX D ® ® ® U-HAUL SITE DATE 6/01 FEDERAL WAY, WASHINGTON PROJ. NO. K601111A Bend. Slopes are 0 to 3 percent. The annual pre- cipitation is 70 to 80 inches, and the mean annual temperature is about SO* P. The frost -free season is about ISO days. Elevation ranges from 400 to 500 feet. In a representative profile, the surface layer is dark grayish -brown to dark grayish -brown fine f y loam that extends to a depth of about 34 1.3L es. The underlying layers are black gravelly Sand and gravelly sandy loam that extend to a depth of 60 inches or more. Edgewick soils are used for pasture. Edgewick fine sandy loam (Ed). --This soil is slightly convex or level. Areas are irregular in shape and range from 5 acres to more than 300 acres in size. Slope is less than 3 percent. Representative profile of Edgewick fine sandy loam, in pasture, 1,430 feet east and 1,000 feet south of the west quarter corner of sec. 15, T. 23 N., R. 8 E.: Ap--O to 9 inches, very dark grayish -brown (10YR 3/2) fine sandy loam, grayish brown (10YR 5/2) dry; weak, fine, granular structure; slightly hard, very friable, nonsticky, non - plastic; many roots; strongly acid; abrupt, smooth boundary. 8 to 11 inches thick. Cl__g to 34 inches, dark grayish -brown (2.5Y 4/2) and olive —brown (2.5Y 414) fine sandy loam, grayish brown (2.SY 5/2) dry; massive; soft, very friable, nonsticky, nonplastic; common roots; medium acid; abrupt, smooth boundary. 24 to 30 inches thick. IIC2--34 to 60 inches, black (SY 2/2). stratified gravelly sand and gravelly sandy loam, grayish brown (2.5Y 5/2) dry; massive; soft, very friable, nonsticky, nonplastic; neutral. The C horizon ranges from dark grayish brown to olive brown. The content of gravel is as much as 10 percent in places in the A horizon and the Cl horizon. The IN horizon, at a depth below 32 to 40 inches, ranges from dark grayish brown to black and from stratified sand to fine sandy loam that has gravel in some places. Soils included with this soil in mapping make up no more than Is percent of the total acreage. Some areas are up to 10 percent Nooksack and Si sails; some are up to 5 percent Pilchuck soils, which occupy the natural levees along streams and the higher swells and undulations; some areas are up to 2 percent the poorly drained Puget soils; and some are I percent the poorly drained Seattle soils. Permeability is moderately rapid. The effective rooting depth is restricted by the gravelly sand substratum. "There is a seasonal high water table at a depth of 3 to 4 feet. Available water capacity is moderately high. Runoff is slow, and the erosion hazard is slight. The hazard of stream overflow is moderate to severe. This soil is used for pasture. Capability unit IIIw-1; woodland group 2ol. 466-266 0 - 73 - 2 The Everett series is made up of somewhat exces- sively drained soils that are underlain by very gravelly sand at a depth of 18 to 36 inches. These soils formed in very gravelly glacial outwash de- posits, under conifers. They are on terraces and terrace fronts and are gently undulating and mod- erately steep. Slopes are 0 to 30 percent. The annual precipitation is 35 to 60 inches, and the mean annual air temperature is about 50° F. The frost -free season ranges from 150 to 200 days. Elevation ranges from about sea level to 500 feet. In a representative profile, the surface layer and subsoil are black to brown, gravelly to very gravelly sandy loam about 32 inches thick. The substratum extends to a depth of 60 inches or more. It is multicolored black to gray very gravelly sand - (pl. I, left). Everett soils are used for timber and pasture and for -urban de4elopment. Everett gravelly sandy loam, 0 to 5 percent slo es (EvB).--This nearly level to very gently un hating soil ._is-on_terraces. Areas are irregular in shape and range from 5 acres to more than 200 acres in size. Representative profile of Everett gravelly sandy loam, 0 to 5 percent slopes, in forest, 4SO feet west and 250 feet north of the southeast corner of sec. 30, T. 22 N., R. 7 E.: 01--1 to 3/4 inch, undecomposed roots, twigs, and moss; abundant roots. 1 to 2 inches thick. 02--3/4 inch to 0, black (IOYR 2/1),decomposed organic matter; abundant roots. 3/4 of an inch to 1 1/2 inches thick. Ai--O to 1 1/2 inches, black (10YR 2/1) sandy loam, gray (10YR 5/1) dry; massive; soft, very fri- able, nonsticky, nonplastic; many roots; slightly acid; abrupt, distinct boundary. ❑ to 1 1/2 inches thick. B2ir---1 1/2 to 17 inches., dark -brown (7.5YR 3/4) gravelly sandy loam, yellowish brown (10YR 5/4) dry; massive; soft, very friable, non - sticky, nonplastic; many roots; slightly acid; clear, smooth boundary. 10 to 18 inches thick. B3--17 to 32 inches, brown (loYR 4/3) very gravelly sandy loam, pale brown (IOYR 6/3) dry; massive; soft, very friable, nonsticky, nonplastic; many roots; medium acid; clear, wavy boundary,- 8 to 18 inches thick. IIC--32 to 60 inches, black and dark grayish -brown (IOYR 2/1 and 4/2) very gravelly coarse sand, gray, grayish brown, and brown (10YR 5/1 and 5/3) dry; single grain; loose, nonsticky, nonplastic; few roots; medium acid. The A horizon ranges from black to dark gray. The Bir horizon ranges from dark brown and brown to dark yellowish brown and the B3 horizon from brown to dark brown. The IIC horizon ranges from black and very dark brown to olive brown, and from very 15 substratum at=a-depth coarse sand .to very .gravelly loamy sand. the resence-a-a consolidated of 7p.to feet;, This substratum is the same mate -- . gravelly Depth to the IIC horizon ianges:from 18 to 36 _20 r alas that in;the Alderwood:toils. "percent include orma, inches- , . , °. •up to 5 percent :include-d Alderwood aurae areas -are: up to 5 Tukil tila soils, .,all of .which -are poorly Some areas :are 1s, vn the more rolling and undulating -.parts. of Seattle!;, and drained. hazard the landscape; sflme- are -about 5 p ercent :the:deep;, off, is �]ow to medium, and ._erosion •. sa,.dy Indianola ,Soils; and sands ome a :A1•soup �included nt very gravelly loamy. is :slight to .moderate. )host age acreage is -used far timber.:: Capabil, Neilton in mapping -are areas -where-,~anso] idated• -glacial till, Aldeiwood soils, it unit V-Is-l; woodland grvt�p Y• which characteristically underlies is at a depth of. 5, to 1:5 -feet permeability is rapid.:'• e effeCtiYe r-Doting . Indianola Series dot is 60 .j,nrhe& Pr -mox;e.. • .Availab"1p, -water capac- the hazaxd is up of somewhat_ ity.,is -low. ! .14 soft is slow, and .erosion The. T•ndianvla series made that £+armed Under canrrs is slight.; used -for "timber and: pasture acid for excessively . drained •sails •' vecessjonal., stra-id hummicki This. soil ,is urban is. Capability unit IVks—l;:-Yood_land in sandy, s ils at These undulatingt Tolling, and hummocky soils are on The, annua l .. .. , :: - group ..3f3:- , % terraces . S lip es- .are 0 to 30 percent. 30..to 55 inches,,' and. the .mean Everett: gravelly -sandy loan, S_ :to 15.. -percent •preq 1pitation is annual air temperature -is about .50`: F-... 'The'irost- sl= apes (EvC ,--tails soil is rolling-.; Areas .are• have a convex surface and -rangefrom free Season is 150 to 210 days. Elevation ranges sea level to 1,t7OO feet irregular in shape, from 25 acres to mare than 2D0 acres in sire.• Run ind '.the exnsatari hazard Yi's about In a representative profile, the upper 34.•3nches and light alive - dark- -brown, . S off is slow to medium, . moderate.. _' - - - - is brawn, yellowish fine ; 'Phis. is underlain by olive slight tv Soils' included• with this: sail in mapping make lip brown :loamy -sand: Sandaright)nds to a depth of b.0 inches of more no more than 25' pexc+nr of tt[e toCal acreage. Some up to 5 percent Alderwood_soils,.which: 'to:, (P Indianola soils .are used for timber and for urban areas are over lie Consolidated glacial' till; some' are. lap sand'; and development. = 20 pExcent Neil'ton very,gratielly. :loamy included areas of verett P N: _ fine _4 to i5 ercent sl es some are about 1'S' percent where slopes are mare gentile than S percent Indianola .loamy --sand, (InC - ihis.undulating and rviling soils and where they are steeper than 15 percent. soli is used for tirodber and pasture slopes:. It is near . the- edges _o up landlterracesvex from s to more than i0o.acres in 'Ibis- Everett for urban development, Capability unit'-VIs-1; Areas range fine. Representative profile:.of:Indianola loamy feet and •�odland group 3f3• - sand;. 4 to 15 percent slopes, in forest.,_ 1.,000 900 feet.south of the northeast corner of Everett gravelly sandy loam, 9S'to 30' 'extent as long, narrow west and sec. 32, T-. 25 N..,•R..6 E.: sl_'opes (EvD]•--Thxs soil occurs areas, irainageways Or on short slopes mostly along d is similar to'Everett ; Q1-_3J4 inr) to 0, leaf litter' brown (10YR 4.13) loamy fine between terrace benches. It sandy loam, 0 to 5 percent slopes, but in 821i�--❑ to 6 inches, sand, brown (1-PYR 5J3] dry; massive; soft., many gravelly most places is stonier and more gravely*'. soil in apping make up with' this m very friable, nonstickky', nonelastic; slightly acid; clear; smooth bounda ry• Sails included no more than 30 percent of theotal .tacreage.. Some soils, WhichB22ir--6 roots; 4 to a. inches thick. - dark -brown (1oYR areas are up to 10 percerit'Aldexwood consolidated glataal•iill; some are fop to S to 15 inches , yellowish 4J4) loamy fine sand,:brown (1oYR.5J3) dry; overlie percent the deep, sandy Indianola soils; some' are Neilton very gxayeliy,loamY- massive; soft,•very friable, nonsticky; Ubn- - plastic;. common roots; slightly acid; clear,- up to 10 percent up same are about 15 percent included areas of are less than 15 percent. smooth boundary.: 6 to 15 inches thick. light. olive -brawn (2.5Y 5/4) Everett soils where slopes is' medium to rapid, and the erosion hazard C1--15 to 30 inches, loamy fine sand, yellowish brawn (10YR 6J4) Runoff is moderate to severe. is used for.timber.' 'Capa- dry; massive; soft, very friable, nonsticky, roots; slightly acid; Most of the acreage bility unit VIe-l; woodland group 3f2, nonplastic;-common gradual, smooth.boundary. .12 to 17 inches y 6 to 15 Everett-Alderwood avell sand looms, mapping unit is about thick. Sand, light C2--30 to.60-inches, olive (SY 5J.4) g (2.5Y 6J2) dry; single grain; ry"his brownish gray cent sl❑ es (EwC).-- few roots; Everett and Aiderwood soils. The soils loose, nonsticky, nonelastic; , equal parts are rolling. Slopes are dominantly 6 to 10 percent, slightly acid. Many feet thick• but range from gentle to steep. Most areas are in shape and range from 1S to 100 acres There is a thin, very dark brown Al horizon at irregular or more in size. In areas classified as Everett indicate the surface in some places. The B horizon ranges soils, field examination and geologic maps } 16 from,veTy- aarF-1 gray1S11 ulu` ` "w"J• o...+ - yellowish brown. The C horizon ranges from dark grayish -brown to pale olive and from loamy'fine'sarid to..sand. Thin -lenses of silty material are.at a depth-•of:4 -to 7 feet in some places.. "'•' Soils includied with this soil in mapping make up no•more-than 25:,percent of -the total. -acreage-. Some areas are up to 10 percent Alderwood•soils.; on the mbie ib illing.-and .undulating parts of the • landscape; some-arel'up ta.8 percent the -deep, gravelly:Everett and -Neil -ton soils; some are up to 15 percent:. Kitsap soils;.- which. have platy lake sediments :in -the sub- soil; • and. some: are up to 15 percent. Ragnar. soils, which have a sandy substratum. pe2meability-.is rapid. The effective rooting depth-. is ; 60.: niches or more. Available water. capac- ity:is: moderate•: Runoff is slow to medium•i;and the . erosion hhzard•:is slight to moderate. '••,- This soil'is-used for timber and for -urban devel- opm.ent.`.:Capability unit IVs-2; woodland:group:4s3. Indian ol-a-•loamy fine sand, 0 to 4 erceat:-slo es 11-nA) ,<.-T}tis: soil occupies smooth terraces in long narrow tracts adjacent to streams. Areas range from about 3 to 70 acres in size. -: Seriis::included with this soil in mapping, make up no more than.24.'•percent of the total. acreage. Some Areas;are-up to 5 percent Alderwood soils, on the more rolling and undulating parts of the landscape; ;Some are about:10 percent the deep, gravelly Everett and-Nei.lton soils; some are up to 10 percent Indian- ola loamy fine.sand that has stronger slopes; and some areas- Are: up to 10 percent the poorly drained Norma.,: Shalcar.,,Tukwila soils. -Runoff-is:.slpw; and the erosion hazard is,slight. This. 5oil,'is: used for timber. Capability. unit IVs--2;•.woodland group 4s3. Indianola loamy fine sand, 15 to 30 percent Slopes .(ln0) -'Ibis soil is along entrenched streams. Soils included with this soil in mapping makeup no more than 25 percent of the total acreage. Some areas are up to 10 percent Alderwood soils; some are about 5 percent the deep, gravelly Everett and Neil - ton soils; some are up to 15 percent Kitsap soils, .,which -have. -Platy, silty lake sediments in the sub- soil;. and"some are up to 15 percent Indianol.a loamy fine: sand -'that has milder slopes. •Runoff:is medium, and the erosion hazard -is moder- ate:to. severe.: This:so.il is used for timber. Capability unit VIe-1,.woodland group 4s2. Kitsa Series The Kitsap series is made up of moderately well drained soils that formed in glacial lake deposits, under a: cover of conifers and shrubs. These soils are- on terraces and strongly dissected terrace . fronts.•.They.are gently, undulating and rolling and moderately steep. Slopes are 2 to 70 percent. Platy, silty -sediments are at a depth of 18 to 40 inches. The -annual precipitation is 35 to 60 inches, L The; frost -free season "ice• I50 to more the is 200 aayv.. Elevation ranges from about sea level to SOO.-feet.: In, a representative profile,..the surface •layer and, -subsoil are very dark brown •and. dark Yell„owlslr brown• silt loam: that •extends-. to -'a :depth of about•-2,4 inches -..'The substratum. is alive -gray silty clay loam. It extends to a depth .of 60• inches, cm more. :. Kitsap soils .are -used for timber. and- pastura_ Kitsap silt loam, 2 to !8' ercent-•s10 es .(KpB)..-- This -.undulating soil is on- low terraces, of- the-majoi valleys of the Area. Areas: range' from- 5 acr'es.•to. more than 600 acres in size and are nearly circular to irregular in. ,shape.. Some areas_ -are one -,eighth t< A half mile.. wide and: upi to .3 or, 4 miles: long., - Representative profile of: Kitsap silt loam, 2 to 8 percent -.slopes.,, in- pasture,.. 820 -feet west and.330 feet south of east 'quarter• corner of. see:, 28, T. 25 3V.. R4 7• E .,pp.--O to;5 inches, very.-Aark. brown (1QYR 2/2) silt ;loam,• dark grayish brown ; (10YR 4/2) dry; mod- erate; -medium,, -granular structure;, slightly hard, very friable, nonsticky, nonplastic; r[any .roots ."medium acid;. abrupt, -smooth;. bound ary. to 24 inches., dark yellowish -brown [lOYR' 314) silt loam, brown-.(10YR 5/3) .ary; 2 percent iron concretions; weak, coarse, prismatic structure; slightly hard, friable, slightly sticky, slightly plastic; many roots; slightl acid; abrupt, wavy boundary. 18 to 2.1 inches thick-.. IIC--24 to 60•inches, olive-graY (SY 5/2) .silty cla loam,. light gray (SY 712) dry; many, medium and.Coarse,;prominent.mottlesof dark yeliowi brown and .strong brown (10YR 4/4 and 7.SYR 5/8); moderate, thin -and medium, platy strut - Cure; hard, firm, sticky, plastic`; few roots to a depth of 36 inches, none below; strongly acid - .!The A horizon -ranges from -very dark brown to dal brown. The B horizon ranges from dark yellowish brown to dark brown and from silt loam to.silty: clE loam. zThe platy IIC horizon ranges from grayish . brown to olive.gray and -from silt loam to silty clE loam that has thin,d enses. of loamy fine sand in places. Brownish mottles are common in the upper part of. the IIC horizon. Some:areas are up to 10 .percjent included Alderwc gravelly sandy. loam; some are -up to 5 percent the very .deep, sandy Indianola soils; -and some are up 1 S percent the .poorly drained Bellingham, Tukwila, and Seattle soils. Water flows on top of the substratum in winter. Permeability is moderate.above the substratum and very slow within it. The effective rooting depth about 36 inches. Available water capacity is mode; ate to moderately high. Runoff is slow to medium, and the erosion hazard is slight to moderate. This soil is used for timber and pasture. Capab_ ity unit IIIe-1; woodland group M . 17 .-.nonsticky,.'nOnPIastic; few roots; neutral The Khorizon,:ranges from-v6ry dark grayish browii to Very Clark brown. The C horizon;.consi:sts - of z1 ayevs .of silt loam, very fine' sandy I oara, !.sandy --loan,.Ioamy'sarid;:'and sand; _the thickness.of each -layer varies. Mottles occur at a --depth below.-30 to:40' inches - in ,,some: places.. some areas are up : to� 25:or 30;,p6rcent inclusions of somewhat poorly drained Briscot, Oridia, and Wood- inville sails; -.and some are,up to, 10 percent the poorly drained Puget soils.' Total inclusions do not exceed-30 percent. Permeability is moderate. The effective rooting depth;'is 60 inches or more. A seasonal water table is at.,a_depth of 3 to 4 feet in piaces.--KV—iiikle. water capacity:-ishigh.-.Runoff :is -slow, and.the erosion hazard is slight. The hazard of stream over- flow is slight -to severe, -depending. on: the amount of flood protection PrOvid&d. This soil is used mostly for row crops. -Capabil- ity unit IIw_l; woodland group 2ol. -.Nooksack- S.eries. j The'Nooksack-seriesis made :up -of well- drained soils that formed in Alluvium in river valleys, under'a, cover of grass conifers,: -and hardwoods Slopes -are 0 to 2 *percent. -The annual precipitation is 35-to 55 inches; and the mean -annual air. tempera- ture -is. ' about 50* F.-.The frost-free:season:is about 190 days.. Elevation:, ranges from about'sea: level to 500 feet. . In a representative profile, the 1soil, is, very- - dark grayish -brown,' dark grayish-bT6m, and:. grayish - brown silt loam to a -depth of 60. inches or more. .Nooksack-soils are used for row crops*:and pasture and- for' urban, development*. Nooksack silt loam (Nk).--This nearly level soil is in long, narrow areas that range from S to about 300iracres in size. :Slopes, -are less than 2 percent. Representative profile of cultivated-Nooksack silt loam, -1:,800; feet east and 500 feet.:south of the west quarter corner of sec. 4, T.- 24, N.:1- R. 7-E. Apl-0 to 2 -inches, very dark grayish -brown (10YR ...3/2) silt.loam, grayish, brown (10Y"R' 5/2) -dry; few-, fine, %faint, dark yellowish -brown (10YR 4/4) mottles; weak, -thin, platy. structure; slightly hard, very* friable, nonsticky, non- plastic;.many roots; slightly acid; abrupt, smooth. boundary. 2 to 3 inches thick. Ap22- to 11 inches, very dark-: gtayish-brown'(10YR 3/2), silt loam, grayish brown (10YR-5/2) dry; weak, coarse, prismatic, structure; 'slightly -.....-,-hard, very friable, nonsticky,, nonplastic; - common -roots-; slightly, ac,i&; abrupt, -smooth 'boundary. 8 to-10 inches thick-. -. - B2--l'I to 29 inches; dark grayish-brbwn--(2.5Y 4/2) silt loam, light brownish gray (2%5Y: 6/2) dry; weak, medium, prismatic structure and weak, 20 friable,: slightly sticky, slightly..plastic.,-;,s; common roots; medium acid; clear, smooth _,.--bquqdary. 17 to- 21 inches thick;,...- Cl--.29:.to:42. inches, dark grayish-brown.,(10YR...4/:?).-,., aTid.grayish-brown (2.5Y 5/2) silt.,lQain -thin lenses of:very fine sandy l9pq brownish gray (2.5Y 6/2) dry;-'p!"_jivej ;!jigja_ --.jy:-.hard_j:.very_ friable, nonsticky-.-,noqp common roots; slightly acid; cIear,.s1jOOth.,:,, boundary. 10 to 15 inches thick. t2-'�__42_ to' 610.- inches "grayish -brown (Z 1 -illt brownish gray (2 'ha - Massive; rd, - friable, sticky; _.;.,50m mon roots; medium acid. AL. Th-6:�B and-`C horizons are mostly silt - ve very sandy an have lenses O�f'siiiy-;cld� 2ay loam and loam and fine sandy loam. The C horizoiPis 4aik"=:_1 grayish brown., - grayish brown, or ,dark. brown.,,,-.- ....Some:axeas are up to 5 percent included ' poprly drained.. Puget..soils; and some are 10 �tq 15.. percent-_.;. the somewhat.poorly-drained Gridia and Briscqt soils. Also -included with this soil in mapping, -.are areas:,,--i of the poorly drained Woodinville silt..- loam -,a'. d a few areas.of-a-Wo.odinville silty -clay loam.,;:,jncluded soils.makQ up no more than 15 percent of,�he_,total acreage. Permeability is mode -rate. The effective rooting.; depth is 60 inches or more. A season-a-1- water-. table is. at a depth. of 3 to 4 feet in places-,-. Available water capacity -is high.. Runoff is slow, and the erosion hazard is slight. Stream ove.rf-low.--.i§,.a mod- erate to severe hazard. This soil -is used for row crops and pas-pare.:and--_ fox urban-dey.elopment. Capability unit Ilw-1; wood- land group- 291. Norma Series The Norma series is made up of poorli'd-rainea soils that formed in alluvium, under -sedges, -grass; conifers, and hardwoods. These soijs are iii4fMsirls", on' the'-gl-ac'iate'd uplands and in areas al' On t:g' ih 6": stream b6ttom , s- Slopes are 0 to 2 percent:: Th�� Annual precipitation is 35 to-60 inches, mean annual air temperature is about 56 4._ t;fie, frost -free season is 150 to 200 days E_1'4vat i -on rarges`from a'b6ut 'sea level to 600 fe6t. In a representative profile, the' sxzrfa'ce uyer' s b 1 ack' . sandy- loam about 10 inches thick-. - 'We`s6bs6:ii is dark grayish -brown and dark- gray" •sa7lay: loaim- Ana: extends to a depth of 60 inches or more. Norma soils are used mainly for pasi&ie'.-:-`rf- drained; they are used for row crops. Norma sandy loam (No) .--This soil bcctlrs- as.-,st'rips 25' to-300 feet,,widi. Slopes are less than 2 percent. Areas axe level or concave and range . ftom7 I to"aVdift 100 acres in size. Representative profile of Norma sandy loam, in a pasture, 725 feet east and 50 feet north of the south quarter corner of sec. 31, T.-'20::N '' R. f E.: - I -; -.:i ; j:. ': Ap--0 to 10 inches, black : (iQYR '?/I) sandy loam, thick:* . Me next "layer -is :.yellowish -red sphagnum . dark grayish brown (IOYR 4/2) dry; moderate, peat that extends :to --a dept-h.of•about:60 inches. firve;-- giriular':structure; slightly hard, very Oreas:soils are. -used mostly:as wildlife habitat. e"'•=friable, 'slightly ,sticky, slightly •plastic;= - _ ' . 'fnany'"roots,••*sli_giitIy acid; abrupt, smooth Orcas peat-:(:Rr) .--Phis. level �or.. s1ight.ly concave =: boundary. • 10 tv' 12 •imc]ies thiG#: soil As : in -.-irregularly shaped -areas . that_ range from P%- , - a0 to 30:inchet, -dark gtayish-brown (2,SY 4/2) 2 to. about 10 acr,es .in. size, Slopes are Less, than 1 { sandy l6amf':3 ght 'brownish• gray (2-SY.-6/2) - percent. dry; many, medium, prominent, !yellowish red Representative profile of:9rcas:peat; under..wi.ld (5YR 4/8) and brown-(7,SYR 4/•4) 'mottles, very-- crapbe=i";_600-feet north -,and 650 feet -west -of the ,pale brown (iOYR'• 7/4)_"'and 'reddish "yellow =_' east quartet .corner -.of"sec:; 8,.:T. •24.-:N. „-R: _():.E. : (7 .SYR'6/8) dry; thin platy structure; -hard; vety friable, nonsticky;'nonpiastic -fewroots; Oil-,-0"tot6,.inches;.14.ark reddish -brown (5YR•3/2) slightly`9cid;' Clear; `wavy. boundary. 19 't6 24 ;.sph'agnum:peat, very -pale "brown.:(l0YR,7/3) dry; = '='inches` thick _ - - - soft, :spongy; ;:many:roots; extremely --acid; B22g--30 to 60 inches, dark -gray (5Y 4/1) sandy::: clear, smooth boundary. ;,6: to.8 inches ,thick. loam;: light gray (5Y 7/1) dry;''common, fine, Oi2--6 to 60 inches, yellowish -red (5YR $/6,.-:4/6, prominent, strong -brown (7.SYR 5/6) and - .4/8) sphagnum peat ,.very- pale -brown ,(10YR 7j4) reddish -yellow (7.SYR 6/6) mottles, yellowish 'dry; Soft, :spongy.;•few-roots; ex-tremely,acid. brown.(10YR'_5I8)• aid Pale. browfi j .Sy 7/41 dry; massive; :.lightly.hard,.•very friable;.npnsticity, The":Oil )}orizon...Tanges from dark .reddish"brown to nonplastic;"few': roots; -slightly acid. :' reddish•%b.lack. -Only,- slight .decomposition .has oc- ::,:A curred': The•-M_. orizon .is µnz£oxmly":.sphagnum peat ` The A horizon ranges from black to very dark Ahat'ranges..-from dark:, reddish, brown through:.y-ellow- - -- 7rowhf ant &is' as•'muth as 15 percent gravel. The,- B ish : red to -:very -pale brown, abriZOn commonly -"is sandy- loam that --in places is. . Some•:areas mapped- are "up- to 20 percent included stratified; with• silt loam: and loamy sand:: - It: is, as Seattle, and Tukwila mucks, Iand some are. up.to:5 per- -nuch as 35 percent gravel in some places- The B- cent the -,wet Bellingham. -soils. -iorizon.is. mottled gray., dark.gray, and dark grayish :.'-Permeability.is-.very rapid; There is a, water - table : at or. close • to:: the -surface .for. several: months ..t6me areas -are up• topercent included- Seattle, each.:year. In,;3reas where: the.water•:table is con - Tukwila, and 5halear soils; and some axe up to 5 -trolled effective" rooting. depth:,is 60,-inches percent Alderw66d•and Everett soils; ki, the slightly or -:more.: ju'.undrained areas ;-rooting..depth:•is .nigher elevations:' :Td the_az•ea northwestof.Auburn, restricted.-: The"available-water: capacity:is high. in the Green River Valley; -There are. `areas:of Norma Runoff is,ponded,=and•,there is:no erosion hazard. soils that.bave,an, organic surface layer as _thick, as , _-This soil'is used mostly as wildlife habitat. h. 12: inches-. in' some •placiss.. Also included are sma11• Capabili[ty•unit VIIIw-1; no woodland classification. s,,.of_Noruia.s:bls that -have a si3t.oam surrface rmeability is moderately rapid::_The seasonal 4ater table is at or.near the surface -In ;drained Oridia Series ireas.,..the effective:'xnotink depth•, is 60 iiiches or more. •.in'undrained areas, rooting depth-i's restrict- The Oridia series is made up of somewhat poorly id. ,,The_:availab]e water capacity'.'B moderately high drained soils that formed in alluvium_ in river to. high. Punbff is sjbw,' and the erosion hazard is valley's,'''"Slopes are O to 2 percent. The annual siigFix. ; Stream overflow is a severe •hazard' in precipitation" is 35' to 55 inches; and the mean' annu= places. at, air' tbrflpe"ratuie is about SO •F. The frost-frev-, T}�is. soil. is used. mostly, for pastiere_ grained season`' is aboui ZDO dais. Elevation ranges' #rani areas., are used foie row" craps ..-Capab.i city unit 11iA-3; about' 0 to 85 - feet. ` +roof ands group_ .3w2. In a representative profile, the surface iayer•Ys dark"grayish=brawn silt loam about 9 inches -thick. Orcas Series. 11 e" ' soil is gray%'sh=brown, :dark grayish-broNzi, and' gray silt 'loam and silty' Clay loam that- extends` The Orcas series is made up of .very poorly drained to a depth of 60 inches or more. organic soils that formed iii sphagiiu moss and small Ori•dia soils a-`e used for row crops and pasture ,amounts .of .),abradpr tea and cranberry pl ants., These and' :Ior urban level op'trtent .: �cils aze-,in ha ins, 6h the undulating; rbll.ing - glaciated uplands.,_, dope's, are 0 to, l'_pe' cent. Anna= Oridia silt 1'vara (Os).--Thi"s gently undullating a1 prec,ipi•tation 'is• 3S , to; %O inches:,' an3• thy' mean soil is in irregularly shaped 'areas'. ' Slopes ,axe annual air tempeiatuxe 'is-, about 50` F. the frost-- less -than 2 percent.- Areas- range from lO to_ more Eras season: is 1fi4 ;tv, 180 days., --Elevation ranges than NO 'acres' in size. from .100 'tv_ 500• feet. - Representative profile of Oridia silt loam, lh` ;•�Xii a representative- profile,. the- surface layer is pasture'850 feet north, 620 feet east of 'the ' dark reddish -brown sphagnum peat about_ 6 inches southwest corner of sec.-- 120 T: 22 ,N., R. '4 E. _ 21 APPENDIX E Published Inventory Maps 9 :w 1 I P BPI REFERENCE: CITY OF FEDERAL WAY. li N A NOT TO SCALE o APPENDIX E-2 Associated Ea►th Sciences, Inc. CITY OF FEDERAL WAY WETLANDS INVENTORY ® ® ® U-HAUL SITE DATE 8/01 FEDERAL WAY, WASHINGTON PROJ. NO. KBO1111A Wetland Inventory Field Form r.>-..•:. Number �� p a �! ' 1/4 Sect/Twn/R g� Wetland —�— - - V1 AA Location (address/cross-streets)c`7 r 3� }k �m Members. _ - Date Feld Check: IL Base Map #: Windshield Access/ ate vc �Site�Not Accessed FIELD DATA e Notable Wildlife Features Snags:#'s z 6" Z 12" _ z24" Heights: Inlet present:�Y�I N; width qll flowX N / outlet present Y V; width q� a flow: N "-tne Observed None Observed ' r Sources (Y/N) irk ea ulvert: (diam) sheet flow floodplain seeps wjle;zS C.r ; HumCale�' U�" yan Disturbances: f n0,Mwv—s kyc� C- — Buffer Conditions: r OFFICE DATA W,'!i �"r� SS �z,c NRCS Soil Unit: WL Rating Approximate Size: 79', 00 a 500 to 2,500 sq•ft z 1 acre, s 2 acre z 2,500 sf, s '/z acre z 2 acre, s 5 acre �'/z acre, s 1 acre z 5 acre COMMENTS/OBSERVATIONS J0 AYA,� I21 .a W L ti U) w E w LL LL O F- z w a w 0 w FQ- z O F- C9 Z_ 2 a w U z w 0_ w LL w w ipo dew OLeum-t tL M ui 5� x to o w 0 a p Q z O Of d w a J J a z w O O z Jw= Z~Q ED V%J3 m Q Q 2 LU J w a w LL J J } D a 0 Q c u N L L b LL v A v O N Q LONe1isIney-n LLLLO N A 1 SCALE IN MILES REFERENCE: KING COUNTY. 1990. SENSITIVE AREAS MAP FOLIO. APPENDIX E-4 Associated Earth sciences. Inc. STREAMS AND 100-YEAR FLOODPLAINS MAP ® ® ® ® U-HAUL SITE DATE 8/01 FEDERAL WAY, WASHINGTON PROJ. NO. KB01111A Geotechnical Engineering 0 Water Resources 0 Solid and Hazardous Waste Ecological/Biological Sciences A Geologic Assessments Associated Earth Sciences, Inc. Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report FEDERAL WAY U-HAUL Federal Way, Washington Prepared for U-HAUL International, Inc. Project No. KEO1111G June 13, 2001 SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT FEDERAL WAY U-HAUL Federal Way, Washington Prepared for: U-HAUL International, Inc. 2727 North Central Avenue P.O. Box 21502 Phoenix, Arizona 85036-1502 Prepared by: Associated Earth Sciences, Inc. 911 5' Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 June 13, 2001 Project No. KEO1111G Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions i k I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the proposed Federal Way U-HAUL facility in Federal Way, Washington (Vicinity Map, Figure 1). The approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 2. Once the final design of the project has been completed, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data to be utilized in the design and development of the above -mentioned project. Our study included a review of available geologic literature, drilling exploration borings, excavating exploration pits, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface materials and shallow ground water conditions. Geologic hazard evaluations and preliminary geotechnical engineering studies were also conducted to determine suitable geologic hazard mitigation techniques if needed, the type of suitable foundations, allowable j foundation soil bearing pressures, anticipated foundation settlements, basement/retaining wall lateral pressures, floor support recommendations, and geotechnical drainage considerations. This report summarizes our fieldwork and offers development recommendations based on our present understanding of the project. 1.2 Authorization Written authorization to proceed with this study was granted by Ms. Parul Butala of U-HAUL International, Inc. Our study was accomplished in general accordance with discussions with Mr. Don Hill of Triad Associates, and Associated Earth Sciences, Inc.'s (AESI's) proposal letters dated January 15, 2001 and March 28, 2001. This geotechnical report is Task III of the initial January proposal. The January proposal also consisted of a Wetland and Stream Delineation and Classification Report (Task I) and a Wetland/Stream Impact Assessment (Task II). Tasks I and II are included in a separate report. This geotechnical report (Task III) has been prepared for the exclusive use of U-HAUL International, Inc. and their agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. JDC/ap - KE011II G2 - D: IWPIap14-01 - WZK Page 1 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal Way, Washin ton Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION Present plans call for the construction of a storage and customer service center facility on the easterly portion of the site. The main building will be a two-story, moderately loaded, metal - frame structure that will be constructed near the east side of the site. A lightly loaded mini - storage building, concrete -paved truck parking, and canopy -covered RV storage are to be built to the west of the main building. The project site consists of the roughly rectangular shaped parcel fronting some 345 feet on the west side of Pacific Highway South. The property extends some 500 to 600 feet to the west of existing wetlands and ponds. The property is bounded by commercial properties to the north and south. The site slopes at low angles down to the west from Pacific Highway South. This eastern half of the site has approximately 15 feet of elevation change over some 500 feet and is covered with grass and scattered brush. 3.0 SUBSURFACE EXPLORATION Our field study included excavating nine exploration pits, drilling three exploration borings, and conducting a geologic reconnaissance to gain information about the site. The various types of materials and sediments encountered in the explorations, as well as the depths where characteristics of these materials changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types in the field. Our exploration pits were located in the field by survey, while the exploration borings were located by measuring from existing site features. The exploration locations are shown on the Site and Exploration Plan, Figure 2. The conclusions and recommendations presented in this report are based on the explorations completed for this study. The number, location, and depth of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re- evaluate specific recommendations in this report and make appropriate changes. 3.1 Exploration Pits Nine exploration pits were completed by a subcontracted backhoe. All of the exploration pits except one (exploration pit EP-5) were excavated to 13 feet below the surface. Exploration pit EP-5 was terminated at 10 feet below the surface due to refusal in concrete rubble. During the J June 1.3, 2001 ASSOCIATED EARTH SCIENCES, INC. JDC/ap - KE01111 G2 - D; MPlapW-01 - W2K Page 2 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Repon Federal Way, Washington =_ Project and Site Conditions excavating, samples were obtained of each distinct soil type in each pit. The samples obtained from the pits were classified in the field and representative portions placed in watertight containers. The samples were then transported to our geotechnical laboratory for further visual classification and geotechnical laboratory testing, as necessary. The pits were continuously observed and logged by an engineering geologist from our firm. The exploration logs presented in the Appendix are based on the field logs, excavation rates and action, and inspection of the samples secured. 3.2 Exploration Borings Three exploration borings were completed by advancing a 4.25-inch inside -diameter, hollow - stem auger with a subcontracted truck -mounted drill rig. During the drilling process, samples were obtained at 5-foot intervals. The borings were continuously observed and logged by an engineering geologist from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test procedure in accordance with ASTM:D 1586. This test and sampling method consists of driving a standard 2-inch outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded and the number of blows required to drive the sampler the } final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 blows are recorded at or before the end of one 6-inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils. These values are plotted on the attached boring logs. The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our geotechnical laboratory for further visual classification and geotechnical laboratory testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and a review of applicable geologic literature. We reviewed geologic data for the site based on the U. S. Geological Survey (USGS) Geology of the Poverty Bay Quadrangle, Washington by Waldron (1961). This map indicates that the site is underlain by a mantling of sand and gravel over ground moraine deposits (till). Our explorations encountered stratigraphy that was not in agreement with the USGS mapped stratigraphy. It appears that the original upper sand, gravel, and possibly till that were on the June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. !DC/op - KE01111 G2 - D:IWPIap14-01 - W2K Page 3 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions site was mined and removed from the site to be replaced by fill. As shown on the field logs, the explorations generally encountered loose to medium dense fill overlying an alluvial deposit consisting of loose/medium stiff sand, clayey silt, and silty clay, overlying dense to very dense advance outwash sand and gravel. The following section presents more detailed subsurface information organized from the upper (youngest) to the lower (oldest) material and sediment types. 4.1 Strati ra h Fill Fill soils were encountered to the full depth (10 to 13 feet) excavated in all nine exploration pits and in the upper 15 to 31 feet of the borings drilled at the site. Generally, the fill consisted of a an upper fine to coarse sand with trace to little silt (outwash sand source) from the surface to between 2 and 6 feet below the surface. Below this, the fill was generally a silty sand or sandy silt with little amounts of gravel (till or glaciolacustrine source). The fill is well suited for parking lot support with minor surficial reworking and poorly to moderately suited for building support, depending on the building loads and settlement tolerances. Most of the fill may be suitable for reuse in structural areas if pockets of debris and silt are removed and the soil recompacted, weather and moisture content permitting. } Glaciolacustrine Below the fill, in exploration borings EB-1 and EB-2, an alluvial deposit of loose/medium stiff clayey silt, silty clay, and fine to medium sand was encountered. This alluvial deposit was encountered between 31 and 36 feet below the surface in EB-2. The deposit was encountered from 26 feet below the surface through to the end of the boring at 39 feet below the surface in EB-1. Advance Outwash An advance outwash deposit of very dense sand and gravel with trace amounts of silt was encountered below the alluvium in EB-2 and below the fill in EB-3. EB-2 and EB-3 were terminated in this deposit at 38.5 and 24 feet below the surface, respectively. 4.2 Hydrology Ground water seepage was encountered in exploration pits EP-1, EP-2, EP-4, EP-9, and exploration boring EB-1 at the time of our field study. The seepage was slight and estimated at between 1 and 3 gallons per minute and was encountered approximately 3 to 5 feet below the surface at these exploration locations. The ground water encountered is interpreted as a perched condition. The perched water occurs when surface water infiltrates down through the 1 June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. JDC/ap - KE01111 G2 -D. I WPIapi4-01 - VaK Page 4 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions relatively permeable upper fill and becomes trapped or perched atop a comparatively impermeable barrier such as the siltier, lower fill or atop less permeable native deposits. During the wetter winters and springs, ground water levels may rise above the current level. It should be noted that fluctuations in the level of the ground water may also occur at any time of the year and due to variations in rainfall, irrigation, pond, and stream levels. June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. JDC/ap - KE01111G2 - D:11Map14-01 - W2K Page 5 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal Way, Washin ton Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND NUTIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, ground water, and surface water conditions as observed and discussed herein. The discussion will be limited to seismic, erosion hazards, and landslide hazards. 5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these events are small and are usually not felt. However, large earthquakes do occur as evidenced by the 1949, 7.2 magnitude event, the 1965, 6.5 magnitude event, and the 2001, 6.8 magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of return rates indicates that an earthquake of a magnitude between 6.0 and 7.0 is likely within a given 15- to 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surficial Ground Rupture Generally, the largest earthquakes, which have occurred in the Puget Sound area, are sub - crustal events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, no surficial faulting or earth rupture, as a result of deep, seismic activity has been documented, to date, in the vicinity of the site. Therefore, it is our opinion, based on existing geologic data, that the risk of surface rupture impacting the proposed project is low and no mitigations are necessary. 5.2 Seismically Induced Landslides Based on the existing geologic data and the lack of significant existing or proposed slopes at the site, it is our opinion that the risk of seismically induced landslides is low and no mitigation efforts are necessary. 5.3 Liquefaction The encountered stratigraphy at the site has a low potential for liquefaction due to its generally medium dense to very dense state and lack of true shallow ground water conditions. Therefore, no mitigation efforts are necessary. June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. JDC/ap - KE01111 G2 - DAWPIapW-01 - W2K Page 6 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations 5.4 Ground Motion It is our opinion that any earthquake damage to the proposed building could be caused by a combination of intensity and acceleration associated with the event. This is based on the site stratigraphy and visual reconnaissance of the site. Structural design of the building should follow current Uniform Building Code (UBC) standards for seismic Zone 3 and a soil profile type SD. No additional mitigation efforts are necessary. 6.0 EROSION HAZARDS AND MITIGATION To mitigate and reduce the erosion potential and off -site sediment transport during construction, we recommend the following: 1) All storm water from impermeable surfaces including driveways, parking areas, and roofs should be discharged into the storm sewer system. 2) Temporary sediment catchment facilities may be constructed to intercept sediment eroded during the construction phases of the proposed project prior to the storm water's discharge into the storm sewer system_ f 3) Check dams should be used to control surface run-off across the site and silt fences should be placed along the lower elevations. 4) Earthwork should proceed during the drier periods of the year, if possible, and disturbed areas should be covered or re -vegetated as soon as possible. 5) Soils, which are to be reused around the site, should be stored in such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting, the use of graded stockpiles, and/or the use of hay bales and silt fences to surround the stockpiles. June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. JDC/ap - KE01111G2 - DAWPIap1401 - KK Page 7 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal Way, Washinttton Design Recommendations _ --a III. DESIGN RECOMMENDATIONS 7.0 INTRODUCTION Our exploration indicates that, from a geotechnical standpoint, the parcel is suitable for the proposed development provided the risks discussed are accepted and the recommendations contained herein are properly followed. The existing fill on the. site is considered a moderately suitable bearing material, primarily suited to parking lot support. The ideal bearing stratum (advance outwash sand and gravel) is between 15 to 36 feet below the surface in vicinity of the eastern buildings and greater than 39 feet in the western parking and RV storage portion of the site. Several options exist for support of the new buildings. Where the loads are moderate as they are with the proposed two-story main building, selective removal and replacement of the existing fill with new structural fill below the new building is recommended. Total settlement amounts were estimated for several removal and replacement depths. These are as follows: Settlement with no new fill pad: 1'/2 to 3 inches Settlement with 3 feet of new structural fill: 1'/2 to 21/2 inches Settlement with 5 feet of new structural fill: 1 to 21/2 inches Settlement with 10 feet of new structural fill: 1 to 2 inches If these settlement amounts are not considered acceptable, then placing the building on piling extending through the existing fill and alluvium into the underlying advance outwash is recommended for the building's support. We are available to provide pile foundation design parameters and installation observation services if required. Where the structures are lightly loaded and are of a more settlement -tolerant structure type, placing the buildings on a minimum 3-foot-thick structural fill pad is recommended. Concrete -paved parking lots and canopy foundations may be placed on the existing fill following its proper recompaction, as subsequently recommended. Scattered areas in the parking lots and below canopy footings may need overexcavation and replacement. It should be recognized that construction above existing fill soils carries an inherent risk, regardless of the remedial efforts provided to the fill surface. Pockets or layers of organic -rich or soft fill soils left in place will result in post - construction settlement. The magnitude and duration of settlement is difficult, at best, to predict. If post -construction settlement is intolerable, the use of pile foundations is recommended. In addition, more frequent pavement repairs and a reduced pavement design life should be expected. June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. JDC/ap - KE01111G2 - D: IWPIapl4-01 - VaK Page 8 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal Way, Washington Design Recommendations 8.0 SITE PREPARATION Existing fill should be removed to the selected depth below subgrade elevations of new building footings. Existing fill under new parking and canopy areas should be reworked/recompacted to a minimum 12 inches below proposed subgrade. Deeper excavation locally should be expected. Areas where loose or soft, surficial soils remain in the parking areas, below canopy footings, or below lightly loaded buildings may require additional overexcavation and replacement with structural fill. The depth and extent of overexcavation can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend that parking and canopy areas be proofrolled with a loaded dump truck to identify any soft areas. Generally, overexcavations greater than 5 feet below grade should not be necessary. In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the fill and the underlying alluvium can be made at a maximum slope of 2H:1V (Horizontal: Vertical) while unsupported cuts in the lower advance outwash sand and gravel may be made at a maximum slope of 1.5H:IV. As is typical with earthwork operations, some sloughing and raveling may occur and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. The on -site soils contain a moderate to high amount of fine-grained material (silt and clay), which makes them moisture sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. 9.0 STRUCTURAL FILL We understand that no major grade changes are anticipated at the site and, as such, the use of structural fill will be limited mainly to fill pads below the buildings. All references to structural fill in this report referring to subgrade preparation, fill type, placement, and compaction of materials are discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used where indicated. After stripping, planned excavation, and required overexcavation has been performed to the satisfaction of the geotechnical engineer/engineering geologist, the exposed ground should be recompacted to 92 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. This recompacted surface should also be firm and unyielding. If the subgrade June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. JDClap - KE01111G2 - D: IWPIap14-01 - W2K Page 9 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal Way, Washington Design Recommendations contains too much moisture or ground water seepage, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free -draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edge before sloping down at an angle of 2H:1V or shallower. The contractor should note that any proposed fill soils should be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 48 hours in advance of filling activities to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture sensitive. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather conditions. The on -site soils generally contained significant amounts of silt and are considered moisture sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction (such as the Washington State Department of Transportation 9.03.14[l] gravel borrow, modified to less than 5 percent fine). A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in - place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. We are available to aid in developing a suitable monitoring and testing frequency. June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. !DC/ap - KE01111G2 - D:MPIap14-01 - W2K Page 10 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Repon Federal Way, Washington Design Recommendations 10.0 FOUNDATIONS 10.1 Spread Footings Building footings should be founded atop new structural fill pads. Building footings should not be founded directly on the existing old fill. Building loads may also be supported on a driven or drilled pile foundation embedded into the underlying natural advance outwash. Canopy footings may be founded on recompacted existing fill when the upper 12 inches is compacted - to 95 percent or greater of its modified Proctor value (see Section 9.0) We recommend that an allowable foundation soil bearing pressure of 1,500 pounds per square foot (psf) be utilized for design purposes, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection and interior footings require only 12 inches of burial. However, all footings must penetrate to the prescribed bearing stratum and no footing should be founded in or above loose, organic, or existing fill soils. All footings should have a minimum width of 18 inches. It should be noted that the area bounded by lines extending downward at 1H A V from any footing must not intersect another footing or intersect a filled area which has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5HAV line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the top edge of steps or cuts in the bearing soils. Disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. Estimated settlements associated with the existing fill are presented in Section 7.0 of this report. These estimates represent total settlements. Differential settlements may approach the total settlement estimates. AESI should observe all footing areas prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. The City of Federal Way may require these inspections. Perimeter footing drains should be provided as discussed under the section on Drainage Considerations. 11.0 LATERAL WALL PRESSURES All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls that are free to yield laterally at least 0.1 percent of their height may be designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. JDC/ap - KE01111 G2 - D: MPIap14-01 - V 2K Page 11 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal W , Washington Desi n Recommendations The lateral pressures presented above are based on the conditions of a uniform horizontal backfill consisting of imported sand and gravel compacted to 90 percent of ASTM:D 1557 within 3 feet horizontally of the wall. A higher degree of compaction is not recommended this close to the wall, as this will increase the pressure acting on the wall. Lower compaction amounts may result in settlement of structures above the walls. Beyond 3 feet from the back of the wall, the structural fill should be compacted to 95 percent of ASTM:D 1557. The compaction levels are critical and should be tested during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the wall. This would involve installation of a minimum 1-foot-wide imported, washed gravel blanket drain, a Mira -Drain 6000 drainage mat, or equivalent for the full wall height (excluding the upper 1 foot). 11.1 Passive Resistance and Friction Factors Retaining wall footings cast directly against existing fill soils in a trench may be designed for passive resistance against lateral translation using an equivalent fluid equal to 200 pcf. The passive equivalent fluid pressure diagram begins at the top of the footing; however, total lateral resistance should be summed only over the depth of the actual key (truncated triangular diagram). If footings are placed on grade and then backfilled, the top of the compacted backfill must be horizontal and extend outward from the footing for a minimum lateral distance equal to three times the height of the backfill, before tapering down to grade. With backfill placed as discussed, footings may also be designed for passive resistance against lateral translation using an equivalent fluid equal to 250 pcf and the truncated pressure diagram discussed above. The passive resistance value includes a factor of safety equal to 3 in order to reduce the amount of movement necessary to generate passive resistance. The friction coefficient for footings cast directly on undisturbed, medium dense sands may be taken as 0.3. This value includes a safety factor of at least 1.5. Since it will be difficult to excavate these soils without disturbance, the soil under the footings must be recompacted to 95 percent of the above -mentioned standard for this value to apply. 12.0 FLOOR SUPPORT Slab -on -grade floors may be constructed on a structural fill pad as mentioned above. Floor slab settlements may approach the magnitude of foundation settlement previously presented. Significant reduction of these settlement amounts would require a structurally supported floor slab. In order to limit moisture intrusion through floor slabs, the slabs should be constructed f June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. !DClap - KE0IIIIG2 - D:IWPIapl4-0l - W2K Page 12 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal Way, Washington Des!n Recommendations atop a capillary break material and a vapor barrier. The capillary break material should consist of a minimum thickness of 4 inches of washed rock, pea gravel, or other low fines content (less than 5 percent passing the No. 200 sieve) coarse aggregate, with a 6-mil or thicker plastic moisture barrier on top of the capillary break. In addition, it is recommended that a minimum of 2 inches of clean sand cover the moisture barrier to protect the integrity of the moisture barrier during concrete placement, and to aid in the curing of the concrete. Floors constructed over a crawl space should have a vapor barrier placed over the surface of the soil in the crawl space and should be adequately vented per the UBC and local building codes. 13.0 DRAINAGE CONSIDERATIONS All retaining and perimeter footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by pea gravel or washed rock. The level of the perforations in the pipe should be set approximately 2 inches below the bottom of the footing and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. In addition, all retaining walls should be lined with a minimum 1-foot-wide imported, washed gravel blanket drain, a Mira -Drain 6000 drainage mat, or equivalent for the full wall height (excluding the upper I foot). The wall + drain should tie into the footing drain. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. 14.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know and we will prepare a cost proposal. .� June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. JDC/ap - KE01111G2 - D: IWPIaP4-0J - W2K Page 13 Subsurface Exploration, Geologic Hazard, and Federal Way U-HAUL Preliminary Geotechnical Engineering Report Federal Way, Washington Design Recommendations We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington > K, 3saw � I� 9I�NAL E,� E)T-4R26 111201` -I Jofin D. Coleman Kurt D. Merriman, P.E. Project Geologist Senior Associate Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs June 13, 2001 ASSOCIATED EARTH SCIENCES, INC. 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A waiver from onsite detention requirements has been granted by the City of Federal Way. 9/22/05 Page 7-1 Job #05-077 h,o APPENDIX 0 0 `o E '� Well -graded gravel and Terms Describing Relative Density and Consistency u" y o o Gw ravel with sand, little to g Densi SPT "'hiawslfoat m ' o in m LL no fines Very Loose 0 to 4 Coarse- 0 > >m i° ' ^ 0 0 ° ° ° m 0° 0 Poorly -graded gravel Grained Soils Loose 4 to 10 a `� 0 w 0 00000 GP and gravel with sand, Medium Dense 10 to 30 Test Symbols o ° Q e as 0 a little to no fines 30 to 5o Dense G = Grain Size Very Dense >50 N o 00000 0-0- M = Moisture Content z c C 'a d Silty gravel and silty Consistency SPT{zlowslfayt A = Atterberg Limits C = Chemical ` o t H GM gravel with sand Verysoft 0 to 2 Fine DID=Dry Density m m f° c Soft 2 to 4 K = Permeability Grained Soils o m ti Medium Stiff 4 to 8 Stiff 8to15 Clayey gravel and Ve Stiff 15 to 30 N GC clayey gravel with Hard >30 e sand Component Definitions 0 o Well -graded sand and Descriptive Terns Size Range and Sieve Number m gyy sand with gravel, little Boulders Larger than 10 oLL to no fines Cobbles 3' to 12" e m "' Poorty-graded sand Gravel 3' to No. 4 (4.75 mm) ro O > 0.2 `'s SP and sand with gravel, Coarse Gravel 3' to 3/4' Fine Gravel 3/4' to No. 4 (4.75 mm) m o little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) m U 0 aZ Silty sand and Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) w SM silty sand with Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) Fine o a 0 . gravel Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) v CD LO LL • Silt and Clay Smaller than No. 200 (0.075 mm) n Sc Clayey sand and (3)Estimated Percentage Moisture Content CD clayey sand with Percentage hL Dry - Absence of moisture, gravel Component Weight dusty, dry to the touch Silt, sandy silt, gravelly silt, Trace <5 Slightly Moist - Perceptible > U) MIL with sand or gravel Few S to 10 moisture m Little 15 to 25 Moist - Damp but no visible a t With Non -primary coarse water n v Clay of low to medium constituents: > 15% Very Moist - Water visible but 6 c J CL Plasticity; silty, sandy, or Fines content between not free draining E gravelly clay, lean clay 5% and 15% Wet - Visible free water, usually H from below water table to 1L Organic clay or silt of low Symbols OL plasticity Blows/6" or � Sam ler P portion of 6" Cement grout aElastic silt, clayey silt, silt Type seal I o MH with micaceous or 2 0, OD :S m er T B e�ltonite Split Spoon a t7es n �+ m o „ diatomaceous fine sand or .3 Sampler P 3.0' OD Split -Spoon Sampler silt Flier do with (S� casing Cl)° c� o Clay of high plasticity, 325' OD Split -Spoon Ring Sampler pt :'. blank o LO CH sandy or gravelly clay, fat Bulk sample section 3.0' OD Thin -Wall Tube Sampler Screened casing E clay with sand or gravel r Including Shelby tube) °(!°° CUD — } // p with fiker do Grab Sample LL J �; Organic clay or silt of Portion not recovered End cap f�irfr off medium to high /rrfr plastic) plasticity (,) Percentage by dryweight (°) Depth of groundwater P (2) jSPT) Standard Penetration Test (ASTM D-1566) _Y ATD = At time of drilling T Peat, muck and other (3) Q Static water level (date) In General Accordance with CM c°0 _ 2, �symbols PT highly organic soils Standard Practice for Description (� Combined USCS used for and Identification of Soils (ASTM D-2488) fines between 5% and 15% Classifications of soils in this report are based an visual field and/or laboratory observations, which include density/consistency, moisture condition, grain sae, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory dassificadon methods of ASTb1 D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. o FIGURE ASSOCIATED EARTH Exploration Log Key SCIENCES, INC A-1 n 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 LOG OF EXPLORATION PIT NO. EP-1 This tog is part of the report prepared by Associated Earth Sciences, Inc. (AESi) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the Ume of excavation. Subsurface condil ions may change at this location with the passage of Urne. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Sod and Topsoil �r Fill Loose to medium dense, moist to wet, light olive -brown and light gray, nonstratified, SILTY fine to coarse SAND, trace to little fine to coarse subrounded and subangular gravel, little clayey silt in clumps and zones up to 2'x2', trace organics throughout, trace subrounded cobbles and boulders to 16" in diameter, trace small logs. (SM) Bottom of exploration pit at depth 13 Feet Moderate caving below 4'_ Slight seepage (-1-2 gpm) below 5'. s N1 'a Logged by: JDC Approved by: U Federal Way U-Haul Federal Way, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE01111G February 2001 1 2 3 4 5 [y 7 8 9 10 11 12 13 14 15 16 17 18 19 LOG OF EXPLORATION PIT NO. EP-2 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together tinnth that report for compplete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Sod and Topsoil Fill Medium dense, moist, light olive -brown, nonstratified, SILTY fine to medium SAND, trace fine subrounded gravel, trace disseminated organics. (SM) Loose to medium dense, wet, light gray, nonsfratified, SILTY fine To coarse SAND, little frie to coarse subrounded gravel, trace disseminated organics, trace subrounded cobbles. (SM) Bottom of exploration pit at depth 13 feet Slight caving below 3'. Slight seepage (-2-3 gpm) at 3', 5', and 10'. Federal Way U-Haul Federal Way, WA ASSOCIATED Logged by: JDC EARTH Approved by: /AMMBCIENCEB, INC Project No. KE01111 G February 2001 r LOG OF EXPLORATION PIT NO. EP-3 This tog is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be a read together with chat report for complete interpretation. This summary wish applies only to the location of this trench at the lime of excavation. Subsurface conditions may change at this location the passage of time. The data presented are p a simplficatiorn of actual conditions encountered. DESCRIPTION Sod and T❑ soil Fill 1 Medium dense to dense, moist, light olive -brown, non stratified, SILTY fine to medium SAND, trace fine to coarse subrounded gravel, trace disseminated organics. (SM) 2 3 4 5 6 7 8 9 10 "Dense, moist, light gray, nonstralOked, SANDY SILT, trace disseminated organics, trace tine to coarse subrounded gravel. (ML-SM) 11 12 13 Bottom of exploration pit at depth 13 feet 14 No caving. No seepage. 15 16 - 17 18 19 N Federal Way U-Haul �y Federal Way, WA ASSOCIATED Project No. KE01111G Logged by: JDC EARTH February 2001 Approved by: JrMM SCIENCES, INC LOG OF EXPLORATION PIT NO. EP-4 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applles only to the tocafion of this trench at the time of excavation. Subsurface conditions may change at this location vw the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Sad and To soil l __ - Fill 1 Loose to medium dense, moist, light olive -brown, nonstratified, fine to medium SAND, little silt, trace disseminated organics, trace fine to coarse subrounded gravel. (SM) 2 3 Very stiff/loose, moist to wet, light gray, nonstratifed, CLAYEY SILT little fine to coarse sand, trace fine to coarse subrounded gravel, trace disseminated organics, trace concrete rubble to 24" in 4 1 diameter at 12'. (ML) 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Bottom of exploration pit at depth 13 feet No caving. Slight seepage (2-3 gpm) at 3'. 0 /N a' c? Logged by: JDC Approved by: U Y Federal Way U-Haul Federal Way, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE01111G February 2001 LOG OF EXPLORATION PIT NO. EP-5 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the lime of excavation. Subsurface conditions may change at this location W the passage of time. The data presented are a simpificabon of actual conditions encountered. DESCRIPTION Sod and Topsoil Fill Loose to medium dense, moist to wet, light gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace silty clay in isolated clumps, trace disseminated organics, trace concrete rubble to 24" in diameter, trace brick fragments. (SM) 8 9 10 Bottom of exploration pit at depth 10 feet due to meeting refusal on concrete rubble- 1 1 i No caving. No seepage. 12 13 14 15 16 17 18 19 Federal Way U-Haul Federal Way, WA ASSOCIATED Logged by: A!RSCIENCESsINC DC EARTH Approved by:: Project No. KE01111G February 2001 LOG OF EXPLORATION PIT NO. EP-6 This tog is past of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named pproject and should be read together with that report for complete interpretation. This summary applies only to the lgcat"son of this trench at the time of excavation. Subsurface conditions may change at this tocaiion with the Qassage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Sod and To soil Fill 1 Loose to medium dense, moist, light olive -brown, nonstratified, SILTY fine to medium SAND, trace fine to coarse subrounded gravel, trace disseminated organics, trace subrounded cobbles. (SM) 2 3 4 5 6 Medium dense, moist, light gray, nonstratified, SILTY fne to coarse SAND, little clayey silt in clumps, trace to little fine to coarse gravel, trace brick fragments. (SM) 7 8 9 10 11 12 13 14 15 16 17 18 19 ----2ft� 0 N 'a c� Bottom of exploration pit at depth 13 feet No caving. No seepage. Logged by: JDC Approved by: U Y Federal Way U-Haul Federal Way, WA ASSOCIATED EARTH[ SCIENCES, INC Project No. KE01111 G February 2001 LOG OF EXPLORATION PIT NO. EP-7 This log is partof the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be a read together with that report for complete interpretation. This summary a plies only to the locaton of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simplfcation of actual conditions encountered. DESCRIPTION Sod and To soil _ _ � Fill 1 Medium dense, moist to wet, light olive -brown, SILTY fine to coarse SAND, trace fine to coarse 2 subrounded gravel, trace disseminated organics. (SM) 3 Quarry Sp— — — — — —— — ——-- -------------- _-- -- Very dense, wet, light gray, nonstratified, COBBLEY angular fine to coarse GRAVEL trace fine to 4 coarse sand, trace silt. (GW) 5 Dense to medium dense, we to moist, light gray, nonstratified, SILTY fine to coarse SAND, little fine 6 to coarse subrounded and subangular gravel, trace disseminated organics, trace subangular cobbles. (SM) 7 8 - 9 10 11 12 - 13 - Bottom of exploration pit at depth 13 feet 14 - No caving. Slight seepage (-2-3 gpm) below 3'. 15 16 17 18 19 0 N a Logged by: JDC Approved by: U Federal Way U-Haul Federal Way, WA ASSOCIATED EARTH J rimm SCIENCES, INC Project No. KE01111G February 2001 LOG OF EXPLORATION PIT NO. EP-8 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplrication of actual conditions encountered. DESCRIPTION Sod and To soil Fill 1 Loose to medium dense, moist, light olive -brown and dark brown, nonstratified, SILTY fine to coarse SAND, trace fine to coarse subrounded gravel, trace disseminated organics. (SM) 2 Loose to medium dense, moist, light gray, nonstratifed, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace brick fragments, trace disseminated organics, trace subrounded 3 and subangular cobbles. (SM) 4 5 - 6 7 8 9 10 11 12 13 Bottom of exploration pit at depth 13 feet 14 No caving. No seepage. 15 16 - 17 18 19 N Federal Way U-Haul Federal Way, WA ASSOCIATED Project No. KE01111G Logged by: JDC S1 EARTH Approved by: SCIENCES, INC February 2001 f= V LOG OF EXPLORATION PIT NO. EP-9 This log is part of the report prepared by Associated Earth Sciences. Inc. (AM) for the named project and should be read together with Ihat report for complete interpretation. This summary applies only to the location of this trench at the CL time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simplfication of actual conditions encountered. DESCRIPTION f -,Sod and Topsoil _ _ �, I Fill Loose to medium dense, moist, light olive -brown, nonstratified, fine to coarse SAND, little silt, trace fine to coarse subrounded gravel, trace disseminated organics. (SM) 2 ,I 3 -{ 4 5 Medium dense to loose, moist to wet, light olive -brown and light gray, SILTY fine to coarse SAND, little fine to coarse subrounded and subangular gravel, trace coarse gravel to cobble -sized asphalt 6 chunks, trace subrounded boulders to 16" in diameter, trace disseminated organics, trace silty clay clumps. (SM) 7 8 9 10 11 12 13 - -- — Bottom of exploration pit at depth 13 feet 14 - Slight caving throughout. Very slight seepage (< 1 gpm) below 6'. 15 16 17 - 18 19 1 N Federal Way U-Haul Federal Way, WA ASSOCIATED Project No. KE01111G Logged by: JDC EARTH Approved by: SCIENCES, INC February 2001 U Exploration Loci ABSOc1ATEO EARTH Project Number Exploration Number Sheet SCIENCES, uuc KE01111 G EB-1 1 1 of 1 Project Name Federal Way U-Haul Ground Surface Elevation (ft) 298' _ ". Location Federal Way WA Datum MSI _— i Driller/Equipment Holt 1 B-59 Date Start/Finish 04102101 4/9/2001 Hammer Weight/Drop 140# 130" Hole Diameter (in) 4 2," Q) �d d > - H Blows/Foot n S E CL `° E' a a: T m r" 0 u) DESCRIPTION o " 03 10 20 30 40 � Fill Wet, light olive -gray, nonstralified, fine to coarse SAND, little fine to coarse 12 S-1 subrounded gravel, little silt, trace disseminated organics. (SM) 15 30 15 5 t S-2 a s Lx 11 10 — ----———————.—--————— .-- — — — — — — — Wet to moist, light gray, nonstratified, SILTY fine to coarse SAND, trace to 1 ■ S-3 little subrounded and subangular gravel. (SM) 3 a 15 S� 1 a A 3 20 -----------------------—--- Moist, light olive -brown, nonstratified, fine to medium SAND, trace silt. e S-5 (S P) 10 18 9 25 ----------------— — — — Alluvium Wet, light olive -brown, interbedded CLAYEY SILT and SILTY CLAY, trace 2 . S-6 fine sand in thin lenses. (ML-CL) 3 5 2 30 5 S-7 5 11 6 35 --------------------------- s Wet, light olive -brown, stratified, SILTY fine SAND, trace organics. (SM) 5 A 14 S-8 6 s - 40 Bottom of exploration boring at 39 feet Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: JDC o m 3" OD Split Spoon Sampler (D & M) [] Ring Sample Water Level Q Approved by: U) ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) Exploration Log �ASSOCIA7 O EAFFrH Project Number Exploration Number Sheet SCIENCES, iwG KE01111 G EB-2 1 of 1 Project Name Federal Way U-Haul Ground Surface Elevation (ft) 04 Location Federal Way. WA Datum Driller/Equipment Holt -59 _ Date Start/Finish 04/n9m1 .41912001 Hammer Weight/Drop 140# 1 3 " Hole Diameter (in) c ¢� Blows/Foot T DESCRIPTION ° U '� m 10 20 30 40 � Fill Wet to moist, light gray, nonstratified, SILTY fine to coarse SAND, little fine 5 S-1 to coarse subrounded gravel, trace concrete debris to 12' in diameter, 3 trace disseminated organics. (SM) 5 5 S-2 1 1 A6 5 10 S-3 1 2 A4 2 15 S-4 4 10 �2 15 20 S-5 2 2 A 6 25 Moist, dark brown and light olive -brown, nonstratified, fine to coarse SAND, 2 S-6 little wood debris, trace silt. (SW) 3 9 6 30 -- —- — — — — —— Colluvium ---- Moist, light olive -brown, stratified, fine to medium SAND, trace silt. (SP) 3 S-7 4 11 7 35 v a0c — — — — — — — — — Advance Outwaslti — — — — — — — - - S-g b a o C O. Moist, light olive -brown, nonstratified, SANDY fine to coarse subrounded to n V tr 31 50 sol . Bottom of exploration boring at 38.5 feet — 40 i Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by- JDC i m 3" OD Split Spoon Sampler (D & M) 1] Ring Sample Water Level() Approved by: ® Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling (ATD) ASSOCIATED EARTH SCIENCES, INC Exploration Log Project Number Exploration Number Sheet KE01111 G EB-3 1 of 1 Project Name Federal Way !J-Haul Ground Surface Elevation (ft) 309` Location Federal Way. WA Datum MSI Driller/Equipment Holt B- 9 Date Start/Finish 041(01, 11 412120[)l Hammer Weight/Drop 1404 I 0" Hole Diameter (in) 4 25" m o ) Blows/Foot S E �� 0 T `� DESCRIPTION m 10 20 30 40 0 Fill Moist, light gray, nonstratified, SILTY fine to coarse SAND, little fine to 4 �+ S-1 coarse subrounded gravel, trace disseminated organics (SM); trace asphalt s and brick fragments. 9 5 S-2 a 7 A t 9 10 S 3 No Recovery 7 A1a 7 - 15 V - — T Advance Outwash _ o O Moist, mottled, nonstratified, SANDY fine to coarse subrounded GRAVEL 24 S 4 grading to GRAVELLY fine to coarse SAND, trace silt. (GW-SW) 2a 71 p 43 .O 20 0 0 S-5 0 0 7 16 A43 27 25 Bottom of exploration boring at 24 feet 30 35 S N 40 0 Sampler Type (ST): 7 m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: JDC a m 3" OD Split Spoon Sampler (D & M) Ring Sample Water Level () Approved by: 0 ® Grab Sample Shelby Tube Sample t Water Level at time of drilling (ATD) `� Progressive Service Center — Technical Information Report 8 TEMPORARY EROSION AND SEDIMENT CONTROL The Temporary Erosion and Sediment Control (TESC) Plan is designed per the 1998 KCSWDM (Appendix D: Erosion and Sediment Control Standards) to meet Core Requirement #5: Erosion and Sediment Control. The plan is intended to prevent the transport of sediment from the site to significant drainage features and adjacent properties. The plan includes recommended Best Management Practices (BMPs) for all seven measures recognized by the KCSWDM: Clearing Limits, Cover Measures, Perimeter Protection, Traffic Area Stabilization, Sediment Retention, Surface Water Controls, and Dust Control. The TESC Plan sheets, which include the recommended construction sequence, detail these BMPs for the site. The clearing limits will be clearly flagged. The downhill perimeters of clearing will be protected with filter fabric fencing, and other perimeter protection methods as required. Cleared areas will be stabilized with various cover measures as required (e.g. temporary/permanent seeding and mulching). Stabilized construction entrances will be j provided at the construction accesses to the site. Interceptor swales will be installed to collect and route runoff from the disturbed areas to sediment ponds. Dust control measures will be implemented if there is a need onsite (i.e., if there is a particularly dry period during construction). 9/22/05 Page 8-1 Job #05-077 RIAD Progressive Service Center - Technical Information Report 8.1 Sediment Pond A sediment pond is proposed in the northwest corner of the site. The sediment pond will be designed to treat approximately 3.5 acres of disturbed area. The pond will be sized to accommodate the 10-year KCRTS-15 minute peak runoff assuming cleared conditions (bare ground). A summary of the calculations are included below. The KCRTS-15 minute time steps assumed Sea-Tac Rainfall Region, a Scale Factor of 1.01, and Till Soils. Total Area = 3.5 acres Impervious = 1.75 acres Bare Ground = 3.5 x effective impervious fraction = 3.5 x 0.5 = 1.75 acres Pervious = 1.75 acres (grass) KCRTS Peak Flow Output Flow Frequency Analysis Time Series File:tesc.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS ) 0.842 6 8/27/01 18:00 0.636 8 1/05/02 15:00 1.98 2 12/08/02 17:15 0.678 7 8/23/04 14:30 1,27 3 11/17/04 5:00 1.06 5 10/27/05 10:45 1..20 4 10/25/06 22:45 2.98 1 1/09/08 6:30 Computed Peaks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 2.98 1 100.00 0.990 1.98 2 25.00 0.960 1.27 3 10.00 0.900 1.20 4 5.00 0.800 1.06 5 3.00 0.667 0.842 6 2.00 0.500 0.678 7 1.30 0.231 0.636 8 1.10 0.091 2.65 50.00 0.980 Required Pond Surface Area Required Pond Surface Area = 2 x (Q 1 pyr/0.00096) = 2 x (1.27/0.00096) sf Required Surface Area = 2,646 sf Provided Surface Area = 2,661 sf 9/22/05 Job #05-077 A SRIAD Page 8-2 Progressive Service Center — Technical Information Report 8.2 Overflow Measures Emergency Overflow Spillway The emergency overflow spillway weir will be designed to pass the 100-year runoff event of 2.98 cfs for developed conditions assuming a broad -crested weir. Using the broad -crested weir equation (KCSWDM 5.3.1.2) and choosing (head above riser) H = 0.5 ft the required spillway length is: L = [Q 1 oo/3.21 113/2] — 2.4H L = [2.98/3.21(0.5)3/2] — 2.4(0.5) L=1.43ft L = 6ft minimum required. Overflow Riser The 12" overflow riser is designed to pass the developed 100-year peak flow of 2.98 cfs. Using the orifice equation and choosing head above riser (H) to be 0.75 ft, it is shown that a 12" riser has more than adequate capacity to convey the 100-year peak flow. 1 Qorifice — 3.782D 2 H 1/2 Qorifice = 3.782 x 12 x 0.751/2 Qorifice = 3.27 cfs Qorifice > Q 100 4 use 12" riser. 9/22/05 Page 8-3 Job #05-077 RLAD Progressive Service Center —Technical Information Report I 8.3 Dewatering Orifice The discharge orifice was designed according to Appendix D of the 1998 KCSWDM. _ A,(2h)l A° 0.6(3600)(T)g' / a A° = orifice area (sf) AS = required surface area = 2,646 sf h = 3.5 ft; head water above orifice T = 24 hours; dewatering time g = 32.2 ft/sec2; acceleration of gravity A _ 2,646(2 * 3.5)y2 = 0.024 sf ° 0.6(3600)(24)32.2112 D = 24 x (A°/7L)1/2 (inches) D = required diameter (in) D = 24 x (0.024/3.14)'/2 = 2.10 in = 2-1116" 9122/05 Job #05-077 AA 5RLAD Page 8-4 Progressive Service Center — Technical Information Report 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 9.1 Bond Quantities A Site Improvement Bond Quantity Worksheet will be submitted after city comments. 9.2 Facility Summaries Refer to the Stormwater Facility Summary Sheet at the end of this section. Also see the StormFilter Details at the end of Section 4. 9.3 Declaration of Covenant Not applicable. 9/22/05 Page 9-1 Job #05-077� �ffoCIAT Ei KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET Development Progressive Service Center _Date 9/22/05 Location Ci of Federal Wa WA ENGINEER DEVELOPER Name Rick Tomkins, PE Name Todd Hamula Firm Triad Associates Firm Zaremba Grou , LLC Address 12112 NE 115t Avenue NE Address 14600 Detroit Avenue, Suite 1500 Kirkland, WA 98034 Cleveland, HO 44017 Phone 425-821-8448 Phone Developed Site: Acres 2.64 Number of lots Number of detention facilities on site: Number of infiltration facilities on site: ponds ponds vaults vaults tanks _ tanks Flow control provided in regional facility (give location) South 3361h Street Regional Detention Facili No flow control required —K Exemption number TN '+_ _r Po ;"o Immediate Major Basin Basin A Site H lebos Creek Basin Basin B Off -site tributary H lebos Creek Basin Basin C Basin D Number & type of water quality facilities on site: biofiltration swale (regular/wet/ or continuous inflow?) sand filter (basic or large?) sand filter, linear (basic or large?) combined detention/WQ pond sand filter vault (basic or large?) (WQ portion basic or large?) 2 flow-splitter catchbasin combined detention/wetvault 1 storm water wetland 1 compost filter (StormFilter) wetpond (basic or large?) filter strip wetvault flow dispersion farm management plan landscape management plan pre -settling pond 1 oil/water se arator (baffle or co rn late? DESIGN INFORMATION INDIVIDUAL BASIN A B C D Water Quality design flow 0.58 cfs Water Quality treated volume or weti)ond Vr 1998 Surface Water Design Manual 9/l/98 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL DESIGN INFORMATION, cont'd TOTAL INDIVIDUAL BASIN Drainage basin(s) Onsite area A B C D 2.64 ac Offsite area 4.29 ac Type of Storage Facility Regional Detention Live Storage Volume Predeveloped Runoff Rate 2-year 10- ear 100-year On -site Off -site Developed runoff rate 2-year 0.81 cfs 2.07 cfs 10- ear 1.20 cfs 2.80 cfs 100- ear 2.57 cfs 5.11 cfs Type of restrictor Size of orifice/restriction No. 1 No. 2 No. 3 No. 4 FLOW CONTROL & WATER QUALITY FACILITY SUMMARY SHEET SKETCH All detention, infiltration and water quality facilities must include a sketch per the following criteria: 1. Heading for the drawings should be located at the top of the sketch (top right-hand corner). The heading should contain: • North arrow (point up or to left) • D9# • Plat name or short plat number • Address (nearest) • Date drawn (or updated) • Thomas Brothers page, grid number 2. Label CBs and MHs with the plan and profile designation. Label the control structure in writing or abbreviate with C.S. Indicate which structures provide spill control. 3. Pipes-- indicate: Pipe size, Pipe length, Flow direction Use s single heavyweight line 4. Tanks-- use a double, heavyweight line and indicate size (diameter) 5. Access roads • Outline the limits of the road • Fill the outline with dots if the road is gravel. Label in writing if another surface. 6. Other Standard Symbols: ■ Bollards: ■ 000 BONN ■ Rip rap 000000 000000 Fences --x--- x--- x---x--- x--- x--- Ditches—D--CD---CD--CD 7. Label trash racks in writing. 8. Label all streets with the actual street sign designation. If you don't know the actual street name, consult the plat map. 9. Include easements and lot lines or tract limits when possible. 10. Arrange all the labeling or writing to read from left to right or from bottom to top with reference to a properly j oriented heading. 11. Indicate driveways or features that may impact access, maintenance or replacement. 9/ 1 /98 1998 Surface Water Design Manual 0) Progressive Service Center — Technical Information Report 10 OPERATIONS AND MAINTENANCE I The drainage system will be privately maintained. A maintenance agreement for the StormFilter vault from Stormwater Management Inc. will be pursued by the client. The maintenance agreement will be obtained prior to building occupancy. 9/22/05 Page 10-1 Job #05-077 RLAD CITY OF WOODINVILLE PERMIT CENTER ��ll GRADING AND RIGHT OF'WAY PERMIT CHECKLIST —�he following list are items needed for review of grading (Land Surface Modification) or Right of Way permits, SITE INFORMATION Included Not Included Not Req 1. Legal Description: 2. Vicinity Map: 3. Current Zoning: 4. Codes the Plans were designed to: 5. General Notes which include specific reference to WSDOT/APWA. 6. Provide City approval blocks on all sheets of drawings 7. Table of Contents on first sheet (if there are more than 3 Pages, you may use a separate Sheet). Cover sheet filled out and attached from City on front page. GRADING (LSM) PERMITS 1. Provide six (6)_ sets of complete plans. For Revised Plans, provide three 3 sets. Plan Sheets and profile sheets or combined plan and provide sheets specifications and details sheets as required, shall be on sheet sized 24"x36". Original sheets shall be good quality reproducible, Mylar or equivalent. 2. Drafting details shall generally conform to King County Standard Map Symbols (see reference section), with lettering size (before reduction) no smaller than 1 /8". Existing features shall be shown with dashed lines, and/or are half -toned (screened), in order to clearly distinguish existing features from proposed improvements 3. Each sheet of the plan set shall be stamped, signed and dated by a professional civil engineer licensed in the State of Washington, At least one sheet showing all boundary survey information must be provided that has been stamped by the professional land surveyor licensed in the State of Washington. 4. A title block shall be provided on each plan sheet. The title block shall list at a minimum the development title, the name, address, and phone number of the firm or individual preparing the plan, a revision block, page (of pages) numbering, and sheet title (e.g. road and drainage, grading, erosion/sedimentation control). 5. Location and label for each section or other details shall be provided. 6. Native Growth Protection Easements shall be designated. 7. Use King County benchmark data and indicate temporary or permanent benchmark used in survey. 8. Existing contours to at least 50' beyond property line with; 2' contours if slope > 15%, 5' contours where slope > 15% and.spot elevations as necessary. 9. Show all existing or new easements on the property, including the size and type. 10. Storm drainage hydraulic calculations for sediment pond or sediment trap per Section 5.4.5., current King County Surface Water Design Manual, accompanied by a civil engineers stamp. 11. Temporary erosion control plan protecting adjacent property, streams, and city streets. For required Erosion Control features, use Sections 5.4.1 - 5.4.11, current King County Surface Water Design Manual. 12. City of Woodinville Standard erosion control notes and details. 13. Permanent storm detention system with access to both ends of the tank, including profile (if permanent drainage is to be installed as part of Grading Permit). r:\build\form\permit\checklist\gradeper.doc 12/09/2002 CITY OF WOODINVILLE PERMIT CENTER GRADING AND RIGHT OF'WAY PERMIT CHECKLIST 14. Control manhole and flow restrictor detail with elevations and orifice size. 15. Discharge of private storm water to public storm system. 16. All downspouts and yard drainage tight -lined to private storm system. 17. All footing drains tight -lined with positive drainage for buildings in wet areas. 18. All drainage from paved areas to catch basins with no drainage crossing sidewalks especially at driveways. 19. A downstream storm system analysis for 1/8 mile if less than 1.25 acres; 1/4 mile if more than 1.25 acres. 20. 12 inch minimum pipe diameter in right-of-way for storm drainage with trash racks on all ditch inlets 12 inches or greater for both private and public systems. 21. All right-of-way drainage designed for future extensions. 22. City of Woodinville standard Drainage notes and details. 23. Tree retention plan showing all trees 8 inches in diameter or greater. . STREET / RIGHT OF WAY & UTILITY IMPROVEMENTS 24. All sidewalks require handicap ramps at intersections. 25. Street improvements showing curb and gutter, sidewalk, planter strip, right-of-way width, street width, driveway locations, and right-of-way storm drainage. 26. Street cross section showing existing street width, saw -cut line, patch width, new street width, 1 8-inch curb and gutter, 4.5-foot planter strip, and 5-foot sidewalk. 27. An asphalt/base cross section for any asphalt patching or paving. 28. Street widening will need a patch taper at the end of the improvements; a 5-to-1 taper for entering traffic and a 10-to-1 taper for existing traffic. 29. Asphalt ramps will be needed on dead-end sidewalks to provide pedestrians access back out to the street. 30. Show all existing utilities within the right-of-way, including power poles, vaults, and street lights on the plans. 31. Developers will be responsible for moving utilities in conflict with right-of-way improvements. 32. Standard right-of-way notes and details. 33. Per Notice of Approval, developer responsible for contacting Puget Power for street light design. 34. Do not build over existing utility lines. 35. Prior to issuance of a permit, any concomitant agreements required due to deferment of right- of-way improvements must be signed, notarized, and returned to the Permit Center. 36. All new and existing street signs should be located in the plans. 37. Indicate any restriping or new restriping required in the right-of-way. SEWER AND WATER IMPROVEMENTS (Coordinate with Woodinville Water & Sewer District) 38. Water or sewer utilities are governed by Woodinville Water District and a sewer and/or water availability letter is needed from the involved district. 39. Water meter located in right-of-way, size, and number. r:\build\form\permit\checklist\gradeper.doc 12/09/2002 CITY OF WOODINVILLE PERMIT CENTER GRADING AND RIGHT OF WAY PERMIT CHECKLIST —) CERTIFY UNDER PENALTY OF PERJURY THAT THE INFORMATION FURNISHED BY ME IS TRUE AND „ORRECT TO THE BEST OF MY KNOWLEDGE AND FURTHER THAT I AM AUTHORIZED BY THE OWNER OF THE ABOVE PREMISES TO PERFORM THE WORK FOR WHICH PERMIT APPLICATION IS MADE. I FURTHER AGREE TO SAVE HARMLESS THE CITY OF WOODINVILLE AS TO ANY CLAIM (INCLUDING COSTS, EXPENSES, AND ATTORNEYS' FEES INCURRED IN INVESTIGATION AND DEFENSE OF SUCH CLAIM), WHICH MAY BE MADE BY ANY PERSON, INCLUDING THE UNDERSIGNED, AND FILED AGAINST THE CITY OF WOODINVILLE, BUT ONLY WHERE SUCH CLAIM ARISES OUT OF THE RELIANCE OF THE CITY, INCLUDING IT'S OFFICERS AND EMPLOYEES, UPON THE ACCURACY OF THE INFORMATION SUPPLIED'TO THE CITY AS PART OF THIS APPLICATION. OWNER AGENT: DATE: NOTE; An environmental checklist may be required with this application. Please contact the Department of Planning and Community Development. Department of Community Development: Approved By .omments: Department of Public Works: Approved By: Comments: Building Department: Fill Yards Permit Fee: Plan Check Fee: Comments: OFFICE USE ONLY Date: Date: Cut Yard Bond Amount SEPA Fee: TOTAL FEE. - TO BE INSPECTED BY: BUILDING DEPARTMENT PUBLIC WORKS APPROVED BY: r:\build\form\permit\checklist\gradeper.doc 12/09/2002 CITY OF WOODINVILLE PERMIT CENTER GRADING AND RIGHT OF WAY PERMIT CHECKLIST 40. Existing hydrant location,water main locations, and water main sizes. 41. New hydrant locations and City of Woodinville hydrant detail. 42. Standard water notes and details. 43. Show on civil plans the PIV, double-check valve, and Siamese connection for buildings that have five sprinklers. 44. New line easements for water mains on private property. 45. Existing sewer main locations and size. 46. New sewer main locations and slopes with minimum pipe covers. 47. Side sewer locations and slopes with minimum pipe covers 48. Proposed developer extensions. 49. Standard sewer notes and details. 50. Location of any existing septic tanks on project site. TABLE A-33 B --- GRADING PERMIT FEES (1) Base Fee $210. In addition, Calculate: 0 to 50 CY 51 to 100 CY 101 to 1000 CY 001 to 10,000 CY 10,000 to 100,000 CY 100.001 CY or more Other Inspection Fees: 1. Inspections outside of normal business hours 2. Reinspection fees assessed under provisions of Section 108.8 3. Inspections for which no fee is specifically indicated. No Fee Base Fee $0.15 per CY $0.15 per CY $0.15 per CY $0.15 per CY $50.50 per hour (2) - (minimum charge — two hours) $50.50 per hour (2) - (minimum charge — two hours) $50.50 per hour (2) - (minimum charge — two hours) r:\build\form\permit\checklist\gradeper.doc 12/09/2002 Progressive Insurance Triad Job Number: 05-077 Wetland Buffer Bond Quantity Estimate Based on Preliminary Landscape Plan dated 5/17/05, Revised 8/9/aS Date Prepared: 8/9/2005 Project Name: Progressive Insurance Project Number: 05-100848-000-00-PC Location: Federal Way, WA Contact Name: Triad Associates Address: 12112 115th Ave Phone No.:425-821-8448 Denise Liftin Kirkland, WA PLANT MATERIALS: Scient Fic me Commor► Name :`.` . _-. Unit`P ice:: Unit Price Qty Unit Price QtY Unit Price ;QtY Total ot» =-1=-gallon::. _ t _�;;gall-an _ -; �9ajkon.- Cvst - Acer macrophyllum Big leaf maple $ 40.00 7 $ 280.00 Pseudotsuga menziesii Douglas fir $ 40.00 6 $ 240.00 Mahonia aquifolium Tall Oregon grape $ 28.00 29 $ 812.00 Corpus stolonifera Red -osier dogwood $ 8.00 17 $ 136.00 Gaultheria shallon Salal $ 8.00 71 $ 568.00 Holodiscus discolor Ocean spray $ 8.00 23 $ 184.00 Rosa nutkana Nootka rose $ 8.00 62 $ 496.00 Sorbus sitchensis Mountain ash 1 $ 28.00 1 A $ 308.00 SUBTOTAL $ 3,024.00 120% $ 604.80 TOTAL: $ 3,628.80 Note: Plants costs are estimated from current costs provided by local growers Plant costs include labor and installation 05077 KC Wetland Bond Quantity Worksheetl.xls Page 1 8/9/2005 RICHARD L. BOWEN + ASSOCIATES INC. August 4, 2005 Mr. Isaac Conlen City of Federal Way Public Works 33325 8th Avenue S Federal Way, WA 98063 25 3.845.2 700 c/o Mr. Don Hill Triad Associates 12112 115th Avenue, NE Kirkland, WA 98034-6923 425.821.3481 (Toll Free) 800.488.0756 RE: Proposed Progressive Claim Center 34001 Pacific Way — SR 99 & South 340th Street Seattle South, WA Permit No. 05-102387-000-00-UP RLB+A #6256.15 Dear Mr. Conlen: Upon receipt of your plan review comments, we have revised our drawings and offer the following written responses with respect to Items 18 and 19. All other responses are provided by the Civil Engineer. COMMUNITY DESIGN GUIDELINES 18. Pursuant to FWCC Section 22-1635(b), elevations visible from a right-of-way shall incorporate two of the four modulation/screening elements (fagade modulation, landscape screening, canopy or arcade, or pedestrian plaza). This provision applies to the north, south and east building elevations. 2 1 6. 4 9 1. 9 3 0 0 F A X. 4 9 1 . 8 0 5 3 13000 SHAKER BLVD CLEVELAND, OHIO 44120 RESPONSE: In general, we have revised the building's footprint and have added canopies on the east and north elevations to meet Section 22-1635 requirements. The building footprint has been revised to modulate at locations to develop and break-up the A R c H I r E c T s building elevation to meet the faigade modulation criteria. (Refer to responses below.) E N G I N E E R S East (Front) Facade The submitted design narrative states that the curved entrance fagade should be considered a method of meeting the modulation requirement. This feature in conjunction with the offset canopies satisfies one (modulation) of the two required P L A N N E R S elements. A second element is not addressed in the narrative and does not appear to be shown on the elevation drawings. Please revise accordingly. PA6256\625615-Seattle South, WA (9 Bay)\Doc\Letters\Federal Way Public Wrks Conlen 050804 sy.doc Mr. Isaac Conlen August 4, 2005 Page 2 RESPONSE: The addition of a metal canopy awning in conjunction with the offset canopies at front of the building should fulfill the requirement of meeting two of four falgade modulation requirements. Please note and consider landscape areas at front of building. North Facade The north facade has a drop-off canopy running approximately 1/4 of the facade. This facade incorporates one large structural modulation. The narrative indicates there is ground landscaping along the north fagade, but it is not shown on the site or landscape plan. The drop off canopy does of satisfy the canopy/arcade option as proposed. The canopy/arcade must extend a minimum of 50 percent of building length. Also, the intent of this provision is to provide a pedestrian scaled feature covering a walkway. We would however, consider the canopy feature to be a second building modulation along this fagade. The length of this facade is 195-feet. The modulation option requires a modulation every 60 feet. Even counting the canopy extension as a second modulation feature, at least one more modulation is required. A second element of the four options is required. In general, this elevation has little detailing and has the appearance of a large blank wall, west of the building entrance area. Some form of treating the blank wall is required. RESPONSE: We have revised the building footprint to meet the facade modulation requirement along with the addition of a canopy over the entrance door to the inspection bay. We fall somewhat short on the 50/ canopy requirement, however, we have added a landscape area along the large structural modulation. Due to our building 'type and use' we feel we have met the intent of the design criteria, if we can consider the drop-off canopy and the addition of metal canopy at the overhead door of the inspection bay. South Facade The south facade is not addressed in the narrative. This facade has one modulation (counting the canopy). No other design features are incorporated. Additional modulation and a second element of the four options are required. Again there is little treatment of the large blank walls along this elevation. RESPONSE: We have revised the building footprint to meet the modulation requirements. We have stepped the building and articulated the facades to give the facade more interest to meet criteria. We are requesting that you consider the carport, and pick-up canopy as meeting the design intent of the design criteria set forth in 22- 1635(b) as meeting two of the four modulation requirements of the facade. B O W E N + ASSOCIATES I N C. PA6256\625615-Seattle South, WA (9 Bay)\Doc\Letters\Federal Way Public Wrks Conlen 050804 sy.doc Mr. Isaac Conlen August 4, 2005 Page 3 19. The narrative provides little discussion relevant to FWCC 22-1635(c), methods of articulation. Slight changes in color and materials are proposed. And windows are incorporated into the east and a portion of the north fagade. Please indicate how this code section is satisfied on all three relevant elevations (north, south and east). RESPONSE: The building has been revised to meet building modulation requirements and step at locations to frame portions of building and canopies provided. We have introduced a change in the building materials to coincide with the building modulation to provide interest with the selection of materials. The building heights were adjusted with the material change to accent the modulation of the building's plan and material selection. The material selection of split face and smooth face center scored block is used on all four elevations. The paint colors of the block and metal canopy features are subtle, but articulate the building's base, middle and top. With the above responses and enclosed information, we trust that our proposed design can be approved. If you should have any questions or need any further information, please do not hesitate to call me at 216-377-3857. Sincerely, RICH D L. BOWEN + ASSOCIATES INC. Tl"4e*94b'04� Michael F. Woods, RA Principal MFW/sy Enclosures cc: Todd Hamula, Zaremba (Ltr. via E-mail) Don Hill, Triad Associates ( Ltr. via E-mail) Scott Goff, Progressive (Ltr. via E-mail) B O W E N + ASSOCIATES I N C. P:\6256\625615-Seattle South, WA (9 Bay)\Doc\Letters\Federal Way Public Wrks Conlen 050804 sy.doc The Transpo Group Don Hill, Triad Associates July 20,12005 Dan McKinney, jr., Transpo Tasha Atchison, Transpo 05 08'OD Todd Hamula, Progressive Progressive Service Center TIA - Response'ta Commer is This memorandum provides the City of Federal Way responses to the comments received from Sarady Long dated July 7, 2005 regarding the Federal Way Progressive Service Center, TIA. Through discussions with Sarady Long, it was determined that a memorandum responding to the comments would be sufficient as none of the comments would result in any significant changes to the conclusion in the TIA. The original comments from the City are numbered below in italics followed by a response. 1. Figure 4 —The ex7slin,g PM Peak Hour volumes at SR 161lS 3486 Street is lower than the previous 2005 count. Staff be&ves this is due to the truck stop closures. Transpo would agree that the change in volumes from previous counts is due to the closure of the truck stop and the traffic associated with that use. 2. Cross street for intersection # 1 and #2 is not correct. Revise intersection # 1 to SR 99/ 10, Ave S and intersection #2 to S 34411, St. / 1611, Ave S. Comment noted. 16th Avenue S is the correct street name for this roadway segment as SR 161 initiates south of S 348th Street. 3. Page 8 — The intersection of S 3441J, St. 11611, Ave S is not a `°T " inlerreakn. The text on page 8 is incorrect as you have noted; however, the intersection was evaluated correctly as a four -leg intersection. 4. Please verify and update transit service serving the site. Transit route 106 does not exist in Federal Way and router 949E may not serve the site. Transit route 106 and 949E were incorrectly listed in the report. The text should refer to transit route 196 and not 106 as this was a typo. Transit route 949E travels by the site but does not stop near or serve the site. The Transpo Group 11730118" Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 Fax: 425,825.8434 The Tfd11Sj10 oup S. SeaTac Mall has been changed to the Commons. Any reference to the mall should be referred to as the Commons. Comment noted. The former SeaTac Mall is currently known as SeaTac Commons. 6. Page 13 — Trip Generation. Please provide estimated numbers of full time employees at the site and hour of operation. There will be a maximum of 24 full time employees on -site at one time. The facility would operate 8:00 a.m. to 6:00 p.m. Monday through Saturday. 7. Please note, the Level of Service (LOS) anaysis should be as follow — (1) Exrstrng condition, (2) 2006 Base Year + pipeline + funded TIP, and (3) 2006 Base Year with project + pipeline + funded TIP. If there is defidency in (3), additional improvements should be identified. The Level of Service analysis was evaluated as described above and there were no deficiencies found and additional improvements are not needed. 8. LOS Analysis — Peak hour factor (PHF) used in the LOS analysis is not correct. Please follow the established TIA Guidelines Section V. (B). Any deviations from the guidelines would need approval from the City Traffic Engineer The Transpo Group completed the LOS analysis using the overall PHF, which has very minor implications to the existing conditions analysis and represents little to no change in the results. The more critical future conditions analysis does follow the guidelines with the exception of the intersection of S 344th Street/16th Avenue S where Transpo used a 0.93 PHF vs. a 0.95 PHF. Transpo used the more conservative PHF and changing it to 0.95 would result in a result better than the reported LOS C. Changing the PHF for the locations that do not follow the guidelines would not result in any significant changes; therefore, the conclusions found in the report would remain the same. 9. Page 19 — The 2006 horition year anay�ed one peak period, however the TIA indicated two peak hours. Please verify. One peak period was evaluated for the 2006 horizon year. The text of page 19 is incorrect and should refer to both scenarios (2006 Baseline and 2006 With Project) vs. both peak hours. The Transpo Group page 2 The Transpo Group 10. Page 20 —Parking. The Public Works Traffic Division does not review parking demand studies. Planning Department will review and provide technical comments on this issue. Traffic staff will be happy to provide assistance if needed but will not make the final decision. Based on my review, a parking study from the two sites in Texas should be provided as a comparison. The number of parking spaces is dictated by spaces needed for rental vehicles, customer parking, employee parking, vehicles awaiting repair and vehicles awaiting pick-up. The parking supply and design is based on the specific program for the proposed store as well as experience Progressive has with operating other similar facilities. The proposed site plan has 120 planned parking spaces of which approximately 24 spaces are reserved for employees, 18 spaces are reserved for rental vehicle staging, 12 spaces are reserved for customers, 30 spaces are reserved for vehicles awaiting repair and 30 are reserved for vehicles awaiting pick-up. The unsecured parking area is designed for customer parking, rental car staging and employee parking. The secured parking area is designed for vehicles awaiting repair, vehicles awaiting pick-up and occasional rental vehicles kept overnight for early morning pickups. The 120 stall supply provides approximately 8 spaces per 1,000 sf of building and will adequately accommodate the collective parking needs of the facility. 11. Page 21 — Mitigation measurer. Staff concurs with the TIA proposal to modij the signal at SR 99l 16c1, Ave S and construct the west leg of this intersection to allow access. The signal must be constructed to all applicubk standards and must be approved by the city. Please note, additional improvements may be needed and will be addressed during the signaldesr�n. Comment noted. The Transpo Group and Triad are currently working with the City and Washington State Department of Transportation (WSDOT) on the design of the traffic signal. 12. Page 21 — Mitigation Measures. Staff concurs with the pro-rata share calculation. Based on the total 27 new PM Peak Hour Trip of which 23 trips will impact the S 34811, St./SA 161 TIP project, the applicant's fair share contribution is $15,600. Comment noted. Please feel free to call if you have any additional questions or concerns. The Transpo Group page 3 CITY OF L Federal Way July 13, 2005 Todd Hamula Zaremba Group, LLC 14600 Detroit Avenue, Suite 1500 Cleveland, OH 44107 RECEIVED CITY HALL 33325 8th Avenue South • PO Box 9718 JUL 1 2005 Federal Way, WA 98063-9718 (253) 835-7000 www.cityoffederalway. com RE: Permit #05-102387-000-00-UP; PROGRESSIVE SERVICE CENTER 34001 Pacific Hwy South, Federal Way Dear Mr. Hamula: The Planning Division has completed an initial review of your Use Process III and SEPA application and has the following comments. Please see (enclosed) memos from Public Works Traffic Division as well. Coordinate directly with Federal Way Fire Department. General Comments 1. As previously noted, a use interpretation is required to allow an insurance claim center in the BP zoning district. Pursuant to Federal Way City Code (FWCC) Section 22-349, the interpretation shall be incorporated into the Director's decision on the associated Use Process III application. As previously indicated, the City supports your requested interpretation to allow the auto insurance claim center use in the Business Park zone, but a formal decision can not be issued until the Use Process III decision is issued. 2. The proposed building satisfies setback requirements. As an FYI, the building must be setback 50 feet from the front property line, but parking stalls may be located within this area if you desire to adjust site layout. 3. Building height is within the range allowed by code. 4. Please show the location of the stream and stream setback on the site plan. 5. Site signage to be reviewed under separate permit application. 6. Please confirm that all easements disclosed in the title report are shown on the site plan. Where is the truck loading/service area on the site? This area must be screened with Type I landscaping if visible from right-of-way or non-industrial/manufacturing land uses. Parking 8. As noted at the preapplication meeting, parking for this use is not addressed in code as the use is not identified. You have based your parking calculations on similar uses, which may be appropriate; however, the subject use may generate a higher demand. Please provide a parking demand analysis based on comparable uses of a similar size. Mr. Hamula July 13, 2005 Page 2 Will rental vehicles be parked in the enclosed parking area only? 10. Parking and drive isle di ions satisfy code requirements. Landscaping 11. Groundcover is required in parking lot planting islands. Please revise landscape plan accordingly. 12. Additional tree plantings are required in the Type H perimeter landscaping buffer. See enclosed red lined drawing (Engineer only). Please revise accordingly. 13. The proposed fence surrounding the vehicle storage area is acceptable. Supplementary landscaping should be installed on the outside of the fence, including along the west border of the fenced area, to screen the area from view on adjacent properties, when improved. Type H landscaping is proposed around most of the fence with several gaps noted on enclosed landscaping plan. Please revise accordingly. 14. Please add an additional tree to the landscape islands in the northwest corner of the site and midway along the north property line (islands over 150 sf require an additional tree). 15. The symbol used for the irrigated sod area is the same as the non -irrigated. Please correct. Wetland/Stream Buffer Intrusions 16. Intrusion into the wetland buffer and stream setback area has been approved pursuant to permit 01- 103406. All work within this portion of the site shall be conducted pursuant to the conditions of approval for this permit and approved wetland buffer restoration plan. The approved buffer restoration plan shows plantings within 30-foot strips centered over the proposed intrusions into the buffer. The submitted landscaping plan shows less than 20 feet of landscaping in these areas. Additionally, the plantings shown on the submitted landscaping plan are not consistent with those shown on the approved buffer restoration plan. Please revise accordingly. Please submit a cost estimate for implementation of the buffer revegetation plan. A bond for 120 percent of the estimated cost shall be required prior to commencement of construction on site. Community Design Guidelines 17. The site plan shows pedestrian paths from the right-of-way to the building entrance as required by code. Approved materials for walkways include those listed in FWCC Section 22-1634(d)(2). Concrete as shown on the drawings is not included (unless exposed aggregate). Please revise accordingly. 18. Pursuant to FWCC Section 22-1635(b), elevations visible from a right-of-way shall incorporate two of the four modulation/screening elements (fagade modulation, landscape screening, canopy or arcade, or pedestrian plaza). This provision applies to the north, south, and west building elevations. East (front) Fagade The submitted design narrative states that the curved entrance fagade should be considered a method of meeting the modulation requirement. This feature in conjunction with the offset canopies satisfies one (modulation) of the two required elements. A second element is not addressed in the narrative and does not appear to be shown on the elevation drawings. Please revise accordingly. 05-102387 Doc. LD. 32308 Mr. Hamula July 13, 2005 Page 3 North Fagade The north facade has a drop-off canopy running approximately 1/4 of the facade. This facade incorporates one large structural modulation. The narrative indicates there is ground landscaping along the north facade, but it is not shown on the site or landscape plan. The drop-off canopy does not satisfy the canopy/arcade option as proposed. The canopy/arcade must extend a minimum of 50 percent of building length. Also, the intent of this provision is to provide a pedestrian scaled feature covering a walkway. We would, however, consider the canopy feature to be a second building modulation along this facade. The length of this facade is 195 feet. The modulation option requires a modulation every 60 feet. Even counting the canopy extension as a second modulation feature, at least one more modulation is required. A second element of the four options is required. In general, this elevation has little detailing and has the appearance of a large blank wall, west of the building entrance area. Some form of treating the blank wall is required. South Facade The south facade is not addressed in the narrative. This facade has one modulation (counting the canopy). No other design features are incorporated. Additional modulation and a second element of the four options are required. Again, there is little treatment of the large blank walls along this elevation. 19. The narrative provides little discussion relevant to FWCC Section 22-1635(c), methods of articulation. Slight changes in color and materials are proposed, and windows are incorporated into the east and a portion of the north facade. Please indicate how this code section is satisfied on all three relevant elevations (north, south, and east). Please provide the enclosed resubmittal form, a cover sheet that addresses the items above, and revised plans and drawing (four sets). Please contact me if you have any questions. I can be reached at 253-835-2643. Sincerel , Isaac Conlen Associate Planner enc: Resubmittal Form Red Lined Landscaping Plan (Engineer only) c: Don Hill, Triad and Associates Raid Tirhi, Senior Traffic Engineer Kevin Peterson, Engineering Plans Reviewer Scott Sproul, Acting Assistant Building Official Greg Brozek, Federal Way Fire Department Brian Asbury, Lakehaven Utility District 05-102387 Doc. I. D. 32308 CITY OF vznki� Federal Way DATE: July 7, 2005 TO: Isaac Conlen, Associate Planner Kevin Peterson, Engineering Plan Reviewer FROM: Sarady Long, Traffic Analyst MEMORANDUM Community Development Services Department SUBJECT: Progressive Service Center - (05-102387-00-UP) 34001 Pacific Hwy South, Federal Way I have finished reviewing the submitted revised Traffic Study (TIA) prepared by The Transpo Group dated, May 20, 2005. Based on my review of the submitted materials, the applicant traffic engineer should response to the following comments and make appropriate revisions to the TIA. 1. Figure 4 —The existing PM Peak Hour volumes at SR 161/S 348`h Street is lower than the previous 2005 count. Staff believes this is due to the truck stop closures. 2. Cross street for intersection #1 and #2 is not correct. Revise intersection #1 to SR 99/16`h Ave S and intersection #2 to S 344`h St./l6`' Ave S. 3. Page 8 —The intersection of S 344 h St./16'h Ave S is not a "T" intersection. 4. Please verify and update transit service serving the site. Transit route 106 does not exist in Federal Way and router 949E may not serve the site. 5. SeaTac Mall has been changed to the Commons. Any reference to the mall should be referred to as the Commons. 6. Page 13 — Trip Generation. Please provide estimated numbers of full time employees at the site and hour of operation. Please note, the Level of Service (LOS) analysis should be as follow— (1) Existing condition, (2) 2006 Base Year + pipeline + funded TIP, and (3) 2006 Base Year with project + pipeline + funded TIP. If there is deficiency in (3), additional improvements should be identified. 8. LOS Analysis — Peak hour factor (PHF) used in the LOS analysis is not correct. Please follow the established TIA Guidelines Section V. (B). Any deviations from the guidelines would need approval from the City Traffic Engineer. 9. Page 19 — The 2006 horizon year analyzed one peak period, however the TIA indicated two peak hours. Please verify. 10. Page 20 — Parking. The Public Works Traffic Division does not review parking demand studies. Planning Department will review and provide technical comments on this issue. Traffic staff will be happy to provide assistance if needed but will not make the final decision. Based on my review, a parking study from the two sites in Texas should be provided as a comparison. 11. Page 21 — Mitigation measures. Staff concurs with the TIA proposal to modify the signal at SR 99116'b Ave S and construct the west leg of this intersection to allow access. The signal must be constructed to all applicable standards and must be approved by the city. Please note, additional improvements may be needed and will be addressed during the signal design. 12. Page 21— Mitigation Measures. Staff concurs with the pro-rata share calculation. Based on the total 27 new PM Peak Hour Trip of which 23 trips will impact the S 348`h St./SR 161 TiP project, the applicant's fair share contribution is $15,600. Environmental Checklist: 14 — Transportation (g) — Please add the following to this section. Contribute pro-rata share contribution of $15,600 toward TIP project and refer to the TIA as well. L:\CSDC\DOCS\SAVE\185 30025066.DOC August 9, 2005 Isaac Conlen City of Federal Way 33325 8th Ave. S PO Box 9718 Federal Way, WA 98063-9718 RE: Progressive Service Center Permit #05-102387-000-00-UP 34001 Pacific Hwy South Triad Job No. 05-077 Dear Isaac: TRIAD ASSOCIATES 12112 115[h Avenue NE Kirkland, WA 98034-6923 425.821.8448 425,821.3481 fax 800.488.0756 toll free vvww.triadassoccom RESUBMITTED AU6 1 0 2005 I am writing on behalf the Applicant (Todd Hamula, Zaremba Group, 216-221-6600) and the Architect (Mike Woods, Richard L. Bowen + Associates, 216-491-9300) to respond to City review comments per letter dated 7/13/05 (copy enclosed) regarding the Use Process III and SEPA application for this project. We have enclosed the following: • Review letter dated 7/13/05 by Isaac Conlen, City Planning • Review memo dated 7/7/05 by Sarady Long, City Traffic • Resubmittal form • Redlined Landscaping Plan (returned original) • Response memo (3 pages) by Project Traffic Consultant (Dan McKinney, The Transpo Group) dated 7/20/05. • Response letter (3 pages) by Project Architect (Mike Woods, Richard Bowen + Associates) dated 8/4/05. • Buffer Re -vegetation Cost Estimate prepared by Triad dated 8/9/05 • Four complete and folded sets of drawings titled, prepared, and dated as follows: • Cover sheet (sheet 1 of 4) prepared by Triad Associates dated 8/9/05 • Site Plan (sheet 2 of 4) prepared by Triad Associates dated 8/9/05 ■ Preliminary Grading and Utility Plan (sheet 3 of 4) prepared by Triad Associates dated 8/9/05 • Preliminary Landscape Plan (sheet 1 of 4) prepared by Triad Associates dated 8/9/05 • Floor Plan (sheet Al.1, 30 x 42) prepared by Richard Bowen + Associates dated 7/28/05 ■ Exterior Elevations (sheet A3.1, 30 x 42) prepared by Richard Bowen + Associates plot dated 7/28/05 • Exterior Elevations (sheet A3.1, 11 x 17, color) prepared by Richard Bowen + Associates plot dated 7/28/05. I provide the responses in accordance with your review comments as follows: General Comments 1. As previously noted, a use interpretation is required to allow an insurance claim center in the BP zoning district. Pursuant to Federal Way City Code (FWCC) 22-349, the interpretation shall be incorporated into the Director's decision on the associated Use Process III application. As previously indicated, the City supports your requested Page 2 Isaac Conlen City of Federal Way August 9, 2005 interpretation to allow the auto insurance claim center use in the Business Park zone, but a formal decision can not be issued until the Use Process III decision is issued. Noted. 2. The proposed building satisfies setback requirements. As an FYI, the building must be setback 50-feet from the front property line, but parking stalls may be located within this area if you desire to adjust site layout. Noted. 3. Building height is within the range allowed by code. Noted. 4. Please show the location of the stream and stream setback on the site plan. The stream and stream setback have been added to the enclosed Site Plan. 5. Site signage to be reviewed under separate permit application. Noted, site signage is not being reviewed at this time and will be addressed in the upcoming building permit submittal. 6. Please confirm that all easements disclosed in the title report are shown on the site plan. The existing storm drainage detention facility easement and the existing sanitary sewer easement disclosed in the title report have been added to the enclosed Site Plan. 7. Where is the truck loading/service area on the site? This area must be screened with Type I landscaping if visible from right-of-way or non-industrial/manufacturing land uses. There is no truck loading/ service proposed on the site. Vehicles to be inspected will be parked in the inspection bays inside the westerly portion of the building. Trucks that provide services to the claims center will load/unload using the interior drive aisle inside the westerly portion of the building. The garbage enclosure in the northwest corner of the site is already shown with the required perimeter wall and landscaping screening. Parking 8. As noted at the pre -application meeting, parking for this use is not addressed in code as the use is not identified. You have based your parking calculations on similar uses, which may be appropriate, however, the subject use may generate a higher demand. Please provide a parking demand analysis based on comparable uses of a similar size. Additional information is provided regarding the parking calculations in the enclosed response memo by the Project Traffic Consultant. 9. Will rental vehicles be parked in the enclosed parking area only? Rental vehicles will be parked in the unsecured area south of the building or they will be parked in the secured parking area behind the fence. Typically rental vehicles are parked in the secured area at night. 10. Parking and drive isle dimensions satisfy code requirements. Noted. Page 3 Isaac Conlen City of Federal Way August 9, 2005 Landscaping 11. Groundcover is required in parking lot planting islands. Please revise landscape plan accordingly. Hatching per the legend on the enclosed Preliminary Landscape Plan has been added showing that groundcover is required in parking lot planting islands. 12. Additional tree plantings are required in the Type II perimeter landscaping buffer. See enclosed redline drawing (Engineer only). Please revise accordingly. The additional tree plantings are shown on the enclosed Preliminary Landscape Plan as requested except as noted on the enclosed City redline of the previously submitted Preliminary Landscape Plan. 13. The proposed fence surrounding the vehicle storage area is acceptable. Supplementary landscaping should be installed on the outside of the fence, including along the west border of the fenced area to screen the area from view on adjacent properties, when improved. Type II landscaping is proposed around most of the fence with several gaps noted on enclosed landscaping plan. Please revise accordingly. The additional planting is shown on the enclosed Preliminary Landscape Plan as requested. 14. Please add an additional tree to the landscape islands in the northwest corner of the site and midway along the north property line (islands over 150 sf require an additional tree). The additional trees area shown on the enclosed Preliminary Landscape Plan as requested. 15. The symbol used for the irrigated sod area is the same as the non -irrigated. Please correct. The symbol has been clarified on the enclosed Preliminary Landscape Plan and legend as requested. Wetland/Stream Buffer Intrusions 16. Intrusion into the wetland buffer and stream setback area has been approved pursuant to permit 01-103406. All work within this portion of the site shall be conducted pursuant to the conditions of approval for this permit, and approved wetland buffer restoration plan. Noted. The approved buffer restoration plan shows plantings within 30 foot strips centered over the proposed intrusions into the buffer. The submitted landscaping plan shows less than 20-feet of landscaping in these areas. Additionally, the plantings shown on the submitted landscaping plan are not consistent with those shown on the approved buffer restoration plan. Please revise accordingly. The planting has been revised on the enclosed Preliminary Landscape Plan to be consistent with the approved buffer restoration plan. Page 4 Isaac Conlen City of Federal Way August 9, 2005 Please submit a cost estimate for implementation of the buffer re -vegetation plan. A bond for 120 percent of the estimated cost shall be required prior to commencement of construction on -site. A Buffer Re -vegetation Cost Estimate (i.e. bond quantity worksheet) prepared by Triad is enclosed. Community Design Guidelines 17. The site plan shows pedestrian paths from the right-of-way to the building entrance as required by code. Approved materials for walkways include those listed in FWCC Section 22-1634(d)(2). Concrete as shown on the drawings is not included (unless exposed aggregate). Please revise accordingly. The pedestrian walkway has been revised on the enclosed Site Plan to reference an approved material as requested. 18. Pursuant to FWCC Section 22-1635(b), elevations visible from a right-of-way shall incorporate two of the four modulation/screening elements (fagade modulation, landscape screening, canopy or arcade, or pedestrian plaza). This provision applies to the north, south and west east building elevations. East (front) Fagade The submitted design narrative states that the curved entrance fagade should be considered a method of meeting the modulation requirement. This feature in conjunction with the offset canopies satisfies one (modulation) of the two required elements. A second element is not addressed in the narrative and does not appear to be shown on the elevation drawings. Please revise accordingly. See enclosed response from the Project Architect. North Fagade The north facade has a drop-off canopy running approximately 1/4 of the fagade. This fagade incorporates one large structural modulation. The narrative indicates there is ground landscaping along the north fagade, but it is not shown on the site or landscape plan. See enclosed response from the Project Architect. The drop off canopy does not satisfy the canopy/arcade option as proposed. The canopy/arcade must extend a minimum of 50 percent of building length. Also, the intent of this provision is to provide a pedestrian scaled feature covering a walkway. We would, however, consider the canopy feature to be a second building modulation along this fagade. See enclosed response from the Project Architect. The length of this fagade is 195-feet. The modulation option requires a modulation every 60-feet. Even counting the canopy extension as a second modulation feature, at least one more modulation is required. See enclosed response from the Project Architect. Page 5 Isaac Conlen City of Federal Way August 9, 2005 A second element of the four options is required. In general this elevation has little detailing and has the appearance of a large blank wall, west of the building entrance area. Some form of treating the blank wall is required. See enclosed response from the Project Architect. South Farade The south fagade is not addressed in the narrative. This fagade has one modulation (counting the canopy). No other design features are incorporated. Additional modulation and a second element of the four options are required. Again there is little treatment of the large blank walls along this elevation. See enclosed response from the Project Architect. 19. The narrative provides little discussion relevant to FWCC 22-1635(c), methods of articulation. Slight changes in color and materials are proposed. And windows are incorporated into the east and a portion of the north facade. Please indicate how this code section is satisfied on all three relevant elevations (north, south and east). See enclosed response from the Project Architect. Responses in accordance with review comments dated 7/7/05 from Sarady Long dated 7/7/05 are provide in the enclosed response memorandum from the Project Traffic Consultant dated 7/20/05. Please confirm that our response have satisfied your review comments and issue the administrative approval. Don't hesitate to contact me, the Applicant or the rest of the project team if you have any questions. Sincerely, TRIAD ASSOCIATES Donald J. Hill Project Principal cc: Todd Hamula, Zaremba Group Mike Woods, Richard L. Bowen and Assoc. Inc. 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Federal Way t�, �5 Snf AVENUE SOU COMMUIN(TYDEVELOPMENTSERVICES R E S U B M I T TT E D3S32FEDERAL WAY, WA 98 69 9718BOX �7I 253-835-2607• FAX 253-835-2609 �5 wzn..61yg AUG 10 20fedemiwa�.eom RESUBMITTAL INFORMATION This completed form MUST accompany all resubmittais. **Please note: Additional orrevised plans or documents for an active project will not be accepted unless accompanied by.this completed. -form. Mailed resubrnittals that do not include this form or that do not contain the correct number of copies will be returned or discarded. You are encouraged to submit all items in person and to contact the Customer Service Counter prior to submitting if you are not sure' about the number of copies required. ** Project Tracking Number: Project Name: 2'` Project Address: Sqc&->I - pl._� Project Contact: Phone: 9W40,0 - Resubmitted Items: V_ # of Copies Detailed Description of Item Lk r I � � � • M aa'.�ti � � �; of � r I► .. 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A ND UFFER PL A N TING PL A N C2 TOPOGRAPHzIC s"'U'R1111 V11"'I"Ell Y L2 loss PLANTZNUG, IVOTES AND DETA miff Z GRA DING A ND TEMPORARY EROSION AND L3 IRRIGATION PLAN tn DEVELOPER A GEO TECHNICAL, NGINEER (CURRENT REPORT) E SEDIMENTA" TION UAO%ONTROL PLAN IT.E.S.C.'O'd L4 IRRIGATION DETAILS xx FEDERAL WA Y IZZ" ''11" 11 qj�l ''11111001, 01 Imp, I I I ill 1 111 1 C ''all, i I l� I I'm I I ........ xx X, ------------- - ----- ZAREMBA GROUP, LLC CRA ENGINEERING, INC. j0ft 'Oft 'Oft ALP FINE GRA DIN.My `OAD AND STORM VICINITY MAP "11-0" 14600 DETROIT AVE, SU17E 1500 CLEVELAND, OH 444-107 651 COLBY DRIVE WA TERL 0 0.9 ON TA RIO -DRAINAGE. EMENT-, PL A N. AND FRONTAGE IMPROV I'VOT SCALE mfw A I" CONIA(;T.:� TODD HAMULA CANADA, N2V RAW an Aoft7am"10 2"60A D ND %0mftrTORM DRAINAGE PROFILES SITE BENCHMARKS nn ONE,- 2 1 O.Zz 1 0 PH 0^600 FAX.- 216-Zz 7.1031 CONTACTo tu rxu '""WAmn A, ilwk BE. A N PHONE.- 519N.884.0510 A*ft1'ao`%13 0`0A AND '0% TORM DRA INA GE, DE TA IL c; law 40 on A-V oil A 11 1 ION= q, 60 AM ND NO TES' FEDERAL WA Y BENCH MARK lav"O. 2168-5-1 f"m A 00 0 JL� ell t"AX* 519. uu4. az5 C 14 `6 TORMFIL TER VA UL T DE TA IL 405' A ND NO TES ELEV 346.811 FEET RAM-,5:)%r'_-T W1 WASHER ON EAST SIDE fou'u"E.- OF TELEPHONE ENGINEERIPLANNERISURVEYOR a Ism ""A A PEDESIAL AT NORPHWEST CORNER OF 0"U"UTH JJ6M AND PACIFIC HWY 5>%u00%UTH LAND415"CAPE ARCHITECT GEO Tfami"CHNICAL' ENGINEER (PRE WOUS REPOR T) AM-- fmj=GAL DESCRIPTION CALL THE Lot I r OF ffDERAL WA r THA T POR77ON OF THE Su`U7H HALF OF THE NORTH HALF OF THE NORTH` HALF %011r" THE PUBLIC WORKS DEPA mAw4 MEN T ION 1'7"� OF FEDERAL WAY BENCH MARK 'NO. 2168-8-1 D OUTHEAST QUARTER OF THE NOR77-1EAST QUARTER OF SEC 77ON 20 e"" AND THAT PORTION PRECONS77?UC77ON / INSPECitON ELEV Juv.777 FEET TRIAD A SSOCIA TES ASSOC#11147ED EARTH SCIENCir..".' INC, Z"N'0%U*r" HALF, /1r THE NOR"nj HALF OF THE SOUTHEAST T -1E "> U 1 T7 OF HE NOR TIH HALF OF 77 _A"'WNSHIP A " NO77nCA770N PHONE, 253-835-2700.,;', e%r� 50 RAM-1,0'13ET W1 BRA.051%.05% WASHER IN NEW Sf'GNAL POLE BA11,1>r. 12% 112 115 *Ir"" A VENUE NE 9 11 F1 F T174 AVE, SU17E 100 21 QUARTER OF THE A'ORTHEAST QUARTER OF SEC 77ON 20a 71.0 /vOR`T*Lj RA NGE 4 IV vi,, 'r" 'r" TO REQUEST A PREC0NS7RU(7"770N i�, FEET 5%u`U7H OF HWY 1811-5 DIREC77ON %'w5`IGN. KIRKLAND, WA 980J4 KIRKLAND, WA 98034 r"AST WM,, RECORDS OF KING COUNTY, WASHINGTON, L YING WES 7 E,RL OF. PRIMA R S TA 7E MEE77NG AND INSPEC77ONS* CONTACT.- DON HILL, PE CONTACT.- RON PARKER HIGHWAY NO. I (US 99) AND MORE PAR77(;ftULARL%r-0 DESCRIBED AS FOLLOWS.* B, M, UHA ULL 10 ELEV _- 311. 32' FEET FAGCCrE OF P00%WER POLE (1p UP) PHONE.- 425.821.814-48 FAX.- 425.8221.%3481 OU I-VIONE.0- 425.82Z 7701 r� A X. f*A 425.00. 04) Z 5 4 Z'*%4 COMMENCING AT THE NORTHEAST CORNER OF SAID SEC77ON zu; THENUC SOUTH 01012*17" 001* A I r*1A "ORTHEAST 7.7 RAILROAD SPIKE IN LEA I oe"*T #J4183 A OF QUA`TER OF SEC77ON 20, A DIS TrINLOL: WEST ALONE"i"t 774E EAST LINE >AIU N POLE IS APPROX. 160" SOUTH OF SOUTHEAST CORNER OF SIfTE .09 Ift 0 r% OF 141&,34 FEET /"0 77-/E NORTHEAST 'CORNER. OF SAW SOUTH HALF OF THE -NORTH HALF "ATION OF EXIS TING 77LI 77ES SHO KN IS Lot %Ofl A %lei TH* ALONG THE WEST SIDE f1r' PACIFIC HWY 5uU Am&CHITECT Am WE TL A ND BIOL 0 GIS (PREWOUS REPOR /) OF THE NOR7H HALF (1),r" THE SOUTHEAST QUARTER OF THE NOR77-1EAST QUARTER OF A AfAlk,0 A BEA CCURA&r A PPR OX1h fA 010 E A ND r NO T A OR A us" _,x A A A � A A A .011k A & AUMM "on a dx& 0 a Avw Aft OW& A it 0 5 A Aft OW*Aft Ow4k #AV% BA SIS OF BEARING . . . . . . . . . . . . . ASSUMED BEARING OF NOR"in' 01'012'021"'0 K-AST ALONG THE EAST 1"" A ST WM. LINE OF SEC77ON 20. TOWNSHIP 21 NORInn'. RANGCc_" 4 LA DA TUM - N. G. V. D. 1920.9 CONTOUR INTERVAL 1_1`CON-1r`OUR INTERVAL 7o� AF RICHARD L. UOWEN AND ASSOCIA 7ES INC. 13000 SHAKER BL VD. u,"LEVELAND, OH 411f120 CONTACT.- MIKE WOOOZ03" PHONE.- 216.37Z 3857 FAX.- 216.49`1.8053 ME TRANSPO "OUP, INC. 117JO 1187`H AVE NE, SUITE 600 IORKLAND, WA 98034 CON TA T.- TA SHA L. A ON PHONE, nnj, A 0 FA X* 4# W2 5 - 0". 2 5. 8 4 3 v - 4 7, rl�11�71V_!',- T i IN 0, 1 g,, A SSOC/A TED EA tf in SCIENC?_-.�), INC. 1^ ell FIFTH AVE, SUITE 100 KIRKLAND, WA &8034 PHONE.- 425.82Z 71ul r-AX_ tA op so v moo: aw A A A A* w A* AW Ap W, 4WA ANN A dp A Ab A /110i 47 APPR6VOD D,&TE V11 2112 115th Ave. NE Kirldand, WA 98034-6923 425.82.8 425.821.3481 fax 800.488.0756 toll ree www.triadassoc.com vv m PROj -i MANAGER BRADLEY T FREEMAIV, 1-1-S PROJECT SURVEYOR RICHARD A. PROJECT ENGINEER, DENISE UFnN,, ASLA PROJECT LANDSCAPE ARC CT FiRsTl suBmrffAL DATE: -2/13/00 SCALE. HORTZ.: 1 =50 V NA SI ruirlm ly, 'Abril, 1w OF m4 M, 1 11 ii �� 1 4 A. 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'A i I- I 11 I --------- 1,_____ / ..".:: WCR � I \ \ so��'( I Is'- . 11 "I IT I - __ � -_ - I 11 43.15' ' I / I . \\ - , --I It V I .- / O/ 'I � I __ __' �1___ , , - 111,11 I lot 111,110 r -, I I I I ...� I I I - ___7_ __ - " ,--- T- � 1-- I'll'I't'Nooll I I ommillo Ill iiiiiii'l �� ___ I I / `* - - � / / ; I ,,� , I I tRI 11 1 10 , Ill ill � \1 \ I Fj I I I WATER SURFACE � * 1 1 / / , ill 11 I 11 1111, \\ I . 10 - ml I'll .00 I I I I"',, " I " Ili I I \\ N\ \ 1;-.g / / I __> 11,1111 jl� /.* I 1 11 $1 I Ill Ill 111,11111 0011 - ______ __.____ __ -I ___ __ / __ I ./ . / . 4, .,--,- 11,1114 1.1 Oi I I I` . Ill I 1 V"_4_14 fil_,_,�< I : , \\ �S,\ I I I jcQj I 0 i ELEVATION ON THE - 11111 /j //j / I I I I , / - -- . Ill 111,111111IN11-_ -I- ___ I- -11�ll�11"1111"illlliiamwm--- I - � - - -_ E �. .1 ,I I I , \\\ 1-11 - I I Ill \1 I (N88"24 53 W 1143.58 .* 170.18' ( 1 6 9. 9`6 CORD) -I, I � Iii Ill I \\ A ELEVATION = 272.9 I pit I I 11 I � \\ // / / f - -4- - - - .e;` : I I I)IIIIII, \ \��II,��N IP'- � I / RECORD) I / / I I , - - - - : I \ 1 1 1 Ill 11 I - , III\ 11,�l I 11 ., UPSTREAM SIDE Or *-. ( " /I- - \ I I I i I � : I , A ,0�1\ \ \ I I I Ill 1 77- :1, , \ 111111 I I t-s- I , / BILLBOARD 01 I " 1;� 11 1. I 0A_ \ \ \N *;> 1( � *" I .I":` \ 1 41 WIRE 11 . ..... v-1 tj�< 8 \\ * .1 (3/24/05) ,� �011 1\%� I . I � 1-13 / ... %�- - ..,J;** I'l, // I I / / I . 11 ) � I I I I % j / / I "Cpp: \ � - I / ! � 0 I � il, A0 \ \\ \\\�\ I W . I I it, I I I � 1�� i ; , �u, \\ , ....:.� I I / / I / �" \N, i I - I I 1 � A, I I I 11% \ \ - *%. I/// / - i,�" ��j I , if fill T I I I * \� *,,,*s LIN = 280.0 ON: \ I / F["NC[`�`- I 1111111 . I I \ kN %X /' I . fill I I I I / I rEP-6 / / � A I I $1 1 :�11 \ ,\,c I I I I / / F 1. A�% , : % 0 1 J_ f, 11. ",&�, \ N� ,,.,**- -.4 ", ,\\ \ . I I It "*\A - ? 0 / � ,., I � � I I I I I 0c \ �._ \ N *�, s" .... -.1 ,(3/13/01) . _9 �i -�:.�.L � -, / f I I ( I / / ,". I s 'j%1..0v- fli I I I 11 �., I I ..O/. - \ ,,,*,,*. v*,,*, �s.,��, V\\Wt .. I I/ , j< Op ., . I I 1, 8 , P:, . � \ \ \ ,-�s .,.��-,. , .10' 11 \ . . \ I 0"Wow aftftw* / . I I / I I I I/ 0 I . I I \ I lo I � I '�-,� k<,� % I \\�L�� , "m \\ %k( I I . k I / / *** ... `. :�,�* '1� I I ,I . I / I ___"I, I i L 11 1%% .,00. � X.-- ,�, \\ , \ / I I I I I / I / j I- ','�:: /' I I -* *,*. N N%. .00 11 1,11 , . � I 00' \ * -N. I- \\I \ - ) 11 I \ / / / > EP-7 / 0 / - I *,*. 'Ik,��* .%,***ft I - � 1,"", I , " I I I ! . ,%,. N,.: *-- -Z _.. %�',. - "..."o "o ... I t�� .,� ,0 �\ . m \e .04 1 1 1 1 1 I . I I 14 / f 0 _*� I" ;.'' I I I - - f yi-�o Ik-I. 'j\ I I I , `i� I I. 1 I I I � I 11 , ,CPP: I s, �. _% 1. I 9\ , A 0060 I 1�11 f I I [� I � \ I / / / 0 $0 0 1 1-11" '.. �I I.,X, .1%, 1. I 'I I . �_* I 'A A I , x! .:� I-.,..,,% I I I i I ��*;;O* 1%*"N%,.. !%%,� ".w';.0. .0-4 �% -- A , 'D *. (1-12 .,?�Bo if I I � / I \ I* I I '(N71'032 21 W RECORD I " I, I it � � ill I I .. **,.* - %,,,. -`1*.,,. %koo .1.0.-...O k1\1 Yx V� % 16% \ I ::-r- - V) Ill I I I I I I / / / 0 1 ", / .�;,' I.:; II.I. \ j I 'N / "4�� *111. ..,- .)c 11 ,�, Lu i , 111111.1-1 I -11. `N%Ooel000 ._1.0_ I \� \ \N\ V) I I I I � *;, \ I I I , 11, %2>61* .*'k`_ %1% *-* .01 k ,� \ - .. 000- "000, Ill I I / I / , ;`:�' \ \N \ / I M ,tpp: � Z. .... \ q IN— )11 / I -1 - ft .,* I \. d I __N-%k. < ,N. --,..". vl� %*..000 \ \ \-. - / I I, 1�_..4.�.' 1 ." CL 8 I . I . 0000 sp r / I \ I / N71*310561"W f I '111"""� 11 " I I I I I III I '.I . \ , . . N*% * . L 3 1 / I ", .f1f I.? \ I i II I Ill It : . . *%.N-ft I %\ ,�%� k, \ \1� - N\ t �.,.Z:,'..�-*:;; III I I I I I I . /I - ;.., * I ..*IN% ow% 1. ,..:.:, .10' / \ _Q e.. " ....'. 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I I t It 11111 11, \ I I 1, \ I IF I _W I 0 Ii c6 F, I %00 (X) I ELEVATION = 275.0 .111, i 0.1 I � I I I K) % I / / / / tv t" I * / , ",III' ,� (N 1 1 , w 0 0; # Ill I II I 11 I .1111 ill 9 I I to u') Of Ln �Q (_0 (O I I I I / / I I 0 0 /I 0 � T �k I 1 4 A04 I I , 4L 0 ,V,% 01() Ill I 1111111 11 : (3/24/05) V 1 1/10 2t'.% 1 - 6 � 00 M ()) Q0 ()) 0) N) I I / I / / -0/ I 1 V9 WCR n II ; N %_0 I I . I I I I � r TOP OF 12 1 Q0 J-3 I / I cj // V I, III ;;` I � / a .1 % 9 N N 0'�41 C\J . 0) I N N) I � I / / / / / 0 f 0 <1 � I I 1� , � I "i ft I (N 11 i I 11 11 lilt 36"CONC I I jjj� i /11 'I I If I ___� 00 (0 U4 1 1 / / / / I - -44i Q,- /I . 11 .1) $� ) c " �. J� 0 A. 0 0 c", I : :�� I ? 0 I I eu. I LA_ - � I I I I I 0 (\] / 0 / __"� � i 11 n Ill I I : . I I GALV PIPE I I CIO I / / � %p I , 0 I . I 11 I I I . IE=275.58' I., I I I 1 1 1 'I I 11 I (I I , (,0 0 ` / / 11 / / / I I 42:� / f 1. /I- ,/ . 0 1 I If \Z. 0 p 0 1 $if 0%1 - - -* - - - H 01 I i, -1 f - - --.� I ifft 11 EL: 276.07' . 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TOMKINS, PE ,- __ ------ �. PROJECT ENGINEER ' , DENI-SE LIF77N,p ASLA PROJECT LANDSCAPE ARCHITECT FIRST SUBMITTAL DATE: 2--. 113106 ' SCALE: mm.: ito-56" vERT.: NIA � - , , I I I—'' , ''I" "I , , "I I � '' , 11,�! , ", � �, � 11'111,� " � 1:1:'' '_�,` ; � f ''�,!,!"'I ""I ":,� 1� I I �, 1, �",:J, �, , I',,'' 'I'll �11 ,�''::,: I :, � ��;:�, �� , , - � -, 11 I I I [,,�',',�_�," ,_f'_' "'I''11'', I I - , �'t� � I �'1"'1:":'1:'"'1_ ��'',';�,l ,--. - . _ I I ��' 1 , � � i"", � ,� ", �� , , 1, � ... 11 , � ,� "I ,,� "I , � , , , " 1, � , � !,I'," ... 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(E) 30" 1E 285.46 CONC . ........ s 30 IE 285.16 CON C. (w) —ss — —ss ... ...... —ss---ss _ss _ss _ss— —SD ... ... ISD SD . .......... ..... ..... ................ I7EMPORA R Y SEDIMEN T POND DATA I% EX. SDMH TOP 1308.6.1 .... . . ..... 10 YEAR FLOW *mom 1*27 Col'"OS, .......... tX, SDMH REQUIRED SURFACE AREA 2s646 S*F* 241" 1E 300.52 D.1 (IN ........... ...... .... .... ... TRASH RACK -CO NE,- 2 24 1E ,300.32 D. (OU T— W) PRO WDED SURFA CE A REA 661 SF, 0 EL* 29Z5 IL ....... ..... .... . P ... SDM .......... % SURFACE 'T ,,OP 29�4.'08 (NY -(N W N07E,, SURFACE AREA ME44SURED AT DESIGN W47ER �PE 1*2 A0,00096 SURFA CE AREA ......... III% ,36 7. C. (E % CITY OF FEDERAL WA Y VERF`LOW 6* WDE 0 . ......... ......... BM NO. 2168-8-1 ................. 4' —f— A A 00 % Is 1 A I % %del I v SPILL WA Y EX.' L 0 G WEIR 12' SD'' 59 e N 4 N TRA FF1 C % EX. SIGNAL' % j V 46 00 At— 0 1., 69X ..... % ... r N I A I r— e- e- . . . . . . . . . 7 e A # r 00 e A 4 A 4 I I A I I —I— �Td REMAIN) 11\11 I y CUP . ....... TEMPORARY 12* % Q, J..'o %.o *..of I I V L .0 14. #0 - *-.0 I V L_ LoO s % SEDIMEN T '-P ROCK CONS77?UC770N EXISTING PERFORA 7ED RISER A TION % W1 GRAVEL' ER EN7RANCE PER % % ... ............. POND % DETAIL, SHEET C4 DETAIL, SHEET C4 % % % ...... 7EMPORARY SEDIMEN D TOP 29 Z 50 TA 77ON P" ON .000oo/ 100" X 24* WDE I$ 40NAW BERM 2990 5 EX. INLET ....... Y' 0000 . . . . . . . . . . . REMOVE ±30 EX. SD 291'a *7 9 D WS ........ 12 1E 306. OJ I80 TTOM 294*0 12 0 % f . ................ P ........ AD 7 S T YP) LIMI (Typ) ?�) TO BE, REMO VED E il661 S.F.' PROWDED P) P R, TO',REMAIN', % R"I"PR" P' IEA -Z, 1E '00 'AND PROVIDE/CONC. PLUG % ........ ....... EX TRA UXE ED FFIC 293.� 44 650 So Fo' 0 29 Z 5 REQUIR ISILT FENCE SILT FENCE RING .EX BILLBOARD PEI? DE TA IBAFFLE SHEET C4 4w 4m I......... .. .. .... . ........... �:i F Igo — ------- ----- % 11 IM 0 WAO i0*r 0 Ao o WSW ......... *mom Irw . . . The' .300s SWALE 0 2*2X Tti INN so II................... 10 oe ISWAL ROCK LINED E . ......... . II.... ..... . . . . . . - - - - 'oor 0004 I000, OG COUPLE ON 77 ----------------- I41rWER INS TALLA 770!Vv IGR 00 N ............. . W7H� W TO BE S FINISHED GRA DE IMA 77WNG AW E R A SE **44 ,,SHEET C4 CON TOURS (TYP) % FPR SEC 77ONS . ......... ...... 4 I. . . . . . . . . . . . . . 4 ............. . . . . . ... 000, 001* ........... .0100 % .0000, -10 TR,A F1 C S1 GNA L EX. F .010 eo ....... REMAIN) ...... I............ .00. A Al 1N % ORA WETLAND LIMI T PER LL NGE DEL INEA TION BY A ES1 S, . . . . . . . . . . . . Sk T FENce EX TELE" POLE I% WE X A NO IBE REMO VED) II'AND �E ............... ION EXISTING GRADE N 71K CONTOURS JUNCTION BOX r -s rl s e s $ A I ... . ... .. . . ... .. ....... ...... BE RELOCA D, S WA. . ....... II... ...... .......... r r A ti) e 4LI I I\ I I I v I—t— r— A I —t— # 00 A I EX, EXT URBI RUDED C I # %00 I v fit (TO BE REMPVED) A 0- I I 1 r 05). Re AIL 'CNEOK DAA4 iA T -T-0— BE REM O' VED)_1 **WOW** ILDING I FF==* PROPOSED BU BU EX GUARD OWDE ROCK ARING #7 IF, VEL OPE (TYP) 150 MIN. SPA CIN DE TAIL SEE ........... I(b ........ STORM WA TER POND HEf T C4 I........... IWATER SURFACE L I% + IA SE % ........ :0NA L S ELEVA TION 275.6 L 2/01) INA Gfi ED GE OF s6 EX. P VMN T .......... ly .. . . . . 4 I .4 T P OR %3 u AL CHECK IX . 0 15 30 60 W& SWALEs AlLo DET A� ....... /* #0� % -0 #00, f iT 000, % > u AFTER COMPLE770N OF . ..... 0 ........... .001* < AND 5E*FR INSTALLA 77ONs 11 U ..... > ITO BE STABILIZED .01 11 ........... GROUND < ...... .... .. ILLED IRON PIPE ..... FND 2 CONC 'F W 7H S* 7RA W1 AND owl 3CIAe I..... k 1N.57ALL IN7FRIM CB TA CK DOWN 1.3" IN CASE ........ RASS MA7WNG 0-00 BURI f I I ...... I0001.1", PROTEC 0-00 N40 (10-20-9vj SEE DETAIL EX. TELE POLE 0000 IE SH ET C4 ............. .10 loll 00, 1000, 000 00 *01 010 II00 .......... woo (TO BE REMOVED) '00 . . . .............. 001, -306L. 0100 040 000 woo 'RHEAD .'EXISTING OVE I*Aft elk, ........... ....... ...... It .0- 00000 000 400 ............... .......... w000� .......... .......... gill . ... .. ..... ED . ... 0 BE RELOCA T Tum (T A 'N II......... ..... ....... . ..... ...... 'UFffR IMPAC7S UNDERGROUND)' D, N, G. V. D, 1929 E MI 77GA 7ED PER 'T ICAAMINCIT a Aft ox U ISIO) .. .... D8C A SIL T F E W CE T Yp) ... .... .. EXISTING STORM Ll V. -SEE WER, NO 0 WALE.,..O . ... .... (TO BE REMO VED) pERfDE*AP* A it -77 PER DE TA SHEET SHEETC4 WFTER PLAN' NO PLAN 1AIL. SU W1 BUILDING RMIT7ED CB EX. EVELOPMENT AND S1 7E % APPLICA TION % TOP 50�. 90 PERMITA GE OF, IE,,,303.90 D 15 (IN EX P VMN T 01 /1� 30384 D.I. (OUT�- 15 W) % I%00% 60 00 I A I —I— N % A 4P # A PERMA IT NO. ut"' foo"' 1 0 ut*'% 7 2 2 0 0 —C`0 /till%$/ y I 4f I I /it 1 /lilt%$ 1 I . A I e 1% 40 e 1* *0 % .04 4p 1% 4f o*% e% r I I rN I4 1 $ A I —I— IV/ IV/ I I INI I I y 8M "UHA UL %,00 %0A %.O I I I I %40 AWfrOVED DATE 2006 TRIAD ASSOCIATE' am r% La z Q: Q: C, �: �1_ Q_ CL PROJECT ENGINEER HNISE UFflN, A PROJECT LANDSCAPE ARCHITECT FIRST SUBMITTAL DATE: 2113106 SCALE: Ho SHEET NO. Aft C�f OF 14 5', 0 .ROCK CHECK DAM DETAI S NO T TO SCALE 2.07o 2.07o 2 W 1 MIN. f 17�7� TH DEP TEMPORARY INTERCEPTOR SWALE DETAIL NOT TO SCALE A ICE _171 $we g"STA 1. DAMAGE RESULTING FROM RUNOFF OR CONSTRUCTION ACTIVITY SHALL BE REPAIRED IMMEDIATELY 2. IF THE FA CIL I TIES D 0 N 0 T REGUL A RL Y Rt.:- TA IN S TORM RUNOFF, THE CAPACITY ANDIOR f-REQUENCY Of__ THE SWALE101TCH S"ALl". BE INCREA SED. POI.W`781YIJ: NL-"' CA P PRO V101-_ A OEQUA 7-f-7 INSTALL 7RiA,511 1?A CK EL. 29Z50 12* PERFORA TED P OL YE TH YL L NL` COR/?UGA [1z""O DRAINAGE TUBING. DIAMETER—' Ml_-IAL RISER MIN. 2" LARGER THAN DEWA TERING ORIFICE. TUBING 11A TERTIGH T' N31. 5 SHALL COMPLY WITH ASTM COUPLING F667 AND AASHTO M294. TA CK WELD DEW4 TERING ORIFICE, SCHEDULE 12'" 1E 294. 0 4 0 S TEEL S TUB MIN. 6'00 MIN. DIAMETER AS PER PLANS (0=2 116`� L F _18" MIN. A L TERNA TI VEL Y. ME TA L S TA KES CONCRETE BASE AND WRE MAY BE USED To PRE VENT FLO TA Tf ON 2x RISER DIA. MIN. MAIN MMAN-C.E. STANDARDa 1. SEDIMENT SHALL BE REMOVED FROM THE POND WHEN IT REACHES 1 FOOT IN DEPTH. 2. ANY DAMAGE TO THE POND EMBANKMENTS OR SLOPES SHALL BE REPAIRED. TEMPORA R Y RISER ..DE TA IL NOT TO SCALE (PRINCIPAL SPILL WA Y) OPEN AT TOP WITH TRA SH RA CK DESIGN WA TER SURFACE 4"0 DEWA TERING DEWCE (SEE RISER DETAIL) 201 POND BAFFLE fi FIA LOCA TION) CONCRETE BASE 1 2 Jo * 5-"4 gp ad: v A ID cl 77T 1� CO3 a 12 PROVIDE J14*1 MIN, DIA. /La000 A \< / \, \\ Mx\ \ �/\,\ NY\ /x ffloo-i-D"Cu Url(/i Vr-L tlAGK- FILL ON BO TV SIDES 77W D449 1) 2 OF FENCE. FENCE MA Y POSTS BE BACK -FILLED WITH NA TI VE MA TERIA L. BURY BOTTOM OF -CROSS SECTION FIL TER FA BRI c 2X4 DOUGLAS FIR 0 6"O.C. NO. 1 GRADE OR MATERIAL IN 80"xl2$' EQUA L. A L 7ERNA 7E.- S 7EEL FENCE POS TS 7RENCH .FILTER FENCE D&TAIL NOT TO SCALE GRA TE FRAME OVERFLOW BYP ASS E ""'SS FABRIC TO XCEI.- GEO TEX TIL E FA BRI (A PRE Vl- N T FILTER FOR SEDIMENT REMOVAL FROM FALLING INTO S TRU C TURE 7 A L j DRA INA GE S TRUC TURE FIL TERED WA TER GRA TE GEO TEX TILE FA 7-7 WNW FRAME S7]2R--M DRAIN PROTEC77ON 1Ns"'E'R7' 4-A SECTION PLAN VIEW N TS N TS 0 VERFL 0 W B YPA SS RE TRIE VA L S TRA P GEOTEXTILE FABRIC FOR SEDIMENT REMOVAL i LO �RM D R A I N ER-0 TE-C. R J N! �ER T ISOMETRIC 01-EW (,TYP. N TS CA TCH BA SIN TEMPORA R Y EROSION CONTROL FIL-TER NO T TO SCALE G N07E7o* RLTER �BRIC SHALL HA VE A MINIMUM WA 7ER PERI *M k 7rC imam= %.Oft APPROVAL tr" THIS ""*40SIONISEDIMENT-ATION CONTROL (ESC) PLAN DOES NOT CONSTITUT AN A PPRO VAL OF PERMA NEN T ROA D OR DRA INA GE DESIGN (0/. E. SIZE A ND L OCA TION OF E ROADS PIPES RES77?1CToRS CHANNELS, RETENTION FACILITIES., UTILITIES C. E T 2- THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTIONo MAINTENANCE, REPL A CEiWEN,T AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANTICONTRACTOR UNTIL A" LL CONSTRUCTION IS APPROVED, J. 'THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD., NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANTICON TRACTOR FOR THE DURA77ON OF CONSTRUCTION. 4. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIWTIES .v AND IN SUCH A MANNER AS TO INSURE THA T SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM OR VIOLA TE APPLICABLE WA TER STANDARDS. 5- THE ESC'FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE EsC FACILITIES SHALL BE UPGRADED (I.E. ADDITIONAL SUMPSj RELOCATION OF DITCHES AND SILT FENCES, ETC.) AS NEEDED FOR UNEXPECTED STORM EVENTS. 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICAN TICON TRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. A N Y A REA S TRIPPED OF VEGE TA TION 0 IN CL UDIN G R OA D WA Y EMBA NKMEN TS, WHERE N 0 FURTHER WORK IS AN TICIPA TED FOR A PERIOD OF 15 DAYS SHA L L BE IMMEDIA TEL Y STABILIZED WITH THE APPROVED ESC METHODS (I.E. SEEDING, MULCHING, NETTING o EROSION BLANKETS E TC. 8. ANY AREA, NEEDING ESC MEASURES NOT REQUIRING IMMEDIATE A TTEN TION, SHALL BE ADDRESSED, MI'THIN 15 DA Y5. 9- THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF' ONCE A MONTH OR WTHIN THE 48 HOURS FOLLOM`NG A STORM EVENT 10. AT NO TIME SHALL MORE THAN ONE FOOT OF, SEDIMENT BE ALLOWED TO ACCUMUL' W1 THIN A CA TCH BA SIAI. A L L CA TCH BA SINS A ND CON VE YA N CE L INES SHA L L BE CL EA NED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER IN TO THE D 0 WNS TREA M S Y5 TEM. 11. STABILIZED CONSTRUCTION ENTRANCES AND WASH PADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE pROjECT A DDI TIONA L MEA SURES MA Y BE REQUIRED TO INSURE THA T A L L PA VED A REA S A RE KEP T CLEAN FOR THE DURA TION OF THE PROJECT. 12. DURING THE TIME PERIOD OF OCTOBER 1 THROUGH APRIL 30, ALL PROJECT DISTURBED AREAS GREATER THAN 5, 000 SQUARE FEET, THAT ARE LEFT . UNWORKED FOR MORE THAN 12 HOURS, SHALL BE COVERED By ONE OF THE FOLLOWING COVER MEASURES: MuLcH, SOD, OR PLASTIC COVERING. 13 ANY PERMANENT RETENTIONIDETEN77ON FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WTH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY IF THE PERMANENT FACILITY IS TO FUNCTION UL TIMA TEL Y AS AN INFIL IRA TION OR DISPERSION SYSTEM, THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. NO UNDERGROUND DETENTION TANKS OR VAULTS SHALL BE USED AS, A TEMPORARY SETTLING BASIN. 14. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED FAST GERMINATING GRASSES SHALL -BE APPLIED AT AN APPROPRIATE RATE (I.E., ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMA TEL Y 80 POUNDS PER ACRE). 15. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIREDO IT SHALL BE J APPLIED A T A MINIMUM THICKNESS OF TWO INCHES. .16. MANAGEMENT PRACTICES PRO14DING SIGNIFICANT 7REE PROTECTION -SHALL BE PROVIDED PER SECTION 22-1568 (C) (6) (A - G) OF FWCC. I. ARRANGE AND ATTEND A PRECONSTRUCTION MEETING. CALL CITYS f NP, Ir. wnf?wq ,DEPARTMENT PRECONSTRUCTIONIINSPECTION NOTIFICATION AT (25J) 8J5-2700. 2.' FLAG ORF' ENCE CLEARING LIMITS. � INSTALL ORANGE SAFETY FENCE ALONG WETLAND BUFFER. J. POST SIGN WITH NAME AND PHONE NUMBER OF TESC SUPERVISOR. 4. INSTALL CATCH BASIN PR07EC.,TION AS REQUIRED. 5. GRADE AND INSTALL CONSTRUCTION ENTRMCES. 6. INSTALL PERIMETER PpOTECTION (SILT FEII�� L`f'7E��TOR SWALES, ETC.). 7. CONS77?UCT, TEMPORARY SEDIMENT POND AND SEDIMENT TRAPS. 8.1 GRADE AND STABILIZE CONSTRUCTION ROADS. 9. CONSTRUCT SURFACE WATER, CONTROL (INTERCEPTOR SWALES ,o ROCK CHECK DAMS SIMUL TANEOUSL Y WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. .9 E TC.) 10. MAINTAIN'EROSIoN CONTROL MEASURES IN ACCORDANCE WITH FEDERAL WAY STANDARDS AAM AdAA1 uf_mt-ofurTr-rTZ) r'MUUMMt_1VUA11UN,5. ii.*,RELOCA TE EROSION, CONTROL MEASURES OR INSTALL NE W MEA SURES SO THA T A .5 St TE COND177ONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE KING, COUNTY TESC MINIMUM REQUIREMENTS. 12. COVER ALL AREAS THAT MLL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DR�Y SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST PLASTIC SHEETING OR EQUIVALENT MIN. 'W \zlzNxI I \,c /-iLL IWLA%�p / HA MI: A GH FK L GRA DE W( THIN SE VEN DA YS. (IF APPLICABLE) 12" MIN* 14.' SEED OR SOD A N Y A REA S TO REMA IN UN WORKED FOR MORE THA N 30 DA Y5. kf 4`�-8" QUARRY SPALLS 6, 15. UPON COMPLETION OF ThE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND PLACE AT FUTURE BEST MANAGEMENT PRACTICES REMOVED IF APPROPRIATE, SUB GRA DE EL E VA 77 ON .o\ X �z \ 0 �/� 16., S� REA40VE TESC MEASURES AFTER INSPEC77ON AND APPROVAL BY INSPECTOR. IF POSSIBLE OVIDE FULL WIDTH GEO TEX TIL INGRESSIF-7GRESS. AREA A lAAl n C% lu CTABILIZED CONSTRUCTION ENTRANCt 1., 0 VERFL 0 W SPIL L WA Y DE TA IL AN Y DA MA GE SHA L L BE REPAIRED IMMEDIA TEL y NOT TO SCALE NO T TO SCALE 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. J. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR sIGNs OF THE FENCE CLOGGING AA1n Ar.Twr. d cz A PA i;uwro Tn 6 *M/N. WIDTH /-LL/Ifv 04/vu 1"r-tv GHANNUIZA "UN OF FLOWS PARALLEL 'TO THE FENCE. IF THIS OCCURS c CREST OF EMERGENCY INE TRAPPED SEDIMENT. REPLACE THE FENCE ANDIOR REMOVE SPILL WA Y HIGH. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6" EL, 299.50 5- IF THE FIL TER FA BRI C HA S DE TERI ORA TED D UE TO UL TRA W OL E T BREA K0 0 WNO I T SHA L L BE EL. 298.50 1 MIN. REPL A CED. /, N1 7/77 EL. 299.50 ol, MIN. I EL. 29Z50 00;11 EMBANKMENT COMPACTED TO 952op. Y4- PERWOUS MATERIALS SUCH AS GRAVEL OR CLEAN SAND SHALL EL. c-9750' NOT BE, USED. 2 4.0 .'u)yARY,591 121" Cmp r.-M/4" I EL 15 TEMPORARY SEDIMENTATION 'POND CROSS SFr,.Tlf)Ai R'.a. azIff'o, DATE C) 2006 TRIAD ASSOCIATES NOT TO SCALE illHEET NO* toi4 OF 14 to w nci mo Q) C) LZ Q) ;Z tZr) Q) Q) 4_4 Q) Q_ ... .... .... SECTION TOWNSHIP 21 N., RANGE 4E., WoMm J CR Al SEE PLANS BY 774E 7RANSPO GROUP TYPE 48 09 'ROUND SOLID FOR S7REET-11GHT AND CHANNELIZA 770N,,,,,� Poin t TOC Elev A-, SIGN* DE -- ---- ------ . .... ... . '0 Po"K `G"L/D 1 309.32 L f 7N, N,! 43 7,69.7923 2 J09.18 9 CITY OF FEDERAL WA Y ell 309.16 INE TOCt 6" ABOVE FLOW L 1`600484.5637 3,0' COMMERCIAL DRIVEWAY BM NO. 2168 4 309.32 N07E7,o X �o x. PER C. 0. F. W S TD. DE TA IL 5 309.57 11,111, INS,, Lu t'5;,,- 12 OF DRIVEWAY 12+6Z42 % FUTURE NORTH SIDE % OUXET PIPE IZZ FUTURE NORTH SIDE :v OF 66' ROW OF 66' RO W /E 293�. 71 EX. INL E T / ''. . . .......... A "T L 6 sK 16 S T6RM FIL TER VA UL. -1-4. A`X A C C 0 U J`N'T'� IE 306.0,3 r\.] N G C 0 L),JNT Y INCLUDING 16 STORMFILTER Y �LT % 11 + 0 1. 26, 20 C8 12 SEE SHEET C 11 FOR 0 % _,j CA RIDGES, SEE DE TAIL$ )0 2 104 9004 T Q) f 19+350 99S 500 13 L T END CURB RE TURN EET C14 CROSS-SEC77ON Z�E z 0 IN' E-1 D B u 5 1 f\JE 5 5 C 0 M M`U INUT T I-ZZ < Cb _Ij Q. W1 VANED GRATE % L **see INSTALL CURB RAMP R--25 ...... GATE I 8' HIGH CHAINLINK Q) Z I` Z*3 FEN CE W/ 4W C8 23 4w 1 .1 Lj1j 04 4% 1 e i , :�-:.;;,": PER C. 0. F. W. S TD. as so NIPPON + 26.46s 19.25.'? L T mmumammomm 4" MOWN= INLET PIPE do 400owlsom" DETAIL 3- 11 =two* 11111111poom VA 4ft AD lllillilli'lli 12 1E 29-6. 01 NED GRA, IE TYPE N BARRICADE 62�KEDJ - ---- --- doom . . . . . . . . . . . . . ... . . . . . . X...... CB 13 T . . ....... ...... 777 77 15 SEE SH T 6 PER DETAIL., V* CB i2l ............ E 1600671.758J 'TO THE BARRICADE v,* 74 W FLOW-SPLITTER N 4,39 796.7388 t-UTURE EXAMSION1 SIGN SHALL N 439 750.5592 BE AFFIXED .............. 777 -�u E 1600512.9127 . ..... . . ...... X 'LOCKING LID 00 OLID W1 �SOLID LOCKING LID ........... 7w 4 ..... 'rSEES D TL: SHEET Cl..O;l 4 7 Z '>U -D X vs SEE SHEET 10 1 .000 CB 22 Z., 000, 13+ 3 1. 09s 196 .04 7 �Tj 1 . - 7 ommm9w2m I 1 11-- '', , ...': : , * , I �,X�:,:, I I .; I I I I , I I I - I I I I I I I , I FOR PROFILE W VANED GRA TE -7 111101� 1p"11 01 mom ................. It I S % . ...... . . . .. . . . . . . . ,000 11-00, 305�w gel ---- ..... ....... ... ....... - - ------- - Alf ft-ft _--ur X F-94-* 15 -8 7-, 4.4; 4- JU7' STREET LIGH,17' (Typ) E TE . .... -VAN. D', 00" 77" ...... REFER fu -tHE 7 4 1 CR Al 3 .. . ....... . APPRO L-6b.zz E Ep I ...... w VED, S TREE T �., N ....... I .......... ....... o o . . . . . . . Lb"TING PLAN' op jo 0 EN T ...... . ... ....... ...... ::,: C V .... ..... ....... ...... . . . . . . . . . . . . . FOR ACTO AL 7.7, zj Z)b .......... �Xj ............ ........... .. ........ ........ % :-:x A ...... X IONS _4z Mr, e . . . . . . . . . . ............ ........ .. .... :::X N �0 RA ..... .... . . ............ E �: � � i �:,T�'� -4 L-, W T Ss ^P 110 I "'t E LorA T .T .. .............. 3U4 o IS ........... **F- A A � I. ...... ...................... LL CURB HA MP L ......... MONUMENT 'PER C. 0. F. W. S 7D. F I' 0.,� v-, ::: SP :�I Tu "'.4 ......... -CU., B, 7 v CB E 11- 1 TYP 77 1 .. ....... S/,Ulv IDETAIL 3-11 R RE URIV uu1v 'j, 'u 61, r u" rtTurlicll, WI�R D '"`*%LID E 'N A 4 _9 LOG: IN G LIL) N , .xw x, C8 7 �1 'k p � as X, X, 9:�7.--I'.'3�.. 6 'OUND .6. uc 75 /V 43 lztj.z 5 10 EXIS TI "G .. ... .. ... .:jx I�i, K, 14". %: >K1* r I' I f ..... . ONTOURS W Al :160 08 0"1`� 7559 E" Is"20 0 _E� C (TYP) 18. 4 N IAIN NI 4,� ... ... . . ... FOR�,` f ........... U, j EE RN( S 4*1 % EXI 5W �y_ A L f. Z oe AREA LIGHT % .......... . ....... J 1. oz MIN, Ole S T 10' TYP) oee I I .............. %X, _X. . . . . . . . . . . . . . . kX yor ..... .... A % X. 0 .......... 7 ..... > X*!:! *-o; Vt./. 6,� 0 . . . ............. 'J04.90 .... . . 'SDCO Mff PROM E, S1. TOP 'IE 296 TOP 302.5 oe 91N 5:� ,u 50 DCO, Su 12#0 107s 9 rsk i 04`95"' T0P 3 . ... ....... 'o 4 6 �T 'T A __i, ;;� � 4 6 1E 300. A 6 'N F CONC. WAL X, ------------------ 9 61 -A SO 7 6 0 "E X'' :V:1�11'�: 011 . . . . . . . . . . sh." EE, T: SHEE T X. 0 C1 1 FOR C, R 5S k� 0 1 1 1 1 - _j ? 305.` ........ ...... ......... .... ...... ....... .. . ......... 304#60 1V 0 7.0/0 ION SE C *1 2.0.7o ore ......... AS Hp_ ::X ...... %; � 55,01 ct? FF== 0 18+1oZ451 44.25' LT 4. 2 W111 VANED GRA,TE X UIL IN L. '0 14 0 low_ r 0 PROPOSED FINISH P _'V er �0 '"o' SE C TION %�N, J,. ....... .. -CR 'y 5 , C16 , 0 1 i�� I , , ' '�� il�1�4'�"".-' �" I" ' 'e. , 'ET SEE' 5HE C 11 /U v GRA DE CO/Y """LUR c; (TYP) 43 2� % "X�: x 71 - 5, 07 8 2 Izu /Z j X Ht 5 t- 7 7 140M' a w, --�)-(x ............ ...... 0 c c KY, N S "TION A /:5 3`2567 CASE _\ONC'�' E -ILLED. N `1#286 L 95 Aj 'v �:43, _�,69. 0. WN I I'D K tAj ''w/HH'A'S'S, TA,C,,�.�,D 0 777- 01 9 :10 2 .... ...... ...... ..... X, X,:-, �X: .. ........ ...... % . . . . . . . . . . . . . . LAJ ...... 7,, 0 X S c UILUI S000': . ............. %i 0, �:10 14�'5 �X u . . . X� ...... . . . . . . . . % -:-X ......... .. j 4.32 ................ .......... .... ... 3 SI". Q, 0, 00 5V. xx 0: 1 01 X 16 u. ... ... x.; Z 0 .. .. ...... N!� V 0.1. u` S .......... ...... QF �,'_X�: V:` t U/ ........ .. .......... ...... rATION1 ........ ....... 12,$ ROW '50 4 D r _Q �x:: U u �.x ........... .......... -V 2 , hot4� SCALE 0' .-J E T 94, .......... X 0 10 20 40 f;;: v 7,R > -A- 100 WETLAND 039 . ..... F -:"X S%1", .......... . ......... X BUrrcry 7. WCUT AND REPLA 4) _9 5 EXISTIN G PA VEMEN T 2 C in t s F r2 ev F. 3 561 4 5 2 NoTE 5 7 Q1 . . . . ... . . . ... . . %wo - - - - ----- ........ PER'. C. 0. F. W `TANDA`1 ,T 6 7z 7 SEE SHEE T "I FOR SEC""' ............. X�% x 1304.18 01 o7p %% L T iA4 .6 J., 'N: ............ T 7� .40 7- AV� J,39.5j 0, loop 2, 4-* .00 4 E .-1 ^009.1.4 Zi��6`% ' " ' - % -ft. 0000, 000, > **,%. 1�. ftft 7 #100 op #0 .00 12 1'5 40' 000, .000 00, JOO.. oe W V -E . /. . A W T 040 wo* lop * .......... ...... .00 000, 101, 404, 400, f .00 I mom .00" 10,00 000 .00 - -1. 1. 1 � I % - -� � % 0-0 1111111 illielloin oo� .0-0 -Aft 17- �0_ .01 ... .... 2.. 000 -0- do 41 PROPOSED �w an 198 15 .10/ j A '.4 j Pill l�� woo MOM-= CURB'� & GU ER� �T .1. o� 111olon" IM A�. 1 . . . . ... . . . . lig oo ----goes c� C8 8 PE 48 42 -ROW ICA TION TY . . . tv ........... C� Q) Q) 16+ 43.64s 49.40 L T c� Q) N ...... Q) Q) N N 439494.5845 N07E74 ALL NEW CA TCH BASINS Q) Q) 10-12 161+40.01,�-45.00` LT 15" PUOLIC STORM E 1600893.2896 IN PUBLIC RIGHT-OF-WAY 6 ca C-B 7 RAMP EA SEMEN T I" I - URB, GUTTER, DRAINA G L "'Ot LOCKING LID /u /1.) SEE SHEE T W/1- SOL LOCKIN W1 ROUND SOLID �C DA Tum SHALL BE F777ED W7H k I 9.6 /u F u 0' LOCKING L IN `SIDEWALK EL VANED GRA 7ES N" 43950J. 9`16' OR STORM /V 4J9499.15c)z DA 7Vhf G. V. D. 11019 `11: 0% X UJ 7, �'E %J6 IE 600459. " *7 1" rKe I N G- C 0 U NT Y TA "'A" A CC 0 U INT PL A N TER S TRIP 16006 75 BY-PASS LINE i N U.1 u L� 1 U4 u e.. PMUt-ILL 1111, IJ, 1,11 1010 mom ill, z ONEL) r*11 U S I 1\1 E c 0 NJ NJ u IT T v /1-N 0 34" ASPHAL T . . . . . . . . . . . AC TAPER 7OP 309. 90 ALL CA TCH BASINS W77-/ VANED GRA 7E7S IN 15 IE 303.90 (IN 'S") :Z DEDICA 7E*D PUBL/L400" RIGH7S-OF-WAtro ('01ox C8 101 110 7 5 IE 30J. 84 (OU T- W) 9t 1 AND 23 SHALL IN, CLUDE orvow REPLA (.'#`E� WIJU-1 T YPE (0" 100 Q) VANE� GRA it, z";7REAM PR07EC77ON MARKWGS > AND WA 7ER QUA u` 7`Y "BUTTONS SEE Col '11 INSTALL SOLID' LOCKING L/u* C8 S BE T)IPE I ALL IV S I A IANDARD DETAIL 4-10 ON SHEET C13, UNLESS 07HERWSE NOMD. X, . ....... -�X .2 X X x" 20^6 IAD ASSOCIATES A .7� 12112 11 5th Ave. N E Kirkland, WA 98034-692 t-25.821.8448 425.821.3481 fax 800.488.0756 toll free Q f$o !s� I PROJECT ENGINEER FIRST SUBMITrAL DATEv 2113106 SCALE nom: i *`_Zu vm. 4 NIA EXPIRES: 8/4/ 06 51;1 71aj 6 STAMP NOT VAUD UNLESS RiGNED AND DATED JOB NO, m Ar 5 a w a 13 0 4JU&N 107 "# A� v- SuuEETm NO, AW- S& I& Arm lwm %0 Co OF 1mr Mm WINERN V%_� SECTION 20, TOWNSHIP 21 N., RANGE 4E., WOMIN Cie k 1%1:1..,..1 .... ... 7! 77YPE —48 H Top �T rl'o `wli WY B/P0 p �i GE N 43140812'.9651 0 116 bo A 18J1 10 t At 'RE TO �-�EFi OWOLOW STRUC A i E D E FA, iSH E T C11 31 CAI, z 81 062 N 4J981 8 long niiiniiummam mom Room --MAN= Now an memo W, OCKING LID SOL Mammal W MIND =among= ON N all 4m im� ---- 2 6 6 Px 8 *x e< QUARRY SPALL PAD SEE. DE TA IL 74-15 SHT C11 t PLt 48 N 14,3981B 4010" .... ....... . 20 15 IL r,_.K1kG LID long villift vmm %WM *mom 0.0 .01ile 40M S C AL E: 1 2" '0 " or" WATER SURFACE 0 10 20 40 2. Ojc�L WA Y ELEVA TION ON THE I I i All TIPIV QED104 A 'T- REGIONAL UPSTREAM SIDE OF S TO, RM, pR A lk, GE DE TEN TION A Yi��A. EN T LINE. 0. 0 ON F /L1 T Ei J17 3/01) 7 �5, P UBL 15 — 12'� STORM DRAINA EASEMEN T 101 SANITARY SEMEN T SEWER EA -XING COUN TY —42 15' 11.5UPERIOR COURT CA TRA U5E`JVO. 82329J I too <1 CB YPE /1 48 -OLID jj ROUND S 0 G LID :77 N 4.0 728-2885 1 E 100483.7559 1 1 1 1 jj 20�': WETLAND LIMIT PER MAINTAIN: DELINEA TION BY AESI EXIS TING 4�, V"� All owl 0"i "i ft s SWALE WCO TOP 3025 1� py TYPE H-48 ��OUN,D SOLID ; e 'ING LID "P,*90 7923 �0 4',q4.5637 - 12 7ZET PIPE 1E 293.171 8,x 16 *9 S TOR, M FIL TER VA UL �T, INCLUDING I � S TORMFIL TER 0. A TRIDGES ,f-1 SEE DETAIL, S,qEE T C 14 13) 0) (N 8" HIGI-1 COAINLINK S LF12�CE W/ GATIAE am dm A .............................. --- - - - - - - - - - ---- - TAPER DE TAIL C&� FOR SEMEN T EX L STORM PR6FILE DMA INW� 0 08, ,50,911607 & ,195.0, 5saL.... ...... WETLAND L/Ml T PER DELINEA TION BY AESI PUBLIC, S OR" EASEMEN T 01 10 AND WE TL BUFFER 40 .... .. 1w ..... ...... 4F 16 ......... . ..... .... --, ' , I -kft. . . . . . . . . . . .......... w4ft 1,001, .. ....... .. ohb. ........... o"i .... ........ .......... . . . . . . . . . . . . ... ..... ...... mom mom . . . . . . . . . . . . . . . . . . so oft — ......... noun 7777777' J001. ...... ....... 40p low IbN mama . .. ..... .... an m /* cam 198 15 KIN G C 0 Uj"N'TY TAX ACCO U]'N'T IN u 2 0 2 104 — 9 10 —rAX ACCU" U 1\11 T . ... .... . KING Cu"WIN'TY .. ..... .. d b IN Zjb z 0 IN L D.11 U -RA R I \1 0, 2 0 1 4 — c� UNLL)" 13UZJJN'J NJ UIN CB— TYPE I—L . .... . G LID PERMIT NO, 06-100722--oo—CO SOLID LOCKIN 'N 439503.9060 E 1600459.7OJ7 DA TUM DA TUM N.G. V D. 1929 lji� wail APPRO ED ALL CBS Ir0o' BE TYPE SEE SHEE T `11 ill I /All CoLft o% FOR SEC 77-7*�M 7; LAJ X iv mail A', S, M " "'44 77 SHEET NO, A"b fir-70 OF 14 AV% %s4i 2006 TRIAD ASSOCIATESmi SECTION 209. TOWNSHIP 21 No, RANGE 4E, W.Mm ................... ........... ....................... ..................... ....... ...... ............ ......... .......... ...... . .... .. .. .... . ...... . .... .. . .. ...... ... ....... ... ..... . ..... ... . .. .. .. ....... .. ................... ....... ......... .......... ......... .......... .. ....... ...... .... .. . .... .. .... ....... LOW POINT ELEV ouy. 03 LOW POINT STA 104 69.03 PV1 STA, 10+61,w 53 ................. ................ ................... ................ ....... ...... ............ ................ ....... ....... ...... .............. ...... ...... ................. ........................... ........ ....... ........ ............. PV1 ELEV o,81 ........................ ........... ................ ............ ......... ....................... ....................................... HIGH'POINT ELEV 309.J8 JO VC i 110*%f 1 r»i 10% a A ft 320.11 r. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .............. . . . . . . . . . . . . . . . . . . . . . . . . a...,, . . . . . . . . iie „' .... rl, ........... ........ ......... ........... ........ ................... ....... fi C8 21 ........................... ....................................... ............... .................. ...................... ...... ....... ....... ................... ......... ..r e.,....... _TOP ... xJ02,78 .... 12"' IE 299.71 CB 19 TOP 303 44 1 299 2" IE . .......................... ......... .......................................... ................................... ........ _ ...................................... 0 1 29 I ........... •..................... ...... ....... .......... ............. ..... ........ .... ...... ............ ............ ............... ................. ................................... ........ ......... ......... ...... ......... ........ ....... ....... ............. .......... .................................... ............................... ........ ........... ............ ........ .............. ....... ....... ................................. LQ ........... ...... ...... .................... ......... ........ ........... ............ ........ ........ ........ .......... .......... ....... .......... ........ ........ .............. ...... ............. .............................. .......•......................................... ......................... LQ ........ ....... ....... ...... ...... ...................... C) �z cl) cl) pf) ............. .................... ........ ......... ............ ........ ...... ...... ...... ........... ...... .......... ........ ............ ...... ....... ♦ • ........... ........ ...... 320 ......... V., ........ ...... ................. ....... ............... .................................... 320 CL Qi Q, + (Zl Ljj Qj + ................ ...................... .......... ............... .......... .......................................................... .............. •...... ...... .............. .............. ................... ...... ........... ....... .......... ....... ....... ........ o� ............................... .......... .............. ................ ................... ....... ............... ....... ................. ...... ........ ......... .......................................... ........................... ......................... ........... Ply"OPOSED FINISH Q) C) OK 00 '.ICI. "OUND 61RADE 0 INE ^1 • OF ROA ur% (Tcj YP) (TYP) .......... ........... .: .......... ......... .................. J10 ...... ......... .... ` ' ♦I I .. ........ ......... ...... .................................. .......... • ......... I'll I'l pillig Jill 11 1 310 .................. ....... ...... ........................... ................................................ •0.70 .............. 0.407o 0 4 000-40' 0.407o• m —0.407o 21 —12" 1. 00/wo ........... ....... . ....... ........ ......................... ................ ........... ..... ...... ...... ...... 107*— 1200 @ 1.0076 .......... ................. ........ ................. ......... ........... ......... ....................... .............. L ...... ....... ........ .. .... ............ ....... ........ ...... ...... ......... ......... .............................. ....................... Will 12 REA40" VE 430 OF • ca I s C A. TORMLINE CB 10 TOP 4�08.81 &wow" AND PRO VIDE CONC. 305.57 TOP 308.7 7 1 ................. ...... ...... .......... ...... ...... ...... .......... ................. .... ...................... ........ ...... ....... ....... ......... ........ ...... %300! rLD ...... PLUG 1- A. U 0 ......................... 42 lE-----J-0450 ....................................•................... ........................................... ............. .......... ............... _T ...... UR 71VL E 300 TOP J09.90 12 OR 24 IE Ju""6.OJ a + IE J0390 (IN—'* ID too r �L 12 15"' IE J03.84 (OUT—W) PROnL E SCA E' C8 9 TYPE 11-111'�4 8 TOP JOB. 68 "wow 200 HORIZON M 12 15" TOP 308.77 12 IE J05. 78 low*" 5 VER 77CA L .......... ........ ........ ........ ........... ......... .............. 0 ..... 1 ... 757d ................................. ....... 2,75 .... 0 U T , ♦,.,r,.,,,,,,,+r•r,,,,,,,,,,,,,,,,,,r,.,,.rr,♦r„r ..•.,,..r.,,..,r .., ,.x,.rx»,»r.+, x ............. ..../E .... 30 ............ T12, .(w ................ ................ .............. ....... ........... ...... ..... ........... ....... .......... .......... ....... ....... .......... '1112 IE JknfC*9-* 75 IN (NW)• CB TYPE 11mesa, I= TOP J 10. PA CIFIC HIGHWA:Y 50 U TH •15 IE JOJ. 63 (IN) EXISTING GROUND ELEVA TION r • PR OPO'SED FINISH GRADE E'LEVA T1 ON 15" IE 303.63 (OUT) 0 A AVROAD CENTERLINE LINE (TYP) ................. T1 �T2 (p ............. 19+00 LL IPES BE A PII— ln UNLESS u THER WSE NUTED,..., ........... . ............. . . ........ . .. . ......... .......... .5c ................ ................... ............... ...................................... C) '310 ................ ...... ......... ....... ..... ...................... ...... ......... ...................... ..................... ............ ........................... PERMIT N0. 06-100722-00—CO A APPROvffo Ile DATE �/fin 74A rq, Ns ►At's Xv PROJECT EINGUM 4YENISE ��N. 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Y �.#!� Nr, a T 1 9+00 / ILL �iTORM. PIPES, lu t /v— i Ivu 0 THER WISE & & 0% TED# IT PERMIT NO, 06-100722 0"i-CO •rM' Y. a SHEET NO, C80F +K% r tow 2006 TRIAD ASSOCIATES STORM RL7E7R VAULT lot SEE DETWL SHEET 14 TOP 304. 0 12 1E, 2,96.01 (IN) ................ .......... .......... 12 0' 29J. 71 (CCU ................................................... 300"' .................. ........ ............. ........... 1—12 5 29011, ........... @ 1.0070 5-12 @ 11.207o Y T PE 11-48 TOP 302.00 294 0J (IN) SE-11 12 292. OJ (IN) 15'"" /F' 291.18 300 290 J+00 4+ 00 5+00 ...................... ....... ....... ....... ...................... ...... ........ ............. ................................ .......... ...... ...... . AF IF Lo Alt37 ....... ..... .. ............... .......... .......... .......... o� I u STORM AIL MR VAULT SEE DE'TA X SHEET 4 TOP 304 50 PROPOSED FINISH GRADE 12 IE 296. 01 /v) T 0 109 OF PIPE 12" 1E 293.71 ) ................ ........ ........ .................. ........... ...... . - ...... 1*78 Mllilis mom= J9 72 @ 0.,5 570 MIMI, 1101. ................ 1300 i wwwwo 1300 CB S 77NG GR UND TOP 303-25 EXI:� 0 ? OF PIPE (TYP) 12 1E 300. 16 RP W1 FL 0 W, SPL I T TFR 12 IE 300.13 SEE DETAIL, SHEET 13 6" TOP "296.45 TOP �Joj."' J 1 12" W) 12" IE 2�8.83 ........... 29u ..... . ... .. 290 0 11-207o 12 SO 1E 298.72 PROFILE SCALE 12 SD TOP 29Z 92 11 1 20* HORIZONTAL 7'q— 12 1 50 VERTICAL cB 4TYPE 43OIL W'A MR SEPARA TOR TOP J02. 00 WTHI COALESCING PLA7E Y VAULT 660—CPS 12 1E, 294. 03, ... ( /ly) U7X17 SD� . SE 12" 1E 292.0,3 (IN)�,3 �3 a � r15 1E 291. 78 N W) 12 IE 298.6,3 (IN —OUT) IIEL EX)STING GROUND ELEVA77ON PROPOSED FINISH GRADE' EVA TION OVER PIPE (NP_ 0 VER PIPE TYP Q) Q� CQ �ri cd co 00 (3) 13) Q) (3) Q) Q) 0) Q) C)) 00 A-LL �5*70RM PIPES U AD�i N 7Z; Jw% JNLESS-,0THERWISE NuTED, PERMIT NO. 06"`-100722-00-CO MEE , In SHEET NO, Aoft C&OF t% o V) w m C)o SECTION 20, TOWNSHIP 21 N., RANGE 4E,q Womm . ......... . CL 00 310• ...... %44 L4Jj EXISTING WOUND Pei PROPOSED FINISH GRADE 19 L9 PIPE C.) @ 00fir- PIPE czcr . . . ....... 1, 0 1:&V 1. 00,70 94Yo illoom olm :12 Z)u TOP 298. 01 - - ..��. "- � i 12"t IE 298.1-72 ......... 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NO TED0 —ESS PERM"IT NO. 06-100722-00—Cu' ME SHEM" NO, CL 10 OF 14 " N 4' ?I J VARIES f6q-8X MATCH 34.9 i PACIFIC HIGHWAY SOUTH f 4.7% I�ZZI � 71�7� 01 /� 107Z ,IITI 1111-111-111 77 FI__--�=�.' l I I_` I! I.�:.' I I ICI -III�Ili iII—_IIImi.l. , I I IE_ � I I IEI I IEE I III=III .....-11I,,� --� I I _ I I i I I I, I_ 111= l I I� ` 1 11�-1 I I I I "=1 I I= ! I I I I.-� =E 1F= I I 1 ! 7111 I I ICI 11 I 1 ICI I I I I a I. I � q � G� CE T CONCRETE MIN. DEPTH CLASS " .�',�. T �`C�p " '�` C. C�a F. W. ,�'CRETE ! # , RTIC CUR D ! "' �"' DEPTH CIF' CLASS ASPHALT C �. C� CAN '`�` ��` DETAIL �'. CCU TIER �, MIN. LIEF' TIC CRUSHED CIN SURF',A CH 'E(OR) TOP) .� COURSE "' C.STC SEC TION A =wA PACIFIC HWY SOUTHISR 99 (ARTERIAL) PER Ca Cato . s7D DETAIL 3— 12 SCALE: 1 — 5 ROW Je eMA B A.tl4 ..Yb # A A .t+e. IVMM U... tl A a Mk111N nm+w A A NOR TH a ", CONCRELE;__o_.o.) PER C.O.F.W STD 'TAIL —1' �wMC S TC�" PER ' A O P 0 DETAIL 3'-"A 12 a' A. SMOOTH BARS P a/,', to ,f` ;. I I _"-J -- j 1 I! i I— —I I i—I 11- -11 i==111—! d 1 �— , I I I I{ =1 I I I I I :. I P i- . I �e► pCRB / CEMENT Mt 1=111I 1 6 __ ► i I III —it Lo / V + L% PER Ca O. F"a . eS 7 a E'TAIL VERTICAL GU T TER SEE C ®O.F! `1 IN. DEPTH CAE CRUSHE URFkA CING OP C CURSE INDEPTH OF CRUSHED S 'F i CING BASE COURSE I . DETAIL, 3 COLLEcoTOR) .SECTION BoomiB SOUTH 340TH STREET (MINOR SCALE: " 5' Y STANDARDS) (PAVEMENT ECT�CN ECITE F ��FEDERAL HOOK CLAMPS'',150 (Typ.) CES E VFNL Y SEE NO IF 1 4SR',A CE . SEE DETAIL BELOW. .PLAN VIEW to ,STEEL BAND 314 "If THICK WIDE FORMED C FIT IN GROOVE OF CB RISER —AM-24 so SEE NO 7E 1 j14"THICK x 4"WIDE x 33"'LONG SMOOTH BARS WELDED TOURRER "L '� tootoot UPPER AND E BA 3 x to E QUARRYLL PAL ' BA EVENLY SPACED, ROCK SIZE PER KCSWDM SEE NO TE 1) ,SECTION 4.2. TABLE" 4,2.2. ,S ROCK GRADA� TICAN A FOLLOWS PASSING 8 SQUARE SIEVE ,A.SS'lNCB 3 SQUARE SIEVE `0000t0 TO 67o PASSING ",SQUARE — 0 TO 10 .SIEVE • • • . Lj •. • a .a ' CB RISER • • • a .a • VERTICArLtoo • . O S 7D'R TEPS BARS}4 jj • • . . TYPE 48" CB to fff i{ to 1ji 'py{ �w J . . • HOOK CLAMP-1 • . •' • � to , . � --w�l . . ANCHORED TO CB RISER eHOOK CLAMP N a 1. DIMENSIONS ARE FOR INSTALLA77ON ON 5410DIA. C. FOR DIFFERENT DIA. C oS ADJUST DIMENSIONS TO MAINTAIN 450ANGLE CAN ' ER 'C L'o BARS AND " C.C. MAX SPACING ` OF BARS AROUND D LOWER STEEL BAND. a METAL PARTS: CORROSION OSIO RESISTANT, STEEL PARTS GL VAS IZE . NOMp 1 0 STRUCTURE THIS DETAIL SEE SHEET C6 AND C8. r�. `a ,OW T TO SCALE .,.,.:�..°r...,,,,.r.$,... rr.,,.r.�„r.r...rrr,..v....,...r...r....,.r...r.,.....,,,.. r r r r r r •: i..::.........r�r..,....r>.....r...r.ir,.a. i+• �t to IE: A VEMEN T SEC 77ON PER GEO 7ECHNICA L A ND PA VEM&N T SEC 77ON .ES,GN RECOMMENDA77ONS LE REPORT 3" IN ER I CLASS " " ASPHALT CONCRETE 2) MIN. DEPTH 1 " CRUSHED URE INN TOP COURSE IN. LEER" 1 -1, " CRUSHED SURFACING BASE COURSE V '± FRT OW // JA \../' / A 100 ETLAINl BUFFER • IN a • a O yam. • ARlMJ] i --I I 4 O 1 • I�! III-- . SEC T/ON Ds=D' scaLE, ,"=5' M fwrA 01 A Wf 1}#M!' PATTERN (SEE DETAIL) 2°-0 a ca FLUSH 0.02 FT./FT. Immolif K OF IDEWALK 5.0 6.5r° SEE CURB DETAIL e THICK CEMENT CONCRETE SIDEWALK DRAWING 3-4 1 � H P AND APPROACHES SHALL BE CLEAR OF OBSTACLES 4. CAN ARTERIAL SIRE GENE CASE, , CURB RAMPS INCL. HYDRANTS, POLES, AND INLETS. SHALL BE CONSTRUCTED TWO PER RADIUSs IN OR PREFERABLY ADJACENT TO THE MAIN PEDESTRIAN PATHS. 2# RAMP CENTER LI I S EE 'PERPENDICULAR , `E � r , 5# CAN RESIDE' � E �Is C>, � �..RE5 ARE IN CONFLICTDIAL TO CURB RETURNS UNLESS C THEWSE, APPROVED CAR STREET GRADE EXCEEDS 4,0CURB RAMPS MAY BE ENGINEER. CONSTRUCTED ONE PER RADIUS, AT MIDPOINT OF CURB RETURN AT I PEDESTRIAN PATH. 3. WHEN RAMPS ARE CONSTRUCTED ON ONE SIDE OF THE STREET, RAMPS SHALL BE CONSTRUCTED AT CORRESPONDING SIDEWALK LOCATIONS ON OPPOSITE SIDE OF STREET. BEE DWG. NO. 3--9. PUBLIC WORKS CURB RAMPS IN VERTICAL CURB ftdwaO Vft DEPARTMENT EXPANSION JOINT RIGHT—OF—WAY LINE w 6` VARIES 41 MIN VARIES NOTES: .05 / # 0.0 2 1. COMMERCIAL INDUSTRIAL DRIVEWAYS WIDER T 40' MAY • t BE APPROVED BY THE ENGINEER CONSIDERING TRAFFIC : AND NEEDS OF THE ACTNMY SERVED. ALL COMMERC INDLaSTRIAL DR AYS S HAVE AN MATCH EXISTING EXPANSION JOINT LOCATED MID —WIDTH. BEE KERG GEC. 3.04. • DRAY GRADE 2.. SEE SE. 3.2.13 AND CURB DETAIL DRAWING 3--4. 4" CRUSHED SURFACING 3. CONCRETE SHALL BE CEMENT CONC. CLASS 3000 WrTH 4 TO 6 TOP COURSE C j CEMENT CONCRETE DRIVEWAY 6" — 8" THICK* AIR ENTRAINMENT. 4. FULL DEPTH EXPANSION JOINT IF DRIVEWAY WIDTH IS 15' OR GREATER. akSM ON TYPE OF EXPECTED VEHICLE USE. REV. 02/12/05 y aww4� PUBLIC WORKS COMMERCIAL CURB & GUTTER SECTION DRIVEWAY DW`G. 3 6A .FeftdW DEPARTMENT ..NOG PERMIT N0. 06-100722-00—Cuo-% APPFZOVED L>- 4 EL PROJECT ENGINEER PROJECT SECTION 20, TOWNSHIP 210 N., RANGE 4mEwj W.M. wommaml mmmmmmmmmm-- illill lialillilill III IlIgg 1,1111 #3 BAR EACH CORNER #3 BAR EACH SIDE �►1 -100� >0111 P4 40 12" 12" RISER SECTION a my t PRECAST BASE SECTION N (MEASUREMENT AT THE TOP OF THE: BASE) a• • 3 BAR EACH 'WAS' PUBLIC "' EPAIN M[. I. l.. A T C' H B A E`i' I N T E I .,° +r ND1 OLIDS" r�"» ADJUSTMENT SECTION TOP SLAB � x le,to " , LING BRICKS CAR GRADE MINOPTIONAL). e + r X 24" OR ,mmw�m.«tixx.,.�,Mm�w..x.o-ew uwxtxvew .A�•. ° to 24' DIAM. .4 1,, STPS20R LADDER, ORIENT CLEAR PIPES. SEE DWG. ** 48 54".50",72",CAR 96" :�a �' NO. 2-006. w S , •o. 540 DIAM.- 8" 6 DIAM.-a •. x ' 04 MORTAR 96" DIAM.-12" "' • PRE T BAS E & ° }p�,�ry� .°••' LL1 F w, a� A • INTEGRAL RISER. ,• + ., .. ,•• 1'--'(3 FELL "o 4"s & 60" DAM. A' '"pyr a .,� i r+� 1y,', �•+� • •,.. • s� r `k, } �''`a.p .p ;d•� '` • s r' Y sir' •e#r�+ +Y° ; `„ • • ' 20 do ("''"O j '" p� '0 DIAM. `'*. ..�••" a �' +...*4 . +�`•. • or* 2 """"RJ FQE� ,i L7 sJ o©apogx�oo�©�,,► Kc a o Q o 0 a o 4 0 00000Q0 MIN. 0000000000000 SEPARATE CAST IN PLACE DWG, NOTES. 1 • CATCH BASINS SMALL. 13E CONSTRUCTED IN ACCORDANCE WITH ASTM C478 (AASHTO 199) AND ASTM C890 UNLESS OTHERWISE SHOWN ON PLANS CAR NOTED IN THE WSDOT/APWA STANDARD SPECIFICATIONS. 2. HANDHOLDS IN ADJUSTMENT SECTION SHALL HAVE 3" MIN. CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 6" MIN. CLEARANCE. SEE DWG. NO. 2 006, CATCH BASIN DETAILS. HANDHOLDS SHALL BED PLACED IN ALTERNATING GRADE RINGS OR LEVELING BRICK COURSE WITH ,A MIN. OF ONE HANDHOLD BETWEEN THE. LAST STEP AND TOP OF THE MANHOLE. 3. ALL REINFORCED CAST -IN -PLACE CONCRETE SHALL BE CLASS 4000. ALL PRECAST CONCRETE SHALL BE CLASS 4010♦ 4 PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL, HAVE WALL THICKNESS OF 2" MIN. GROUTED IF #7w UNUSED KNOCKOUTS .4... NOT 4.iR.. WALL IS LEFT INTACT. PIPES SHALL. BE INSTALLED ONLY IN FACTORY KNOCKOUTS UNLESS OTHERWISE APPROVED BY THE ENGINEER. 5. KNOCKOUT OIL CUTOUT T 'HOLE SIZE SHALL EQUAL PIPE. OUTER DIAM, PLUS CATCH BASIN WALL THICKNESS. MAX. HOLE SIZE SHALL, BE 36" FOR 48" CATCH BASIN, 42" FOR 54" C.B., 48" FOR 60" C.B., 60" FOR 72" C.B., 84" FOR 96" C.B. MIN. DISTANCE BETWEEN HOLES SHALL BE 8`° FOR 48", 54"s AND 60" C.B.; 12" FOR 72" AND 96" C.B. 6. CATCH BASIL FRAMES AND GRATES OR COVERS SHALL BE IN ACCORDANCE WITH SEC. 7.05 AND MEET THE: STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F--621 D. MATING SURFACES SHALL BE FINISHED TO ASSURE NUN` --ROCKING FIT WITH ANY COVER POSITION. 7. ALL LASE REINFORCING STEEL SHALL, HAVE A MIN. YIELD STRENGTH OF 60oOOO PSI AND BE PLACED IN THE UPPER HALF OF THE: BASE WITH 1" MIN. CLEARANCE. 8. MIN. SOIL BEARING VALUE SHALL EQUAL 3,300 POUNDS PER SQUARE FOOT. . FOR DETAILS SHOWING LADDER, STEPS, HANDRAILS AND TOP SLABS, SEE DWG. NO. 4`4. 10. SEE THE WSDOT/APWA STANDARD SPECIFICATIONS SEC. BASE OR SEPARATE GRAVEL BACKFiLL FOR FOUNDATIONS CAST -IN -PLACE FOR JUINT REQUIREMENTS. FOR SEPARATE PRECAST E. 6" MIN. COMPACTED DEPTH -IN-PLAICE ONLYFOR PRECAST BASE ONLY. REINFORCING STEEL FOR SEPARATE RASES ONLY) REINFORCING STEEL (FOR PRECAST BASE INTEGRAL RISER ONLY) 0.23 SO. IN. FT. IN FOR DIRECTION FOR 4#3" DIAM. 0.15 SQ. IN./FT. IN EACH IDIREC11ON FOR 48" DIAM. 0.19 SO. IN./FT. IN EACH DIRECTION FOR 54" DIAM. 0.19 SQ. IN. FT. IN EACH DIRECTION FOR 54" DIAM. 0.25 SQ. IN./Fr. IN EACH / DIRECTION IN DIRECTION FOR 600 DIAM. ECTIC) FOR 60" D ♦ 0.25 Q. IN./ 0.35 SQ, IN./FT. IN EACH DIRECTION FOR 72' DIAM. 0.24 SO. IN IN H DIRECTION FOR 72N DIAM. 0.39 SO. IN./FT. IN EACH DIRECTION FOR 96-DLAM. 0.29 SQ. IN./FT. IN EACH DIRECTION FOR 96" DIAM. ,,r •,'; "0" RING PRECAST BASE JOINT ,A T C" " 'N' B A �S"" I N T "Yo P E 12% * !' i�4 y �► DWGs ► �r 1) 3 BOLTS: 2 PER JOINT 1 /20X 3#8 LAG SCREWS BOARDS: GALV♦ B 1 CDR 12wX 1 to ` ry POSTS: 4"X " MIN. PRESSURE TREATED r OR CEDM PAINTED WHITE. FIXED E M TYPE III BARRICADE ak MOVABLE (TEMPORARY TYPE III BARRICADE ---------- BARRICADE NOTES: OR HEAVY t ♦: FRAME SKI ESSENTIALLY PERMANENT once PUBLIC WORKS DEPARTMENT loo ,I G 6" MIN. 1 /2* 5" 2 1/200 TOP OF to p# b x OM VARIES EXTRUDED ASPHALT OR CEMENT CO C CURS FOR USE IN PRIVATE PARKING AREAS ONLY 1" MIN. -' CURB AND GUTTER ♦ p * * •• ' • N PATCH - MIN. 3" CLASS B ACP (OR MATCH EXISITING . MIN. 2" CSTC EXISTING PVMT. CEMENT CONC13EIE CU B -GUTTER REPLACEMEN5, NOTES: 1. SEE; DWG. 3-3 FOR JOINT REQUIREMENTS. 2. ROLL GUTTER TO MATCH POSITIVE SUPERELEVATION. 3. SEE SECTION 3♦3.3 FOR EXTRUDED CURB ANCHORAGE. 4. TO BE USED ONLY AS APPROVED BY PUBLIC WORKS DEP°T. 5. EXISITING CURB REPLACEMENT WILL REQUIRE REMOVAL OF ASPHALT A MINIMUM -12" FROM FACE `OF GUTTED REV. 3/22/06 PUBLIC 1lVORK DEPARTMENT STRIPE NOTES: ORANGE & WHITE IF TEMPORARY. RED. & WHITE IF PERMANENT. REFLECTORIED SLANT DOWNWARD, RIGHT OR LEFT, IN DIRECTION TRAFFIC WILL. PASS. SLANT BOTH DIRECTIONS FROM MIDDLE IF TRAFFIC PASSES BOTH ENDS. WIDTH 6" EXCEPT 4" IF RAILS ARE LESS THAN 31 LONG. SLANT DOWNWARD TO MIDDLE AT END OF CLOSED ROAD. SEE MUTCD SEC. 6F. 0. NOTE: FOR DIME."'NSION'S NOT SHOWN, SEE TABLE.. INFORMATIONAL SIGN EXTENSIONSTREET PLANNED FOR FUTUREWITH DE P Ma ` I FOR MORE INFORMATION CALL i� CITY OF FEDERAL i PUBLIC WORKS DEPARTME '253-835-27001. EmARRI CADES Y 20-000 10 ,a04 VARIES DWG. 3-15 NOG •.5. rn � ,a-, � ar„ ,ts.n .4t ., ,r ;`.x a�i' OUT ,,, CEMENT CONCRETE CURB4 s� EXPANSION JOINT 5� u 0.02 F'T /FT- 0.05 Fr,//Fi. 2 to . CEMENT CONCRETE SIDEWALK 2" RUSHED SURFACING TOP COURSE CSTC 41 NOTE: TOP OF LIP AT DRNIEWAYS. NEW CE T CONCRETE CURB & GUTTER 5 1 /'2" / - R = 1/2 ft PAVEMENT • a +w ., •' cap TOP OF CURD 'r AT APPROACH 7 3/4" U RB DETAILS PERMIT N"O, 06o'-100722-00-CO A •0 � I MI MP` ! 4 • it ., 4 4 s «► i r, x► , r JF ; s, M f w a y ; yy ENGINEERPROJECT S, FIRSTPROJECT . SCAPE ARCHITECT ►, r 0, +, ra z e' SHEETO12 OF 14 ?n 0 all Lu ct) (p OUTLET OF TEE SECTION SHALL 12" OU7LET PIPE BE SA400THED WALL METAL PIPE (OUT N) TO OIL WATER NTH OUTSIDE DIAMETER 1/4 *` SEPA RA TOR LESS THAN INSIDE DIAMETER OF CONNEC TING PIPE GROUT T 12 "" RES TRIC TOR CLEANOUT_!LyZ TYPE 11-54" 8`0 SHEAR GATE CA TCH BASIN #P 0 90 180% 12 UITLET -PIPE 0 7' UTW ,Y�fl�Cff 75 STANDARD 90'a GAL VA NIZED STFPS 4 12" INLET PIPE (IN S) FROM C8 15 ROUND, SOL/Do LOCKING PLAN LID MARKED "DRAIN" ALUMINUM LIFT ROD WITH LOCKING BOLTS TOP EL 303. 2 7 SECURE TO S TEP I OPINION— n CA P OR GROU T (T SOL/D TOP 1690�12" INLET PIPE 12 1E 29916 30 (S) 7z" OU4ET PIPE 12" /E 20`98.76 SHEAR GATE 8AP HIGH FL 0 W OUTLET PIPE IE 298.76 t 12 $1 /E 299. 30 12 �.!5 TA NO PIPE STANDARD STEPS ORIFICE J1, WELD 12 CA. OR LADDER BOTTOM PLA 7E W TH J. 0 "0 ORIFICE SNA RP EDGE, SHOP -DRILLED IN PLATE EL. 296,76 4' TYPE H-54" CATCH BASIN �44 A�44. 'A. SEC TION VIE W C8 14y T YPE 1/*,* 54" FLOW SPLITTER SCALE.- 1'#$ 2# --- --- ----- ........ ... . .. W-1131" Top Section W-O" Vault UV Co. 2-332P. Galvanized Diamond Plate Cover + ........................... .... ................. ...... ........ 'Z N N 75 Z� A N r\;� N 94* 00 PLAN VIEW '�-3/40 Dia. Lift Insert 4 Places In Top Section 1 1/2* Die. Lift Hole Hold -Down 1 Each Side, 2 Sides For Coalescing Media TOP ELEVATION IN I A I I I (0 ........... ... INLET I.E. r 0 OUTLET I.E. .............. Inlet Pipe With So ing Tee Outlet Pipe 71 Others Ick. I With Sampling Tee By Others io y T Sediment Weir-/ �-Coalescing Media \.Oil Retaining SECTION AA Baffle STRUCTURAL NOTES- INFORMA11ON NEEDED: 1. Concrete: 28 Day Compressive Strength fc= 4500 psi Top Of Separator Elevation: N199 LO 2. Reber. ASTM A-615 Grade 60 Inlet Pipe Size: 12" 3. Mesh: ASTM A-185 Grade 85 Inlet Pipe Elevation: 298.63 4. Design: ACI-318-02 Building Code "Minimum outlet pipe Size: 15" - ASTM C-857 Structural Design Outlet Pipe Elevation: 2210 Loading For Underground Precast Concrete Utility Structures" BASIC DESIGN INFORMA11ON- 5. Loads: H-20 Truck Wheel w/ 30% Impact Per AASHTO INFLUENT CHARACTERISTICS: Oil Specific Gravity: 0.88 GENERAL NOTES- Operating Temperature: 50' 1. All Baffles and Weirs To Be Precast Concrete Influent Oil Concentration: 100 ppm 2. Static Water De th = 4'-0* p Mean Oil Droplet Size- 130 Microns Cl-- 3. Contractor to: 0.33 ft/min. Rise Raie Supply and Install All Piping & Sampling Tees Designed Per Washington State Department Of Ecology L0 Grout In All Pipes Fill With Clean Water Prior To "Start -Up" Of System 100% FLOW EFFLUENT COLLECTED Verify All BLockout Sizes and Locations RATE QUALfTY SIZE 110 GPM 10 ppm 60 Micron Projected Plate Area = 444 Sq/ft SCALE: 3/8" 16-0'0 Maximum Process Flow 555 GPM Q) Q) N I IN 11 1 1 as do 660,,CPS 01deastle I 110 GPM Coalescing Media rll� N Precast Ln RLE NME:- 010EC0660CPSB.DWG 0*11 Water Separator i�N <�) -4 UTILITY VAULT "Division _ 1111 ... 111 _; , ,,, , 1 1. , ISSUE DAM- SEPTEMBER, 2001 Standard Layout P.O. BOX 588, Auburn, Washington 98071-0588 R Phone: 253-839-3500 Fax: 253-735-4201 www.oldcastleprecast.com Copydght 2001 01deastle Precast", Inc, oz Z3 A GE SECTION 20, TOWNSHIP 21 No, RANGE 4E,,, WOMM ��O OF' LA3 [T) NSURANCE SHALL� BE SUBMIT7ED TO THE CITY PRIOR TO PRECONS77RUO'70N MEE'77Na AND APPUR7ENANCES SHALL,BE LAID ON A PROPERLY PREPARED FOUNDA77ON IN ACCORDANCE NTH WSDOT 7-02-3(l). THIS SHALL INCLUDE LEV'ELING AND COMPAC77NG 7HE TTENCH BOTTOM, THE TOP OF FOUNDA 77ON MA 7ERIAL, AND REQUIRED � PIPE BEDDING, TO A UNIFORM GRA DE SO THA T THE EN 77RE PIPE IS SUPPOR 7ED 8 Y A UNIFORML Y DENSE A S S 0 C I A T E S UNWELDING BASE. cz OUTLET OF TEE SEC77ON SHALL BE SMOOTHED WALL METAL PIPE RES TRIC TOR 12" 'ALL DRAINAGE S7RUCTURES :�: "%4 rri NTH OUTSIDE DIAME7ER 111,-A 44 SUCH AS CA TCH BASINS AND MANHOLIES, NOT LOCA TED WTHIN A 7RA VELED ROADWA Y OR 12112 115th Ave. NE LESS 77-IAN INSIDE DIAME7ER OF SIDEWALK, SHALL HAVE SOLID LOCKING LIDS. ALL DRAINAGE STRUCRJRES ASSOCIA 7ED WITH A PERMANENT RETENTION, Kirkland, WA 98034-6923 L "'o GROUT CONNEC 77NG PIPE DE TEN 77ON FACILITY SHALL HAVE SOLID LOCKING LIDS. 425.821.8448 rn 425.821.3481 fax 5. ALL CA TCH'BASIN GRATES SHALL CONFORM TO CFW DRAIRNG NUMBERS 4-1., 20 30 4 OR 5. 800.488.0756 toll free www.triadassoc.com CLEANOUT LYZ. 7. ROCK FOR EROSION PROTFC77ON OF DITCHES, CHANNELS. AND SWALES 5610 WHERE REQUIRED MUST BE OF SOUND QUARRY 8" SHEAR GA 7E ROCK PLACED TO A DEPTH OF ONE FOOT'AND MUST MEET THE FOLLOWING SPECIFICA77ONS." 4" 8"" ROCK1407o-707o PASSING; - - - - - - - - - - - - - - - - ROCK1307o-40% PASSING AND - -2" ROCK1107o-207o PASSING. INSTALLA 77ON SHALL BE IN ACCORDANCE WITH KCRS 200 4* TYPE H-54 96 DRAWING NUMBER 51 OR AS AMENDED BY THE APPROVED PLANS, RECYCLED ASPHALT OR, CONCRETE RUBBLE SHALL NOT BE Z CATCH BASIN USED, 4*4 142 INLET PIPE FROU Cig 19 ,STANDARD 85 Z 1 1230 GAL VA NIZED 1. ALL CONSTRUC77ON SHALL BE IN ACCORDANCE WITH THE FEDERAL- WAY CITY CODE (FWCC), APPLICABLE ORDINANCES, AND THE CITY COUNCIL CONDITIONS -OF PROJECT APPROVAL. THESE DOCUMENTS ARE SUPPLEMENTED BY THE STANDARD STEPS A SPECIFICA77ONS FOR ROAD, BRIDGE, AND MUNICIPAL CONS7RUC77ON (WSDOT1APWA),,, THE KING COUNTY ROAD STANDARDS (KCRS),, AND 7HE KING COUNTY SURFACE W47ER, DESIGN'MANUAL (KCSWEIM). IT SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT AND THE PROFESSIONAL ENGINEER TO CORRECT ANY ERROR, OMISSION OR VARIA77ON FROM 77-IE ABOVE REQUIREMENTS FOUND. IN 7HESE PLANS., ALL CORRECTIONS SHALL BE, AT NO ADD177ONAL COST OR LIABILITY TO THE CITY OF 12" INLET PIPE FEDERAL WA Y, (IN S) FROM CB 16 2. 7HE DESIGN ELEMENTS W7H/N THESE PLANS HAVE, BEEN REWEWED ACCORDING TO THE FEDERAL WA Y ENGINEERING REVIEW CHECKLIST. SOME ELEMENTS MAY HAVE -BEEN, OVERLOOKED OR MISSED BY 77-IE CITY ENGINEERING PLAN REWEWER. ANY VARIANCE FROM ADOP7ED STANDARDS'IS NOT ALLOWED. UNLESS SPECIFICALLY APPROVED BY THE CITY OF FEDERAL WAY PRIOR T 0 C0NS7RUC770N,, PLA' ROUND, SOLID., LOCKING J. APPROVAL OF THIS GRADING PLAN DOES NOT CONS77TUTE AN APPRO LID MARKED '"DRAIM' WA 7ER CONVEYANCE SEWER CONVEYANCE.,',GAS ALUMINUM LIFT ROD ELEC7RICITY, ETCJ 0 WITH LOCKING BOL7S SECURE TO S7EP�, CL TOP ELI, 304,04 4. BEFORE A N Y CONS 77? DE ------ ...... ...... . UCTION OR VELOPMENT AC77VITY, A PREC0NS7RUC77ON MEE77NG MUST BE HELD BETWEEN 7HE CITY if I N1, THE APPLICANT, AND THE APPLICANT CONS77?UC770N REPRESENTARVE, I Ell 111:=Jlt�. 1 1-1 1 1 1 1 1 1 41 io 4 A �4 4, -1E 5. A COPY OF 77 SE APPROVED PLANS MUST BE ON THE JOB S17E WHENEVER CONSTRUC77ON IS IN PROGRESS. 4, 6. CONSTTUCTION NOISE SHALL BE LIM17ED AS PER FWCC 77ON 22-1006); NORMALLY 77-IIS IS 7 A.M. TO 8 P.M., MONDA Y THROUGH SA TURDA Y. Z IT SHALL BE'77-1E APPLICAN T#SICON 7RA C TOROS RESPONSIBILITY TO OBTAIN ALL CONS77?UC77ON EASEMENTS NECESSARY 4 A4 BEFORE IN177ATING OFFSITE WORK WITHIN THE ROAD RIGHTS OF WAY. PC fimom._____� n 8. FRANCHISED U77LI77ES OF OTHER INSTALLATIONS 774AT ARE NOT SHOWN ON THESE APPROVED PLANS SHALL NOT BE CONS7RUCTED UNLESS AN APPROVED SET OF PLANS 77-IA T MEET ALL CITY REQUIREMENTS AND 774E REQUIREMENTS OF KCRS 4 It- HIGH FL 0 W CHAP7ER 8 ARE SUBMITTED TO THE CITY OF FEDERAL WAY AT LEAST THREE DAYS PRIOR TO CONSTRUC770N. INLET PIPE OUTLET PIPE (W 12"' 1E 296.78 12" 1E 296.78 9. VER77CAL DA7VM USED IS NGVD-29'. CA P OR SOLID TOP 13, ALL ROAD WA Y SUBGRADE SHALL BE BA CKFILLED AND COMPA C 7ED TO 957o DENSI TY IN A CCORDANCE W TH WSDO T 2- 06, J. 12`0 INLET PIPE 12" 1E 296.78 (S)*". 14. OPEN CUT77NG OF EXIS77NG ROADWAYS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE PUBLIC WORKS 12" OU7LET PIPE DIRECTOR AND NOTED ON THESE'APPROVED PLANS. ANY OPEN CUT SHALL BE RESTORED IN ACCORDANCE NTH KCRS fl- n L -4 GROO T (TYP) SHEAR GA 7F 12 1E 296,16 8. OJ(B)J. Q 1E 296.16 15. THE CON7RACTOR SHALL BE,� RESPONSIBLE -FOR PROWDING� ADEQUA 7E SAFEGUARDS, SAFETY DEWCES, PR07EC77VE 4' EQUIPMENT, FLAGGERS, AND, ANY OTHER NEEDED AC77ONS TO PR07ECTLIFE 12" S TA NO PIPE HEAL 77-/, AND SAFETY OF THE PUBLIC, AND TO PROIECT PROPERTY IN CONNEC77ON NTH THE PERFORMANCE OF WORK COVERED BY THE C0N77?ACTOR. ANY WORKNTHIN THE IRA VELED RIGHT OF WA Y THA T MA Y IN7FRRUPT NORMAL 7RAFFIC FLOW SHALL ''REQUIRE A T LEAST ONE FLAGGER FOR EACH STANDARD S7EPS #1t_,WEL 0S% %4 ...,,..ORIFICE D 12 GAO LANE OF 7RAMC AFFEC7ED.'ALL SEC77ONS OF THE WSDOT STANDARD SPECIFICA77ONS 1-OZ23-7RAFFIC CON7ROL, SHALL 6% OR LADDER 4 130 TTOM PLA 7E WTH A PPL Y, 4. 00 "0 ORIFICE, SHARP, 4 4, EDGE# SHOP -DRILLED Iff PLA TE, 16. CON7RACTOR SHALL PROVIDE AND, INSTALL'ALL REGULATORY AND WARNING SIGNS PER THE LATEST ED177ON OF MANUAL NMI= A TYPE H-54" CA TCN BASIN EL. 294,16 ON UNIFORM 7RAFFIC CON7ROL DEWCES, ... ...... . . A! 18. ROCKERIESARE 'CONSIDERED TO BE A ME7HOD OF BANK STABILIZA 71ON AND EROSION ONLY. ROCKERIES SHALL NOT BE A' A 14 A 4 CONS7RUCTED TO SERVE AS RETAINING, WALLS. ALL ROCKERIES SHALL BE C0NS77?UC7E0 IN ACCORDANCE NTH CFW DRANNG o0o 0 NUMBERS 3-22 J-2J. ROCKERIES MAY NOT EXCEED SIX FEET IN HEIGHT FOR CUT SEC77ONS OR FOUR FEET IN HEIGHT FOR too 2 FILL SEC77ONS UNLESS DESIGNED BY A GEOIECHNICAL OR STRUCTURAL ENGINEER LICENSED. IN THE STATE OF WASHINGTON. 'SEC TION VIE W L CB 13, TYPE 11sw54 1. ALL EARTHWORK SHALL COMPLY WITH 7HE RECOMMENDATIONS CON-TAINED IN THE" GE07ECHNICAL REPORT PREPARED BY ASSOCIA7ED EAR7H SCIENCES FLOW SPLITTER INC. DA TED JUNE 13* 2001. .00 10 2. A REPRESENTA77VE OF THE OWNEWS GEOTECHNICAL ENGINEERING CONSULTANT OR TES77NG LABORA TORY SHALL BE ONS17E SCALE: 1 2 AT LEAST BIWEEKLY OR AS nf=D� N TO. Z ?I I 1) ASSESS THE ADEQUACY OF S7RIPPING ORGANIC OR OTHERNSE UNSUITABLE SOILS OR MA7ERIALS FROM THOSE AREAS TO BE FILLED OR PA VED. 2 2 1 1 -40- 1 1 -11 2) ASSESS THE ADEQUACY 'OF PROPOSED SOIL BORROW MA TERIAL FOR USE AS STTUCTURAL FILL. C: 3) PERFORM DENSITY TESTS OF COMPACTED NA77VE SOIL SUBGRADES AND S7RUCTURAL FILL MATERIAL., Z INCLUDING 7RENCH BACKFILL, N OT` E S 4) 'ASSESS THE COND1* TION OF F0077NG SUBGRADES IN TERMS OF ADEQUACY FOR DESIGN FOUNDA 77ON LOADING. Z �1. SELF -LOCK VANED GRATE MANUFACTURER SUBJECT ER TO APPROVAL BY ENGINEER. PROJECT MANAG ..... . mot BRADLEY T FREEMAN, PLS �,2. USE WTH TWO LOCKING BOUS, 5/8"-11 NC STAINLESS TYPE 304 STEEL SOCKET HEAD PROJECT SURVEYOR (ALLEN HEAD) CAP SCREWS 2" LONG. NOTE 1- SEEDBED PREPARA 77ON MA Y- INCLUDE THE FOLLONNG.- Z SLOT DETAIL. RICHARD A. TOWNS,, PE > 3. MATERIAL IS DUCTILE IRON ASTM A536 GRADE A. IF INFER,77LE OR COARSE 7EX7VRED SUBSOIL NLL BE EXPOSED DURING GRADING, STOCKPILE TOPSOIL AND RESPREAD IT PROJECT ENGNER 80-55-06. 0 VER 7HE FINISHED SL OPE, A ND ROLL / T � TO PRO WDE A FIRM BA SE, DEWISE UFnN, ASLA 44 "OUTFALL TO STREAM DUMP NO POLLUTANTS" PROJECT LkNDSCAPE ARCHITECT -WTH A LOOSE, ROUGH OR IRREGULAR SURFACE, 77?ACK WALK UP MAY BE LOCATED ON BORDER AREA. B. IF CONSTRUC77ON FILLS HAVE LEFT SOIL EXPOSED FIRST SUBMrffAL DATEO 2113106 SL OPE, SCALE: How.- NIA VW.: NIA rn r N C. IF CU TS OR CONS TRUC 77ON EQUIPMEN T HA VE LEFT A 77GH 77- Y COMPA C TED SURFA CE BREA K N TH CHISEL PL 0 W OR 0 THER BLE EQUIPMEN T LEVEUNG PAL) 1/8* X 3/44' X 2 1/4 Ll 2- FOR SLOT DETAIL SEE DWG. NO. 2-013 PERFORM A LL CUL 77 V4`77NG OPERA 77ONS ACROSS OR A T RIGHT A NGL ES 23 3/4 TO THE SLOPES (CON TOURED). THE SEEDBED SHOULD BE FIRM WITH A FAIRLY FINE SURFACE AF7ER ROUGHENING. 2, FER 77LIZA 77ON - AS PER SUPPLIERPS RECOMMENDARONS, DEVELOPMENTS ADJACENT TO WA7ER BODIES MUST USE PO 5! DRAIFT NONPHOSPHOROUS FER77LIZER. WA 7 J. HYDROSEEDING APPLICATIONS W7H APPROVED SEE D-MULCH-FER TILIZER MIXTURES MAY ALSO BE USED. 4. SEEDING APPLY APPROPRIA 7E MIXTURE TO THE PREPARED SEEDBED A T A RA 7E OF 120 L BSIA CRE. COVER THE SEED WTH TOPSOIL OR MULCH NO DEEPER 7HAN ONE-HALF INCH. 841 I ST rri R" TEMPORARY EROSION CON7ROL PROPOR 77ONS PERCEN T PERCENT .10NAL SEED MIX BY WEIGHT PURITY GERA41NA 77ON f%^KrrO WW A t*N*r^ 0 TA (:VDIOE:0� 0 1 A I An _N "rA. w- %�k I L^M I PROTECTION MARKERS ON THE TOP OF CURB AT EACI-i CATCH BASIN LOCATED WITHIN THE GUTTERLINE. MARKERS, GHENNGS OR RED FESCUE 4070 98 90 ADHESIVE. AND INSTALLATION INSTRUCTIONS CAN BE OBTAINED FROM THE CITY OF FEDEF;ML WAY ANNUAL OR PERENNIAL RYE 407o 98 90, REDTOP OR COLONIAL BENTGRA�SS 1070, 92 85 LTHIS SIDE TOWARDS WHITE DUTCH* CLOVER 1070 98 90 SIDEWALK afv W PUBLIC MISM9 VANED GRATE DWG. 410 WORKS NO# SHEET NOo ci C0 Ic 122 AV 141 , 0 to W 0) 0 (C) 2006 TRIAD ASSOCIATESI 8'x16' STORMFILTER ow PL A N V/EW /' 30" 0 FRAME AND (SEE NOTE 21 8 OFX Gh Ti O'N VIEW 16-9 STORMFILTER REVISION I ESIGNED BY- JHL DRAWN BY. JHR Z a pot, SCALE.-. N. TY. 8' x 16' PRECAST STORMFILTEK PLAN AND SECTION VIEW STANDARD D RAWING im S nn if ANAGEMIENT StormFilter U.S. PATENT No. 5,322,629, No. 5,707,527, No. 61027,639, No. 5,624,576, AND OTHER U,S,, AND FOREIGN PATENTS PENDING .......... ............... l�OG2�iu L�9i �li�G1�3 ............ �aaaac��ar�� Dace (800) 548 4667 8y X 161 PRECAST A 0 1 STORMFILTER DA M, DESIGN WATER QUALITY FLOW RAT�Jcfs) -------- PEAK FLOW RA RETURN PERIOD OF PEAK FLOW ()TS) WQ11 (60%x2 YR. F CARTRIDGES REQUIRED CARTRIDGE FLOW RATE (15 GPM STq) ....... ------- E I A TYPE, LEAF MEDIA' PIPE DATA: I II I IIIII� iIM II NI I MATERIAL IIIIMIII I II IIMMI III IINr IIIMIM( DIAMETEMr INLET PIPE 1 296.01 1IU • OUTLET PIPE RIM ELEVATION(S)* 304.50 304.50 FLOW A r)ER No i i NO NO i TI—FLOTATION BALLII AST TES/SPECIAL REQUIREMENTS: [*37 low Ilr a imp, 011 AM 01 1 WID TH MANIFOLD 4""ECT1u0"`N VIEW 6 x lb STummtlLTER SCALE,* N. T. S. rt 2 THE STORMWATER MANAGEMENT z StormFilter U.S. PATENT No. 5,322,629, No. 5,707,527, Na. 6,027,639, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING THE S TOR 7ER VA UL T SHO KN IS A PROPRIETARY SYS7EM DESIGNED BY STORMWA7ER MANAGEMENT, INC,* 7HE DETAILS FURNISHED HERE ARE PROVIDED FOR'CON7RACTOR'S REFERENCE. HANAOffmEmy #Mau (800) 548-4667 PERMIT NO. 06-100722-00—CO P STAW NOT VALID UNLESS SIGNED AND DATED lr Mob, JOB NOsl R AV m aw SHEET NO. Alft 00 0 OF w (C)2006 TRIAD ASSOCIATESI I . . I � I � I I I I I . I . . . . . . . I . . . . I . � . I � I SECTION 20, TOWNSHIP 21 N., RANGE 4E., Wome . I / 0 . 0 Q. ol I . A # I I � . 0 0 . z . 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King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to,. lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sales of this map or information on this map is prohibited except by written permission of King County. 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