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07-106838-MFKevin Peterson From: Greg Diener [greg@paceng.com] Sent: Tuesday, September 14, 2010 2:42 PM To: Kevin Peterson Subject: RE: Hampton Inn Kevin, Good Afternoon. I did stop by the Hotel this n)-orning and tools some pictures. It is indeed a probiern, overtopping the. swaie and dischari ing to the right of way. I will bring it up to the owrEs` r for corrective action. I will find an easy solution fn st in tli? iit It day or s(a.. I am thinking that the channel should be rocked for at least 20 feet upstrsearn from this CB and see what we can get in the way +:Ef a beehive or similar g:,r ate. Will get back to you. Greg From: Kevin Peterson [mailto:Kevin.Peterson@cityoffederalway.com] Sent: Monday, September 13, 2010 8:41 AM To: Greg Diener Subject: Hampton Inn Greg, On a visit -to the site last week., it was pointed out to me that CB #11., which picks tip they off -site drainage from this CUlverts'that discharge from S 317th St, is covered with some filter' fabric, presumably to keep sediment frcmi entering the storm systern. However, since. this is in an area that was covered with landscape bark, during i'E9E;ent rains the bark has collected on top of the fabric and has choked off the grate. Now water bypasses -the sy'steri'i ._Erid discharges onto the 15 right of way. I don't know how tiiLEC,h lf:Werage, we have left, now that the building pertrii't is finalled, but i'think it would be in the lest interest of the hotel/owner to rectify this situation. I think a simple solution would he to rizmiove the frlbric, and maybe replace the grate with a beehive type grate . maybe placing sortie 2" 6" cobbles around the base of the new grate to keep the landscape bark from Entering the system. 'thanks for any hirlp you might be able to provide in seeing if this can be fixed. Kevin Peterson City of Federal Way Engineering Plans Reviewer 33325 8th Ave 5 P.O. Box 9718 feder::-El Way, WA 98063-9718 Ph. (253) 835-2 34 fax (253) 835-2709 keyinn...seter wn05 cifyof€ede»ralway.corn .......................................................................................... ..... .......................................................... .............. ,.,.....,. From: Greg Diener [mailto:greg@pa,-_..9.com] Sent: Thursday, September 09, 2010 11:06 AM To: Kevin Peterson Subject: RE: Hampton as-builts i+.evin; hc' nks for the nob:!.,For clarity I think I ,`.+ill change AB01 to reflect thy' stall added. We ill tzet you the N4ylars and the Cad Drawings soon. .j hanks again. I appr�-ciate YOUr patlence in getting to the finish Une with this project. Greg From: Kevin Peterson [mailto:Kevin.Peterson@cityoffederalway.com] Sent: Thursday, September 09, 2010 7:23 AM To: Greg Diener Subject: Hampton as-builts Hi Greg, One comment from Deb Barker, Planner on the project: Can you either revise sheet AB01 to show the last-minute parking stall revision near the NW corner of the building, OR, add a note on that sheet that states something to the effect that the final site layout/parking stall count is as shown on sheet AB02. With that change, we can accept the mylars and CAD drawings of the as-builts. Let me know if you have any questions. Thanks for your help during this project. 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.petei-sor)@citvo-ffedet-alw;3y.com Pacific Desjsn� = Civil Engineering ;- ,--Planning ri0nSlJITr7IJ!z Letter of Transmittal Site Location: Mailing Address: PO Box 24060 15445 53`d Ave S Federal Way, WA 98093 Seattle, WA 98188 Phone: (206) 431-7970 Fax: (206) 388-1648 Website: www.paceng.com To: City of Federal Way Date: PO Box 9718 Attn: Federal Way, WA 98063-9718 Job No: Project: We Are Sending You: Sept. 10, 2010 Kevin Peterson 05046 Hampton Inn Via: ❑ Fax Sheets Including Transmittal ❑ Courier Hour Courier # ❑ Mail ® Other Fax # Collin to deliver Copies No. Description 1 5 Mylar As -Built Construction plans signed by Bob West 8/20/2010 2 1 CD of AutoCAD Files 1 5 As -Built Plan Review Checklist Remarks: The sheet ABO1 has been revised to reflect the addition of an extra parking stall to match AB02. Copy: Transmittal only to Koong Cho, Alex Jansen, and Fred Smith Signed: Wv,Wa44e& ❑ Original ❑ File Copy ❑ Billing Copy 5130 5137 5154 5135 5140 5155 5136 5152 RECEIVE® 5165 S E P 10 2010 CITY OF FEDERAL WAY CDS Kevin Peterson From: Greg Diener [greg@paceng.comj Sent: Thursday, September 09, 2010 11:06 AM To: Kevin Peterson Subject: RE: Hampton as-builts Kevin, Thanks for the note.. For clarity I think I will change A1301 to reflect the stall .:ii;€ded. We will get viou the Mylars and the Cad Drawings soon. Thanks again. I appreciate your patience in getting to the finish line with this project. Greg From: Kevin Peterson [mailto:Kevin.Peterson@cityoffederalway.com] Sent: Thursday, September 09, 2010 7:23 AM To: Greg Diener Subject: Hampton as-builts Hi Greg, One comment from Deb Barker, Planner on the project: Can you either revise sheet AB01 to show the last-minute parking stall revision near the NW -corner of the building, OR, add a note on that sheet that states something to the effect that the final site layout/parking stall count is as shown on sheet AB02. With that change, we can accept the mylars and CAD drawings of the as-builts. Let me know if you have any questions. Thanks for your help during this project. 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 kE-■;in.pe,,tersot)@r,ityefft-der.-:tl�tray.corrs Pacific 'giy1Jis Desigm „` 1 Site Location: 15445 53`d Ave S r Civil Engynee'ring Z' Seattle, WA 98188 Planning Consuhtnwi"Zi; To: Citv of Federal Wav PO Box 9718 Federal Way, WA 98063-9718 We Are Sending You: ,etter of Transmittal Mailing Address: PO Box 24060 Federal Way, WA 98093 Phone: (206) 431-7970 Fax: (206) 388-1648 Website: www.paceng.com Date: Attn: August 23, 2010 Kevin Peterson Job No: Project: 05046 Hampton Inn Via: ❑ Fax Sheets Including Fax # Transmittal ❑ Courier Hour Courier # ❑ Mail ® Other Greg to deliver Copies No. Description 1 5 As -Built Construction plans signed by Bob West 8/20/2010 -/0c' 6- - Remarks: Copy: RESUBMITTED AUG 2. 4 Z010 CITY OF FEDERAL WAY BUILDING DEPT. Signed: ❑ Original ❑ File Copy ❑ Billing Copy 5130 5137 5154 5135 5140 5155 5136 5152 5165 33325 — Eighth Avenue South • PO Box 9718 CITY OF V::� Federal Way, WA 98063-9718 Fe d e ra ! Way 253-835-2700 • Fax: 253-835-2709 To: M',' L - Nx �so3' 60 From: {P---�-tyS 0 Date: (� ► l 0 Total Pages: t�— (including cover page) K" I r W_L4t'S e, "'q`,� 6r C� k,� S � - kc,. S. bQJ-,1 -:�- 2-9, l7Ce— l' eu✓ 1:�r� tlOw eu QY� 1`^ O� �e,✓ ^� Vvlu�n �s 1k-, COLA s'cs ek LL,',r-. P If you have any questions, or you have problems with receiving this fax, please call me at the number listed above. in Peterson .•rom: Kevin Peterson Sent: Friday, June 11, 2010 7:47 AM To: 'Greg Diener' Cc: Mike Martin Subject: Hampton Inn d/w approach Greg, The best: I can do to narrow up the driveway approach at Hampton Inn is to narrow the 'throat' width of the approach from 30-feet to 25-feet (to match the width of the drive aisie). The remainder of the approach will need to be as per the detail (7.5 feet on each side, and 6-foot gapers). Kevin Peterson City of Federa€ Way Engineering Flans Reviewer 33325 3th Afire 5 P.O. Box 9718 Federal Way, WA 98063-9718 Ph. (253) 835-2734 Fax (253) L35-2709 kc�fi .-p erscr s titytrf#odor 1►+ a�r_cgm CITY OF �. Federal June 8, 2010 Mr. Koong Cho 8255 1541h Avenue SE Newcastle, WA 98059 CITY HALL Way 33325 8th Avenue South Mailing Address: PO Box 9718 Federal Way, WA 98063-9718 (253) 835-7000 www.cityoffederalway.com RE: Permits No. 0710,6836-00-MF and No. 0.6-103631-00-00 Hampton Inn & Suites, 31720 Gateway Rivd S Dear Mr. Cho, A recent review of our records for the above -referenced permits indicate that the Public Works Inspection Deposits of $8,000.00 (Permit No. 07-106838-00-MF) and $1,200.00 (Permit No. 08- 103631-00-CO), paid at permit issuance, have been fully expended, with an outstanding balance due of $1,719.00. In order to cover the outstanding balance due, we hereby request an additional deposit of $2,800.00 be paid. This amount is anticipated to be sufficient to cover additional inspection fee's that may accrue between now and completion of the project. Final permit sign -off will not occur until all outstanding fees have been paid. Any unused portion of the inspection deposit will be refunded after permit sign -off. Please remit the above amount to the City of Federal Way at your earliest convenience. Please reference Permit No. 07-106838-00-MF when making your payment. Thank you for you attention to this matter. If you have any questions, please feel free to contact me at (253) 835-2734 or via e-mail at kevin.peterson@cityoffederalway.com. Sincerely, Kevin Peterson Engineering Plans Reviewer KP:cb cc: Ken Miller, P.E., Deputy Public works Director Project File (KP) Day File L: \CSDC\DOCS\SAVE\16732359047. DOC I i i da:u i�i Imo——i _l _i_+ —! i '�S �� 4,14 f 1 I_I - I -- jj,Cc� -- � � , Sid — b • � O f �,�. �_�. -� l �. �,-� e =� � � � • U l i 71 �t _ o,-lit 9- o —�—�— 1� I- I I I I l i I- - --- �� I I i l I l _�—�� --i�i I -.i�i. 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Contractor comp) Contractorworkirn Contractor installi 10/20/2009 14:43 10/21/200915:00 10/22/2009 15:10 1.5 1 1 10/23/2009 14:12 mmartin Contractor filled r 10/23/2009 14:13 1 10/26/2009 13:47 mmartin Lots of rain today 10/26/2009 13:47 0.5 10/27/2009 14:20 mmartin Contractor pourin 10/27/2009 14:21 1 10/28/2009 14:41 mmartin Contractor placin 10/28/2009 14:43 1 10/29/2009 14:54 mmartin. Contractor placin 10/29/2009 14:56 1 10/30/2009 14:54 mmartin Contractor workin 10/30/2009 14:55 1 11/2/2009 15:06 mmartin Building work onl 11/2/2009 15:071 1 11/3/2009 14:50 mmartin Contractor installi 11/3/2009 14:511 1' IVS Lk:J1, Ct�t �,(A.1- `fiek -""so,� nu ^^0� to 'V 11/4/2009 14:49 mmartin Contractor contin 11/4/2009 14:50 1 11/5/2009 14:47 mmartin Contractor contin 11/5/2009 14:48 1 11/6/2009 14:42 mmartin Contractor contin 11/6/2009 14:43 0.5 11/13/2009 14:54 mmartin Sewer work on si 11/13/2009 14:55 1 11/16/2009 14:52:16:093 mmartin Contractorworkin 11/16/200914:53 0.5 11/17/2009 14:37 mmartin Contractor contin 11/17/2009 14:37 0.5 11/18/200914:59 mmartin Sewer work contii 11/18/200915:00 1 11/19/2009 14:48:00:12 mmartin Sewer work. Eros 11/19/2009 14:48 0.5 11/20/2009 14:53 mmartin Contractor contin 11/20/2009 14:54 1 11/23/200915:00 mmartin Sewer work contit 11/23/200915:01 0.5 11/24/2009 14:31 mmartin Sewer constructs 11/24/2009 14:32 0.5 12/1/2009 7:00 mmartin Contractorworkin 12/1/2009 7:02 1 12/1/2009 14:44 mmartin Contractor excav 12/2/2009 14:47 1.5 12/2/2009 14:44:30:676 mmartin Engineer had soil 12/2/2009 14:47 1 12/3/2009 14:41 mmartin Contractor compl 12/3/2009 14:43 1 12/4/2009 14:37:33:71 mmartin Contractor install 12/4/2009 14:38 1 12/8/2009 14:44:15:52 mmartin Very Cold today. 12/8/2009 14:45 1 12/9/2009 14:47:01:79 mmartin Cold weather con 12/9/2009 14:48 0.5 12/10/2009 14:37 mmartin Contractor out in 12/10/2009 14:38 0.5 12/11/2009 14:13 mmartin Contractor contin 12/11/2009 14:14 0.5 12/14/2009 14:44 mmartin Building work con 12/14/2009 14:45 0.5 12/16/2009 14:45 mmartin Erosion measure 12/16/2009 14:46 0.5 12/17/2009 15:06 mmartin Contractor workin 12/17/2009 15:07 1 12/18/2009 13:35 mmartin Called and reque 12/18/2009 13:36 1 12/21/2009 15:06:40:993 mmartin Contractor workin 12/21/200915:08 1 12/22/2009 14:49 mmartin Erosion measure 12/22/2009 14:49 1 12/23/2009 14:35 mmartin Contractor has tra 12/23/2009 14:37 1 12/28/2009 14:52 mmartin Contractor workin 12/28/2009 14:53 1 12/31/2009 14:38:52:07 mmartin Called contractor 12/31/2009 14:39 0.5 1/5/201014:51:26:08 mmartin Sewer work contit 1/5/201014:52 0.5 1/7/2010 14:35:05:993 mmartin contractor loading 1/7/2010 14:35 0.5 1/11/201014:37:56:38 mmartin Contractor workin 1/11/201014:38 0.5 1/12/2010 14:37:47:83 mmartin Erosion measure 1/12/2010 14:38 0.5 1/13/2010 14:46 mmartin No off site trackin 1/13/2010 14:46 0.5 1/14/2010 14:44 mmartin Contractor haulin 1/14/2010 14:46 1.5 1/15/2010 10:46 mmartin Contractor contin 1/15/2010 10:47 0.5 1/19/2010 15:06 billm off site tracking d 1/19/2010 15:11 0.5 1/20/2010 15:12:00:933 mmartin Contractor excav 1/20/2010 15:13 0.5 1/21 /2010 14:27:09:353 mmartin Contractor workin 1/21/201014:27 0.5 s 1/22/201014:30 mmartin Contractor workin 1/22/201014:30 0.5 1/26/2010 15:11 1/28/2010 14:32 2/8/2010 14:54 mmartin mmartin mmartin Erosion control m Contractor gradin Erosion measure 1/26/2010 15:12 1/28/2010 14:32 2/8/2010 14:55 0.5 0.5 0.5 2/10/2010 14:24 mmartin Erosion measure 2/10/2010 14:24 0.5 2/11/2010 15:00 mmartin Contractor contin 2/11/2010 15:01 0.5 2/16/2010 14:59 mmartin Erosion measure 2/16/2010 14:59 0.5 2/17/2010 14:37 mmartin Building work onl 2/17/2010 14:37 0.5 2/18/2010 14:58 mmartin Erosion measure 2/18/2010 14:58 0.5 2/24/2010 14:25:34:496 mmartin Erosion measure 2/24/2010 14:26 0.5 2/25/2010 14:30:23:92 mmartin Erosion measure 2/25/2010 14:30 0.5 3/2/2010 15:03:22:106 mmartin jErosion measure 3/2/2010 15:03 0.5 3/4/2010 15:01:20:326 mmartin Erosion measure 3/4/2010 15:01 0.5 3/5/2010 14:18:33:966 mmartin Erosion measure 3/5/2010 14:18 0.5 3(9/2010 14:41:21:056 mmartin Construction entr 3/9/2010 14:42 0.5 3/16/2010 14:55:29:663 mmartin Erosion measure 3/16/2010 14:55 0.5 10/13/2008 16:38 bryanmk Updated line 1 /13/2008 16:41 2.5 10/14/2008 8:42 bryanmk Work started on tr 10/15/2008 8:44 1 10/16/2008 17:04:54:21 bryanmk First onsite "walk 10/16/2008 17:06 1 10/17/2008 16:13 bryanmk No activity noted 1 10/17/2008 16:13 10/20/2008 13:48 bryanmk Onsite after rain e 10/21/2008 13:51 1 10/21/2008 13:50 bryanmk Work continuing 10/21/2008 13:51 1 10/22/2008 16:40:02:13 bryanmk Not a rain day evi 10/22/2008 16:40 0.5 10/23/2008 16:41 bryanmk Onsite ditch reloc 10/23/2008 16:42 0.5 10/27/2008 16:16 bryanmk Onsite twice, but 10/27/2008 16:17 0.5 10/28/2008 17:05:01:03 bryanmk No activity onsite 10/28/2008 17:05 0.5 11/3/2008 17:11 bryanmk Two onsite visits: 11/3/2008 17:14 1 11/4/2008 16:39 bryanmk Severe rains in la 11/4/2008 16:43 2 11/5/2008 16:49 bryanmk Contractor 11/5/2008 16:54 2.5 11/6/2008 16:38:29:753 bryanmk Rain event day: 11/6/2008 16:42 4.5 11/7/2008 9:54 bryanmk Major push to 11/10/2008 9:59 5.5 11/10/2008 15:24:32:546 bryanmk Email and phone 1 11/10/2008 15:26 1.5 11/12/2008 16:55 bryanmk In house 11/12/2008 17:00 4 11/13/2008 16:29:29:483 bryanmk Received email fr 11/13/2008 16:30 1 11/14/2008 15:47 bryanmk Onsite twice and 11/14/2008 15:57 3.5 11/14/2008 15:59 bryanmk 11/14/2008 16:01 11/17/2008 17:02:31:136 bryanmk Developer came c 11/17/2008 17:04 2.5 11/18/2008 10:58 kevinp 11:00 am - called 11/18/2008 10:59 11/18/2008 16:40 bryanmk Two driveby insp 11/18/2008 16:42 1 11/19/2008 15:12:35:786 bryanmk No activity onsite 11/19/2008 15:12 0.5 11/20/2008 16:12:59:96 bryanmk Pond having been 11/20/2008 16:14 1 11/24/2008 16:54 bryanmk Received phone c 11/24/2008 16:55 0.5 11/25/2008 16:14 bryanmk Installed 12" hardl 11/25/2008 16:16 1.5 12/1/2008 16:29:36:233 bryanmk Conveyance pipe 12/1/2008 16:30 0.5 12/2/2008 16:46 bryanmk Inspected the 12/3/2008 8:44 0.5 12/3/2008 08:42:36:48 bryanmk 12/3/2008 8:44 12/9/2008 9:00 bryanmk No activity, no iml 12/9/2008 9:01 0.5 1/2/2009 15:53:44:333 bryanmk First visit in two w 1/2/2009 15:55 0.5 1/5/2009 15:41 bryanmk Some snow still in 1/5/2009 15:41 0.5 1/6/2009 16:32:05:006 bryanmk Onsite visit, pm... 1/6/2009 16:32 0.5 1/7/2009 9:44 bryanmk Noted high water 1/8/2009 9:50 2.5 1/8/2009 9:49 bryanmk Onsite at 900hrs. 1/8/2009 9:50 1 1/9/2009 16:51 bryanmk Pond levels are f 1/9/2009 16:52 0.5 1/15/2009 16:20 bryanmk No change to con 1/15/2009 16:20 0.5 spy 1/16/2009 16:40 bryanmk Water in temp. po 1/16/2009 16:40 1/20/2009 16:20 bryanmk TESC conditions 1 1/20/2009 16:21 0.5 1/26/2009 16:41 2/6/2009 17:05 2/13/2009 16:47:52:27 bryanmk bryanmk bryanmk Site has dryed ou Site visit, pre - st Spoke with desig 1/26/2009 16:41 . 2/6/2009 17:06 2/13/2009 16:49 0.5 0.5 0.5 2/25/2009 15:41 bryanmk Higher flows in co 2/25/2009 15:41 0.5 4/1/2009 12:02 kevinp letter to owner re 4/1/2009 12:03 2 5/15/2009 8:36 mmartin Site inspection to 5/15/2009 8:38 1 8/4/2009 15:17 mmartin New locates and 8/4/2009 15:19 1 8/28/2009 14:59 mmartin Contractor contin 8/28/2009 15:03 2 8/31/2009 14:53 mmartin Contractor mass 8/31/2009 14:55 2 9/1/200915:05 mmartin Contractor diggin 9/1/200915:07 2 - 10/6/2009 15:04 mmartin Eroson measures 10/6/2009 15:041 0.5 /bb (, b 1/4/2010 14:38:06:3 mmartin Contractor re -did r 1/4/2010 14:38 0.5 1/22/201014:27:38:146 mmartin Contractor workin 1/22/201014:28 0.5 1/29/2010 15:02 mmartin Directed Su erint 1/29/2010 15:05 1 2/4/2010 14:39:29:73 mmartin Erosion measure 2/4/2010 14:40 0.5 2/26/2010 14:34:06:87 mmartin Erosion measure 2/26/2010 14:34 0.5 3/11/2010 14:51:12:183 mmartin North constructio 3/11/2010 14:52 0.5 3/12/2010 14:14 mmartin Erosion measure 3/12/2010 14:14 0.5 3/15/2010 14:25:32:096 mmartin Erosion measure 3/15/2010 14:25 0.5 3/22/2010 14:45 mmartin Erosion control m. 3/22/2010 14:56 0.5 3/29/2010 14:32 mmartin Erosio measutres 3/29/2010 14:32 0.5 3/30/2010 14:35 mmartin Erosion measure 3/30/2010 14:36 0.5 3/31/2010 14:28 mmartin Erosion control m 3/31/2010 14:29 0.5 4/1/2010 14:41 mmartin Erosion control m 4/1/2010 14:42 0.5 4/5/2010 14:44 mmartin Erosion measure 4/5/2010 14:45 0.5 4/7/2010 15:02 mmartin Erosion measure 4/7/2010 15:03 0.5 4/12/2010 14:35 mmartin Construction entr 4/12/2010 14:35 0.5 4/16/2010 14:44 mmartin Erosion measure 4/16/2010 14:44 0.5 4/19/2010 14:55 mmartin Erosion meaaure 4/19/2010 14:55 0.5 C I /?-Z/i 0) CITY OF ..E Federal Way Public Works Department PRE -CONSTRUCTION MEETING FORM Project Name:_ampM z•1 [ l^ , Date: 611Z d` Project No.: - ! o 6 63b -M F By: ILQP Emergency Contact: Name Phone No. Entity Name Address Phone Developer KOONaI- C�Lp I N�WC0.Si'lC� W (r gCs�b-�j-�j3"3tS-OOg0 General Contractor�� \� ,ope�v�-� 1 _ U y- (5 U 4 s� s Sub -Contractor �7��T WCO P( h4V� l LCL--- 7 �✓r/I @'4 DV F/e( Nr T LtiA - of 0072 :!!5Za77se_,Uc-W9r,A2t " -!5L, tt",d-f giy5-f 7tsfrrr5-5L,7 "5(,0g5c.0 I-7!( Sub-ContractortAc:�, r � (A4jL. Yr• "�,�.1•¢ � y-iZ Engineer 6114 � ecor 1P1- l A.21 Architect 4 lei`! AflfiGO. �JC �l� l� 1+of• �iS JG d�;r� City Planner PO Box 9718 Federal 835- Federal Way, WA 98063 PW Engineering Plans PO Box 9718 (253) 835 Federal Wa WA 98063 � 4 Reviewer V-L" �Vt �Q��it'SOLc Y, PW Inspector PO Box 9718 Office Hours: 7,00 am to jy� ` ve_ `L! Federal Way, WA 98063 (253) 835- 5.•00 pm Monday - Friday 1 `� AGENDA FOR MEETING (Checked Items Have Been Discussed) 1. BUILDING DEPARTMENT COMMENTS: ❑ Special Conditions: Pre -Construction Meeting Checklist Rev. 03/09 Page 1 of 8 CITY OF Federal Way Public Works Department PRE -CONSTRUCTION MEETING FORM r Project Name: iA"i: bF_ 4-- T_ CL — Date: 14, Project No e* Emergency Contact: 0e) -_I (-),:S b3l - ®J) - By: _ F7r «tv. 0 (Name & Phone) Developer General Contractor Sub -Contractor Sub -Contractor Engineer Architect City Planner P/W Engineering Plans Reviewer P/W Inspector Office Hours: 7:00 am to 8.30 am Monday - Friday Koon� � ryQ.�a�as-t�� WA qft bnc, \_vtj �,OA�C . G0� pr_o fi�_ � I q44;5 S 7 � •� PO Box 9718 Federal Way, WA 98063 PO Box 9718 Federal Way, WA 98063 PO Box 9718 Federal Way, WA 98063 a18—oo90 (253) 835-�Z (253) 835- (253) 835-2w-1 7cD Pre -Construction Meeting Form Revised 7/24/07 Page 1 14. FINAL ACCEPTANCE / 2-YEAR MAINTENANCE INSPECTION AND RELEASE ❑ Applicant is responsible for maintaining all private and public operating systems and all site work for a period of 2 years following approval of the project (post performance). ❑ Prior to releasing the remaining portion of the performance/maintenance bond or assignment of funds, the following shall be completed: 1. The applicant shall call the Public Works Department to schedule a 2-year maintenance inspection; a punch list of deficiencies will be prepared if necessary. 2. The applicant shall respond and correct punch list deficiencies (if required). 3. Pay all unpaid fees (includes inspection fees). 15. SIGNATURES: As Developer or Designated Representative, I understand the requirements of the City of Federal Way Inspection procedures and agree to abide by the conditions of the permit and the procedures discussed. Cantractor/Owner Sign re l itle City Construction Inspector E gineering Plans Reviewer 41b n� Date Pre -Construction Meeting Form Revised 7/24/07 Page 7 AGENDA FOR MEETING (Checked Items Have Been Discussed) 1. BUILDING DEPARTMENT COMMENTS: [l Special Conditions: 2. PLANNING DEPARTMENT COMMENTS: [j Special Conditions: SEPA Conditions: j Sensitive Area Conditions: Pre -Construction Meeting Form Revised 7/24/07 Page 2 3. PUBLIC WORKS COMMENTS: j Public Works Special Conditions 4. DOCUMENTS REQUIRED AT THE PRE -CONSTRUCTION CONFERENCE: Issued Permit And Approved Construction Plans [� Copy of Certificate of Liability Insurance naming City of Federal Way as Additional Insured 5. DOCUMENTS REQUIRED AT THE JOB SITE WHILE UNDER CONSTRUCTION: ❑ Approved plans, shall be annotated with any revisions made during construction. ❑ Building Permit !__] Right of Way Permits 6. REFERENCED DOCUMENTS: (J City of Federal Way Development Standards ❑ 1993 King County Road Standards (KCRS) [� 1998 King County Surface Water Design Manual (KCSWDM), Latest Edition ❑ 2002 WSDOT/APWA Standard Specifications and Plans (WSDOT/APWA) ❑ Call One -Call (1-800-424-5555) And Locate All Existing Utilities Prior To Starting Any Work ❑ Call City Of Federal Way Public Works For Storm Drainage Location — 253-835-2755 {J King County Signs And Traffic Signals — 206-296-8153 Pre -Construction Meeting Form Revised 7/24/07 Page 3 7. GENERAL REQUIREMENTS: ❑ Safety: Contractor is responsible for safety on site. City may contact WISHA at any time as necessary. ❑ Hours of construction: Monday - Friday 7:00 a.m. to 8:00 p.m., Saturday 9:00am to 8:00pm (FWCC 22-1006). Authorization to work outside these hours must be granted by the Director of Community Development Services. ❑ Procedure for Deviation from Approved Plan: Any minor deviations to the approved plans must be reviewed and approved by the inspector prior to construction. Significant revisions to plans shall be submitted to and approved by the City of Federal Way Public Works Review Engineer prior to construction of work. ❑ All materials used must meet WSDOT, King County, or Federal Way specifications. All materials not meeting these specifications must be removed as directed by the inspector. ❑ Electrical permit for power service is required. Contact the Building Department at (253) 835-2607 8. SAFETY AND HAZARDS: ❑ Protect the traveling public. Ensure pedestrian safety, particularly along school routes, provide for emergency services and vehicles and protect site from children. ❑ All traffic control devices must be meet Manual Uniform Traffic Control Devices (MUTCD) standards. ❑ Flaggers must have cards and must have attended a flagging course or an off duty police officer may be hired. ❑ Sequential arrow board/VMS signs required on all major streets in addition to flaggers. ❑ Traffic Control: Submit traffic control plan to inspector 7 days (Seven) prior to any lane closures, rerouting of traffic, etc. No Detours or Closures Allowed without approval from Street Systems Manager. ❑ Provide barricade as follows: 1. Temporary closures. 2. Street termination and temporary turnarounds. 3. Flashing lights must be on barricades for nighttime visibility. ❑ Haul routes: Submit a haul route for trucks using City streets prior to performing work. Cover all materials, as necessary, to prevent debris from falling onto public streets. Pre -Construction Meeting Form Revised 7/24/07 Page 4 9. THE PUBLIC WORKS DEPARTMENT INSPECTOR MUST BE NOTIFIED AT LEAST TWO WORKING DAYS BEFORE THE FOLLOWING STAGES OF CONSTRUCTION: Call (253) 837-2700 ❑ Prior to starting clearing, grading & erosion control work ❑ Prior to starting any underground utility work or street embankment within public right of way ❑ Prior to placing curb, gutter, and sidewalk forms and pouring concrete ❑ Prior to pouring cast -in -place concrete structures, e.g., traffic signal, street light bases, storm vaults ❑ Prior to placing crushed rock on roadway subgrades, or paving roadways ❑ Prior to installing control structures for storm water facilities 10. TEMPORARY EROSION/SEDIMENTATION CONTROL PLAN (TESL): Erosion and sediment controls shall be installed as the first step of construction. Verify construction schedule and sequence: 1. Silt fences - Bury bottom of fence with compacted native material. 2. Install Silt traps/ponds as required. 3. Storm drain inlet protection - Place filter sock between frame and grate on all catch basins on and off -site. 4. Protect all streams and water bodies. 5. Control Dust. i_] The following areas shall be flagged: 1. Wetlands 2. Streams 3. Lakes and ponds 4. Steep slopes 5. Native Growth Protection Easements (NGPE) 6. Significant Trees - Install orange construction fence around dripline of tree. ❑ The Public Works Inspector may require additional erosion and sedimentation control measures based on field conditions and weather. ❑ Erosion and sedimentation controls are required throughout the life of the project. Contractor shall inspect site after each rain event to ensure TESC measures are effectively working. I Control mud onto streets: 1. Install rock construction entrance. Use truck wash depending on site conditions. 2. Wash truck tires if necessary, or as directed by the PW Inspector. 3. Keep adjoining roads clean. Clean roadways with sweeper; do not use water trucks. Pre -Construction Meeting Form Revised 7/24/07 Page ❑ All cleared areas must have temporary or permanent cover if the area is to remain unworked for more than 7-days during the dry season ( 5/1 to 9/30) or for more than 2-days during the wet season ( 10/1 to 4/30) to prevent sediment -laden water from leaving the site or entering the storm drainage system. ❑ Provide an area on -site for cleaning concrete trucks. Effluent from concrete operations shall not enter any storm drainage systems. ❑ Use spill response kits when constructing near bodies of water. 11. RESTORATION OF THE RIGHT-OF-WAY ❑ Contractor must leave right of way in a condition equal to existing or better than pre - construction condition. ❑ Seed, mulch, and fertilize for erosion control and appearance. ❑ All drainage systems must be fully restored and operational before final acceptance. 12. PERFORMANCE & ACCEPTANCE OF WORK ❑ Final Inspection and Final Acceptance 1. Call PW inspector to schedule final inspection at least 2-weeks prior to building final. Allow 5 days for the PW inspector to prepare list of deficiencies (punch list). 2. Complete punch list items before calling for re -inspection. 3. The applicant shall respond and correct punch list deficiencies prior to construction acceptance. 4. Submit as -built drawings to the City for review. As -built review will be performed on an hourly basis. 5. Statutory Warranty Deed related to right-of-way dedication shall be recorded (if necessary). Note: Construction inspection will be charged on an hourly rate. 13. 70% RELEASE OF PERFORMANCE/MAINTENANCE BOND OR ASSIGNMENT OF FUNDS ❑ Prior to 70% release of bond or assignment of funds, the following shall be completed: 1. Acceptance of as -built drawings by the City. 2. Payment of all unpaid fees (including inspection and as -built review fees). 3. Acceptance by the Public Works Inspector that all punch list deficiencies have been corrected. Pre -Construction Meeting Form Revised 7/24/07 Page 6 Ak CITY OF Federal Way DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 33325 81' Avenue South PO Box 9718 Federal Way WA 980639718 253-835-2607; Fax 253.835-2609 www. citvoffederalway.com TRAFFIC MITIGATION FEES Name of Project: HAMPTON INN & SUITES Permit #: 07-106838-00 ProjectAddress: 31720 Gateway Boulevard S TaxParcel(s) #. 926503-0055 Applicant (payingfee): Royal Hospitality Address: 8255 154th Avenue SE; Newcastle. WA 98059 TraffacEngineer. Sanjeev Tandle TotalAmountCollected: $345,884.00 RereiptNumber. 04-2068 Date Collected: 7/31/09 FEES COLLECTED Type of Impact Mitigated Type of Project/ # of Lots Location/ Park Area Amount Received Management Services Account Quadrant Account Streets/Traffic See Attached $345,884.00 306-0000-000-345-85-000 8035 Copy to: Management Services (Tho) ❑ Development Services (Kevin) Streets (Marwan) ❑ Planner (Deb) ),& *Always give a copy of this completed form to Management Services. Hampton Inn & Suites 7/31/09 INVOICE City of Federal Way CITY OF Invoice Date: January 6, 2009 P.O. Box 9718 Federal Way, WA 98063-9718 Federal Way Bill #: 137446 Ph: (253) 835-7000 Permit #: 07-106838-00 Project Name: HAMPTON INN & SUITES Site Address: 31720 GATEWAY BLVD S Applicant Name: ED ABBOT, AIA - ARCHITECT *ED ABBOT X FEE DESCRIPTION AMOUNT PW MITIGATION FEES - 141(8035-141)................................ $2,276.00 306-4400-141-345-85-000 PW MITIGATION FEES - 142(8035-142)................................ $1,200.00 306-4400-142-345-85-000 PW MITIGATION FEES - 143(8035-143)................................ $30,429.00 306-4400-143-345-85-000 PW MITIGATION FEES - 148(8035-148)................................ $978.00 306-4400-148-345-85-000 PW MITIGATION FEES - 150(8035-150)................................ $184,143.00 306-4400-150-345-85-000 PW MITIGATION FEES - 102(8035-102)................................ $1,201.00 306-4400-102-345-85-000 PW MITIGATION FEES - 131(8035-131)................................ $34,699.00 306-4400-131-345-85-000 PW MITIGATION FEES - 135(8035-135)................................ $823.00 306-4400-135-345-85-000 PW MITIGATION FEES - 138(8035-138)................................ $130.00 306-4400-138-345-85-000 PW MITIGATION FEES - 139(8035-139)................................ $20,459.00 306-4400-139-345-85-000 PW MITIGATION FEES - 151(8035-151)................................ $121.00 306-4400-151-345-85-000 PW MITIGATION FEES - 152(8035-152)................................ $3,504.00 306-4400-152-345-85-000 PW MITIGATION FEES - 154(8035-154)................................ $10,279.00 306-4400-154-345-85-000 PW MITIGATION FEES - 157(8035-157)................................ $406.00 306-4400-157-345-85-000 PW MITIGATION FEES - 159(8035-159)................................ $17,830.00 306-4400-159-345-85-000 PW MITIGATION FEES - 161(8035-161)................................ $5,629.00 306-4400-161-345-85-000 PW MITIGATION FEES - 166(8035-166)................................ $7,135.00 306-4400-166-345-85-000 PW MITIGATION FEES - 168(8035-168)................................ $8,730.00 306-4400-168-345-85-000 PW MITIGATION FEES - 170(8035-170)................................ $3,363.00 306-4400-170-345-85-000 TOTAL DUE: $345,884.00 FEE DESCRIPTION AMOUNT PW MITIGATION FEES - 171(8035-171)................................ $12,549.00 306-4400-171-345-85-000 TOTAL DUE: $345,884.00 AOL IL V.12;1 A 00 . 4A- ol�•F — _ �;may '^' , 'A i p'- "� .. `'_J�� - - r f �. 4L ----- .... . ..... ... ; - - "'ti 1 • ,_ ,� ram• ,.+. _ - - .. _ '..r.- --= "- -=''1' - _ 4r--�`#_�� '� yam- �•Y.`�f� .. - -_ _ _�-�� .� - ll ti- 'ter ��• L ,�''�"_� - �. - '; p -' ,�• ��" ':� , -r- r �' • �r } . 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T+ Av.,- , ION lop � Nxin ,.,. lot 4-�rJ�4- � _ � yxit�er r •R. :: � � =cik' '3'X' : , .' 7L AkCITY OF Federal April 2, 2009 Mr. Koong Cho Royal Hospitality, LLC 15901 W Valley Hwy Tukwila, WA 98118 CITY HALL Way 33325 8th Avenue South Mailing Address: PO Box 9718 Federal Way, WA 98063-9718 (253) 835-7000 www.cityoffederalway.com RE: Permit No. 07-106838-00-MF; Hampton Inn & Suites @ 31720 Gateway Blvd S Temporary Bypass System Dear Mr. Cho, It has been brought to our attention that the interim emergency storm drain bypass system, installed on November 25, 2008 under Permit No. 03631-000-00-CO, has experienced multiple failures to perform in a satisfactory manner over the course of the last several months. At issue is the catch basin grate that the bypass discharges into that becomes plugged with leaves and debris which then limits the inflow capacity of the grate, thereby causing minor flooding onto the adjacent parking lot that is owned and maintained by the neighboring Courtyard By Marriott Hotel. The original purpose of this interim bypass system was to route stormwater flows that entered your property from 28`h Avenue South to reduce the impacts to the sediment pond which was overflowing during normal winter rainfall events. Part of the rationale used in approving this interim solution was that construction of the permanent storm water facilities for the new Hampton Inn hotel project were designed to control the flows from 28`b Avenue South. Since the bypass system was anticipated to be temporary, and since it also appears that no construction activity is eminent (the Building Permit has been at ready to issue status since January 6, 2009), we are now requiring that a solution be proposed to address the issue of the minor flooding onto the neighboring parking lot. Within two (2) weeks of the date of this letter, please submit a plan or schedule of activities that outlines a solution to this issue. We appreciate your attention to this matter, and look forward to hearing from you. If you have any questions regarding this matter, please feel free to contact me at (253) 835-2734. Sincerely, Kevin Peterson Engineering Plans Reviewer KP:cb CC' Darrin Sanford, Pacific Engineering Design, LLC, 15445 53rd Ave S, Ste 100, Tukwila, WA 98188-2326 Project File / KP Day File L:\CSDC\DOCS\SAVE\10838297062.DOC December 30, 2008 40k DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 33325 9' Avenue South ES `BMIT ED PO Box 9718 CITY OF V Federal Way WA 98063-9718 FederalWay D E � 3 0 2008 253-8 W\V%V. it Fax 253-835-2609 w��nv . c i t )+of fe dera i wa v, c oin CITY OF FEDERAL WAY PI in nmlr, nFPT RESUBMITTAL INFORMATION This completed form MUST accompany all resubmittals. "Please note: Additional or re vised 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 numberof 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 Number: 0 7 _ 1 0 6 8 3 8 _ 0 0_ M F Project Name: Hampton Inn and Suites Project Address: 31720 Gateway Blvd S Project Contact: Darrin Sanford Pacific Engineering Design RESUBMITTED ITEMS: Phone: 206-431-7970 # of Copies ** Detailed Description of Item 1 Approved Construccior_ Drawings Mylars -Approved 12/15/08 Sheets C01-C15 3 Copies of Approved Construction Drawings 1 Copies of Approved Construction Drawings Half -Size 1 Copy of Letter of Transmittal from COFW 12/15/08 ** Always submit the same number of copies as required for your initial application." Resubmittal Requested by : Kevin Peterson Letter Dated: 12 / 15 / 08 (Staff Member�_ OFFICE USE ONL Y, RESUB A. Distribution Date: 3-" d • By. F Dept/Div Name # Description _ Building Planning_ PW ►� , Fire Other Bulletin #129 — August 8, 2006 Page I of I k:\Handouts\Resubmittal Information Engixi ee IJS 007Pacific j� Design., >�, L Civil Engineering planning Consultarri:, To: City of Federal Way 33325 8th Avenue S. Federal Way, WA 98063 Letter of Transmittal Site Location: Mailing Address: PO Box 24060 15445 53rd Ave S Federal Way, WA 98093 Seattle, WA 98188 Phone: (206) 431-7970 Fax: (206) 388-1648 Website: www.paceng.com Date: Attn: Job No: Project: We Are Sending You: Approved Mylars and Copies December 30, 2008 Kevin Peterson 05046 Hampton Inn & Suites Sheets Including Via: ❑Fax Fax # Transmittal ❑ Courier Hour Courier # ❑ Mail ❑ Other Copies No. Description 1 1 Resubmittal Form 1 1 Copy of COFW Letter of Transmittal 12/15/08 1 15 Approved Mylars — Construction Drawings (CO I-C15, Approved 12/15/08) 3 15 Copies of Approved Mylars — Construction Drawings (Full -Size) (CO 1-C 15, Approved 12/15/08) 1 15 Copies of Approved Mylars — Construction Drawings (Half -Size) (CO I-C15, Approved 12/15/08) Remarks: Keith: Attached for your records, please find the original approved mylars. Per your letter of transmittal dated December 15th, also enclosed please find frail -sized and reduced -sized copies of the approved plans. Thank you. Koong Cho (with plans — green bond) Ed Abbott (with plans — green bond) Glen Takagi(with plans — green bond) Rodney Hansen(with plans — green bond) Signed: �� ;V4446(ae RESUBMITTED DEC 3 0 2008 CITY OF FEDERAL WAY BUILDING DEPT. oso y(0 CRY OF Federal Way City of Federal Way • Public Works Department 33325 Eighth Avenue South • PO Box 9718 • Federal Way, WA 98063-9718 Phone 253-835-2700 • Fax 253-835-2709 • Awww ikyoffederaWay.com LETTER. OF TRANSMITTAL Date: December 15, 2008 To: Darrin Sanford From: Kevin Peterson Pacific Engineering Design Engineering Plans Reviewer (253) 835-2734 RE: Hampton Inn TRANSMITTED AS CHECKED BELOW: ❑ For Your Review ❑ For Your Approval ® For Your Action COMMENTS: Darrin, ❑ As Requested ❑ For Your Information ❑ Under Separate Cover ® Please Return ❑ Other ❑ Via Please have 3 full-size and 1 1/2 -size copies made of the approved plans, and return them with the mylars to my attention. — - Thanks Kevin cc: Project File Day File REBUBNO-i fED DEC 3 0 2009 CITY ��D WAY NG DEPT. cirr of Federal1111ay City B Federal Way •Public Works Department 33325 Eighth Avenue South • PO Box 9718 • Federal Way, WA 98063-9718 Phone 253-835-2700 • Fax 253-835-2709 • www.dtvoffederalway.com LETTER OF TRANSMITTAL Date: December 15, 2008 To: Darrin Sanford From: Kevin Peterson Pacific Engineering Design Engineering Plans Reviewer (253)835-2734 RE: Hampton Inn TRANSMITTED AS CHECKED BELOW: ❑ For Your Review ❑ For Your Approval ® For Your Action COMMENTS: Darrin, ❑ As Requested ❑ For Your Information ❑ Under Separate Cover 0 Please Return ❑ Other ❑ Via Please have 3 full-size and 1 1/2 -size copies made of the approved plans, and return them with the mylars to my attention. Thanks Kevin cc: Project File Day File December 9, 2008 DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 33325 8`h Avenue South 1% PO Box 9718 1 CITY OF RESUBMITTED Federal Way WA 98063 9718 253-835-2607;Fax 253-835-2609 Federal Way DEC Q 9 2008 1,vwW.cit yoffederalwa .cam CITY OF FEDERAL WAY RESUOffAC IN FORMATION This completed form MUST accompany all resubmittals. "Pleasenote: Additional orrevised 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 Number: 0 7 _ 1 0 6 8 3 8_ _ 0 0_ M F Project Name: Hampton Inn and Suites Project Address: 31720 Gateway Blvd S Project Contact: Darrin Sanford Phone: Pacific Engineering Design RESUBMITTED ITEMS: # of Copies ** 206-431-7970 Detailed Description of Item MYLARS - CONSTRUCTION DRAWINGS FOR SIGNATURE Sheets C01-C15 ** Always submit the same number of copies as required for your initial application." Resubmittal Requested by Kevin Peterson Letter Dated: kSta em er f OFFICE USE ONL Y RESUB #.- _ Distribution Date: r �� By' Dept/Div Name # Description Building Plannin PW _ Fire Other Bulletin # 129 — August 8, 2006 Page 1 of 1 k:\Handouts\Resubmittal Information Pacific Eh trJaayJ'1J.LJ ' De�siyti, ri Site Location: 15445 53rd Ave S =_- Civil Engineerlrig w= Seattle, WA 98188 Planning Consultzziiils To: City of Federal Way Date: 33325 8th Avenue S Attn: Federal Way, WA 98063-9718 Job No: Project: Letter of Transmittal Mailing Address: PO Box 24060 Federal Way, WA 98093 Phone: (206) 431-7970 Fax: (206) 388-1648 Website: www.paceng.com December 8, 2008 Kevin Peterson 05046 Hampton Inn We Are Sending You: Construction Drawing Mylars for Signature Sheets Including Via: ❑Fax Fax # Transmittal ❑ Courier Hour Courier # ❑ Mail ® Other Greg submitted Copies No. Description Mylars — Construction Drawings (Sheets COI-C15) 1 15 Remarks: Copy: Electronic File Signed: %�� anadide ❑ Original ❑ File Copy ❑ Billing Copy 5130 5137 5154 5135 5140 5155 5136 5152 5165 1% CITY OF Federal 1Nay Public Works Department PROJECT CONSTRUCTION CHECKLIST Project Name: H &C11)M 44iA Date: Z Project No.: (01_ /06 0-30r klf- _ By: V, Circled items need to be addressed. Checked Uhtems are complete. Reproducible mylars received. (Photo Mylar) 1Z.1-1 I-ob Five sets of prints received. Performance/Maintenance Bond Worksheet sent to applicant. Performance/Maintenance Bond or Assignment of Funds document received. Bond Amount: $ Z'Z-► ✓ License completed. ✓ Recording fee paid. (Deposit in Amanda) Check for Administrative Deposit received (Req. for Bond or Assi]�nment of Funds). Cash deposit amount: $ �[ S- y� ell i U+^ `' �71 l 6-5- L`� Amount of Bond Amount of Cash Deposit Up to $20,000 5% of Bond (minimum $100) $20,001 - $50,000 4% of Bond $50,001 - $100,000 3% of Bond $100,001 and up 2.5% of Bond Public Works Plan Review Fee. (Note: Check Amanda for additional fees, if necessary.) Plan Review Fee Amount: $ [ 7;' Traffic Mitigation Fee Paid. (Note: Enter in Amanda per project.) I Traffic Mitigation Fee Amount: $ 14 1 8. Storm Drainage Mitigation Fee Paid. Storm Drainage Mitigation Fee Amount: $ l� 9. Street Mitigation Fee Paid. Street Mitigation Fee Amount: $ 10. Statutory Warranty Deed, Excise Tax Affidavit, LID submitted. (Plus recording fee). 11. Storm Declaration of Covenant. (Commercial and private systems only, plus recording fee). -T 12. WSDOT approval received. v"' 13. Planning Department approval received. 14. Certificate of Insurance provided (naming City of Federal Way as insured). Amount: $2,000,000 prior to scheduling preconstruction meeting. Project Construction Checklist Rev. 03/28/05 Page 1 of 2 i r t 15. King County Street Light Inspection, Traffic Signal Inspection and Sign Inventory Deposit. Deposit Amount: $ Deposit: Signs - $10 each Street Lights - $300 for one, $100 for each additional Traffic Signals - $10,000 per intersection Request a PO from Traffic Engineer (over $1,000) cc Admins. i Payment of Public Works Inspection Deposit. ��k +" Z �� o6 - 10 631- 0-3 Deposit Amount: $ �� b�O A,S J Deposit: try.. tk �� :rwticQu o- (( Small/Med Commercial (0 to 50,000 s.f. Bldg) - $2000/10,000 s.f. {r Large Commercial (>50,000 s.f. bldg) - $5,000 + $500 ea additional 10,000 s.f. over 50,000 s.f. Subdivisions - $400/lot 6u� t 5 .6-4t o C3 5F Grading & Filling, Land Surface Modification - $500 61000--so 006 'Z314000 PRECONSTRUCTION MEETING 3—t' ob(3/L) t}13d' 3_3 1. Preconstruction meeting scheduled. PC4 -to y r 3 rS� {,s,u 2. Development specialists notified.' � ` FS a 120 3. Building department notified. t`-Z-6 S k 4. Planning department notified. 5. Approved plans issued. 6. Copy of preconstruction checklist provided to contractor. CONSTRUCTION ACCEPTANCE 1. Final inspection/issuance of final punch list. 2. Final punch list items completed. 3. Right-of-way dedication deed recorded. 4. As -built drawings received and approved. 5. Inspection fees paid. Amount: $ 6. As -built review fees Paid. Amount: $ K:\DEVELOPMENT SERVICES\DEVELOPMENT STANDARDS\2008 Development Standards-DRAFT\Checklists\2008 Project Const Checklist.doc Project Construction Checklist Rev. 03/28/05 Page 2 of 2 FINAL TRANSPORTATION IMPROVEMENT PLAN (TIP) - 2008 TO 2013 Traffic Mitigation Summary map CAPITAL PROJECTS Prctata Shen Contributions Location Dascripitmr 2M TIP Caa1 j$f A00'a] Horizon Witham Pro]e1:t Volume N*M, Trips Horizon Will, Project Vuluma Corr Per Trip pomS Pro -Rot. Revmd Prorate 1a City Center Access Phase 2 Design Study.Environmental analysis to improve access to City Center 3.500 6022 28 6048 S 579 5 16203 $23,72 tb C& Center Access Phase 3 .odd 2nd SO l.naum tans. 31d 86 ht.him tans 2.850 5637 26 5663 $ 503 $ 14091 $20,63 1 c City Center Access Phase 4 Widen S 320th St bride over IS, realign loop ramp and NB off -ramp 20.621 6022 26 6048 $ 3.409 $ 95.463 $139 78 2' SR 99 HOV Lanes Phase 3: S 284th St- SR 509 Add HOV lanes, 2nd SO left -turn lane @ 288th, install raised median, signal @ SR 509 Q Redonda M S with interconnect to 111h PI S 4.41 S 1 S6A 2.276 3' $348thSt ftAve 8-SR99 Add HOV lanes, 2nd NB left-tum lane on SR 99, install raised median, underground ul8ities 7.70 5 =ti3Ei.201 4' S 320th St let Ave S Add 2nd NB, WB left-lurn lanes, WB right -turn lanes, widen 1st Ave S to 5lanes to S 316th St. 125 SR 99 Q S 3561h Sl Add We Ihru tans, ER. NB laft•turn lanes 7518 4229 1 4229 S 1.778 S 1,7766' S 3201h St: 8Ih Ave S - SR 99 Add HOV lanes, install raised median, unde round utilities, illumination iS.V^_3 S k5.035 7 S 3481h St Q 1st Ave S Add WB, SO right -turn lanes, 2nd EB, WB left-lum lanes 5.400 4433I 1 4434 $ 1.218 $ 1 218 023 8' 10th Ave SW / SW 344lh SC SW Ca Dr- 2tst Ave SW Extend 3aano caeocl.rs, oidowafks. clroel lights 9 1 at Ave 5 @ S 328th St Instali raised median, improve access al 3281h 1600 2484 2 2486 S 724 S 1 "448 978 10 S 320th St Q 201h Ave S Add 2nd left -turn lanes EB. WB 5,760 3784 20 3805 $ 1 514 $ 30.278 20,459 11' 21 st Ave SW 0 SW 336th St Add 2nd left -turn lanes all a roaches" WB ri ht-turn lane 12,348 4959 2 4962 S 2.488 $ _ 4,977 3 363 12' SR 99 HOV Lanes Phase 4: SR 509 - S 312th St Add HOV lanes, install raised median 24.24B 1 F • r'iB.3E7' " 13' SR 99 0 S 312N St Add 2nd NB left -turn lane 8,568 4143 9 4152 S 2.064 $ 18.572 12.549 14 SW 31ZI, St JM SR 509 Acid EB. WB left4um lanes 3.696 1 2081 $ 1.776 $ 1.776 1020 0 15' S 35S1h S$: &R 99 - SR 181 vvde to 5lanes- hike lanes, sidewalks. ili minetien : 8,71 *14Q2- i -=603 40e 16 S 3041h St 28th Ave S Add NO right -turn lane. nal 2.146 10 14121 $ 1.521 S 15 213 10.279 17' S 352nd St-, 8R 99 -SR 161 Extend 3 lane principal collector and signal at SR-99 5.20 ? 171i 121 18 SW 320th St 0 21st Ave SW Interconnect to 26th Ave SW with the addition of a 2nd WB left -turn lane 4.320 4159 5 4165 S 1.037 $ 5 186 3504 19' S 320th St: tat Ave S - Bth Ave S Add HOV lanes install raised median 15"5 '1 31-"4 25"3p5 20' Milita Rd S: S Star Lake Rd - S 288th St Widen to 5 lanes. sidewalks. street lights 13.06 $ 10,355 7-t39 21 SW 320th S[ Q 47th Ave SW Inslall Iraf6C sipnal 360 1338 0 1338 S 269 $ 0 22 S 312th St 0 281h Ave S Add SO II hWwn lama 540 1276 20 1296 S 417 $ 8.331 5.629 FL SW 336t6 Wy / SW 340th St' 26th PI SW - Ho Rd Widen to 5 lanes 1$,11 $ 12.y1p e. ' Subtotal Capital Projects 207.925 TOTAL S 355" 124 $345,S8A XX' See detail pro-rata share breakdown calculations Adopted 04Sep-2007 by Resolution 07-503 S f 1 P4;143 / #*/ ��7773 �-- 699 14 fl43 ,- .LLJ P I - kVA"'Ct"jI:' Z)k 4(d1lob FINAL TRANSPORTATION IMPROVEMENT PLAN (TIP) - 2008 TO 2013 Map CAPITAL PROJECTS Pro-rata Share Contributions ID" Location Description 200E TIP Cast jf1,000"sj Horizon without prolecl V.Iur- New Trips Horizon with Prolectvolume Cost Per Trip Total Pro- R.I. A-, -.0 111-t. la City Center Access Phase 2 Design Stud , Environmental analysis to improve access to Citj Center 3.600 6022 20 6048 S 579 S 16 203 $23.72 1h CitV Center Access Phase 3 Add 2nd SB left -turn lane. 3rd SB ri ht-turn lane 2,050 5637 28 5663 $ 503 S 14.091 $20.63 1 c City Center Access Phase 4 Widen S 320th St hrid over 1-5 reali n loop ramp and NB off -ramp 20.621 6022 28 6048 S 3 409 $ 95 463 $139.78 2 SR 99 HOV Lanes Phase 3: S 2841h St - SR 509 Add HOV lanes, 2nd SB left -turn lane @ 258th, install raised median, signal @ SIR 509 Cm Redondo M S with interconnect to 11th PI S 4AT4 1t r SR 99 S 294 St- S 288 St 1.033 3336 2 3338 $ 310 S 619 418 SR 99 S 2" St - SR 509 2067 3364 3 3IU6 S 614 S 1.535 103 SR 99 48 SR 509 SR 99 Q SR 509 161 3854 3 3857 S 42 S 125 84 SR 99 BR 509 - 18 Av S 1.033 2841 D 28" $ 363 S 1,090 736 SR 509 SR 509 Q 16 Av S I Redondo S 120 1918 0 1918. $ 63 S 0 3 S 3481h Sl- 9th Ave S - SR a9 Add HOV lanes. 2nd NB left -turn lane on SR 99" install raised median, underground utilities 7,N5' -0 S 348 $I Q 9 Av S 1.083 37511 0 3751 S 289 S 0 348 St; 9 Av S - SR 99 6.137 2976 0 2976 S 2062 S 0 6 348 61 Ot SR 09 542 5616 2 5616 S 97 S 193 130 4 £ 3201h SS in 161 Ave s Add 2nd NIS. WS left -turn lanes. WB right -turn lanes, widen 1st Ave S to 5 lanes to S 316th St. .12.E t) S 320 St 1 Av S 8.21E 5361 8 $370 S 1.530 S 13.769 9304 1 Av S: S 316 St - S 320 St 4,384 1911 0 1911 S 2,295 S 0 5 SR 99 Q 8 3581h St Add WE thin lane. EB. NB left -turn lanes 7 510 4228 1t369? S 1.778 $ 1 778 1201 6 S 3201h SL Bth Ave S - SR 99 Add HOV lanes. install raised median, underground utilities illumination 8 320 SL 8 Av S 688 4027 9 S 171 S 1.536 - 1038 S 320 SL 8 Av S - 10 Av S 4,71 3865 10 S 1,217 S 12172 822. 320 8L 10 Av S - 11 PIS 4.716 36H 10 ,$ 1,276 S 12.756 861 S 320 St 11 PIS 680 4031 10 4042 S 170 S 1.702 115 S 320 St: 11 PI S - SR 99 4715 3064 11 3075 S 1.533 IS 18.866 11397 7 6 34 E1h St jj f at Avo 5 Add WB. SB fight -turn lanes, 2nd EB. WB left -turn lanes 5.400 4433 1 4434 S 1.218 S 1218 623 8 10Ih Ave SW/SW344th St SWCa us Dr-21st Av Extend 34ane collectors, sidewalks. street li hts SA34 12Av SW Z SW Campiis Or Iml 3645 0 3845 S 220 $ 0 SW 344 SC 12 Av SIN -17 Av SW 2,638 31 0 31 S 559 S 0 SW 344 SC 17 Av SIN -21 Av SW 1.759 31 0 31 $. 373 S 0 9 1st Ave S Q S 328th St Install raised median. improve access at 328th 1.800 24B4 2 2486 S 724 $ 1 448 978 10 S 3201h St 90 201h Ave S Add 2nd left -turn lanes EB. WB 5.760 3794 20 3B05 $ 1.514 S 30278 20459 11 21.t Ave SW 90 SW 336th St Add 2nd left -turn lanes all approaches, WB fight -turn lane 12.348 4959 2 4962 $ 2.488 $ 4,977 3363 12 SR 99 HOV Lanes Phase 4: SR 509 - S 3121h St Add HOV lanes. install raised median 24 . • .I - SR 09" 18 Av S - S 304 St 8.316 2949 3 2952 S 2.817 $ BA52 $711 R 99. S 304 St- S 30B $t 8.316 3021 3 3024 S 2.750 S 8,249 5574 SR 99: S 308 St - 8 310 St 4,158 2876 3 2879 S 1.444 S 4.333 2928 SR 99: S 310 St - S 312 St 4.158 2715 4 2719 S 1,529 S 5353 3617 13 SR 99 S 312th St Add 2nd NO Iefl-turn loge 8,568 4143 9 4152 $ 2064, $ 15.572 12549 14 SW 312th St 90 SR 509 Add 17E. 1M 104um lane s 3.690 2080 1 1 2081 $ 1.776 5 1.776 1200 (41 trips) 15 S 356Ih SC SR 99 - SR 161 Man to 5lanas, blke tones, slde IkF, 10urdnatlon 5712 SR 161 Q.S 356 St 2.000 3328 t 33291 S 601 $ 601 406 S 356 SL SR.99 - SR 161 6,712 1230 0 1230 $ 5.455 S 0 16 S 30411h St 0 281h Ave S Add NB right -turn lane. signal 2.148 1402 10 1412 $ 1.521 S 15 213 10279 17 S 352nd St: SR 99 - SR 161 Extend 3 lane principal collector and si nal at SR-99 S— SR tei it.S352 St 1,000 3333 1 3334 S 138 S 138 93 S 352 SL SR 99 - SR 161 31900 239 0 239 S 538 S 0 SR 99 0 S 352 St 300 2361 1 2362 S 41 8 41 28 18 SW 3201h St Q 21sLAve SW Interconnect to 261h Ave SW with the addition ola 2nd WB left -turn lane 4.320 4159 5 4165 $ 1,037 S 5.186 3504 19 S 32o1h St: 1st Ave S - 81h Ave S Add HOV lanes install raised median 16.6 - Q S 320 St: 1 Av S - 5 Av S 7.7621 3592 9 3601 S 29158 $ 19,402 1311 S 320 SL 5 Av S - 8 Ave S 7 Y61 3833 9 3842 S 2.020 $ 18.182 1228 20 WRary Rd S: S Star Ldka Rd - S 2881h SI Widen to 5 lanes, sidewalks, street li hts 13 068 0 m4liory Rd S 0 8 Spin Lao Rd 360 1987 1 1988 $ 18t $ 181 1 Military Rd S : S Star Lake Rd - S 284 St 6.860 1790 1 1790 S 3.832 S 3,832 2589 Military Rd S: S 284 SL - S 288 St 5.488 1769 2 1771 5 3, 100 S 6,199 4189 MOWY Rd S JM S 288 St 360 3111 3 3114 $ 116 S 347 234 21 SW 32011h St Q 471h Ave SW Install traffic signal 360 1338 0 1338 $ 269 S - [• 22 S 3121h St 0 28th Ave S Add SB right -turn lane 540 1276 20 1296 $ 417 S 8.331 5629 23 SW 3361h WV / SW 340th St 26th PI SW - Hoyt Rd Widen to 5 lanes 1 -31 : - - •A SW 336 St 6Z 26 PI SW 3601 2574 2 2576 S 140 $ 279 189 _ SW 336 : 26 PI SW - SW 337 St 2-613 2442 2 2444 $ 1,669 S 2.138 1445 SW 336 : SW 337 St - SW 340 PI 1.743 2325 2 2327 S 749 $ 1.498 101: S W 340 SL SW 340 PI - 30 Av SW 8721 2254 2 2256 S 387 $ 773 522: SW 240 SL 30 Av SW - 35 Av SW 4.3561 2450 2 2452 S 1717 $ 3.553 2401 SW 340 S[ Q 35 Av SW 607 2964 2 2966 $ 205 $ 409 277 SW 340 St: 35 Av SW - 38 Av SW 3.494 -X401 2 20421 S 1.706 S 3.413 23DE SW 340 St Hot Rd SW 1 1.2771 2 861 21 2988 $ 4271 S 855 5 , Subtotal Ca ital Projects 1 207,0 TOTAL S M, 124 $345.98, EXHIBIT 3 Return Address: City of Federal Way Attn: Kevin Peterson, Public Works P. O. Box 9718 Federal Way, WA 98063-9718 20080912000158 CITY OF FEDERA MISC 45,00 PAGE001 OF 004 09/12/2008 10:26 KING COUNTY, WP LICENSE Grantor: Royal Hospitality, LLC, a Washington limited liability company Grantee: CITY OF FEDERAL WAY, a Washington municipal corporation Property Legal Description (abbreviated): A portion of the South one-half of the Southeast '14 of Section 9, Township 21 North, Range 4 East, W.M. Additional Legal(s) on Exhibit A Assessor's Tax Parcel ID#(s): 092104 9185 and 092104 9031 The undersigned owner of certain real property located in Federal Way, Washington and legally described as follows: Legal description attached hereto as Exhibit "A" and incorporated herein by this reference. ("Property") hereby grants an irrevocable license to the City of Federal Way ("City") and the City's agents, employees, contractors or representatives to enter upon the Property to inspect the construction of improvements, the performance of work or to allow the City to perform any necessary maintenance or work, all pursuant to that certain Assignment of Funds in Lieu of Bond of even date entered into between the City and the undersigned and incorporated herein by this reference. DATED this _day of , 20_0&. ROYAL HOSPITALITY, LLC By. vong Cr , Managing Member 8255 154` Ave SE Newcastle, WA 98059 253.318.0090 STATE OF WASHINGTON ) ) ss. COUNTY OF KING ) On this day personally appeared before me Koong Cho, to me known to be the Managing Member of Royal Hospitality, LLC, the corporation that executed the foregoing License, 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 �V day of ,L�� .�1p _ 320()S. 4�1 -, lzz�� (notary signature) ym yEp- CAI (typed/printed name of notary) Notary Public in and for the State of Washington. My commission expires ()q 1271 2p1 l 1:\csdc\docs\save\22495638001. doc G: /form s/ as s i gn o ffu n d wall of wa**Il at► YIN YEE C1MM My APPoLOMOnt E*b■aftPV. 9011 EXHIBIT `A' Parcel 092104-9185: THAT PORTION OF THE SOUTH ONE-HALF OF THE SOUTHEAST 'A OF SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST, W.M., DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID SUBDIVISION; THENCE NORTH 01 °29' 18" EAST ALONG SAID WEST LINE THEREOF A DISTANCE OF 540.77 FEET TO THE EASTERLY MARGIN OF 23RD AVENUE SOUTH; THENCE NORTH 25°40'29" EAST ALONG SAID EASTERLY MARGIN A DISTANCE OF 10.99 FEET TO A POINT OF CURVE; THENCE NORTHERLY CONTINUING ALONG SAID EASTERLY MARGIN ALONG THE ARC OF A CURVE TO THE LEFT, SAID CURVE HAVING A RADIUS OF 390.04 FEET THROUGH A CENTRAL ANGLE OF 23055'14" A DISTANCE OF 162.84 FEET; THENCE SOUTH 88°24' 15" EAST A DISTANCE OF 304.98 FEET; THENCE NORTH 01029718" EAST A DISTANCE OF 11.49 FEET; THENCE SOUTH 88°24' 15" EAST A DISTANCE OF 265.00 FEET; THENCE NORTH 01°29'18" EAST A DISTANCE OF 13.91 FEET; THENCE SOUTH 88022'27" EAST A DISTANCE OF 452.00 FEET; THENCE NORTH 01°29'18" EAST A DISTANCE OF 27.55 FEET TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED TRACT; THENCE CONTINUING NORTH 01029'18" EAST A DISTANCE OF 190.95 FEET TO THE SOUTH MARGIN OF SOUTH 317TH STREET; THENCE SOUTH 88°22'27" EAST ALONG SAID SOUTH MARGIN A DISTANCE OF 41.96 FEET TO A POINT OF CURVE; THENCE EASTERLY AND NORTHERLY ALONG SAID SOUTH MARGIN AND EAST MARGIN OF 28TH AVENUE SOUTH ALONG THE ARC OF A CURVE TO THE LEFT, SAID CURVE HAVING A RADIUS OF 230.00 FEET THROUGH A CENTRAL ANGLE OF 81014'49" A DISTANCE OF 326.15 FEET TO AN INTERSECTION WITH THE NORTH LINE OF THE SOUTH 165.00 FEET OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST '/4 OF SAID SOUTHEAST '/4 OF SECTION 9; THENCE SOUTH 88°22'27" EAST ALONG SAID NORTH LINE A DISTANCE OF 81.02 FEET TO THE WEST MARGIN OF PRIMARY STATE HIGHWAY NO. I (INTERSTATE 5) AS NOW ESTABLISHED; THENCE SOUTH 16°37'30" WEST ALONG SAID WEST MARGIN A DISTANCE OF 314.94 FEET TO THE EAST LINE OF THE WEST 30 FEET OF SAID SOUTHEAST '/4 OF THE SOUTHEAST '/4 OF SECTION 9; THENCE SOUTH 01 °45'45" WEST ALONG SAID EAST LINE AND CONTINUING ALONG SAID WEST MARGIN A DISTANCE OF 19.03 FEET; THENCE SOUTH 21006' 15" WEST CONTINUING ALONG SAID WEST MARGIN A DISTANCE OF 66.38 FEET; THENCE NORTH 88°24' 15" WEST A DISTANCE OF 246.96 FEET TO THE TRUE POINT OF BEGINNING. (ALSO KNOWN AS LOT 5 (REVISED APRIL 22, 1987) OF KING COUNTY LOT LINE ADJUSTMENT RECORDED UNDER KING COUNTY RECORDING NUMBER 8705120940); EXCEPT THAT PORTION THEREOF CONDEMNED FOR SOUND TRANSIT IN KING COUNTY SUPERIOR COURT CAUSE NOS. 03-2-12327-7 KNT AND 04-2-00458-6-KNT; TOGETHER WITH AN EASEMENT FOR INGRESS AND EGRESS DESCRIBED IN KING COUNTY RECORDING NOS. 8705150734 AND 8705150735, AS AMENDED BY KING COUNTY RM-UftING NOS_ 8709223085, 8804210692 AND 8910101211, RECORDS IN KING COUNTY, SITUATE IN THE CITY OF FEDERAL WAY, COUNTY OF KING, STATE OF WASHINGTON. Parcel 092104-9031: THAT PORTION OF THE SOUTHWEST '/4 OF THE SOUTHEAST '/4 OF SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST, W.M., DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID SUBDIVISION; THENCE NORTH 01 °29' 18" EAST ALONG THE WEST LINE THEREOF A DISTANCE OF 540.77 FEET TO THE EASTERLY MARGIN OF 23' AVENUE SOUTH; THENCE NORTH 25°40'29" EAST ALONG SAID EASTERLY MARGIN A DISTANCE OF 18.99 FEET TO A POINT OF CURVE; THENCE NORTHERLY CONTINUING ALONG SAID EASTERLY MARGIN ALONG THE ARC OF A CURVE TO THE LEFT, SAID CURVE HAVING A RADIUS OF 390.04 FEET THROUGH A CENTRAL ANGLE OF 23055'14" A DISTANCE OF 162.84 FEET; THENCE SOUTH 88°24'15" EAST A DISTANCE OF 304.98 FEET; THENCE NORTH 01 °29' 18" EAST A DISTANCE OF 11.49 FEET; THENCE SOUTH 88°24' l 5" EAST A DISTANCE OF 265.00 FEET; THENCE NORTH 01'29' 18" EAST A DISTANCE OF 13.91 FEET; SOUTH 88°22'27" EAST A DISTANCE OF 452.50 FEET TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED TRACT; THENCE NORTH 01 °29' 18" EAST A DISTANCE OF 27.55 FEET; THENCE SOUTH 88°24' 15" EAST A DISTANCE OF 246.96 FEET TO THE WEST MARGIN OF PRIMARY STATE HIGHWAY NO. I (INTERSTATE 5) AS NOW ESTABLISHED; THENCE SOUTH 21'06' 15" WEST ALONG SAID WEST MARGIN A DISTANCE OF 125.01 F$ET; THENCE SOUTH 26°12'30" WEST CONTINUING ALONG SAID WEST MARGIN A DISTANCE OF 142.38 FEET; THENCE NORTH 69°36'56" WEST A DISTANCE OF 254.77 FEET; THENCE NORTH 52°49'45" EAST A DISTANCE OF 122.42 FEET; THENCE NORTH 01 °29' 18" EAST A DISTANCE OF 61.02 FEET TO THE TRUE POINT OF BEGINNING. (ALSO KNOWN AS PARCEL 8 OF KING COUNTY LOT LINE ADJUSTMENT RECORDED UNDER KING COUNTY RECORDING NUMBER 8705120940)_ TOGETHER WITH AN EASEMENT FOR INGRESS AND EGRESS DESCRIBED IN KING COUNTY RECORDING NOS. 8705150734 AND 8705150735, AS AMENDED BY KING COUNTY RECORDING NOS. 8709223085, 8804210692 AND 8910101211, AND AS AMENDED BY STIPULATED JUDGEMENT AND DECREE OF APPROPRIATION IN KING COUNTY SUPERIOIR COURT CAUSE NO. 04-2-00458-6, RECORDED UNDER RECORDING NUMBER 20050504001748. 41k CITY OF Federal Way DATE: October 16, 2008 TO: Kevin Peterson FROM: Deb Barker MEMORANDUM Community Development Services Department SUBJECT: HAMPTON INN & SUITES - (07-106838-00-MF) — Route Option B 31720 GATEWAY BLVD S Attached is an Option B that would be constructed at the south end of the site should the applicant not be able to come to agreement with neighbors about off -site work. Option B depicts all work at the south end of the site FULLY on the subject site. Let me know if you have any questions. Thanks PROPOSED NEW CURB y yl� ' i[ EXISTING CURB TO "REMAIN XISTING ONSITE CURB AND ASPHALT TO BE REMOVED �! SAWCUT AND REMOVE EXISTING CURBING AND ASPHALT ON —SITE -AND CONSTRUCT NEW CURB TYING INTO EXISTING ' CONFIGURATION TO MATCH AT PROPERTY LINE NEW CURBING TO ' TIE INTO EXISTING EXISTING ONSITE CURB AND f y.� ASPHALT TO BE REMOVED NOTE: SEE LANDSCAPE r PLAN L1 FOR LAWN I^ RESTORATION NOTES y!• . '� ,,� TOP OF RETAINING WALL ASET TO MATCH,,ADJACENT �cq GRADE (HEIGHT'WLL VARY. . d. MAX 3' TAEL-},fi' { o j ,4 •.y i r . ! RECONSTRUCTION OF NEW - " CURB AT PROPERTY LINE f n 10-14- 2008 y RESUBMITTED OCT0 1 52008 CITY OF FEDERAL WAY BUILDING DEPT. N PRO 0, 43 Hampton Inn & Suites 31626 28th Avenue So. Federal Way, WA r� �rA1 /-� t 4 ti/V/ �•. — . `• � r ! r 1 f � % " K � f ti f _— 'tl -- — — --- S -µ r-- f l ! �n • t • � l 71 C S _ 56 • 1.......... mc „ :. •y,; . 00 3 a �> CL �Q O \ O Of�t '• ' ^� V J w R i 0 m :CCf r < -� CD , n C o r r— Hampton Inn & Suf es CD C)CD `� �' •-- 31626 28th Avenue So. Federal Way, WA ccn 1%DLPARfNI nTof COMMUNITY DEVELorrte:NTSEKVICES zt& 33325 8'" Avenue South CITY OF PO Boa 9718 Federal Way WA 98063-9718 Federal Way 253 835- w.cit Fax 253-835-2009 w �v�v, c i ��0 f fell e rat utty, co]rr RESUBMITTAL INFORMATION This completed form MUST accompany all resubmittals. "Please note: Additional or re vised plans or documents foran 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 wilt 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 Number: --7 - 1 D - d rbject Name: Project Address: Project Contact: e-I21 5�kt4fLW Phone, zc SE(er QC)3f7 RESUBMITTED ITEMS: # of Copies "` Detailed Description of Item P fir �1 Ca �� C-r - z z I _ 1 CIF O� s � �,cg CO � +� �o� .1 ** Always submit the same number of copies as required foryour initial application.*" Resubmittal Requested by: �1=I?> Letter Dated: �l � ri I to em er OFFICE U5E OAI Y RESUS #.-Uislrrbution Cate. �r I �5 ey. ` ❑e ilDiv Name # Description Building PlanningC' PW 0 Fire _ - 5 Other DERAL WAY Bulletin 9129 - August 8, 2006 Rage I of I kA Wsft0kN& anon X DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES RESUBMITTED 33325 8`" Avenue South CITY OF PO Box 9718 Federal Wa 'CT � � Zoos Federal Way WA 98063-9718 253-835-2607;Fax 253-835-2609 ITY OF FEDERAL WAY www.citvoffederalway.c:oni BUILDING DEPT. RESUBMITTAL INFORMATION This completed form MUST accompany al/ resubmitta/s. **Pleasenote Additional or revised plans or documents foran 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 numberofcopies will be retumed ordiscarded. 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 Number: Project Name: Project Address: .0- -7---L-a-6-a-3-&_oQ-M.f-:�- � r 11 �J Project Contact: 6of Phone: (1 2�3� " 2,-2,4 x 0 Z RESUBMITTED ITEMS: # of Copies ON NMI ** Always submit the same number of copies as required for your initial application." Resubmittal Requested by: Alp� *�Letter Dated: a r s :i IsF -. OFFICE USE ONL Y RESUB A � Distribution Date. 13 Dept/Div Namp # Description Buildin Planning I PW / w Fire AAgM/ Other RM �1�*J Bulletin # 129 — August 8, 2006 Page 1 of 1 k:\Handouts\ResubTnittal In fonnati on DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 4k RESUSMI�ED 33325 81h Avenue South CITY OF PO Box 9718 Federal Way WA 98063-9718 Federal Way O C T 13 2008 253-835-2607; Fax 253-835-2609 www.citvoffederalway.com ClrOF FEDERAL WAY BUILDING DEPT. RESUBMITTAL INFORMATION 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 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. ** September 5, 2008 Project Number: 0 7 - 1 0 6 8 3 8 - 0 0- M F Project Name: Hampton Inn and Suites Project Address: 31720 Gateway Blvd S Project Contact: Darrin Sanford Pacific Engineering Design RESUBMITTED ITEMS: Phone: 206-431-7970 # of Copies "* Detailed Description of Item 3 Technical Information Report Addendum 9/23/08 5 Revised Civil Engineering Plans 10/10/08 1 PED Response Letter to 9/22/08 Review ** Always submit the same number of copies as required for your initial application." Resubmittal Requested by: Kevin Peterson Letter Dated: 9 / 22 I 08 (?Staff Member) �J OFFICE USE ONL Y RESUB #•4 Distribution Date: By.- Dept/Div Name # Description Buildin Planning PW Fire Other Bulletin #129 - August 8, 2006 Page 1 of 1 k:\HandoutsU2esubmittal Information PACIFIC ENGINEERING DESIGN, LLC CIVIL ENGINEERING AND PLANNING CONSULTANTS October 13, 2008 Mr. Kevin Peterson City of Federal Way 33325 8th Avenue South Federal Way, WA 98063-9718 RE: Hampton Inn & Suites - 31720 Gateway Blvd S PED No: 05046 Permit #07-106838-00-MF Response to Technical Comments Dear Mr. Peterson: The civil engineering plans and Technical Information Report for the project referenced above are revised in accordance with your comment letter dated September 22, 2008. The following outline provides each of your comments in italics exactly as written, along with a narrative response describing how each comment was addressed: City Comments: The Public Works Department has reviewed the civil engineering plans associated with the above -reference project. Prior to approval of the permit, the following issues shall be addressed: All Sheets 1. Add the City permit number (referenced above) to the space provided in the approval block. Response: The City permit number is added to the approval block on all plan sheets. Sheet C06 1. Add the City's approval block to the lower right-hand corner of this sheet, and include the permit number. /Response: The City's approval block is added to the lower right-hand corner of this sheet and the permit number is included. 2. The new access driveway is restricted to 30 feet maximum width. Also note the City detail number and refer to the appropriate detail sheet. RESUBMITTED O C T 13 2008 CITY OF FEDERAL WAY R1 III eng. com 15445 53RD AVENUE SOUTH, SUITE 100, SEATTLE, WA 9B1 BB FAX 206 3BB-1 B4B PHONE 425 251-BB 1 1 2DB 431-7970 Kevin Peterson October 13, 2008 Hampton Inn & Suites PED No. 05046 Response: The new access driveway at the southwest corner of the site has been revised to 30-feet wide as commented and per city standard drawing 3-6A as shown in detail sheet C13. 3. Show on the plan sheets the layout of the new driveway approach so that it reflects the City standard detail. Response: The new access driveway at the southwest corner of the site has been revised �Ato 30-Feet wide as commented and per city standard drawing 3-6A as shown in detail sheet C13. 4. Dimension the fire department access driveway and reference the City's standard driveway approach detail. Response: The fire department access driveway is 25 feet wide inside the property. A V/' dimension is added. The concrete driveway at the curb cut is a standard 30 feet wide driveway per city standard 3-6A as shown in detail sheet C13. 5. Indicate the type of paving materials proposed for the fire department access drive, or refer to the architectural site plan. Response: A reference to the architectural plan is added. 6. Provide reference sheet number for all cross -sections. VIResponse: The reference sheet numbers are added for all cross -sections. 7. Catch basin (CB) #14 has a rim to invert elevation difference greater than 5 feet, which requires a Type 2 CB. ✓Response: The plan has been revised to use a Type 2 CB as commented. 8. Clearly show how the upstream drainage system onto the site is intercepted and directed to CB #11. As currently shown on the plans, it is unclear that this outfall is to be directed to the new CB. Response: The revised plan shows a new swale along the north east corner of the site 'behind the new concrete retaining wall. The swale starts near the east 18" concrete culvert. 9. Refer the new wheelchair access ramp to the appropriate City detail and reference the detail sheet number. Response: The revised plan shows the new wheel chair ramp per City standard drawing 3-11 as shown in sheet C13. S: (Project FilesW5046 Hampton Inn Wesponses & Comment Letters12008-09-22 3rd CD Review & Response City of Federal WaylResponse to 3rd CD Review.DOC Page 2 of 5 Kevin Peterson Hampton Inn & Suites October 13, 2008 PED No. 05046 10. The drawings indicate 8-inch curb openings for Filterra systems, however, the. Filterra design guidelines and details indicate a 6-inch maximum opening. Revise the plan, or provide documentation from the manufacturer, that allows for or recommends the wider opening. 4esponse: The revised plan shows 6" curb openings. 11. Where do CB's #1 and #3 connect to a downstream conveyance system? Don't these CB's need to convey the Filterra overflow/highflow stormwater bypass? Response: Yes, CB#1 and #3 convey the Filterra overflow/highflow storm bypass. CB#1 connects to CB#2 which drains to the infiltration trench #2. In over 100 year storm, runoff to the infiltration trench #2 may overflows through the rim of CB#1 and sheet flows to Gateway Center Boulevard and be collected by the catch basins along the street. CB#3 connects to CB#4 which drains to the infiltration trench #1 which has a flow control structure (CB#5) that discharges to the existing catch basin at the southeast corner of the site. The existing catch basin drains to a 182 LF 60" CMP detention tank at the Courtyard Hotel parking lot that discharges to the I-5 drainage system. 12. There is an existing driveway approach onto Gateway Blvd on the west side of the parcel. This approach shall be removed and replaced with sidewalk. Aesponse: The plan has been revised to replace the driveway approach with new sidewalk. 13. The existing access ramp at the SE corner of Gateway Blvd and S. 317th St shall be removed and replaced with a new City standard access ramp. Aesponse: The plan has been revised to replace the existing wheel chair ramp with a new one per city standard drawing 3-11 as shown in sheet C13. 14. Comments regarding landscaping and parking lot restoration on the adjacent parcel to the south will be provided by Deb Barker, Senior Planner. /Response: Acknowledged. Sheet C08 1. Update all details to current City standards (enclosed). ✓Response: The details are updated to current City standards. shoot ('n9 1. Update all details to current City standards (enclosed). S: (Project Files105046 Hampton Inn Tesponses & Comment Letters12008-09-22 3rd CD Review & Response City of Federal WayT esponse to 3rd CD Review.DOC Page 3 of 5 Kevin Peterson - October 13, 2008 Hampton Inn & Suites PED No. 05046 Response: The details are updated to current City standards. Sheet CIO 1. Add the City's approval block to the lower right-hand corner of this sheet and include the permit number. /Response: The City's approval block is added to the lower right-hand corner of this sheet and the permit number is included. 2. Provide design specifications for the porous asphalt paving and subgrade layers. Response: The specifications for the porous asphalt paving and subgrade layers have been added to sheet C14. 3. Show the perforated pipe on Section A -A. ,,,,Response: The revised plan shows the perforated pipe on section A -A along the edge of the east curb. Sheet CI 1. Add the City's approval block to the lower right-hand corner of this sheet and include the permit number. ,,kesponse: The City's approval block is added to the lower right-hand corner of this sheet and the permit number is included. 2. It appears that lower portions of the cross-section labels (Section A -A, etc) were inadvertently cut off in the CAD drawings. Please revise the drawings so that these labels appear whole on the drawing. Response: The plan has been revised to show the correct cross-section labels. Sheet C13 1. Use City Standard Detail 3-6A (Commercial Driveway Approach) in lieu of 3-6. ✓Response: The detail is updated as commented. 2. Update all details to current City standards (enclosed). VResponse: The details are updated to current City standards. Sheet C14 1. Update all details to current City standards (enclosed). S: (Project FileA05046 Hampton Innl Responses & Comment Letters12008-09-22 3rd CD Review & Response City of Federal WaylResponse to 3rd CD Review.DOC Page 4 of 5 Kevin Peterson October 13, 2008 Hampton Inn & Suites PED No. 05046 Response: The details are updated to current City standards. Sheet C15 1. Since the sheet is only showing existing site conditions, please remove the City approval block. ✓Response: The City approval block is removed from this sheet. Technical Information Repast 1. Under the Water Quality Treatment section, the east basin is described to be comprised of 0.36 acres; however, the 8 x 4' unit is described as having capacity to treat 0.22 acres. Please review this section and revise the design or correct the discrepancy. Response: The capacity of the 8'x4' unit is 0.36 to 0.44 acres which is enough for the 0.36 acre of area being treated. An addendum to the TIR is prepared to correct the discrepancy. Please revise the plans and TIR as necessary, and re -submit three (3) copies of the plans for further review. Because of the size and complexity of the TIR you may submit that section as requested for revisions as an addendum to the TIR, rather than updating and submitting the entire document. Response: Three (3) copies of the revised plans and TIR Addendum are included with this submittal. I believe that the above responses, together with the enclosed revised plans and TIR report addendum address all of the comments. Please review and approve this project at your earliest opportunity. If you have questions, comments, or need additional information, please contact me at (206) 431-7970 or via email at dsanford@paceng.com. Thank you. Sincerel Basin Sanford Project Manager, Member Enclosures: Resubmittal Information Form (1 copy) Revised Civil Engineering Plans (dated 10/10/08) (3 copies) Technical Information Report Addendum (dated 09/23/08) (3 copies) cc: Koong Cho (with enclosures) Ed Abbott (with enclosures) S: (Project Files105046 Hampton InnTesponses & Comment Letters12008-09-22 3rd CD Review & Response City of Federal WaylResponse to 3rd CD Review.DOC Page 5 of 5 DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES W, 33325 8`h Avenue South CITY OF PUS_ "ftRo PO Box 9718 l- , Federal Way WA 98063-9718 Federal Way = k! 253-835-2607; Fax 253-835-2609 f' - . www._c_itWifederalw�ay.co_m -1 � DP�..r. RESUBMITTAL INFORMATION 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 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 Number: Project Name: _ Project Address: Project Contact: _E�Ui - 2�,s �2 24 Phone: RESUBMITTED ITEMS: # of Copies ** Detailed Description of Item ** Always submit the same number of copies as required for your initial application.** Resubmittal Requested by: t u Letter Dated: 7 Z 9 / 08 (8iatt imemner) OFFICE USE ONL RESUB #.• Distribution Date: d By.• Dept/Div Name # escription Building _ _ Plannin PW Fire Other Bulletin # 129 — August 8, 2006 Page 1 of 1 k:\Handouts\Resubmittal Information 4ksll i�,a TMENT OF COMMUNITY DEVELOPMENT SERVICES Mff T M 33325 8'h Avenue South CITY OF 5EP P9 Box 9718 �[��$ Federal Way WA 98063-9718 Fe d e ra l may C'Ty of FE 253-835-2607; Fax 253-835-2609 BU�LDrEDER AL WAY w■.w.eityoffederalway.com EP7 RESUBMITTAL INFORMATION ®LtA�H1 A?C- This completed form MUST accompal, Ir 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 resubmillals 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 Number: 0-7- t 0 G 1? 3 2)-() 0 - Project Name: Lea . Y\ lyw\ (� `# 1'-CC_S _ __ Project Address: -3tlW Project Co RESUBMITTED ITEMS: # of Copies ** i k. <�,o R i Phone: Za Sdrz(D(0 Detailed Description of Item 0 `* Always submit a same? mber of copies as required for your initial application." Resubmittal Requested by : -- Letter Dated: (8tatt Member) OFFICE USE OK Y W Y� RESUB #.• Distribution Date: By._, Dept/Div Name # Description Building Planning PW Fire Other Bulletin #129 — August 8, 2006 Page 1 of 1 _ k:\Handouts\Resubmittal Information DEPARTMFNT OF CuaiMU1NUV DEVELOPMENT SERVICES ��►► rr 33325 8`h Avenue South PO Box 9718 CITY OF Sip C❑ Federal Way WA 98063-9718 2609 Federal Way � 2aa8 253-8 w%v%v. it Fax 25ralwa .co (;J w��nv.cit affederalwa .com B�D1N(3aR41-wAy �Pr RESUBMITTAL INFORMATION 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 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. "" September 12, 2008 Project Number: 0 7 - _1 0 6 8 3 8 _ 0 0_ M F Project Name: Hampton inn and Suites Project Address: 31720 Gateway Blvd S Project Contact: Darrin Sanford Phone: 206-431-7970- Pacific Engineering Design RESUBMITTED ITEMS: # of Copies "* Detailed Description of Item 5 Revised Civil Engineering Plans 9/12/08 . Always submit the same number of copies as required for your initial application.'" Resubmittal Requested by: Kevin Peterson Letter Dated: 1` 1 (Statt MemberT OFFICE USE Oft Y RESUB #' Disuitution Date., By' Dept/Div Name # Description Building Planning_ PW Fire Other Bulletin #129 — August 8, 2006 Page 1 of I k:\Handouts\Resubmittal Information CITY OF Federal Way E F COMMUNITY DEVELOPMENT SERVICES 33325 8`h Avenue South EP 2008 PO Box 9718. Federal Way WA 98063-9718 W. f Or253-835-2607; Fax 253-835-2609 FEDERAL WAY www.cityoffederalway.com BUILDING DEPT. RESUBMITTAL INFORMATION This completed form MUST accompany all resubmittals. **Please note: Additional or re vlsed 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 correctnumberofcopies will be returned ordiscarded. You are encouraged to submltall items in person and to contact the Customer Service Counter prior to submitting Ifyou are not sure about the number of copies required. ** Project Number: Project Name: Project Address: S Project Contact: Phone: lz - �4815- �1.-L4 1 RESUBMITTED ITEMS: Always submit the same number of copies as required foryour initial application.** Resubmittal Requested by- arerfr � T��_ Letter Dated: If meer Bulletin #129 — August 8, 2006 Page 1 of 1 k:\Handouts\Resubmittal Information CITY OF 10:�� Federal Way/ RESUBMITTAL DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 33325 81h Avenue South as's(JpA4, � PO Box 9718 Way WA 98063-9718 St P 2 ,253-8. - 607; Fax 253-835-2609 008 wwwx0offederalway.mm CITY a�= F B�r�UrNoF+ ,qk WAY I N FORMA11d� This completed form MUST accompany all resubmittals. **Please note: Additional or re vised 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 Number: r Project Name: l, , S _ Project Address: �. . S Project Contact: Y.1 1' Phone: • S 2,2 x 102— RESUBMITTED ITEMS: # of Copies * ` Detailed Description of Item * ` Always submit the same number of copies as required foryour initial application.** Resubmittal Requested by: r Letter Dated: em er OFFICE USE ONL RESUB #.- Distribution Date:,4By. Dept/Div Name # escri tion Building Planning PW Fire Other Bulletin # l29 — August 8, 2006 Page I of I k:\Handouts\Resubmittal Information it w do ds 6 6� b 6 6 6 6 6 6 6 6 ft 6 b & 6 4 %L CETY OF oz�� Federal Wa WILL CALL Items) Will Be Held For Two Weeks 33325 Eighth Avenue South PO Box 9718 Federal Way WA 98083-9718 253-835-7000; Fax 253-835-2609 www.cAyoffederal way. com Date: Se.,o k { 7'oA_4_1 To: Via: ,/� Company: e.o,cAt (Courier Service, UPS, Other Third Patty) Staff: ; ,�,_ Extension: Type of Item• & els t'A0t'1<�__1 � c'- Item For: Pick Up ❑ Signature ❑ Other Fee? ❑ YES* NO *(If yes, please a (ch tee schedule; do not calculate tax) cked Up By: f Initials:(7( Date: q 3 / o t Your Item Is Being Returned To You For Non Pick Up Date: 10CD Administration FilesMill Call Sheetdoc LM w 4 49 49 49 w 19 4Z 4f I I 11 4 111 1111 111 a M OFrjW � PUBLIC WORKS DEPARTMENT �� INFORMATION SHEET for ASSIGNMENT OF FUNDS IN LIEU OF BOND Applicant. PP - T LAC State of Incorporation: WA.; � V1 I tryN m{if appllg6le) Individual Signing on Behalf of Applicant: �pvn " C°` f''► I► ► u2-Ntil�� 1 ;Nae} [Tide} Applicant's Phone: 3i8 —p010 Fax Number: ter- 22 10 Applicant's Address: g2tt7 ft� he4v ol541-e. WA a°.�i`� �� (saes(} --- S eS (ty)3112.v CT�-Fe-k" ��vcr S Project Name: �-VA nn _ Address: __`__� Permit Number: 7 ` 1 C) C-6 3 . — ��`� Bond Amount: 2-2-9q_ 8 Cash Deposit Amount: Bank & Branch: C-A-4ay 13" k- Itee-At &-a+' L Branch Address: [ $03o Vajl 0/0003Z (5 } (� iY1 a (State) (219) Branch Phone: +� �b — OZ 7 8 Fax Number: `t�r� 6� — DG&,] Property Owner's Name if Individual: Property Owner's Name if Proprietary Then. Description of Work: Legal Description: k:\devtserv\dev stand manual\appendix - lieu of bond form.doc Federal Wa - y Name: Hampton Inn Public Works Department BOND QUANTITIES WORKSHEET ect No.: 07-106838-00-MF Site Address:31720 Gateway Blvd. S. Fill in those items which pertain to this project and return to the Public Works Department SITE STASILIZATION/EROSION CONTROL Quarry Spalls TN 75.00 Seeding/Mulch Acre 3000.00 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 ROAD CONSTRUCTION Clearing & Grubbing LS Bid Estimate Sawcutting LF 1.30 Excavation & Embankment CY 18.00 AC Pavement TN 70.00 CSTC TN 20.00 Cement Concrete Curb/Gutter LF 15.00 Extruded Asphalt Curb LF 5.00 Concrete Sidewalk SY 25.00 Concrete driveway approach SY 45.00 Monument in case EA 155.00 Adjust ex. monument to grade EA 330.00 Adjust ex. cb to grade EA 500.00 DRAINAGE PIPE 6" Pipe LF 12.00 8" Pipe LF 28.00 12" Pipe LF 44.00 18" Pipe LF 44.00 24" Pipe LF 58.00 36" Pipe LF 101.00 48" Pipe LF 94.00 54" Pipe LF 117.00 60" Pipe LF 143.00 72" Pipe LF 235.00 Public Roadway Private On -Site Improvements Improvements $0.00 167 $12,525.00 $0.00 0.53 $1, 590.00 $0.00 1020 $4,080.00 $0.00 $0.00 $0.00 1 $200.00 $0.00 $0.00 3 $210.00 8 $560.00 Subtotal $18,955.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 M M M M M C: l UserslKoongct4ppDatalLocall TemplHamptonlnnBQWS Last Revised: Page 1 CITY OF Nublic Works Department Fill in those items which pertain to this project and return to the Public Works Department CATCH BASINS Inlet & Grate EA 475.0C CB Type I & Grate EA 900.0C CB Type II 48" & Grate EA 1900.0C CB Type II 54" & Grate EA 2000.00 CB Type II 60" & Grate EA 3200.00 CB Type II 72" & Grate EA 5000.00 CB Type II 84" & Grate EA 9100.0c CB Type II 96" & Grate EA Bid Estimate Round solid locking lid EA 360.00 Abandon existing cb EA 325.00 RETENTION/DETENTION CONTROL Pond Excavation & Spillway CY 7.00 Restrictor/Separator EA 750.00 Vault EA Bid Estimate Gravel Access Road LF 15.00 Rip Rap Outfall Protection CY 17.00 Bollards EA 500.00 Fencing (around pond) LF 12.00 Infiltration Trench w/12" Perf LF 18.0C Flow Spreader LF 20.00 Trash Racks EA 200.00 WATER QUALITY Bioswale EA Bid Estimate Wetvault EA Bid Estimate Stormfilter Vault 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 Public Roadway Improvements $0. RETAINING WALLS & STRUCTURES Retaining Walls SF 23.001 $0.00 Bridges LS Bid Estimate C: I UserslKoongclAppDatalLocall TemplHamptonlnnBQWS Last Revised: Page 2 Private On -Site Improvements CITY OF . Federal Vila Public Works Department Fill in those items which pertain to this project and return to the Public Works Department TRAFFIC & LIGHTING Public Roadway Private On -Site Improvements Improvements Signalization LS Bid Estimate Channelization LS Bid Estimate Signs EA 100.00 $0.00 Streetlights (City Center) EA 5000.00 $0.00 Streetlights (Standard) EA 3000.001 1 $0.00 RIGHT-OF-WAY LANDSCAPING Street Trees EA 300.00 $0.00 Sod SY 10.00 $0.00 Shrubs (City Center) EA 6.00 $0.00 From Private On -Site Tree Grates (City Center) EA 700.00 $0.00 Improvements Section (Page 1) Subtotal Subtotal "A" $210.00 "B" $18,955.00 Signature Date Company Name Telephone No The following information will be completed by the City of Federal Way Public Works Department. - Public Roadway Improvements (Subtotal "A"): $ 210.00 Private Erosion/Sedimentation Control (Subtotal "B"): $ 18,955.00 Subtotal ("A" + "B'T $ 19,165.00 CONTINGENCY (20%): $ 3,833.00 TOTAL BOND AMOUNT: $ 22,998.00 Cash Deposit: 5% (Up to $20,000) $0.00 4% ($20,001-%50,000) $919.92 3% (%50,001-$100,000) $0.00 2.5% ($100,001 and up) $0.00 C: IUserslKoongclA ppDatalLocallTemplHamptonlnnBQWS Last Revised: Page 3 4kDEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 4 33325 8'" Avenue South PO Box 9718 CITY OF � prED Federal Way WA 98063-9718 Federal Waf�''� 253-835-2607; Fax 253-835-2609 0 5 2p0b www.citygffederalway.coni ISEP RAL W Xi RE8tW1A1L_'- INFORMATION 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 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. "" September 5, 2008 Project Number: 0 7 - 1 0 6 8 3 8 - 0 0_ M. F Project Name: Hampton Inn and Suites T Project Address: 31720 Gateway Blvd S Project Contact: Darrin Sanford Phone: _ 206-431-7970 Pacific Engineering Design RESUBMITTED ITEMS: # of Copies'`* Detailed Description of Item 2 Technical Information Report 9/5/08 5 Revised Civil Engineering Plans 9/4/08 " Always submit the same number of copies as required for your initial application." Resubmittal Requested by: Kevin Peterson ---Letter Dated: (statt member) OFFICE USE OK Y --- RESUB A- Distribution Date: �? Sr ° � aX. Dept/Div Name # _ Description Building Plannin P W (0 C( I Fire Other Bulletin #129 — August 8, 2006 Page I of I k:\HandoutsUtesubmittal Information Pacific Design, J Site Location: •�" 15445 53`d Ave S - -r Civil Enginearinir Seattle, WA 98188 - Planning Cans fl arrs:, To: City of Federal Way 33325 8th Avenue S Federal Way, WA 98063 We Are Sending You: 3rd CD Submittal Date: Attn: Job No: Project: } Letter of Transmittal Mailing Address: PO Box 24060 Federal Way, WA 98093 Phone: (206) 431-7970 Fax: (206) 388-1648 Website: www.pacenQ�om September 5, 2008 Kevin Peterson 05046 Hampton Inn & Suites Sheets Including Via: ❑Fax Transmittal ❑ Courier Hour Courier # ❑ Mail ® Other Fax # Brian submitted at Permit Counter Copies No. Description Technical Information Report (9/5/08) 2 376 5 15 Revised Civil Engineering Plans (9/4/08) Remarks: Cony: KoonL- Cho (Cony of Plans only) File RESUBMITTED eco a fi 2008 Signed: CITY OF FEDERAL WAY .� �aW06:Qe BUILDING DEPT. ❑ Original ❑ File Copy ❑ Billing Copy 5130 5137 5154 5135 5140 5155 5136 5152 5165 CITY OF �. Federal August 12, 2008 Pacific Engineering Design LLC 15445 53`d Avenue South Seattle, WA 98188 r ,o CITY HALL Way 33325 8th Avenue South Mailing Address: PO Box 9718 Federal Way, WA 98063-9718 (253) 835-7000 www.cityoffederalway.com Re: File 08-103631-000-00-CO; HAMPTON INN & SUITES 31720 Gateway Blvd South, Federal Way Dear Applicant: I am unable to complete the plan review of the above -referenced project until I receive additional information regarding, but not limited to, the following: 1. Please amend the project description in the geotechnical engineering report. The current project is for a five story structure not an eight story structure as noted in the geotechnical engineering report. 2. Please amend geotechnical engineering report for compliance with 2006 International Building Code. 3. At time of permit submittal the engineer stamp has expired. Please submit a new report with a valid engineer stamp. The purpose of this plan review is to verify code compliance, to the extent possible and reasonable, given the information provided on the plans and the city's plan review resources and capabilities. In no way does any city approval constitute a guarantee of code compliance; authorize any work in violation of any applicable codes; or relieve the owner of responsibility for complying with pertinent codes and ordinances. Provide five sets of the corrected drawings, and complete a resubmittal form (enclosed). Plans requiring engineering must be stamped by the engineer and be accompanied by the engineer's calculations. I will review the resubmittal as expediently as possible. Further corrections may be necessary as a result of submitting additional information. If you have any questions, please call me at 253-835-2633. Sin re , t Sprou Assistant Bul ding Official Deb Barker, Senior Planner Kevin Peterson, Engineering Plans Reviewer enc: Resubmittal Information Form Doc. I.D. 46578 - INVOICE City of Federal Way CITY of Invoice Date: September 4, 2Q08 P.O. Box 9718 Federal Way, WA 98063-9718 Federal Way Bill #: 134021 Ph: (253) 835 7000 Permit #: 08-103631-00 Project Name: HAMPTON INN & SUITES Site Address: 31720 GATEWAY BLVD S Applicant Name: PACIFIC ENGINEERING DESIGN LLC FEE DESCRIPTION AMOUNT KING CNTY RECORDING FEE(8059)....................................... $46.00 001-0000-000-237-10-007 TOTAL DUE: $46.00 P.O CITY OF FEDERAL WAY CITY HALL COMMUNITY DEVELOPMENT 33325 8TH AVE S FEDERAL WAY WA. 98003 Reg# #/Rcpt#: 002-00076364 L AB ] Accounting Date: Thu, Sep 4, 2008 Date/Time: Thu, Sep 4, 2008 1:39 PM 8059\RECORDING FEES 001-0000-000-237-10-007 HAMPTON INN & SUITES/08-103631 FEE AMOUNT: $46.00 RECEIPT TOTAL = $46.00 Payment Data: Pmt# :1 Payer: ROYAL HOSPITALITY LLC Method: CK Ref#: 5622 AMOUNT = $46.00 RECEIPT SUMMARY TOTAL TENDERED - $46.00 RECEIPT TOTAL = $46.00 CHANGE DUE _ $0.00 HAVE A NICE DAY! AkCITY OF Federal July 28, 2008 CITY HALL Way 33325 8th Avenue South Mailing Address: PO Box 9718 Federal Way, WA 98063-9718 (253) 835-7000 www.cityoffederalway.com Mr. Darrin Sanford Pacific Engineernig Design, LLC 15445 53rd Ave S, Suite 100 Tukwila, WA 98188-2326 RE; Permit No. 07-106838-00-MF Hampton Inn & Suites - 31720 Gateway Blvd S Public Works Review/TESC Comments Only Dear Mr. Sanford, The Public Works Department has reviewed the Temporary Erosion and Sedimentation Control (TESC) Plans submitted for the above -referenced project. The purpose of this limited review is in anticipation of the owner/applicant applying for a site grading permit, under which the TESC plan must be approved prior to issuance of that permit. The following items shall be addressed prior to issuance of the grading permit: Shoat (-nR 1) Revise the location of the silt fence to follow the clearing limits, particularly along the south side of the site. 2) Remove the reference to utilize the detention/wet vault for the sediment trap/pond since the vault option for detention and water quality treatment has been eliminated. 3) The temporary sediment trap/pond shall be re -sized since the vault is no longer an option. Further, the trap/pond shall be re -sized to provide volume for the entire site because it is unlikely that the site grading contractor will retain much (if any) of the existing paving, as noted on the plans and in the Technical Information Report (TIR). Please revise the sizing calculations in the TIR as well, and resubmit those calculations as a supplement or addendum to the TIR. 4) Add temporary catch basin (CB) protection for the existing CB on the east side of Gateway Center Boulevard, just north of the existing driveway, and for the existing CB located at the southeast property corner. 5) Revise the locations of the proposed on -site CB's, in relation to the revised storm drainage plans. L:\CSDC\DOCS\SAVE\21202658081. DOC Mr. Darrin Sanford Pacific Engineernig Design, LLC RE: Permit No. 07-106838-00-MF July 28, 2008 Page Two Sheet C04 1) Add to the note for backfill along the base of the silt fence to indicate that gravel ornative material can be used. 2) Provide the silt fence specifications to the plan as provided on page D-19 of Appendix D of the 1998 King County Surface Water Design Manual (KCSWDM). Sheet C05 1) Add the Wet Season Special Provisions from Appendix D of the 1998 KCSWDM. 2) Revise the dates of Note 12 of the ESC notes to 'October 1 through April 30'. 3) Revise the days/times of Note 6 of the General Notes to read '7 AM to 8 PM, Monday through Friday, and 9 AM to 8 PM, Saturday.' As we have previously discussed, a Performance/Maintenance Bond or an Assignment of Funds In Lieu of Bond shall be executed for all of the TESC measures, prior to issuance of the grading permit. Review comments for the remaining site development (infiltration, water quality, parking lot, etc.) will be provided at a later date and approval of those plans will occur under the Building Permit. If you have any questions, please feel free to contact me at (253) 835-2734, or via e-mail at kevin peterson�7a atvotf`ederalway com. Sincerely, t �• --- Kevin Peterson Engineering Plans Reviewer KP:cc Enclosures cc: Deb Barker, Senior Planner, Community Development & Planning Mr. Koong Cho, Phoenix Hotels and Hospitality, Inc, 15901 W Valley Hwy, Tukwila, WA 98188 Project File / KP Day File L: \CSDC\DOCS\SAVE\21202658081. DOC Pacific Enic --� Des. n, f r Civil EnyineerinJ ZA P'lannino Consuftair1l:. To: Citv of Federal Way 33325 8th Avenue S Federal Way, WA 98063-9718 .I Letter of Transmittal Site Location: Mailing Address: PO Box 24060 15445 53`d Ave S Federal Way, WA 98093 Seattle, WA 98188 Phone: (206) 431-7970 Fax: (206) 388-1648 Website:.www.paceng.com Date: Attn: Job No: Project: July 23, 2008 Will Appleton / Kevin Peterson 05046 Hampton Inn & Suites We Are Sending You: Revised Civil Plans, TIR for meeting on 7/24/08 Via: ❑ Fax Sheets Including Fax # Transmittal ® Courier Hour Courier # ❑ Mail ❑ Other Copies No. Description 1 15 Revised Civil Engineering Plans (06/04/08) 1 197 Revised Technical Information Report (07/18/08) includes Level I Downstream Analvsis (7/18/08) Remarks: Will / Kevin: Attached are the revised civil engineering plans and Technical Information Report for your perusal prior to the meeting tomorrow. Thank you. Copy: File Signed: P4 ;V" fie Original ❑ File Copy ❑ Billing Copy 5130 5137 5154 5135 5140 5155 5136 5152 5165 OATH Rt*r www. a ou E h kin ggihm. O A July 22, 2008 Mr. ED ABBOT ED ABBOT, AIA - ARCHITECT 1221 2ND A VE Suite 300 SEATTLE, WA 98101 Re: HAMPTON INN & SUITES - 07-106838-000-00-MF 31626 28TH AVE S Dear Mr. Abbot: I am unable to complete the review of the resubmittal for the above referenced project until I receive additional information regarding, but not limited to, the following: 1. The elevator car shall be of such a size and arrangement to accommodate a 24-inch by 84-inch ambulance stretcher in the horizontal, open position. Proposed car size shown on sheet A501 (51-1/2" X 80'� does not appear to satisfy this requirement. Due to the changes to the 2006 IBC, elevator car dimension requirements of IBC 3002.4 may be more restrictive than ICC/ANSI A117.1-2003 Table 407.4.1. The letter submitted by the Otis Elevator Company does not indicate compliance with IBC 3002.4. There are no guidelines provided by the IBC. The required dimension that the elevator is required to accommodate is as stated, 24-inch by 84-inch. This dimension is the design template for all stretcher manufacturers. Rounded corners are not a consideration when meeting this dimension. The elevator must meet this dimension when the stretcher & in the open horizontal position. It is necessary to have the patient in a horizontal position on the elevator to avoid further injury to the patient and to facilitate many of the medical tasks being performed by the paramedics while on the elevator. C12. Grasscrete is not an approved driving surface as indicated for the fire access on sheet AS-1. Please submit plans that indicate an approved all weather driving surface capable of supporting a 30 ton fire apparatus. Stamped concrete is approved. 3. Please submit details for the fire department access gate showing that the gate meets / the South King Fire and Rescue Gate Policy. Nothing submitted to date. The purpose of this plan review is to verify code compliance, to the extent possible and reasonable, given the information provided on the plans and the city's plan review resources and capabilities. In no way does any city approval constitute a guarantee of code compliance; authorize any work in violatio -- any applicable codes; or relieve the c—)er of responsibility for complying with pertinent codes and ordinances. If you are required to resubmit your plans or details, provide five sets of the corrected drawings, and complete a resubmittal form (available at the counter). Plans requiring engineering must be stamped by the engineer and be accompanied by the engineer's calculations. I will review the resubmittal as expediently as possible. Further corrections may be necessary as a result of submitting additional information. If you have any questions, please call me at 253-946-7244 during regular office hours, or leave a message on my voice mail. Sincerely, Chris Ingham Deputy Fire Marsha/ C: Scott Sproul, City of Federal Way Kevin Peterson M -r i wil From: Jingsong Feng Ufeng@paceng.com] Sent: Tuesday, July 08, 2008 12:05 PM To: Kevin Peterson Cc: Darrin Sanford Subject: RE: Updated pervious pavement and storm drainage plan for Hampton Inn hotel Attachments: narrative.pdf; 05046EX-Pervious.pdf; downstream.pdf Kevin, Earthsolution Northwest will conduct the infiltration tests. After we get the result we will quantify the proposed infiltration system design. There are two existing 18" concrete storms drains to the site from S 317th Street. One of them is not active. Total offsite drainage area to the site is approximately 0.3 acre (0.17 acre impervious, 0.13 acre till grass). Existing onsite storage is approximately 200 cf. The proposed storm system connects to an existing catch basin in the southeast corner of the site that drains (through 12" storms) to the existing 182 If 60" detention tank for the Courtyard Hotel parking lot. The outfall of the detention tank drains to a ditch that drains to the 1-5 storm system. See downstream.pdf. The proposed 100 year outfall from the onsite system is 0.63 cfs (see narrative.pdf), the existing 12" storm has the capacity to handle this flow. Impervious geomembrane will be installed along the east side of the east infiltration trench that will prevent the sideway infiltration. Thanks, Jingsong Feng, P.E. Pacific Engineering Design LLC Phone: (206) 431-7970 Fax: (206) 388-1648 E-mail: Ifenq(a7pacenr�.com From: Kevin Peterson [mailto:Kevin.Peterson@cityoffederalway.com] Sent: Wednesday, July 02, 2008 4:14 PM To: Jingsong Feng Cc: Darrin Sanford; William Appleton Subject: RE: Updated pervious pavement and storm drainage plan for Hampton Inn hotel Jingsong, We've taken a look at the latest proposal and are (conceptually at least) in favor of it. However, before we completely buy -off on it, we'd like to have you address the following: ? Verify infiltration rates; ? Quantify the off -site flows from the upstream basin; ? Quantify the existing on -site storage; ? Verify existing conveyance capacity of the downstream system (and identify where this project system will tie-in downstream); ? It appears there may be a problem where the infiltration system abuts the rock wall along a portion of the 1-5 boundary - the concern being the wall being back -filled with gravel, and becoming a continuation of the infiltration bed, therefore allowing storm water to then more or less disperse through the rockery. How can this be prevented? `Again, even though we don't have a 'complete' design, public works will not hold up a clearing and grading permit based on an incomplete surface water conveyance/detention design. Thanks, Kevin Peterson City of Federal Way Engineering Plans Reviewer 33325 8th Ave 5 P.O. Box 9718 Federal Way, WA 98063-9718 Ph. (253) 835-2734 Fax (253) 835-2709 kevin.Peterson@citvoffederalway.com From: Jingsong Feng [mailto:jfeng@paceng.com] Sent: Friday, June 27, 2008 2:47 PM To: Kevin Peterson Cc: Darrin Sanford Subject: Updated pervious pavement and storm drainage plan for Hampton Inn hotel Kevin, Attached is the updated pervious pavement and storm drainage plan for the Hampton Inn hotel. Thanks, Jingsong Feng, P.E. Pacific Engineering Design LLC Phone: (206) 431-7970 Fax: (206) 388-1648 E-mail: ifengftaceng.com From: Kevin Peterson [mailto: Kevin. Peterson@cityoffederalway.com] Sent: Wednesday, June 25, 2008 8:13 AM To: Darrin Sanford Subject: Hampton Inn Darrin, Would it be possible to darken -up your hand -drawn items on the drawing that you sent to Will yesterday? It's pretty hard to see on the screen, and even harder to read when I printed it out. Thanks Kevin Peterson City of Federal Way 2 '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@citvoffederalway.com PROJECT NARRATIVE FOR Hampton Inn and Suites June 20,'2008 OVERVIEW / SITE DESCRIPTION The "Hampton Inn" hotel is a proposed 4 story building. The project site is located at the southeast corner of the intersection of Gateway Center Boulevard and South 3170' Street in the Southeast Quarter of Section 9, Township 21, Range 04, W.M., in the City of Federalway, Washington. The site includes 2 parcels (parcel 092104.9185,-9031). Zoning of the site is City center core (CC). Total site area is approximately 2 acres. The site will be accessed. from Gateway Center Boulevard. GRADING Grading is anticipated to be a near cut -fill balance. SOILS Onsite soil is Alderwood serious soil (AgB) according to city soil map. DRAINAGE The south portion of the site (parcel -9131) is developed. This portion of the site is part of the parking lot areas for the Courtyard Hotel located at the south of the site. Parcel -9131 consists of 0.69 acre of asphalt pavement and concrete walkway (impervious area) and 0.33 acre of landscape area (till grass). The north portion of the site (parcel -9185) is undeveloped. Other than approximately 0.04 acre of asphalt pavement along the east portion of the site (an abandoned road approximately 20' wide), the rest of the parcel is covered with till pasture. The site drains to a 60" detention tank in the south adjacent parcel which drains to the I-5 drainage system that drains to the Hylebos Creek. Under existing condition: Total drainage area to the existing 60" detention tank = 1.91 acres Impervious area = 0.73 acre Till grass = 0.33 acre Till pasture = 0.85 acre Existing peak flows: Flow Frequency Analysis Time Series File:pre.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.252 5 2/09/01 2:00 0.194 7 1/05/02 16:00 0.300 2 2/27/03 7:00 0.192 8 8/26/04 2:00 0.232 6 10/28/04 16:00 0.271 4 1/18/06 16:00 0.276 3 10/26/06 0:00 0.517 1 1/09/08 6:00 Computed Peaks RA05046 Hampton Inn\TIR\storm nan•ative.doc -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 0.517 1 100.00 0.990 0.300 2 25.00 0.960 0.276 3 . 10.00 0.900 0.271 4 5.00 0.800 0.252 5 3.00 0.667 0.232 6 2.00 0.500 0.194 7 1.30 0.231 0.192 8 1.10 0.091 0.445 50.00 0.980 Page 1 of 7 r PROJECT NARRATIVE FOR Hampton Inn and Suites June 20, 2008 Under developed condition: Pervious asphalt pavements are used in the new parking lot areas to reduce the impervious area under developed condition. The east basin: The majority of the developed site approximately 1.84 acres will be collected and be drained to a infiltration trench under the pervious asphalt pavement in the parking area along the east boundary of the site. A flow control structure is used to control the outfall from the infiltration trench to the existing storm system of the Courtyard Hotel parking lot. Total drainage area to this infiltration trench = 1.84 acres Roof area of the hotel = 0.481 acre Concrete walkway = 0.076 acre Impervious asphalt pavement along fire lane = 0.359 acre Pervious asphalt pavement in parking area = 0.451 acre (counted as 50% impervious area, 50% till grass for flow control, 100% credit for water quality treatment) Total impervious area = 1.14 acres Total pervious area = 0.70 (till grass) Developed peak flow before detention/infiltration: Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.339 6 2/09/01 2:00 0.276 8 1/05/02 16:00 0.408 3 2/27/03 7:00 0.297 7 8/26/04 2:00 0.358 5 10/28/04 16:00 0.360 4 1/18/06 16:00 0.432 2 10/26/06 0:00 0.687 1 1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 0.687 1 100.00 0.990 0.432 2 25.00 0.960 0.408 3 10.00 0.900 0.360 4 5.00 0.800 0.358 5 3.00 0.667 0.339 6 2.00 0.500 0.297 7 1.30 0.231 0.276 8 1.10 0.091 0.602 50.00 0.980 Level 1 Flow control is required. Stormtech SC-740 infiltration chambers are used to provide storage volume for the infiltration trench. According to the following calculation, required void storage volume is 1677 cf. Required infiltration trench length is 270' and trench width is 8.25', total 38 SC-740 chambers are required, each is 7.12' long x 4.25' wide x 2.5' high. Onsite soil is Alderwood soil (AgB), assume infiltration rate = 2 inch/hour and designed infiltration rate = 1 inch/hour with safety factor of 2. The KCRTS method assumes 30% void'ratio in the gravel infiltration trench, actual void ratio in the proposed infiltration trench with Stormtech SC-740 chambers is approximately 40%. Thus, the proposed system has a safety factor of 33% for storage volume. RA05046 Hampton Inn\TIR\storm narrative.doe Page 2 of 7 �J Retention/Detention Facility Type of Facility: Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Vertical Permeability: Permeable Surfaces: Riser Head: Riser Diameter: Number of orifices: PROJECT NARRATIVE FOR Hampton Inn and Suites June 20, 2008 Gravel Infiltration Trench 271.00 ft 8.25 ft 2236. sq. ft 2.50 ft 456.75 ft 1677. cu. ft 60.00 min/in Bottom 2.00 ft 12.00 inches 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2.63 0.264 2 1.50 1.13 0.024 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 456.75 335. 0.008 0.000 0.00 0.03 456.78 356. 0.008 0.031 0.05 0.05 456.80 369. 0.008 0.044 0.05 0.08 456.83 389. 0.009 0.054 0.05 0.11 456.86 409. 0.009 0.062 0.05 0.14 456.89 429. 0.010 0.069 0.05 0.16 456.91 443. 0.010 0.076 0.05 0.19 456.94 463. 0.011 0.082 0.05 0.22 456.97 483. 0.011 0.087 0.05 0.32 457.07 550. 0.013 0.106 0.05 0.42 457.17 617. 0.014 0.121 0.05 0.52 457.27 684. 0.016 0.135 0.05 0.62 457.37 751. 0.017 0.147 0.05 0.72 457.47 818. 0.019 0.158 0.05 0.82 457.57 885. 0.020 0.169 0.05 0.92 457.67 952. 0.022 0.179 0.05 1.02 457.77 1020. 0.023 0.189 0.05 1.12 457.87 1087. 0.025 0.198 0.05 1.22 457.97 1154. 0.026 0.206 0.05 1.32 458.07 1221. 0.028 0.215 0.05 1.42 458.17 1288. 0.030 0.223 0.05 1.50 458.25 1342. 0.031 0.229 0.05 1.51 458.26 1348. 0.031 0.230 0.05 1.52 458.27 1355. 0.031 0.232 0.05 1.54 458.29 1368. 0.031 0.234 0.05 1.55 458.30 1375. 0.032 0.237 0.05 1.56 458.31 1382. 0.032 0.240 0.05 1.57 458.32 1388. 0.032 0.243 0.05 1.58 458.33 1395. 0.032 0.245 0.05 1.59 458.34 1402. 0.032 0.246 0.05 1.69 458.44 1469. 0.034 0.258 0.05 R:\05046 Hampton Inn\TIR\storm narrative.doc Page 3 of 7 PROJECT NARRATIVE FOR Hampton Inn and Suites June 20, 2008 1.79 458.54 1536. 0.035 0.269 0.05 1.89 458.64 1603. 0.037 0.279 0.05 1.99 458.74 1670. 0.038 0.288 0.05 2.00 458.75 1677. 0.038 0.289 0.05 2.10 458.85 1677. 0.038 0.605 0.05 2.20 458.95 1677. 0.038 1.180 0.05 2.30 459.05 1677. 0.038 1.910 0.05 2.40 459.15 1677. 0.038 2.710 0.05 2.50 459.25 1677. 0.038 3.000 0.05 2.60 459.35 1677. 0.038 3.270 0.05 2.70 459.45 1677. 0.038 3.510 0.05 2.80 459.55 1677. 0.038 3.730 0.05 2.90 459.65 1677. 0.038 3.950 0.05 3.00 459.75 1677. 0.038 4.150 0.05 3.10 459.85 1677. 0.038 4..340 0.05 3.20 459.95 1677. 0.038 4.520 0.05 3.30 460.05 1677. 0.038 4.700 0.05 3.40 460.15 1677. 0.038 4.870 0.05 3.50 460.25 1677. 0.038 5.030 0.05 3.60 460.35 1677. 0.038 5.190 0.05 3.70 460.45 1677. 0.038 5.340 0.05 3.80 460.55 1677. 0.038 5.490 0.05 3.90 - 460.65 1677. 0.038 5.640 0.05 4.00 460.75 1677. 0.038 5.780 0.05 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.69 ******* 0.63 2.10 458.85 1677. 0.038 2 0.28 ******* 0.17 0.83 457.58 890. 0.020 3 0.36 0.28 0.27 1.76 458.51 1514. 0.035 4 0.41 ******* 0.26 1.72 458.47 1489. 0.034 5 0.34 ******* 0.25 1.62 458.37 1422. 0.033 6 0.36 0.23 0.22 1.44 458.19 1303. 0.030 7 0.30 ******* 0.16 0.77 457.52 650. 0.020 8 0.28 ******* 0.16 0.70 457.45 807. 0.019 Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.687 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.627 CFS at 6:00 on Jan 9 in Year 8 Peak Reservoir Stage: 2.10 Ft Peak Reservoir Elev: 458.85 Ft Peak Reservoir Storage: 1677. Cu-Ft 0.038 Ac-Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.291 2 10/01/00 0:00 R:\05046 Hampton lnn\TIR\storm narrative.doc -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) (ft) Period 0.627 2.10 1 100.00 0.990 Page 4 of 7 1 PROJECT NARRATIVE FOR Hampton Inn and Suites June 20, 2008 0.156 8 1/05/02 17:00 0.291 2.00 2 25.00 0.960 0.261 4 2/27/03 9.00 0.265 1.76 3 10.00 0.900 0.163 7 8/26/04 3:00 0.261 1.72 4 5.00 0.800 0.225 6 10/28/04 18:00 0.250 1.62 5 3..00 0.667 0.265 3 1/18/06 17:00 0.225 1.44 6 2.00 0.500 0.250 5 11/24/06 5:00 0.163 0.77 7 1.30 0.231 0.627 1 1/09/08 6:00 '0.156 0.70 8 1.10 0.091 Computed Peaks 0.515 2.07 50.00 0.980 An 8'x4' Filterra bio-retention unit is proposed to treat the runoff from the fire lane pavement. Total area to be treated = 0.36 acre. An 8'x4' unit is selected per sizing table from Americast. The west basin: Total area = 0.07 acre Impervious area = 0.06 acre (counting credit for the pervious asphalt pavement area) Pervious area = 0.01 acre (till grass) This area will be handled by infiltration trench under the pervious asphalt pavement in the parking area. Level 1 Flow control is required. Stormtech SC-740 infiltration chambers are used to provide storage volume for the infiltration trench. According to the following calculation, required void storage volume is 326 cf. Required infiltration trench length is 50' and trench width is 7.25', total 7 SC-740 chambers are required, each is 7.12' long x 4.25' wide x 2.5' high. Onsite soil is Alderwood soil (AgB), assume infiltration rate = 2 inch/hour and designed infiltration rate = 1 inch/hour with safety factor of 2. The KCRTS method assumes 30% void ratio in the gravel infiltration trench, actual void ratio in the proposed infiltration trench with Stormtech SC-740 chambers is approximately 40%. Thus, the proposed system has a safety factor of 3 3 % for storage volume. Retention/Detention Facility Type of Facility Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Vertical Permeability: Permeable Surfaces: Riser Head: Riser Diameter: Top Notch Weir: Outflow Rating Curve: Gravel Infiltration Trench 50.00 ft 7.25 ft 363. sq. ft 3.00 ft 457.80 ft 326. cu. ft 60.00 min/in Bottom 3.00 ft 12.00 inches None None Stage Elevation Storage Discharge Percolation (ft) (ft) Acu. ft) (ac-ft) (cfs) (cfs) 0.00 457.80 0. 0.000 0.000 0.01 0.10 457.90 11. 0.000 0.000 0.01 RA05046 Hampton Inn\TIR\storm narrative.doe Page 5 of 7 PROJECT NARRATIVE FOR Hampton Inn and Suites June 20, 2008 0.00 457.80 0. 0.000 0.000 0.01 0.10 457.90 11. 0.000 0.000 0.01 0.20 458.00 22. 0.001 0.000 0.01 0.30 458.10 33. 0.001 0.000 0.01 0.40 458.20 44. 0.001 0.000 0.01 0.50 458.30 54. 0.001 0.000 0.01 0.60 458.40 65. 0.001 0.000 0.01 0.70 458.50 76. 0.002 0.000 0.01 0.80 458.60 87. 0.002 0.000- 0.01 0.90 458.70 98. 0.002 0.000 0.01 1.00 458.80 109. 0.002 0.000 0.01 1.10 458.90 120. 0.003 0.000 0.01 1.20 459.00 131. 0.003 0.000 0.01 .1.30 459.10 141. 0.003 0.000 0.01 1.40 459.20 152. 0.003 0.000 0.01 1.50 459.30 163. 0.004 0.000 0.01 1.60 459.40 174. 0.004 0.000 0.01 1.70 459.50 185. 0.004 0.000 0.01 1.80 459.60 196. 0.004 0.000 0.01 1.90 459.70 207. 0.005 0.000 0.01 2.00 459.80 218. • 0.005 0.000 0.01 2.10 459.90 228. 0.005 0.000 0.01 2.20 460.00 239. 0.005 0.000 0.01 2.30 460.10 250. 0.006 0.000 0.01 2.40 460.20 261. 0.006 0.000 0.01 2.50 460.30 272. 0.006 0.000 0.01 2.60 460.40 283. 0.006 0.000 0.01 2.70 460.50 294. 0.007 0.000 0.01 2.80 460.60 305. 0.007 0.000 0.01 2.90 460.70 315. 0.007 0.000 0.01 3.00 460.80 326. 0.007 0.000 0.01 3.10 460.90 326. 0.007 0.308 0.01 3.20 461.00 326. 0.007 0.871 0.01 3.30 461.10 326. 0.007 1.600 0.01 3.40 461.20 326. 0.007 2.390 0.01 3.50 461.30 326. 0.007 2.670 0.01 3.60 461.40 326. 0.007 2.930 0.01 3.70 461.50 326. 0.007 3.160 0.01 3.80 461.60 326. 0.007 3.380 0.01 3.90 461.70 326. 0.007 3.590 0.01 4.00 461.80 326. 0.007 3.780 0.01 4.10 461.90 326. 0.007 3.970 0.01 4.20 462.00 326. 0.007 4.140 0.01 4.30 462.10 326. 0.007 4.310 0.01 4.40 462.20 326. 0.007 4.470 0.01 4.50 462.30 326. 0.007 4.630 0.01 4.60 462.40 326. 0.007 4.780 0.01 4.70 462.50 326. 0.007 4.930 0.01 4.80 462.60 326. 0.007 5.070 0.01 4.90 462.70 326. 0.007 5.210 0.01 5.00 462.80 326. 0.007 5.350 0.01 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.03 ******* 0.00 3.00 460.80 326. 0.007 2 0.02 ******* 0.00 0.85 458.65 93. 0.002 3 0.02 ******* 0.00 1.19 458.99 129. 0.003 RA05046 Hampton Inn\TIR\storm nairative.doc Page 6 of 7 PROJECT NARRATIVE FOR Hampton Inn and Suites June 20, 2008 6 0.01 ******* 0.00 0.00 457.80 0. 0.000 7 0.01 ******* 0.00 0.16 457.96 17. 0.000 8 0.02 ******* 0.00 0.76 458.56 82. 0.002 Route Time Series through Facility Inflow Time Series File:dev-a.tsf Outflow Time Series File:rdout-a.tsf Inflow/Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: Peak Reservoir Stage: Peak Reservoir Elev: Peak Reservoir Storage: a' 0.030 CFS at 6:00 on Jan 9 in Year 8 0.000 CFS at 16:00 on Jan 9 in Year 8 3.00 Ft 460.80 Ft 326. Cu-Ft 0.007 Ac-Ft Flow Frequency Analysis Time Series File:rdout-a.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.000 3 10/01/00 0:00 0.000 4 10/01/01 0:00 0.000 5 10/01/02 0:00 0.000 6 10/01/03 0:00 0.000 7 10/01/04 0:00 0.000 8 10/01/05 0:00 0.000 2 11/24/06 7:00 0.000 1 1/09/08 16:00 Computed Peaks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) (ft) Period 0.000 2.37 1 100.00 0.990 0.000 1.17 2 25.00 0.960 0.000 0.00 3 10.00 0.900 0.000 0.00 4 5.00 M00 0.000 0.00 5 3.00 0.667 0.000 0.00 6 2.00 0.500 0.000 0.00 7 1.30 0.231 0.000 0.00 8 1.10 0.091 0.000 1.97 50.00 0.980 A 4'x4' Filterra bio-retention unit is proposed to treat the runoff from the fire lane pavement. Total area to be treated = 0.06 acre. A 4'x4' unit is selected per sizing table from Americast. R:\05046 Hampton Inn\TIR\storm narrative.doc Page 7 of 7 Pacific . Civil Engineering :a ,'- Planning Co9f s"HarAD To: City of Federal Way Department of Community & _Development Services 33325 81h Avenue South Federal Way, WA 98063 Letter of Transmittal Site Location: Mailing Address: PO Box 24060 15445 53`d Ave S Federal Way, WA 98093 Seattle, WA 98188 Phone: (206) 431-7970 Fax: (206) 388-1648 Website: www.paceng.com Date: Attn: Job No: Project: June 4, 2008 Kevin Peters 05046 Hampton Im We Are Sending You: 2nd Civil Engineering (CD) Submittal for Bldg Permit #07-106838-00-MF Via: ❑ Fax Sheets Including Fax # Transmittal ❑ Courier Hour Courier # ❑ Mail ® Other Greg submitted at Permit Counter Copies No. Description 1 1 Resubmittal Information Form 1 1 PED Response to Sean Wells' Email dated 03/07/08 1 1 Email from Sean Wells (City of Federal Way) to Jingsong Feng (PED) 03/07/08 5 14 Revised Civil Engineering Plans (06/04/08) (Sheets C01-C14) 3 193 Revised Technical Information Report (06/04/08) 1 9 Revised Water and Sewer Plans (06/04/08) (for reference) Remarks: Kevin: Enclosed please find the revised civil engineering plans and TIR in response to Sean Wells' comments emailed to us on 3/7/08. I understand that Mr. Wells is no longer with the city and that you will now be reviewing the Hampton Inn project. If you need anything further, please don't hesitate to call (206) 431-7970. r' "Mr. Koong Cho i".7 - Royal Hospitality, LLC 15901 W. Valley Highway RESUBMITTED Tukwila, WA 98188 Ed Abbott J U N 0 4 2008 Abbott Heys & Associates 1221 2nd Ave ste 300 Seattle, WA 98109 CITY OF FEDERAL WAY BUILDING DEPT. File Signed: ❑ Original ❑ File Copy ❑ Billing Copy 5130 5137 5154 5135 5140 5155 5136 5152 5165 o PACIFIC ENGINEERING DESIGN, LLC o CIVIL ENGINEERING AND PLANNING CONSULTANTS June 4, 2008 Mr. Kevin Peterson City of Federal Way 33325 8th Avenue South Federal Way, WA 98063-9718 RE: Hampton Inn Hotel Development Permit #07-106838-00-MF Response to your E-mail comment dated March 7, 2008 Dear Mr. Peterson: RESUBMITTED JUN 0 4 2008 CITY OF FEDERAL WAY BUILDING DEPT, PED No: 05046 We have revised the engineering plans for the project referenced above in accordance with Sean Wells' e-mail comments dated March 7, 2008. A copy of his email is included with this letter. It is our understanding that Mr. Wells is no longer with the city and that you will be reviewing this project. The following outline provides each of Mr. Wells' comments in italics exactly as written, along with a narrative response describing how each comment was addressed: TECHNICAL INFORMA TION REPOR T AND BACKWATER CALCULATIONS ]a. Was the existing vault downstream of the site designed for any detention of this site? In other words, was the Hampton Inn site planned in the upstream calcs for the vault? Response: We have provided onsite detention; therefore, there will be no effect on this offsite downstream vault. Also, no improvement will be done to this vault. 1 b. Same question related to the tank located directly south of the site? Response: We have provided onsite detention. This tank was designed to also handle runoff from the parking lots (0.68 acre) in the south portion of the site. Half of the proposed hotel roof will be routed to this tank (0.24 acre). There will be less impervious area and cleaner water drains to this offsite downstream tank. Also, no improvement will be done to this tank. 2. The downstream analysis needs to extend farther west, to the point where the drainage system turns south and enters into the Commons Mall site. This is about 1, 000 feet west of McDonald's. Response: We have included the drainage system of this area in the revised downstream analysis. www.paceng.com 15445 53RD AVENUE SOUTH, SUITE 100, SEATTLE, WA 9131813 FAX 20B 3BB-164B PHONE 425 251-881 1 206 431-7970 Mr. Kevin Peterson City of Federal Way June 4, 2008 PED No: 05046 3. The conveyance requirement for the new system onsite shall be designed with sufficient capacity to convey and contain the 25 year peak flow. However, the conveyance requirement for existing systems (all of the offsite piping) must be analyzed and shown to have sufficient capacity to convey and contain at minimum the 10 year peak flow. You must also demonstrate that the I00 year peak flow will not create or aggravate a "severe flooding problem". (Refer to KCSWDM Core Requirement #4, Section 1.2.4.2) Response: We will provide onsite detention. The offsite system is able to handle the 10-year peak flow. 4. Any work offske on private property (i.e.: the downstream system changes near the existing detention vault) will require property owner permission and approval. We will need verification that the property owner has andlor will grant approval to do the work prior to the land use approval. If that's not possible, then the alternatives are: - onsite detentionlretention, discharging at pre-existing level I flow rates. Kitts pro-rata share would not be paid. - Alternate downstream routes could be investigated, assuming there are no basin breaks in the downstream system. Response: We will provide Level 1 onsite detention. S. Provide flow analysis for each sub -basin (A1, A2, A3, etc) for the downstream pipe calculations. Response: Maps were added to the revised downstream analysis. 6. If the Filtera system is desired as an experimental use for water quality treatment, then you will need to submit an Experimental Drainage Design Adjustment to the City for review. We will need to see that four criteria are met. Those criteria are listed in Section 1.4.2 of the Federal Way Addendum to the 1998 KCSWDM. We will also need verification that this product has been approved for use by the Washington State Department of Ecology. Any DOE conditions of approval will more than likely carry over to a City approval, if granted. Response: An Experimental Drainage Design Adjustment is included in the TIR. See the following WA DOE conditions of approval of the Filterra system: Filterra Stormwater System Approved by WA DOE January 12, 2007 — The Washington State Department of Ecology (DOE) has issued a Conditional Use Level Designation for basic (TSS) and phosphorus treatment for Americast's Filterra® Stormwater Bioretention Filtration System. Based on submissions from Americast, the Washington DOE Technical Review Committee evaluated and determined bioretention filtration met their standards for basic treatment. The state's DOE issued Filterra two designations for bioretention filtration use: a conditional short-term use for basic and phosphorus treatment and Pacific Engineering Design LLC Page 2 of 3 SAProject Files\05046 Hampton Inn\Responses & Comment Letters\2008-06-04 Response to Email from Sean Wells COFW\Response to Sean Wells Email.doc Mr. Kevin Peterson City of Federal Way June 4, 2008 PED No: 05046 a pilot use for enhanced and oil treatment. The Washington DOE's conditions of use say the Filterra units meet conditions identified by the Western Washington Hydrology Model or other State DOE approved continuous runoff models. 7. The mitigation amount (pro-rata share) for discharge undetained into Kitts Corner is based on the gross square footage of the site. Please state in the report what that area is, and how the mitigation was determined. Response: We will provide Level 1 onsite detention and resource stream protection water quality treatment instead of discharging to Kitts Corner Regional Detention Pond. 8. Shouldn't the backwater analysis of the downstream system be continuous, and not broken into two segments at the vault? Couldn't you treat the vault as full in the analysis, and add the vault discharge flows for the Q10 and Q100 to the base flow, as if it were its own separate basin in the analysis? Would you get the same results? In theory you should... ? Response: There is a hydraulic grade jump at the vault due to the flow control riser and orifices. The KCBW software cannot handle this jump; thus, the analysis is separated into two segments. Per our discussion this morning, I have also enclosed one set of the revised water and sewer plans for your reference. We believe that the above responses, together with the enclosed revised plans and reports address all of the comments. Please review and approve this project at your earliest opportunity. If you have questions, comments, or need additional information, please contact me at (206) 431-7970 or via email at dsanford@paceng.com. Thank you. Sincerely, Darrin Sanfo Project Manager, Member Enclosures: Resubmittal Information Form (1 copy) Revised Civil Engineering Plans (dated 06/04/08) (5 copies) Revised Technical Information Plan (dated 06/04/08) includes Experimental Drainage Design Adjustment for Filterra (3 copies) Revised Water and Sewer Plans (dated 06/04/08) (1 copy) Email from Sean Wells to Jingsong Feng with Pacific Engineering Design (dated 03/07/08) (1 copy) cc: Koong Cho (with enclosures) Ed Abbott (with enclosures) Pacific Engineering Design LLC Page 3 of 3 SAProject Files\05046 Hampton Inn\Responses & Comment Letters\2008-06-04 Response to Email from Sean Wells COFW\Response to Sean Wells Email.doc CITY Of Federal Way P-dblic Works Department .�. BOND QUANTITIES WORKSHEET Proiect Name: Hampton Inn Project No.: 07-106838-00-MF Site Address:31720 Gatewav Blvd. S. Fill in those items which pertain to this project and return to the Public Works Department SITE STABILIZATION/EROSION CONTROL. Quarry Spalls TN 75.00 Seeding/Mulch Acre 3000.00 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 ROAD CONSTRUCTION Public Roadway I Private On -Site Improvements Improvements $0.00 167 $12,525.00 $0.00 0.53 $1,590.00 $0.00 1020 $4,080.00 $0.00 $0.00 $0.00 1 $200.00 $0.00 $0.00 3 $210.00 8 $560.00 Subtotal $18,955.00 Clearing & Grubbing LS Bid Estimate Sawcutting LF 1.30 $0.00 Excavation & Embankment CY 18.00 $0.00 AC Pavement TN 70.00 $0.00 CSTC TN 20.00 $0.00 Cement Concrete Curb/Gutter LF 15.00 $0.00 Extruded Asphalt Curb LF 5.00 $0.00 Concrete Sidewalk SY 25.00 $0.00 Concrete driveway approach SY 45.00 $0.00 Monument in case EA 155.00 $0.00 Adjust ex. monument to grade EA 330.00 $0.00 Adjust ex. cb to grade EA 500.00 $0.00 DRAINAGE PIPE 6" Pipe LF 12.00 $0.00 8" Pipe LF 28.00 $0.00 12" Pipe LF 44.00 $0.00 18" Pipe LF 44.00 $0.00 24" Pipe LF 58.00 $0.00 36" Pipe LF 101.00 $0.00 48" Pipe LF 94.00 $0.00 54" Pipe LF 117.00 $0.00 60" Pipe LF 143.00j $0.00 72" Pipe LF 235-001 $0.00 I: VormletterslHamptonlnnBQWS Last Revised. Page 1 As. �FederalWay Fill in those items which pertain to this project and return to the Public Works Department CATCH BASINS Inlet & Grate EA CB Type I & Grate EA CB Type II 48" & Grate EA CB Type II 54" & Grate EA CB Type II 60" & Grate EA CB Type II 72" & Grate EA CB Type II 84" & Grate EA CB Type II 96" & Grate EA Round solid locking lid EA Abandon existing cb EA TII TON/DETENTION CONTROL Pond Excavation & Spillway CY Restrictor/Separator EA Vault EA Gravel Access Road LF Rip Rap Outfall Protection CY Bollards EA Fencing (around pond) LF Infiltration Trench w/12" Perf LF Flow Spreader LF Trash Racks EA ► ATER QUALITY Bioswale EA Wetvault EA Stormfilter Vault EA Stormwater wetland EA Sand Filter EA Catch basin inserts EA Oil/Water Separator EA High Flow Bypass EA 475.00 900.0( 1900.0( 2000.0( 3200.00 5000.0C 9100.0( Bid Estimate 360.0( 325.0c 7.0( 750.00 Bid EstimatE 15.0c 17.00 500.0( 12.00 18.00 20.0C 200.00 11 i-Olic_Works Department Public Roadway Improvements RETAINING WALLS & STRUCTURES Retaining Walls SF 23.001 $0.00 Bridges LS Bid Estimate I:VbrmletterslHamptonlnnBQWS Last Revised: Page 2 Private On -Site Improvements ACITY 6F S, Federal Way Fill in those items which pertain to this project and return to the Public Works Department VRAFfic & LIGHTING Signalization LS Bid Channelization LS Bid Signs EA Streetlights (City Center) EA Streetlights (Standard) EA SIGHT -OF -WAY LA r ablic Works Department Public Roadway Private On -Site Improvements Improvements Street Trees EA 300.00 Sod SY 10.00 Shrubs (City Center) EA 5.00 Tree Grates (City Center) EA 700.00 $0.00 $0.00 $0.00 From Private On -Site Improvements Section (Page 1) $0.00 Subtotal "A" $210.00 Subtotal "B" 1 $18,955.00 Signature Date Company Name Telephone No. The faltowkV information w ft be cwqgeted by the City of P-edieral Way Pubtfc Works Department. Pubft Readvmy brdpmvemenis (Subt*W "A"): $ 210.00 Private Eres1eWSedkrmwftfion Coftvl f6uhtotal "B"j: $ 133kow. 9 Sul ("A" f "B"): $ 19,166.00 CONTINGENCY ( ): $ 3,833.00 TOTAL BOND AMOUNT: $ 22,998.00 Cash Deposit: 5% (Up to $20,000) $0.00 4% ($20,001-%50,000) $919.92 3% (%50,001-$100,000) $0.00 2.5% ($100,001 and up) $0.00 I: Vbrmlettersl HamptonlnnBQWS Last Revised: Page 3 ._) Page 1 of 3 Jingsong Feng From: Sean Wells[Sean.Wells@cityoffederalway.com] Sent: Friday, March 07, 2008 4:00 PM To: Jingsong Feng Cc: Janet Shull; Darrin Sanford Subject: Re: Hampton Inn Hotel Development Jingsong and Darrin, - �IESUBIVIITTED JUN o 4 2008 CITY OF FEDERAL WAY BUILDING DEPT. I've looked at the TIR replacement sheets you've provided, along with the other items we've discussed recently in phone conversations and I have the following questions, comments and concerns: TIR and Backwater Calcs Ia. Was the existing vault downstream of the site designed for any detention of this site? In other words, was the Hampton Inn site planned in the upstream calcs for the vault? 1b. Same question related to the tank located directly south of the site? 2. The downstream analysis needs to extend farther west, to the point where the drainage system turns south and enters into the Commons Mall site. This is about 1,000 feet west of McDonald's. 3. The conveyance requirement for the new system onsite shall be designed with sufficient capacity to convey and contain the 25-year peak flow. However, the conveyance requirement for existing systems (all of the offsite piping) must be analyzed and shown to have sufficient capacity to convey and contain at minimum the 10-year peak flow. You must also demonstrate that the 100-year peak flow will not create or aggravate a "severe flooding problem". (Refer to KCSWDM Core Requirement #4, Section 1.2.4.2) 4. Any work offsite on private property (i.e.: the downstream system changes near the existing detention vault) will require property owner permission and approval. We will need verification that the property owner has and/or will grant approval to do the work prior to the land use approval. If that's not possible, then the alternatives are: - onsite detention/retention, discharging at pre-existing level 1 flow rates. Kitts pro-rata share would not be paid. - Alternate downstream routes could be investigated, assuming there are no basin breaks in the downstream system. 5. Provide flow analysis for each sub -basin (A1, A2, A3, etc) for the downstream pipe calculations. 6. If the Filtera system is desired as an experimental use for water quality treatment, then you will need to submit an Experimental Drainage Design Adjustment to the City for review. We will need to see that four criteria are met. Those criteria are listed in Section 1.4.2 of the Federal Way Addendum to the 1998 KCSWDM. We will also need verification that this product has been approved for use by the Washington State Department of Ecology. Any DOE conditions of approval will more than likely carry over to a City approval, if granted. 7. The mitigation amount (pro-rata share) for discharge undetained into Kitts Corner is based on the gross square footage of the site. Please state in the report what that area is, and how the mitigation was determined. 8. Shouldn't the backwater analysis of the downstream system be continuous, and not broken into two segments at the vault? Couldn't you treat the vault as full in the analysis, and add the vault discharge flows for the Q10 and Q100 to the base flow, as if it were its own separate basin in the analysis? Would you get the same results? In theory you should...? 6/4/2008 Page 2 of 3 Public Works is not willing to approve the SEPA review, nor the Land Use Approval until these items are resolved. Let me know if you have further questions or concerns. Sincerely, >>> "Jingsong Feng" <jfeng@paceng.com> 2/28/2008 2:15 PM >>> Sean, Attached is part of the revised downstream analysis for the proposed Hampton Inn hotel. We prefer to pay the pro-rata share for Kitts Corner Regional facility instead of doing onsite detention. Onsite water quality treatment will be provided by an onsite wet vault. Since the vault is for water quality only, its overall size is a lot smaller than the combined detention/wet vault of the previous design and can be easily fit in the southwest corner of the site. To mitigate the existing capacity problem in the conveyance system along Gateway Center Blvd, we will enlarge the orifices in an existing detention vault at the southwest corner of the Gateway Center (see maps in A9 in ds2.pdf). The existing orifices were under sized, thus the flow control can be easily clogged and water can overflows from the vault for a 2 year storm and create overtopping at some upstream catch basins along Gateway Center Blvd. Existing conveyance system also fails in back to back storm events in the winter time, because the previous storm events can easily fill up the vault, and the vault will provide no detention for the later storm events. By enlarging the orifices, the vault can provide detention that can keep the downstream system within capacity and keeping the upstream storm system working without overtopping by lower the water surface inside the vault. The existing storm system along Gateway Center Blvd will be able to handle the 100 year storm and back to back storms after enlarging the orifices in the flow control of the existing vault. The city has upgraded some of the critical downstream conveyance systems from S 320th Street to Kitts Corner Regional facility in several previous projects. Assume the conveyance system downstream from the intersection of S 320th Street and Gateway Center Blvd. has enough capacity. Please review the attached analysis and tell us if this concept works. Thanks, Jingsong Feng, P.E. Pacific Engineeering Design LLC Phone: 206-431-7970 Fax: 206-388-1648 E-mail: jfeng@p_aceng.com 6/4/2008 From: Sean Wells To: Jingsong Feng CC: Darrin Sanford; Janet Shull Date: 3/7/2008 4:00 PM Subject: Re: Hampton Inn Hotel Development Jingsong and Darrin, I've looked at the TIR replacement sheets you've provided, along with the other items we've discussed recently in phone conversations and I have the following questions, comments and concerns: TIR and Backwater Calcs la. Was the existing vault downstream of the site designed for any detention of this site? In other words, was the Hampton Inn site planned in the upstream calcs for the vault? lb. Same question related to the tank located directly south of the site? 2. The downstream analysis needs to extend farther west, to the point where the drainage system turns south and enters into the Commons Mall site. This is about 1,000 feet west of McDonald's. 3. The conveyance requirement for the new system onsite shall be designed with sufficient capacity to convey and contain the 25-year peak flow. However, the conveyance requirement for existing systems (all of the offsite piping) must be analyzed and shown to have sufficient capacity to convey and contain at minimum the 10-year peak flow. You must also demonstrate that the 100-year peak flow will not create or aggravate a "severe flooding problem". (Refer to KCSWDM Core Requirement #4, Section 1.2.4.2) 4. Any work offsite on private property (Le.: the downstream system changes near the existing detention vault) will require property owner permission and approval. We will need verification that the property owner has and/or will grant approval to do the work prior to the land use approval. If that's not possible, then the alternatives are: - onsite detention/retention, discharging at pre-existing level 1 flow rates. Kitts pro-rata share would not be paid. - Alternate downstream routes could be investigated, assuming there are no basin breaks in the downstream system. 5. Provide flow analysis for each sub -basin (Al, A2, A3, etc) for the downstream pipe calculations. 6. If the Filtera system is desired as an experimental use for water quality treatment, then you will need to submit an Experimental Drainage Design Adjustment to the City for review. We will need to see that four criteria are met. Those criteria are listed in Section 1.4.2 of the Federal Way Addendum to the 1998 KCSWDM. We will also need verification that this product has been approved for use by the Washington State Department of Ecology. Any DOE conditions of approval will more than likely carry over to a City approval, if granted. 7. The mitigation amount (pro-rata share) for discharge undetained into Kitts Corner is based on the gross square footage of the site. Please state in the report what that area is, and how the mitigation was determined. 8. Shouldn't the backwater analysis of the downstream system be continuous, and not broken into two segments at the vault? Couldn't you treat the vault as full in the analysis, and add the vault discharge flows for the Q10 and Q100 to the base flow, as if it were its own separate basin in the analysis? Would you get the same results? In theory you should...? Public Works is not willing to approve the SEPA review, nor the Land Use Approval until these items are resolved. Let me know if you have further questions or concerns. Sincerely, >>> "Jingsong Feng" <ifenQ@nareng.r_om> 2/28/2008 2:15 PM >>> Sean, Attached is part of the revised downstream analysis for the proposed Hampton Inn hotel. We prefer to pay the pro -rat@ share for Kitts Corner Regional facility instead of doing onsite detention. Onsite water quality treatment will be provided by an onsite wet vault. Since the vault is for water quality only, its overall size is a lot smaller than the combined detention/wet vault of the previous design and can be easily fit in the southwest corner of the site. To mitigate the existing capacity problem in the conveyance system along Gateway Center Blvd, we will enlarge the orifices in an existing detention vault at the southwest corner of the Gateway Center (see maps in A9 in ds2.pdf). The existing orifices were under sized, thus the flow control can be easily clogged and water can overflows from the vault for a 2 year storm and create overtopping at some upstream catch basins along Gateway Center Blvd. Existing conveyance system also fails in back to back storm events in the winter time, because the previous storm events can easily fill up the vault, and the vault will provide no detention for the later storm events. By enlarging the orifices, the vault can provide detention that can keep the downstream system within capacity and keeping the upstream storm system working without overtopping by lower the water surface inside the vault. The existing storm system along Gateway Center Blvd will be able to handle the 100 year storm and back to back storms after enlarging the orifices in the flow control of the existing vault. The city has upgraded some of the critical downstream conveyance systems from S 320'h Street to Kitts Corner Regional facility in several previous projects. Assume the conveyance system downstream from the intersection of S 320`' Street and Gateway Center Blvd. has enough capacity. Please review the attached analysis and tell us if this concept works. Thanks, Jingsong Feng, P.E. Pacific Engineeering Design LLC Phone: 206-431-7970 Fax: 206-388-1648 E-mail: ifengCaZyaceng.com LC�22206 ity f Federal way �;ectrica l it o 13'.9718monServices Permit#: 10-102059-00-EP0Bvx9718ay,WA 98063-971a07 Fax: {253] 635-2609 ; , r r +: Inspection Request Line: (253) 835-3050 Project Name: HAWTON INN & SUITES Project Address: 31720 GATEWAY BLVD S Parcel Project Description: LOW -voltage voice and data cabling for guest rooms and additional ccess oIintsr 092104 9185 P Owner KOONG CHO ROYAL HOSPITALITY LLC 15901 W VALLEY HWY TUKWILA WA 98118 AAaLlcant TRI TEC COMMUNICATIONS INC 25130 74T1•1 AVE S KENT WA 98032 Contractor TRI TEC COMMUNICATIONS INC TRITECI0000H (9/8/10) 25130 74TH AVE S KENT WA 98032 Additional Permit Information Is Use Educational or Institutional? ....................... No """ Service greater than 1000 Amps?.,,......, Electrical Fixtures Low Voltage - Other (Commercial' PERMIT EXPIRES Wednesday, May 18, 2011 Permit Issued on Tuesday, May 18, 2010 1 hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. Owner or agent: ee m rPate: MAY 18 2010 "11" tFO i r/4 9 A 0 DATE INSPECTOR' 1 4° d f CITY or Federal Way PERMIT #: THIS CARD IS TO F _ MAIN ON -SITE Construction Ins,ection Record INSPECTION REQUE TS: (253) 835-3050 10-102059-00-EL Address: 31720 GATEWAY BLVD S Owner: KOONG CHO FEDERAL WAY, WA 98003-5038 Scheduled inspections may be failed if this card is not on -site. DO NOT i.OSE THiS_CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. LFER Ground (4295) El Ditch cover (4030) Slahl oncrete Floor (4255) Approved Approved Approved to place concrete By Date By Date By Date ❑ Pool Bonding (4195) ❑ Temporary Power (4275) ❑ Service (4235) Approved Approved Approved By Date By Date By Date Ceiling Cover (4020) Rough Electrical (4225) Feeders/Sub-panels (4045) Approved Approved Approved By . Date By Date By Date Final - Electrical (4055) Approved B Date Rough Electrical Final Electrical Right of Way' Approved Approved Approved By Date By Date By Date IRY-17-2010 12:01 From:TRI TEC ii7f1 253 852 5660 To:2538352609 P.2/5 cm a Federal Way C aml wrY'Le VkW #Jm-Am?vlcE.s ,U926 9"AvNVY SOUTH • M BOX 9719 F "AL WAT. 4YA 98063-9 718 30 5353607- FAX 9S7.895 �c69 wwao ,rV lw (IeAU2 h k".o m "W fa uouph J :S ream ! PERMIT APPLICATION _4m m Jl r � 'e �;7Mf �' • � J ■ fkf).`LC.'T i`,F�rit".r.lricr�; SF MF CO M EL L i]E FP 1 ted. PUWW print S@904/ m In" or tim. gmTF,lujuT Y Lor lu2z tip lym of FX30"r p Hid DMG 0 1L MG 0 AlUCHAt WAL 0 ±�OLMON ECTFJ C] "UMIMING 0 F8E P219Vxm On SYSTKM r;ao.Tc,-r��aIF (Provide Wled �ummk � m�d on zhm tole- 3 n f7v-, vo t - � rq a 1 n n7 A 114 I- PF:U3'i 'f .I.'.I J1h-.1 1'.i:'.r,_'r �.A MAY-17-2010 12:01 From:TRI TEC,—Tm a 253 852 5660 To:2538352609 P.3/5 ARILS X&SCRIM07 IP}-1-1 G . FT. PROPPED 8 . FT. TOTAL e . FT. BASEMENT F I KS"C SFCONO 'I'Hlfil] AI}I71' ONAI,F1.00US{I)PSCRIBEj DECK (COVERED?) c;AitAGL ❑ CAkP[] N U Ml3E h U ' .UU IRS�eO �O•'R•eD roru, rmYr. e�wnss wr ,vcu. nevv�a a "o,'" ee IOME5 ONLY" NUMBER OF BEDROOMS ESTIMATED SELLING ['RICE $ rlldictYlC rtUYltT/¢Y df f type Af%cdae t0 be VL714I:fi7j or Z'rivctireai atv par! o�'tha pnvjs�cl. irlloe rcot W ALC:.`[YdPfIG:AL Vakse of Mechanic yl Work AIR HANDLING UNITS EVAPORATIVE CODIT:TZS GAS T RE2'k1C, SYSTEMS BBQS FANS riS (eammeseuq WOODSTOVRS BOILERS PIR'EPIACE INSFIFITS RANGES MISC (Ucacrlbel CVMJ'xEssclxs FURNACES - - <L9 WATER HEATERS DUCrs GAS f ETS PLITA[BliVri BATHTUBS l�m.�l>a, SHOWERS WATER CLOSETS traQy MISC (C)cscrlbe) DISHWASHERS SINKS DRINKING FOUNTAINS GAS PIP LETS SUMPS RAINWATER SYST NQ MACH1NPS URINALS HOSE BIBBS VACUUM ARFAKERS ELECTRIC WATER HEATERS I cer113y—do rpenattW of po-jarr ll.e V- igfara—U— jw-F#shMd hW mr it tree and somet to the b"t ewi *nowbwfge, and^rther. that I aen aUfhnrl-mo by the owmm of the abs" P, -, Aee tar Podforra the m*rk for mhlch the permft appUc=Uen is ir+ade. 7 furOwr agrw tc hold hormt,p the CUM of r dvmI W0m w to awry clmtm tinaludleiy aasty aj+ mmov mmd ottnrnoym, fees jne rrcd in the i ropomt1gation and c*fe. RF .-eso i. -"-I. wFdch m W be rnrde bg ajW reroom, Inals MaW the se mdera{pnad. and ftid agatmat the Cttp of recta rael g roW, hot an ly where such ata trn arias out Of the rrlle„e ► of tl4r ct4, f,rerlpOW Ita o,[ %wv and OmPfimWffima, %4xom Om ocs%rmW of the IpVvrnmstion ruppUo4 to th* rift' as a part of Phi. upptication. Lo MA3M/T1TLS DT iTnalnr.j f'L„kk RELATIONOMP TO PAOJECr 0 Owner ❑ Ag mt Contractor ❑ Afchileat Ll Otbcr o NEW 1J AD'=TSQII o ALTIRATION ❑ REPAIR is TENANT ncpkOVi►1t NT BOUXmCt 8MML ONLY? o Yze ❑ RO BASIC PLAN? ❑ Y" ❑ NO ZQMNG DIMsNATION CBAIrUM OF uam? q YES 0 NO M" AOl3R EW RZQIIIRMM? q YIM o NO UP/BWA/ISU? ❑ YES ❑ NO PLATTED LOT? o YES n ISO D1SIL0 rMUMT 16'ii? ❑ YAM n NO 8ullotin 9100 - August 19, 2004 Page I of klPandoursTomit Application MAY-17-2010 12:01 From:TRI TEC 1--QMM 253 852 5660 2538352609 P.4/5 { k ELECTRICAL PERMIT INFORMATION ,-� I RESIDENTLPi,L NM �ITEIAL Slgt1�1[� ❑ Single Family Squam. ;Fdrat 1300 ft, 587. nrl� mt3d'n 500 1t�- $28.00) ❑ Detachod o uilrl q or Baregc (Ins with errviQ4 $ 36,50 ❑ 1) hed outbuilding or garde (Inspected--paralely) $ 58,00 NNW 19C11.'it-]F a11m101:it (thme uz< tta os m service. dPr ❑ Up to 200 amp $ ` • $ 28-00 ❑ 201 - 400 amp 1'I7.50 58.00 ❑ 401 - G00 161,00 80.00 D 601- amp 206-00 fro-00 ❑ r SDO amp 294-30 220,50 ALTERED MgUIARRM Feeder ❑ 0 to 200 anap Ifi 12,50 ❑ 201 - fi00 117.50 ❑ over amp 177,00 of c:iiruits to be added/aliened (1 -1 circa ito-$53,00; Add n circuits $6.00/cal ❑ Mast or meter rop[rs $ 43.50 ❑ Service r 400 map4 74.00 )ems 3-.W6 of Permit Fee Uq$ILE 8L71[68 ❑ Scrvi= or feedernrely 00 ❑ Service and f-e . $ 94.50 N of 6ervic'm or feeders (First service/feeder-658.00; each add et-$37-50) CONMZRCL,L NEW fin b11UkC t,L11AlM8TR1AL BERVICE ❑ 0 to 100 amp ❑ 101 - 200 amp ❑ 201 - 400 amp ❑ 401 - 600 amp ❑ 601 - 800 amp ❑ 8D1 - 1000 amp ❑ Over I000 amp Seruire or Feeder Bach Add'n $ 94.50 $ 58.00 117,50 74.00 220-50 87.00 256.50 103.00 332-00 140.50 405.50 169.50 442.60 236.00 ❑ Over 600 vof s suxehIIYge $ 74.00 ❑ Mast or meter repair $ 80.00 ,5entke of I' ❑ o to 200 amp $ 94-50 ❑ 201 - 600 amp 220-50 ❑ 601 - woo amp 332.00 ❑ owcr 11)(M amp 369-50 ❑ * of circuits to be added/altered (1N circuits - $74.00; Add'n circuit.a, $6.00/c++) gpll�ERG[AF 17f�1Kftl7' AiL YLAN_� $ 74.00 plus 35%ofPermit Fee ❑ Scrvic a 1,000 amps or greattr ❑ Medical/Educational/Institutional Facility ' KKPORARY SERVICE Commercial Residential ❑ o - ioo $ 58.00 $ 51.()() ❑ 101 - 200 74-DO 51.00 ❑ 201 - 400 87,00 n/a ❑ 401 - 600 117.50 n/a © oiler 600 127,00 n/a ❑ # of Tbarmoatstrr ❑ # of Signs (F'irst 443.50; +add'n-$13.50/ea) (First aign-$43-50; add n sign $' ral ❑ LowVoltso ❑ S+rlmmlngpool/Got $87,00 sip Are Feet to be served by'syabEp�(q) ' ' � (I711_lud."AglidililmAl , t. ICrcquired) ❑ Fire Alarm system ❑ TWd pole r loopa..................... $58.00 l❑ ticcuntyniatrr system ❑ Add lPlen>;t+rVlew $87,00/Your v l a Cabling ified submittals) �[e� Crlhling (Pk q)'ntcm(sl I+25W ttz$51.00; Each addl1 2soo rta-M-501 -rvr WAc286-46.4]a(sxb)ga (4 Bulletin #100 -Angrier 19, 2004 Page 3 of MandoertstPtt t Application ECEH ED JUL 31 2008 . Federal way PERMIT - 33.3258'�.4CE:��L"E FEDERAPP',j:CATION FGDEVL R-WA Y. lvi 5)8083.9718 2�3 895.2G0:• FaA ?i3 8:15 2609 CDS 71'IS' Y1[t "" G'+C 11Y1 ! .:7J1`I -Lk-10-3l3L Sit- MF 0 ME EL PL DE EN FP The following is required information - an incomplete application will not be accepted. Please print legibly (in ink) or type. PROPERTY1 • • SITEADDRESS 31720 Gateway Blvd S, Federal Way, 98003 SUITE/UNIT # ASSESSOR'S TAX/PARCEL # 0 9 2 1 0 1 - 9 1 8 5 LOT SIZE (sj) ' 10 2, 212 sq: 0921049035 2.256 acres LEGAL DESCRIPTION (e.g. Acme Estates, Lot]) Spec if ically parcel 5&8 of KC LLA recording #870S120940 inclusive in Krngit-h.cp—wpag,to, 4vudy1egNdescnpf-v County, Washington. PROJECT•• • TYPE OF PERMIT N BUILDING ❑ PLUMBING ❑ MECHANICAL ❑ DEMOLITION ❑ ELECTRICAL ❑ ENGINEERING ❑ FIRE PREVENTION SYSTEM PROJECT DESCRIPTION (Provide detailed description of [.Lark included on this permit only) Perform clearing and grading operations to achieve a subgrade elevation to support hotel and perimeter parking (4,860 cy cut and 1,190 cy of fill) (Clearing an7 Grading permit PROJECT NAME (Narne Of Business or Owner Last Name) PROPERTY OWNER CONTRACTOR APPLICANT PROJECT CONTACT LENDER EXISTING USE Hampton Inn & Suites PEOPLE INFORMATION NAME Royal Hospitality, LLC PRIMARY PHONE (253)318 _0090 MAILING ADDRESS Cny. STATE. ZIP E-MAIL ADDRESS 8255 154th Ave SE Newcastle, WA 98059 koongc@comcast.net COMPANI" NAME Wright Dev_West Coast LLC APPLICANT NAME Bob Wright OFFICE PHONE (503)484 - 1103 NUXIL[NG ADDRESS 2333 NW Vaughn St CITY. STATE. ZIP 9 7 21 0 Portland/ OR CIhV ELL PiF ) _ CF[Y OF FEDERAL WAY BUSINESS LICENSE NUMBER EXPIRATION DATE FAX NUI%TBF.R ( 503) 484 - 1119 CONTRACTOR'S REGISTRATION NUMBER EXPIRATION DATE E-KAILADORMS WRIGHDW929BZ 01/09/2010 bob@bobwrightdev.com CONTPANY" NANIF Pacific Engineering Design, LLC APPLICANT NAME Darrin Sanford OFFICE PHONE (206) 431 _7970 �y�(l,[y(4Aj2DR�S$ rd Ave S , Ste 10 0 Se at t1e , WA 98188 CELL PHONE - RELATIONSHIP TO PROJECT Civil Engineer FAX NUMBER (206) 388 - 1648 ❑ Architect ❑ Tenant ❑ Agent X Other NAIAI PRIMARY PHONE E-MAIL ADDRESS Pacific Engineering Design Darrin Sanford (206 ) 431 _ 7970 dsanford@paeeng.eom Per RCW 19.27.095: Lender information is required ifproject value exceeds $5,000 MAILING ADDRESS CnY, STATE. ZIP PHONE EXISTING ASSESSED/APPRAISED VALUE $ PROPOSED USE VALUE OF PROPOSED WORK $ SPRINKLERED BUILDING? ❑ YES ❑ NO FIRE SUPPRESSION SYSTEM PROPOSED/REQUIRED? ❑ YES ❑ NO WATER SERVICE PROVIDER ❑ LAKEHAVEN ❑ HIGHLINE ❑ TACOMA ❑ PRIVATE (WELL) SEWER SERVICE PROVIDER 0 LAKEHAVEN ❑ HIGHLINE 0 PRIVATE (SEPTIC) THIS CARD IS TO REMAIN ON -SITE CIr,rOF Community Deveiopn,<,�nt Inspection Record Federal Way IVR INSPECTION REQUEST PHONE # (253) 835-3050 PERMIT #: 08-103631-00-CO Owner: Address: 31720 GATEWAY BLVD S FEDERAL WAY, WA 98003 This card is part of your required inspection documents. Scheduled inspections may be failed if this card is not on -site. DO NOT LOSE T141 C'A RD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. ❑ Footings/Setback (4110) ❑ Foundation Wall (4115) ❑ Drainage/Downspout (4040) Approved to place concrete Approved to place concrete Approved to backfill By Date By Date By Date ❑ ❑ ❑ Re -steel (4215) Slab/Concrete Floor (4255) Underfloor Framing (4285) Approved to place concrete or grout Approved to place concrete . Approved to sheath floor By Date By Date By Date ❑ ❑ ❑ Floor Sheathing (4105) Shear Walls (4245) Roof Sheathing (4220) Approved to install flooring Approved to install siding Approved to install roofing By Date By Date By Date ❑ Fire/Draft Stops (4095) Approved By Date NOTE: Prior to scheduling a Framing (4120) inspection; Electrical, Plumbing & Mechanical Rough -in and Fire/Draft Stop inspections must be signed -off and approved. IBC 109.3.4/UBC 108.5.4 ❑ Framing (4120) Approved to insulate By Date ❑ Insulation (4150) ❑ Gypsum Wallboard Nailing (4130) ❑ Suspended Ceiling Grid (4265) Approved to install wallboard Approved to install mud & tape Approved to drop tile By Date By Date By Date I ❑ Final - Fire Department (4060) ❑ Final - Planning (4070) ❑ Final - Public Works (4080) Approved Approved Approved By Date By Date By Date ❑ Final - Building (4050) Approved B Date / ? For inspector ❑ Rough Electrical Approved By Date reference only ❑ FINAL - Electrical Approved By Date City of Federal Way Community Development Services P.O. Box 9718 Federal Way. WA 98063-9718 Ph: (253) 835-2607 Fax: (253) 835-2609 Project Name: HAMPTON INN & SUITES Project Address: 31720 GATEWAY BLVD S c -,uilding - Commercial Permit #: 08-103631-00-CO Inspection Request Line: (253) 835-3050 Parcel Number: 092104 9185 Project Description: Clearing and grading operations to achieve a subgrade elevation to support new hotel and perimeter parking. (4,860cy cut and 1,190cy fill) Owner Applicant Contractor Lender ROYAL HOSPITALITY LLC PACIFIC ENGINEERING DESIGN JANSEN CONSTRUCTION CO OF PI BANK 8255 154TH AVE SE LLC WASH 1 155 N 130TH RD NEWCASTLE WA 98059 15445 53RD AVE S JANSECC93408 (9/28/09) SEATTLE WA 98133 SEATTLE WA 98188 418 BEAVERCREEK RD SUITE 104 OREGON CITY OR 97045 Census Category: 999 - Unknown Includes: # 1 #2 #3 #4 Occupancy Class: Construction Type: Occu anc Load: Floor Area (sq. ft.) 0 0 0 0 y - Additional Permit Information:,'; '„+ Mechanical to be Included?........ ............................. No Number of Stories........................... ...............1 Permit for Building Shell Only? .............................No Plumbing to be Included? ....................................... No Special Inspection(s) Required?.............................Yes New / Additional Sq. Feet - Total............:::........... 0 No Fixtures Associated With This Permit!! -.:.-,% �"i';ti CONDITIONS: THIS PERMIT IS FOR CLEARING, GRADING AND TEMPORARY EROSION CONTROL ONLY. NO OTHER OTHER SITE WORK IS PERMITTED. PERMIT EXPIRES Tuesday, October 13, 2009 Permit Issued on Monday, October 13, 2008 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City /o�f_Federal Way. Owner or agent: Date: City of Federal Way Community Development Services P.O Box 9718 Federal Way, WA 98063-9718 Ph: (253) 835-2607 Fax: (253) 835-2609 Project Name: HAMPTON INN & SUITES Project Address: 31720 GATEWAY BLVD S wilding - Commercial Permit #: 08-103631-00-CO Inspection Request Line: (253) 835-30.50 Parcel Number: 092104 9185 Project Description: Clearing and grading operations to achieve a subgrade elevation to support new hotel and perimeter parking. (4,860cy cut and 1,190cy fill) Owner Applicant Contractor Lender ROYAL HOSPITALITY LLC PACIFIC ENGINEERING DESIGN WRIGHT DEVELOPMENT WEST ROYAL HOSPITALITY LLC 5255 154TH AVE SE LLC COAST LLC 5255 154TH AVE SE NEWCASTLE WA 98059 15445 53RD AVE S WRIGHDW929BZ (01/09/2010) NEWCASTLE WA 98059 SEATTLE WA 98188 2333 NW VAUGHN ST PORTLAND OR 97210 Census Category: 999 - Unknown Includes: # 1 #2 #3 #4 Occupancy Class: Construction Type: Occupancy Load: Floor Area (sq. ft.) 0 0 0 0 Additional Permit Information Mechanical to be Included? ................................... No Number of Stories...................... Permit for Building Shell Only? .............................No Plumbing to be Included? ....................................... No Special Inspection(s) Required?.............................Yes New / Additional Sq. Feet - Total.......................... 0 No Fixtures Associated With This Permit ll CONDITIONS: THIS PERMIT IS FOR CLEARING, GRADING AND TEMPORARY EROSION CONTROL ONLY. NO OTHER OTHER SITE WORK IS PERMITTED. PERMIT EXPIRES Saturday, April 11, 2009 Permit Issued on Monday, October 13, 2008 1 hereby certify thqih e above information is correct and that the construction on the above described property and the occupancy the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. Owner or agent: �C �~ Date: City of Federal Way Community Development Services P O. Box 9718 Federal Way, WA 98063-9718 Ph: (253) 835-2607 Fax: (253) 835-2609 -�, 'Electrical Permit #: 10-101943-00-EL ILF Inspection Request Line: (253) 835-3050 Project Name: HAWTON INN & SUITES Project Address: 31720 GATEWAY BLVD S Project Description: Installation of low -voltage CCTV system. Parcel Number: 092104 9185 Owner Anolicant Contractor KOONG CHO U & I TECHNOLOGIES INC U & I TECHNOLOGIES INC ROYAL HOSPITALITY LLC 32830 IOTH PL SW UITECIT940B7 (4/21/12) 15901 W VALLEY HWY FEDERAL WAY WA 98023 32830 LOTH PL SW TUKWILA WA 98118 FEDERAL WAY WA 98023 - - Additional Permit Information Is Use Educational or Institutional? ....................... No Service greater than 1000 Amps? ........................... No Electrical Fixtures Low Voltage - Other (Commercial: 1 PERMIT EXPIRES Thursday, May 12, 2011 Permit Issued on Wednesday, May 12, 2010 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Fe Way. Owner or agent: _ Date: 2— ! Fit N'm " q //0 ,- -LCD 1�/ THIS CARD IS TO REMAIN ON -SITE Federal Way INSPECTION Ins : ction Record INSPECTION RE UE TS: 253 835-3050 PERMIT #: 10-101943-00-EL Address: 31720 GATEWAY BLVD S Owner: KOONG CHO FEDERAL WAY, WA 98003-5038 Scheduled inspections may be failed if this card is not on -site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. UFER Ground (4295) Ditch cover (4030) Slab/Concrete Floor (4255) Approved Approved Approved to place concrete By Date By Date By Date Pool Bonding (4195) ❑ Temporary Power (4275) Service (4235) Approved Approved Approved By Date By Date By Date ❑ Feeders/Sub-panels (4045) Rough Electrical (4225) Ceiling Cover (4020) Approved Approved Approved By Date By Date By Date Final - Electrical (4055) Approved Date+ El Rough Electrical Approved Final Electrical Approved Right of Way Approved By Date By Date By Date FederalwaRECEI \/�RIVIIT COWW15- 607-FAX 35-2609ES APPLICATION nmmj 4v�MAY 1 2 'Cl C i 0 L _L MF CO ME E PL DE EN FP OMNI SITE ADDRESS J 1-7�iQ C�o��- 1 S . SUITE/UNIT M 7.0 6 � A33E330R'3 TAX/PARCEL N O H a fr � V) � NAME PROJECT or (Tenant or Homeowner Name) ❑ BUILDING ❑ PLUMBING ❑ MECHANICAL TYPE OF PERMIT ❑ DEMOLITION VELECTRICAL ❑ ENGINEERING ❑ FIRE PREVENTION -4� tits cvi-7c� o CCTV S 5fe WL PROJECT DESCRIPTION Detailed description of work to be included on this permit only PROPERTY OWNER NAME �I_ fc V o" H cS p l W L L C-• PRIMARY PHONE - MaILDIG ADDRESS, Ci7T, srATE, zrp �� 592 , WA psh � E Man OWNER IS ALSO: ❑ jCO.NTRACTOR �p �� ❑ APPLICANT ❑�/�PROJECT CONTACT RAMS V'1 L Ll/r L . ('`� 1 bPRIMARY 6 PHONE CONTRA.? MAILING ADDRP-- --- - � �-Fv0. 10'01PL- �Lt) . 8az3 FAX (2S-319s'.472/ i WA STATE CONTRACTOR'S LIci;wx s ZM%RATIOA DATE NAME � �Y1G� �. Sl�vt FEDERAL WAY WSMSS LICENSES (-�531 (,61�-P'7o�a APPLICANT MAILING ADDRESS` CITY, STATE, ZIP Vv98 °�3 35-830 1 ct�E PL S � - _ J `� FAX (--3) 9S�- S7a f PROJECT CONTACT NAB T C (- c 1 ` `� 1 PRIMARY PHONE 3�31 41 `7000 (T w individual to receive and _ FAX 9� 8TZ f MAILING ADDRESS, Y, STATE, ZIP :. 1 W respond to all correspondence �M-A�ILCITY, concerning this application) 32830 c f{� �L S(�• vire` °� . 98 0L3 (-lk3) -2, E-MAIL ALTERNA' ^^" 1-T NAME: PRIMARY PHONE Coln�� . 335- q qq8 ❑ OWNER -FINANCED PROJECT FINANCING NAME Required for projects with MAILING ADDRESS, CITY, STATE, ZIP PRIMARY PHONE value of $5, 000 or more (RCW I9.27.095) ( 1 I certify underpenalty of perjury that ram the property owner or authorized agent of the property owner. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in thee investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to the city a "a part of this appli on. SIGNATURE: __ r - DATE PRINT NAME: r IZ Bulletin # 100 —January 1, 2010 Page 1 of 4 UHandoutsTernut Application MECHANICAL Value of Mechanical Work $ A COPY OF BID OR ESTIMATE MUST BE PROVIDED Indicate number of each type of fixture to be installed or relocated as part of this project. Do not include existing fxtures to remain. AIR HANDLING UNITS FANS GAS PIPE OUTLETS OTHER (Describe) AIR CONDITIONER FIREPLACE INSERTS HOODS (commerda4 BOILERS FURNACES HOT WATER TANKS (car) COMPRESSORS GAS LOG SETS REFRIGERATION SYST DUCTING GAS PIPING WOODSTOVES PLUMBING FPCTURES _ Indicate number of each type of fixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. BATHTUBS (or Tub/shower Combo) LAVS (Hand Sint.) TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe) DRAINS SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS SINKS (Kitchen/utility) WATER HEATERS (El —tic) _ HOSE BIBBS SUMPS WASHING MACHINES TOTAL FI."sTLRES GENERAL INFORMATION PROJECT VALUATION WATER PURVEYOR SEWER PURVEYOR VALUE OF WASTING IMPROVEMENTS EXISTING/PREVIOUS USE LOT SIZE (In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? ❑ Yes ❑ No ❑ Yes ❑ No --------..._ -- - - RESIDENTIAL ---------------- AREA DESCRIPTION (in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE tsAs I:41— FIRST FLOOR (or Mobile Home) SECOND FLOOR . COVERED ENTRY GARAGE ❑ CARPORT ❑ CYPHER (describe) i E705MG PROPOSED TOTAL Area Totals **NEW HOWS ONLY * — ESTIMATED SELLING PRICE $ # OF BEDROOMS COMMERCIAL - N EW/ADDITIUN AREA DESCRIPTION Area Occupancy Groups) In Square Feet Construction Type # of Stories Additional Information NEW BUiLDIRG `s ADDITION COMMERCIAL REMODELrrENANT IMPROVEMENTS AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Type # of Stories Additional Information _. TAL BUILDING TENANT AREA ONLY PRDJE AREA ONLY Bulletin #100 —January 1, 2010 Page 2 of 4 UflandoutsTernutApplication ELECTRICAL I RESIDENTIAL + COMMERCIAL I NEW SINGLE FAMILY RESIDENCE NEW COMMERCIAL Total Square Feet (including attached garage): FEES: First 1300 ft2 - $122.00; Each additional 500 ft2 - $39.00 NEW MULTIFAMILY (3 units or more) 1st Service/Feeder 0 - 200 amp x $132.50 201 - 4Ub. amp x $1.64;06 401 - 600 amp. x $224.00 601 - 800 amp -.x $287.00 Over 800 amp x $410.50 Additional Feeders x $ 39.00 x $ 80:50 x $111.50 T x $153.50 x $307.00 ALTERED SINGLE or MULTI FAMILY Ise Service/Feeder Additional Feeders .0 - 200 amp x $101.00 x $ 39.00 201 - 600 amp x $.164.00 X $ 8o'.5b Over 600 amp x $246.50 x $111.5.0. Added or Altered Circuits... ......... 1-4 circuits $80.50; each additional $8.00 Mast or meter repair $60.50 MANUFACTURED HOMES Service or feeder only x $ 80:50 Service and feeder _ x $132.50 ....0- 100 amp 101 - 200 amp 201 - 400 amp. 401 - 609amp 601 - 800 amp 801 - 1000 amp Over, 1000 amp I- Service/Feeder x $132.50 x $164:00 x $307.00 x $358;00 x $463.00 x.$565;00 X $616.00 Over 6.00 volts surcharge Additional Feeders x $ 80.50 x. $103.50 x $121.00. x $.143.50 x $196.00 x $236.50 x $328.50 ALTERED COMMERCIAL x $103.50 Is' Service/Feeder Additional Feeders .:..0 _ 200 amp x $132.50 _-_ x $103.50 20.1 - 600 amp x.$307;00 x,$12,1.00 691 - 1000 amp x $463.00 x $196.00 Over 1000 amp x .$z I5.50 Added or Altered Circuits 1-5 circuits $103.50; each additional $8.00 Mast or meter repair $111.50 Wof1 Mi 4DW$ 4111494**1 $103.50 plus 35% of Permit Fee; Plan Review required for: ❑ New, or alteration to, service of 1,000 amps or greater ❑ Medical/Educational/Institutional Facility Plan review for modified submittals $105.50/hour MISCELLANEOUS SERVICE/EQUIPMENT LOW VOLTAGE I TEMPORARY SERVICE ❑ Fire Alarm System ❑ Security Alarm System ❑ Voice/Data Cabling ❑ Other Area to be served by system: 1-2,500 ft2-$71.00; each additional2,500 ft2- $18.50 # of Thermostats First $60.50; each additional $18.50 # of Signs First $60.50; each additional $28.50 Yard Pole/meter loops/pedestal x $ 80.50 Portable Generator (transfer equipment) x $101.00 Ditch cover/inspection only x $121.00 0 - 60 aiap 61 - 10.0 amp 101 - 200 amp 26-1 -- 466 amp 401 - 600 asap over boo amp 111 Service/Feeder x $ 71.00 x $ .80:50 x $103.50 x .su 1.0.0 x $164.00 x .$184.50 Additional Feeders x $ 32.00 x $ 39.0.0 x $ 51.00 x $ 60..50 x $ 80.50 x $ 92;00 **NOTE: an automation fee of $6.00 will be charged on all permits** For fixtures or fees not listed contact the Permit Center at 253-835-2607 Bulletin #100 -January 1, 2010 Page 3 of 4 k:\Handouts\Permit Application This is an overview of possibl, `ees associated with the Issuance of permits r _ a is not intended to be inclusive. BUILDING, MECHANICAL & FIRE PREVENTION PERMIT FEES Building, mechanical, and fire prevention system fees are calculated based on Table A. Project valuation for new construction or additions is based on a set cost per square foot as determined by the Building Official. Valuation for remodels, tenant improvements, alterations, etc. shall be provided by the applicant based on a legitimate bid or cost estimate which reflects the fair market value of all elements of the project.. TOTAL PROJECT VALUATION INCREMENTAL FEE FACTOR (1) $1.00 to $500.00 (1) $36.00 (2) $501.00 to $2,000.00 (2) $36.00 for the first $500.00 plus $4.50 rore4oft additional $1 GO-W.. or fraction thereof, to and including $2,000.00 (3) $2,001.00 to $25,000.00 (3) $103.50 for the first $2,000.00 plus $X.50 forearh additional $I.000.00 or fraction thereof, to and including $25,000.00 (4) $25,001.00 to $50,000.00 (4) $598.00 for the first $25,000.00 plus SI5.50 Read- additional $I.000.00 or fraction thereof, to and including $50,000.00 (5) $50,001.00 to $100,000.00 (5) $985.50 for the first $50,000.00 plus $10.50 farearh additional $I 000.00 or fraction thereof, to and including $100,000.00 (6) $100,001.00 to $500,000.00 (6) $1,510.50 for the fist $100,000.00 plus $8.5o farcm L ditinnal $I,000.00 or fraction thereof, to and including $500,000.00 (7) $500,001.00 to $1,000,000.00 (7) $4,910.50 for the fist $500,000.00 plus 7.00 fareach additional I ❑ or fraction thereof, to and including $1,000,000.00 (8) $1,000,001.00 and up (8) $8,410.50 for the first $1,OOo,000.00 plus $5.50 rorebrh additianal Sl.Oa0.00 or fraction thereof. Table A PLUMBING PERMIT FEES • $31.00 Permit Fee plus $10.50 per fixture PLAN REVIEW FEES Plan review fees are collected in addition to permit fees, based on a percentage of the associated permit fee • Building Permit • Mechanical Permit • Plumbing Permit • Fire Prevention Permit • Fire Review Fees (Commercial building permits only) 65% of Building Permit Fees 65% of Mechanical Permit Fees 65% of Plumbing Permit Fees 65% of Fire Permit Fees 15% of Building Permit Fees • Additional Building Division Review $105.50/hour OTHER FEES (Vary according to project type and scope) ■ WA State Building Code Council (SBCC) Surcharge ....................... $4.50/building permit ■ Public Works review fees............................................................... $137.00 (minimum) single family (for new construction or additions) ................ $824.50 (minimum) commercial • Zoning review fees ............. $55.00 (residential only) • Digitizing Fee (for new buildings or additions) .... ■ School District impact fees (new residential only) ..... (includes administrative fee) • Automation fee on all permits ................................ ...................$ 39.50 (residential) ................$118.50 (commercial) ................ $4,024.00/single family residence ................ $2,220. 00/ multifamily unit ......................$6.00 If you need assistance completing the permit application form, or have questions concerning the application process, please contact the Permit Center at: [253) 835-2607 City of Federal Way ♦ PO Box 9718 ♦ 33325 8th Avenue South ♦ Federal Way, WA 98063 Bulletin # 100 —January 1, 2010 Page 4 of 4 k.\I landouts\Pemlit Application City df Federal Way Community Development Services P.O. Box 9718 Federal Way. WA 98063-9718 Ph: (253) 835-2607 Fax: (253) 835-2609 Project Name: HAMPTON INN INDOOR POOL & SPA Project Address: 31720 GATEWAY BLVD S -_� Building - Commercial Permit #: 10-100530-00-CO Inspection Request Line: (253) 835-3050 Parcel Number: 092104 9185 Project Description: TI - Construct a 18' x 26' Gunite pool and a 8' x 8' spa which includes plumbing for the drains. No mechanical on this permit. Owner Applicant Contractor Lender ROYAL HOSPITALITY LLC LIQUID CREATIONS OF WA LLC LIQUID CREATIONS OF WA LLC PI BANK 8255 154TH AVE SE PO BOX 822 LIQUICW926KN (5115110) 1155 N 130TH RD NEWCASTLE WA 98059 WASHINGTON UT 84780 PO BOX 822 SEATTLE WA 98133 WASHINGTON UT 84780 Census Category: 437 - Commercial alt / add / conversion Includes: #1 #2 #3 44 Occupancy Class: Construction Type: Occupancy Load: Floor Area (sq. ft.) 0 0 0 0 Additional Permit Information � ` � ;A' Existing Sprinkler System in Building? ................ :Yes Mechanical to be Included?........... .No Number of Stories ................ ..................... :............ I Permit for Building Shell Only?.. ......... .......... ........ No Plumbing to be Included?.......................................Yes Special Inspection(s) Required?........:.... ..Yes New / Additional Sq. Feet.- Total .......................... 0 Occupancy # 1 - Use............................................... Swimming Pool (indoor) Zoning Designation................................................CC-C Plumbing Fixtures Drains............................................. 6 PERMIT EXPIRES Sunday, August 22, 2010 Permit Issued on Tuesday, February 23, 2010 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will -pa in accordance with the laws, rules and regulations of the State of Washington an it -of! Federal Way. Owner or agent: Date: L) 1 THIS CARD IS TO T"'MAIN ON -SITE �1 CITY OF T Federal Way PERMIT #: Owner: Construction Ins action Record INSPECTION REQUESTS: (253) 835-3050 10-100530-00-CO Address: 31720 GATEWAY BLVD S ROYAL HOSPITALITY LLC FEDERAL WAY, WA 98003-5038 Scheduled inspections may be failed if this card is not on -site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. SWM Precon Site Mtg (4400) ❑ Initial Erosion Control (4365) Footings/Setback (41.10) Approved To be done prior to breaking ground Approved to place concrete By Date By Date By Date Re -steel (4215) Plumbing Groundwork (4190) ❑ Slab/Concrete Floor (4255) Approved to place concrete or grout Approved to cover Approved to place concrete By L L, j Date 2 0 By e .4j Date 2 _ ,Z_10' By Date Underfloor Framing (4285) Floor Sheathing (4105) ❑ Rough Plumbing (4230) Approved to sheath floor Approved to install flooring Approved By Date By Date By Date Fire/Draft Stops (4095) Interim Erosion Control (4370) Prior to scheduling a Framing inspection; Approved Approved Electrical, Plumbing & Mechanical Rough -in and By Date By Date Fire/Draft Stop inspections must be signed -off and approved. IBC 109.3.4 Framing (4120) Insulation (4150) Gypsum Wallboard Nailing (4130) Approved to insulate Approved to install wallboard Approved to install mud & tape By Date By Date By Date Final - Fire Department (4060) Suspended Ceiling Grid (4265) Final - Planning (4070) Approved to drop tile Approved Approved By Date By Date By Date ❑ Final Erosion Control (4375) Final - Plumbing (4075) Final - Building (4050) Approved Approved Approved By Date By Date Date Rough Electrical Final Electrical Right of Way Approved Approved Approved By Date By Date By Date RECEII` Federal way �RMIT FEB CDAIMUNRY DEISLOPMENr SERVICES 0 ,PLI �ATI N 253•&35.2607• FAX 253�835-2609 �rn��n.rirr i tTV OF FEDERAL WAY �F MF CO ME EL PL DE E14 FP 1 1 /40 1 PROPERTY Sivro !oq3 5UITE/UNIT # ZONING ASSE SOR'S TAX/PARCXL # eed� 13's PROJECT NAME OF PROJECT �1 (Tenant or Homeowner Name)i lX BUILDING Pf PLUMBING ElMECHANICAL TYPE OF PERMIT ❑ DEMOLITION ❑ ELECTRICAL ❑ ENGINEERING ❑ FIRE PREVENTION LtG eA O1 L- SX � PROJECT DESCRIPTION Detailed description of work to be included on this permit only PEOPLE PROPERTY OWNER NAME �'j" , �6oJcql,4L,Z. C PRIMARY PHONE MAILING DRESS, CITY, STATE, ZIP J (;1, Loi ,�,[] JS 9C71 W . Vafle� J f(�� P� irf E-MAIL ❑ CONTRACTOR APPLICANT ❑ PROJECT CONTACT OWNER IS ALSO: NAME Z. " L� C PRIMARY PHONE (4.35-) 9�9 - bo r MAILING ADDRESS, CITY, STATE, ZIP o, Aax :Pa a.<11i,' u� 9y' o FAX (q 3s7 N7 - OP-19 CONTRACTOR WA STATE CONTRACTOR'S LICENSE # EXPIRATION DATE 1 S1 15' i619/b FEDERAL WAY BUSINESS LICENSE # -- - NAME t' I (,( L� PRIMARY PHONE (y� 961— - 00l —_ APPLICANT MAILING ADDRESS, CITY, STATE, ZIP FAX PROJECT CONTACT (The individual to receive and NAME �/� ( r �7 * PRIMARY PHONE MAILING ADDRESS, CITY, STATE, ZIP da I !7(( 3� 91 FAX respond to all correspondence concerning this application) AL RHATE CONTACT NAME: PRIMARY PHONE (s03 iA - E-MAIL OWNER -FINANCED PROJECT FINANCING NAME Required for projects with MAILING ADDRESS, CITY, STATE, ZIP PRIMARY PHONE value of $5, 000 or more (RCW 19.27.095) I certify under penalty of perjury that I am the property owner or authorized agent of the property owner. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to the as apart of this ication, SIGNATURE: DATE PRINT NAME: Bulletin #100 —January 1, 2010 Page I of 4 k:lHandouts\Pennit Application i MECHANIC Ti]RES ' Value o Mechanical Work $ OF BID OR ESTIlVIATE MUST BE PROVIDED) Indicate number of each fWm of f vi'are to be EnstWle4 qvWcafed as part of this project. Do not include axtisting f -dures to remain. AIR HANDLING UNITS F S GAS PIPE OUTLETS OTHER (Describe) AIR CONDITIONER LACE INSERTS HOODS (Commercial) BOILERS RNACES HOT WATER TANKS (Gas) COMPRESSORS S LOG SETS REFRIGERATION SYST DUCTING A$ PIPING WOODSTOVES PLUMBING FIXTURES Indicate number of each type offixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. BATHTUBS (or Tub/Shower Combo) LAVS (Hand Sinks) TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe) DRAINS SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS SINKS (Kitchen/Utility) WATER HEATERS (Electric) HOSE BIBBS SUMPS WASHING MACHINES 1� TOTAL FIXTURES GENERAL INFORMATION PROJECT VALUATION WATER PURVEYOR ' �) �/� SEWER �PPURRVE�YOO/R/R g '/� VALUE OF EXISTING IMPROVEMENTS / EXISTING/ OUS USE LOT SIZE (In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? QYes ❑ No PROPOSED FIRE SUPPRESSION SYSTEM? /Yes ❑ No RESIDENTIAL AREA DESCRIPTION (in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE BASEMENT FIRST FLOOR (or Mobile Home) SECOND FLOOR COVERED ENTRY DECK GARAGE ❑ CARPORT ❑ OTHER (describe) Area Totals EXISTING PROPOSED TOTAL "NEW HOMES ONLY"* ESTIMATED SELLING PRICE $ 1 # OF BEDROOMS COMMERCIAL - NEW/ADDITION AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction a # of Stories Additional Information NEW BunmING ADDITION COMMERCIAL - REMODEL/TENANT IMPROVEMENTS AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction LDMa # of Stories Additional Information TOTAL BuELDix /�,� y /L Li' AREA ONLY �/ n 6: le PRedmT AREA ONLY Bulletin #100 —January 1, 2010 Page 2 of 4 kAHandouts\Permit Application city ui Feral W Community t2e�relodepmenl Seayrvices P.O. Box 9718 Federal Way, WA 98063-9718 Ph: (253) 835-2607 Fax: (253) 835-2609 ,FILE Project Name: HAMPTON INN & SUITES Project Address: 31720 GATEWAY BLVD S Project Description: hook -up temp power for crane Electrical Permit #: 09-104981-00-E L Inspection Request Line: (253) 835-3050 Parcel Number: 092104 9185 Owner Applicant Contractor ROYAL HOSPITALITY LLC KANON ELECTRIC KANON ELECTRIC 8255 154TH AVE SE PO BOX 1745 KANONEI947BE (1105110) NEWCASTLE WA 98059 MILTON WA 98354 PO BOX 1745 MILTON WA 98354 Additional Permit Information Is Use Educational or Institutional? ....................... No Service greater than 1000 Amps? ........................... No Electrical Fixtures Temp. Service: 0 - 100 amps (Com 1 PERMIT EXPIRES Wednesday,. December 22, 2010 Permit Issued on Tuesday, December 22, 2009 hereby certify that the above information is correct and that the construction on the above described property and the occupancy an a use will be in accordance with the laws, rules and regulations of the State of Washington and the Cry of Federal Way. Owner or agent: ' � Date:_�� _� I 4_1� L oz�/Zwrv/olf THIS CARD IS TO REMAIN ON -SITE CITY OF Federal Way PERMIT #: Owner: Construction Ir "?ection Record INSPECTION REQLJr: TS: (253) 835-3050 09-104981-00-EL Address: 31720 GATEWAY BLVD S ROYAL HOSPITALITY LLC FEDERAL WAY, WA 98003-5038 Scheduled inspections may be failed if this card is not on -site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. 0 UFER Ground (425) Ditch cover (4030) SIab/Concrete Floor (4255) Approved Approved Approved to place concrete By Date By Date By Date Pool Bonding (4195) ❑ Temporary Power (4275) Service (4235) Approved Approved Approved By Date By Date By Date ® Ceiling Cover (4020) Rough Electrical (4225) Feeders/Sub-panels (4045) Approved Approved Approved By Date By Date By Date ❑ Final - Electrical (4055) Approved By Date ❑ Rough Electrical Approved ® Final Electrical Approved Right of Way Approved By Date By Date By Date CITY OF TA Federal Way tiDdibA JWN DRVELOPMENr SERVICES 253-935-2607• FAX 2sa-s3`, _2509 rvrvw.deffledL.r b,.q. SITE ADDRESS SUITE/UNIT N y NAME OF PROJECT (Tenant or Homeowner Name) TYPE OF PERMIT PROJECT DESCRIPTION Detailed description of work to be included on this permit only PERMIT APPLICATION SbL_a_�7 :IF CO M EL PL DE ' EN FIB 0 C T jet H, �� .'lj �!U'rti Sc+( ❑ BUILDING ❑ PLU ' G 0 MECHANICAL 0 DEMOLITION f ,ELECTRICAL ❑ ENGINEERING ❑ FIRE PREVENTION PROPERTY (Vd S ZONING j ASSESSOR'S TAR/PARCEL # PEOPLE NAME PROPERTY OWNER PRIMARY PHONE MAILING ADDRESS, CITY, STATE, ZIP ' E-MAIL IS ALSO: ❑ CONTRACTOR —OWNER ❑ APPLICANT NAME ❑ PROJECT CONTACT •�� 1�/ � -f �.�,l�C r� PRIMAARY P�H+OGNE CONTRACTOR G ADDRESS CITY STATE,ZIP L [ �� % / G- - ✓ ! � r •L"!� I l t,7 FAX WA STATE CONTRACTOR'S LICENSE N %�j �'� G+ " 'Z- - ✓ 7 — k �� i L _�-71.� EXPIRATION DATE Jr..�rj' i r FEDERAL WAY BUSINESS LICENSE q NAME APPLICANT PRIMARY PHONE MAILING ADDRESS, CITY, STATE, 2IP P120.IECT CONTACT NAME --- FAX _ (The individual to receive and PRIMARY PHONE respond to all correspondence concerning this application) MAILING ADDRESS, CITY, STATE, ZIP FAX ALTERNATE CONTACT NAME: ' PRIMARY PHONE E-MAIL _ PI20JECT FINANCING NAME Required for projects with 5,000 or o more MAILING ADDRESS, CITY, STATE, El OWNER -FINANCED (RCW 19.27.095) ZIP y PRIMARY PHONE I certify under penalty of perfury that I am the property owner or hest of .InY knowledge, the information authorized agent of tie@ property owner. I c �ebm laL trt support of this permit application is true and coact I certify that !will comply with all applicable City of Federal W �TJ that to the tha issuance a this relations pertaining to tine work authorized by the issuance o a f permit does not renwve the owner's respons{biiity for campliance with issua state, omit. I understand that enresirrectton or enviranmenta2 Iarels. I further agree to hold federal laws regulating ainst the in the investi an and defense harmless c fn), which Tray as to any claim (including costs, experm", and attorn city, but on when such claim arises out o the reliance may he made by any person, including the Tn+cersigneri, and lei ees incurred infarTnactton ri o the of fP once of the city, including its officers and employees, upon tits accuracy of the city as a part o s lication SIGNATURE:� u BATE Z Z- L PRINT NAME: Bulletin # 100 — 4/17/2009 Page 1 of 4 UIIandoutsTennit Application MECHANICAL FIXTURk-.1 T BE PROVID OF BID OR ESTftJIATE MUSEDres �l Work $ Value o Mechanicx to A COPY to remain. xrstt be installed or relocated as rt of this pro eat. Do not include eOTHER (Describe) Indicate number o each type of f-lure GAS PIPE OUTLETS AIR HANDLING UNITS FANS FIREPLACE INSERTS HOODS (commercial) AIR CONDITIONER HOT WATER TANKS (Gas) BOILERS FURNACES REFRIGERATION SYST COMPRESSORS GAS LOG SETS WOODSTOVES DUCTING GAS PIPING PLUMBING FIXTURES as part of this project• Do not include existing remain.uLes to Indicate number of each type of Pure to be installed or relocated ER PIPING TOILETS BATHTUBS (orTub/ShowerCombo) LAVS (Hand sinks) URINALS OTHER (Describe) RAINWATER SYSTEMS DISHWASHERS VACUUM BREAKERS DRAINS SHOWERS WATER HEATERS (Electric) DRINKING FOUNTAINS SINKS (Kitchen/utility) WASHING MACHINES TOTAL FIXTURES HOSE BIBBS SUMPS GENERAL INFORMATION VALUE OF EXISTING IMPROVEMENTS SEWER PURVEYOR WATER PURVEYOR PROJECT VALUATION FISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? PXSTINO/pgEVI0U8 USE LOT SIZE (Ia Square Feei) ❑ Yes ❑ NO ❑ Yes ❑ No AREA I)ESCRIPTION (in square feet) BASEMENT FIRST FLOOR (or Mobile MMLU) SECOND FLOOR COVERED ENTRY DECK GARAGE ❑ CARPORT ❑ OTHER (describe) Area Totals AREA DESCRiPTIOH NEW BUILDING ADDITION RESIDENTIAL gTQiC', PROPOSED TOTAL EXISTING PROPOSED { TOTAL *NEW HOMES ONLY** FOR OFFICE USE # OF BEj7IL[.]IUM0 COMMERCIAL — NEWIADDITION Construction # of Additional Information Area Occupancy Groups) a Stories in Square Feet _ — — — COMMERCIAL — REMODEL/TENANT IMIl PROii VEMoof ENT ditional Information AREA I3ESCRIPTION Area Occupancy Groups) a Stories in Square Feet TOTAL BUILDING TENANT AREA ONLY PROJECT AREA ONLY Bulletin # 100 — 4/17/2009 Page 2 of 4 k:\llandouts\Permit Application ELECTRICAL RESIDENTIAL NEW SINGLE FAMILY RESIDENCE Total Square Feet (including attached garage): FEES: First 1300 ft2 - $121.00; Each additional 500 ft2 - $39.00 NEW MULTIFAMILY (3 units or more) 1-1 Service/Feeder 0 - 200 amp x $131.50 201 - 400 amp x $163.00 401 - 600 amp x $223.00 601 - 800 amp x $285.50 Over 800 amp x $408.50 Additional Feeders x $ 39.00 x $ 80.00 x $111.00 x $152.50 x $305.50 ALTERED SINGLE or MULTI FAMILY 1,1 Service/Feeder Additional Feeders 0 - 200 amp x $100.50 x $ 39.00 201 - 600 amp x $163.00 x $ 80.00 Over 600 amp x $245.50 x $111.00 Added or Altered Circuits 1-4 circuits $80.00; each additional $8.00 Mast or meter repair $60.50 MANUFACTURED HOMES Service or feeder only x $ 80.00 Service and feeder x $131.50 0- 100 amp 101 - 200 amp 201- 400 amp 401- 600 amp 601- 800 amp 801 - 1000 amp Over 1000 amp COMMERCIAL NEW COMMERCIAL I-t Service/Feeder x $131.50 _ x $163.00 x $305.50 _ x $356.00 _ x $460.50 x $562.50 x $613.00 Over 600 volts surcharge Additional Feeders x $ 80.00 x $103.00 x $120.50 x $142.50 x $195.00 x $235.50 x $327.00 x $103.00 ALTERED COMMERCIAL Is, Service/Feeder Additional Feeders 0 - 200 amp x $131.50 x $103.00 201 - 600 amp x $305.50 x $142.50 601 - 1000 amp x $460.50 x $235.50 Over 1000 amp x $513.00 x $327.00 Added or Altered Circuits 1-5 circuits $103.00; each additional $8.00 Mast or meter repair $111.00 PLAN REVIEW FEES $103.00 plus 351/6 of Permit Fee; Plan Review required for: ❑ New, or alteration to, service of 1,000 amps or greater ❑ Medical/Educational/Institutional Facility Plan review for modified submittals $120.50/hour MISCELLANEOUS SERVICE/EQUIPMENT LOW VOLTAGE I TEMPORARY SERVICE ❑ Fire Alarm System ❑ Security Alarm System ❑ Voice/Data Cabling ❑ Other Area to be served by system: 1st 2,500 ft2-$71.00; each additional 2,500 ft2- $18.50 # of Thermostats First $60.50; each additional $18.50 # of Signs First $60.50; each additional $28.50 Yard Pole/meter loops/pedestal x $ 80.00 Portable Generator (transfer equipment) x $100.50 Ditch cover/inspection only x $120.50 0 - 60 amp 61 - 100 amp 101 - 200 amp 201 - 400 amp 401 - 600 amp Over 600 amp 1�1 Service/Feeder x $ 71.00 x $ 80.00 x $103.50 x $120.00 x $163.50 x $183.00 Additional Feeders x $ 32.00 x $ 39.00 x $ 51.00 x $ 60.50 x $ 80.00 x $ 92.00 **NOTE: an automation fee of $6.00 will be charged on all permits** For fixtures or fees not listed contact the Permit Center at 253-835-2607 Bulletin #100 - 4/21/2009 Page 3 of 4 k:\Handouts\Permit Application This is an overview of pos: • fees associated with the issuance of perms nd is not intended to be inclusive. BUILDING, MECHANICAL & FIRE PREVENTION PERMIT FEES Building, mechanical, and fire prevention system fees are calculated based on Table A. Project valuation for new construction or additions is based on a set cost per square foot as determined by the Building Official. Valuation for remodels, tenant improvements, alterations, etc. shall be provided by the applicant based on a legitimate bid or cost estimate which reflects the fair market value of all elements of the project.. TOTAL PROJECT VALUATION INCREMENTAL FEE FACTOR (1) $1.00 to $500.00 (1) $35.50 (2) $501.00 to $2,000.00 (2) $35.50 for the first $500.00 plus $4.50 rareach additional $100. or fraction thereof, to and including 52,000.00 (3) $2,001.00 to $25,000.00 (3) $103.00 for the first $2,000.00 plus $2150 for eorh additional $1, 000.QQ or fraction thereof, to and including $25,000.00 (4) $25,001.00 to $50,000.00 (4) $597.50 for the first $25,000.00 plus $I5.00 & each additional $1,000.00 or fraction thereof, to and including $50,000.00 (5) $50,001.00 to $100,000.00 (5) $972.50 for the first $50,000.00 plus I0.50 for eoch additional $1,000.00 or fraction thereof, to and including $100,000.00 (6) $100,001.00 to $500,000.00 (6) $1,497.50 for the first $100,000.00 plus $$.50 jor each additional $1, 000.00 or fraction thereof, to and including $500,000.00 (7) $500,001.00 to $1,000,000.00 (7) $4,897.50 for the fist $500,000.00 plus $750£oreach additional $1,00.0 or fraction thereof, to and including $1,000,000.00 (8) $1,000,001.00 and up I (8) $8,647.50 for the first $1,000,000.00 plus $Cigaraach additional51.nOn-QQ or fraction thereof. 1 able A PLUMBING PERMIT FEES • $31.00 Permit Fee plus $10.50 per fixture PLAN REVIEW FEES Plan review fees are collected in addition to permit fees, based on a percentage of the associated permit fee • Building Permit 65% of Building Permit Fees • Mechanical Permit 65% of Mechanical Permit Fees • Plumbing Permit 65% of Plumbing Permit Fees • Fire Prevention Permit 65% of Fire Permit Fees • Fire Review Fees 15% of Building Permit Fees (Commercial building permits only) • Additional Building Division Review $73.50/hour OTHER FEES (Vary according to project type and scope) • WA State Building Code Council (SBCC) Surcharge ....................... $4.50/building permit • Public Works review fees............................................................... $136.00 (minimum) single family (for new construction or additions) ................ $820.50 (minimum) commercial • Zoning review fees..............:.......................................................... $54.50 (residential only) • Digitizing Fee (for new buildings or additions) ................... .......... $ 39.50 (residential) ................$118.00 (commercial) School District impact fees (new residential only) .......................... $4,218.00/single family residence (includes administrative fee) ................ $1.819.50/multifamily unit • Automation fee on all permits .........................................................$6.00 If you need assistance completing the permit application form, or have questions concerning the application process, please contact the Permit Center at: f253) 835-2607 City Of Federal Way * PO Box 9718 * 33325 81h Avenue S + Federal Way, WA 98063 Bulletin #100 — 4/17/2009 Page 4 of 4 k:\Handouts\Permit Application ` ' 4 - . Mechanical of Federal Way J CommuniNDevelopment Services Perinit #: 09-103947-00-ME A,0. Box 9718 Fedeiai Way, WA 98063-9718 Inspection Request Line: 253 835-3050 Ph: Z253) 835-2607 Fax: (253) 835-2609 p q Project Name: HAMPTON INN & SUITES Project Address: 31720 GATEWAY BLVD S yhL, Parcel Number: 092104 9185 Project Description: Installation of HVAC, ductwork, etc. for new 5-story hotel. Owner Applicant Contractor ROYAL HOSPITALITY LLC ROBERT CLAWSON CLAWSON MECHANICAL 8255 154TH AVE SE CLAWSON MECHANICAL CLAWSM*933QH (11/8/09) NEWCASTLE WA 98059 PO BOX 785 PO BOX 785 LONGVIEW WA 98632 LONGVIEW WA 98632 Additional Permit Information Mechanical Valuation............................................298000 Is this an Online or O.T.C. application? ................. No Mechanical Fixtures Air Handling Units... ....:................. 2 Air Conditioners - Stand Alone Un 143 Compressors / Heat Pumps............ 7 Ducting .......... •..................... ........... 114 Fans................................................ 114 Hot Water Tanks._.....-, ................... 1 Roof Top Units...... ........................ 3 PERMIT EXPIRES Tuesday, August 3, 2010 Permit Issued on Thursday, February 4, 2010 hereby certify that the the occupancy and the Owner or agent: 0',,"4p `-7 �2 "A e information is correct and that the construction on the above described property and will be in acco nce with the laws, rules and regulations of the State of Washington a d the City of Federal Way. 1 kJ( �1, e�� Date: / — 4 — / 0 DATE Z. 2 4/- ro INSPECT �•3• 6 c �a -• � O G c.�i 1. o ,q.-1 / s " l •4 6, s t l 1 osa�dk .� P � ��c �i3oy� s�•s��D �� THIS CARD IS TO REMAIN ON -SITE CITY or- Construction Ins .action Record Federal Way INSPECTION REQuE�TS: (253) 835-3050 PERMIT #: 09-103947-00-ME Address: 31720 GATEWAY BLVD S Owner: ROYAL HOSPITALITY LLC FEDERAL WAY, WA 98003-5038 Scheduled inspections may be failed if this card is not on -site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. ❑ Mechanical Rough -in (4165) Gas Piping (4125) Final - Mechanical (4055) Approved Approved to release test Approved By Date By Date By Date , C. i Rough Electrical Approved L1 Final Electrical Approved 1:1Approved Right of Way By Date By Date By Date Federal V � 0 g 200� PERMIT SF MF CO E L PL DE EN FP Co DEVELOPMENT 5-2609 s ESL W,�PLI CATI O N � � 1 203-835-2607• FAX 253F35-2609 ��+ OF FED ERA %-L PROPERTY SITE ADDRESS I l 7 SurrE/UNIT 8 ZONING ASSESSOR'S TAX/PARCEL i r PROJECT NAME OF PROJECT (Tenant or Homeowner Name) TYPE OF PERMIT ❑ BUILDING ❑ PLUMBING '>�kIECHAICAL ❑ DEMOLITION ❑ELECTRICAL ❑ ENGINEERING ❑FIRE PREVENTION Q H v PROJECT DESCRIPTION' Detailed description of work to be included on this permit only PEOPLE PROPERTY OWNER N / J / , L C vwrMAuY PRONE ( ) - MAHAYG RESS, CITY. STATE. % E-MAD. OWNER IS ALSO: CONTRACTOR APPLICANT PROJECT CONTACT — �� • . NAME PRIMARY PHONE CONTRACTOR MAUJNGADDRESS, Crry. STATE. ZIP FAX WA STATE CONTRACTORS LICENSE Y EXPIRATION DATE FEDERAL WAY BDSIIVF.SS LICENSE a liFFLICANT NAB C cWu ( uAn'INGADD�� .STATE ZIPFAX PROJECT CONTACT (lice individual to receive and � �l�l�./7 �„�^ (�J , (��) PR>atnRYrHONE �� IIAHING ADDRESS CTIT. STATE. ZIP q /� �j PO �%(J A �� / We, ($ LQ / � yy�� FAX (dCi(J) � � - r "3 respond to all Correspondence concerning this application) ALTERNATE CONTACT NAME, PRIMARY PHONE E-MAIL PROJECT FINANCING Required for projects with } / vt� OWNER -FINANCED Crr1 . STATE, ZIP - SC �a� PH. PHONE r • L o value of $5,000 or more (RCW I9.27.095) I certify under penalty of perjury that I am the property oumer or autryorized agent of the property oumer. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I cert(fy that I will comply with all applicable City of Federal Way regulations pertaining to the work 4uthorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. Ifurther agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the investigation and defense afsuch claim), which may be mode by any person, including the undersigned, andjiled against the city, but only where such claim arises out of the rellance of the city, including its officers and employees, upon the accuracy of the information suppliedto the city as apart of this application. SIGNATURE: 66 iJ .7 PRINT NAME: _ J Bulletin #100—4/21/2009 Page 1 of 4 kAHandoutsTermit Application [if M� 0 MECHrA/NICAL FIXTURES Value of Mechanical Work $ t5 vv iA OPY OF BID OR ESI7MATE MUST BE PROVIDED?) y icate number of each type of fixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. AIR HANDLING UNITS WJ1 FANS GAS PIPE OUTLETS OTHER (Describe) AIR CONDITIONER �� FIREPLACE INSERTS HOODS (commemlal) BOILERS i= FURNACES HOT WATER TANKS (c-) �`1 COMPRESSORS GAS LOG SETS REFRIGERATION SYST (t1 DUCTING GAS PIPING WOODSTOVES PLUMBING FIXTURES Indicate number of each type offadure to be installed or relocated as part of this project Do not include existing furtures to remain. BATHTUBS (orlhb/Sb—Combo) LAVS (xandsnkQ TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe) DRAINS SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS SINKS (mtfh—/umY) WATER HEATERS (Fje bic) HOSE B113BS SUMPS WASHING MACHINES TOTAL FIXTURES GENERAL INFORMATION PROJECT VALUATION WATER PURVEYOR SEWER PURVEYOR VALUE OF E%L9TxNG IMPROVEINENTS EXISTING/PREVIOUS USE LOT SDZE (In Sq- Feet) EXISTING FIRE SPRINEMER SYSTEM? ❑ Yes ❑ No PROPOSED FIRE SUPPRESSION SYSTEM? ❑ Yes ❑ No RESIDENTIAL AREA DESCRIPTION (in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE BASEMENT FIRST FLOOR (or Mobile Home) SECOND FLOOR COVERED ENTRY DECK GARAGE ❑ CARPORT ❑ OTHER (describe) .._... �.-- Area Totals EXMMc Faoeosea TWAL "NEW HOMES ONLI^F" ESTIMATED SELLING PRICE $ i I # OF BEDROOMS COMMERCIAL - NEW/ADDITION AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Type # of Stories Additional Information NEW BIIIIAING � Cis ( 4 i q� I�Ghta Div 1 ! — A 'V j ADDITION COMMERCIAL.- REMODEL/TENANT IMPROVEMENTS AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Type # of Stories Additional Information TOTAL BUILDING TENANT AREA ONLY PROJECT AREA ONLY Bulletin #100 — 4/21/2009 Page 2 of 4 UHandoutsTermit Application - -electrical City of Federal Way ^^ Q CommWnity Devqlopment cervices Permit #: ,09-1 03715-00-E L P.O. Box 9718 Federal Way, WA 98063-9718 Ph: (253) 835-2607 Fax: (253) 835-2609 Inspection Request Line'. (253) 835-3050 Project Name: HAMPTON INN & SUITES Project Address: 31720 GATEWAY BLVD S Parcel Number: 092104 9185 Project Description: Electrical work for new 5-story hotel, including low -voltage. Owner Applicant Contractor ROYAL HOSPITALITY LLC RELIANCE ELECTRIC INC RELIANCE ELECTRIC INC 8255 154TH AVE SE PO BOX 840575 RELIAEI926RP (1/20/11) NEWCASTLE WA 98059 HILDALE UT 84784 PO BOX 840575 HILDALE UT 84784 Additional Permit Information Is Use Educational or Institutional? ....................... No Service greater than 1000 Amps? ............ ............... Yes Electrical Fixtures Low Voltage - Other (Commercial; 1 Add'l New Feeder(s) 0-100 amp (C 4 Add'l New Feeder(s) 101-200 amp 22 Add'l New Feeder(s) 601-800 amp 1 New Service: over 1000 amps (Cot 1 PERMIT EXPIRES Thursday, January 20, 2011 Permit Issued on Wednesday, January 20, 2010 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington ! and the City of Federal Way. Owner or agent: F Date: G� �/o W/13/10 FIV.", ED �s DATE / AREAANDTYPE 1 � -7-o, 10 c:T-,�, �-- t', C, ( � <; . -ery a� Fe d e:ra 1Way. THIS CARD IS TO REMAIN ON -SITE Construction Inr __ ,,ction Record INSPECTION REQU-to iLS: (253) 835-3050 pERMIT #: 09-103715-00-EL Address: 31720 GATEWAY BLVD S Owner: ROYAL HOSPITALITY LLC FEDERAL WAY, WA 98003-5038 Scheduled inspections may be failed if this card is not on -site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. UFER Ground (4295) Approved Ditch cover (4030) Approved Slab Concrete Floor (4255) Approved to place concrete By Date By Date By Date Pool Bonding (4195) Approved ❑ Temporary Power (4275) Approved 1:11:1 Service (4235) Approved By Date By Date Bye IS.Date _ z e—l� Feeders/Sub-panels (4045) ApprovedIF El Rough Electrical (4225) Approved Ceiling Cover (4020) Approved By Date [ By Date Byc., Date Final - Electrical (4055) Approved By„ Date Electrical Final Electrical Right of Way-_____.s� El Approved Approved Approved Approved By Date By Date By Date RECE IED .." �A Federal Way SEP 2 4 2009PERMIT rc�s M OF �PL APLI CATI O N YS3•B3ST6(!7• F+LY 253B3S-?609 � CAS SITE ADDRESS 31626 28th Ave. S �� SDTrE/UNIT # — — — — — NAME OF PROJECT (Tenant or Homeowner Name) TYPE OF PERMIT PROJECT DESCRIPTION Detailed descrVion of urork to he Included on this perntrl only PROPERTY OWNER OWNER IS ALSO: APPLICANT PROJECT CONTACT (The individual to receive and respond to all correspondence lncerning this application) PROJECT FTNANCAyG Rey" tred, far projects tvith value of $5.000 or more r>zcu�s.ar.on�1 ZONING ` Hampton Inn PROPERTY ASSESSOR'S TAR/PARCEL # PROJECT MF CO ME EL L DE EN FP SF 4 1a'� /oc/ } BUILDING ❑ PLUMBING ❑ MECHANICAL ❑ DEMOLITION IR ELECTRICAL ❑ ENGINEERING ❑ FIRE PREVENTION Installation of new electrical system for a Hampton Inn and Suites. This includes the temporary, the service entrance, the switchgear, the panelboards, the feeders, and the branch wiring. This also includes the low voltage cabling for the telecommunications and CATV coax installation, NAME AILING ADDRESS. Cffj, !! 2 S5� 1 S ❑ CONTRACTOR PEOPLE I-�C ' zrP xti ❑ APPLICANT MAH•U.YG ADDRESS, CITY, STATE, ZIP WA STATE CONTRACTOR'S LICENSE # �" { Y` 67IPIRATION DATE NAME i 2—W Reliance Electric, Inc MAILING ADDRESS, CITY, STATE, ZIP PO Box 840575 Hildale, UT 84784 NAME i'[us r MAILING A�D7DRESS. CITY, STATE, ZIP 0 7 7-ALTERNATE CONTACT NAME: .eC� rrL% PRIMARY PHONE NAME) 4 L zf 5) 471- r/7tL,I o MAILING ADDRESS, CITY, STATE, ZIP PRIMARY PHONE (503)4,07- 1700 E-MAD, ❑ PROJECT CONTACT ARIMARY PHONE 063E-l PAX ~ �35j $7Y-lZs-� FEDERAL WAY BUSINESS LICENSE # PRIMARY PHONE 435)874 -1250 FAX 135) 874 1251 PRIMARY RY�2 5a FAX E-MA,M ❑ OWNER -FINANCED PRIMARY PHONE I Cernfy under penalty 4f pedurxj thext I am the Property ( , - best of my knourle4,, the informationP perty owner or authorized o with all applicable Citya slrbmit[ed in support of this hermit a gent of the proper y owner I cert(Jy that to the of Federal Way regulations pertainin pplication is true erred correct I the issuance of this permit does not remove the ourner's rang to the work authorized by the LssuaCor nce o certify that l will cgmpty ConstrucTion ore nvironmenta I laws. Ponsibllfty for compliance with focal, state, permit. I understand that I further agree to hold harmless the City gfFederal W federal lards regulating in the investigation and defense fstech claim)' which May a City. but only where such clai IIS► claim (including Cgsts expenses. and attorney$' f� incurred y be made . i a� p g it's including the undersigned. andfiled against information su to ci a ojtTtfs application. the city, including its o_ Leer$ and emptayees. upon the arrajthe SIGNATURk:: r PRINT NAME: Bulletin #100 — 4/21/2009 Page 1 of 4 9—zY—OR__ k:\Handouts\Permit Application ELECTRICAL RESIDENTIAL COMMERCIAL NEW SINGLE FAMILY RESIDENCE NEW COMMERCIAL Total Square Feet 1st Service/Feeder Additional Feeders (including attached garage): F 0 - 100 amp l x $131.50 3 x $ 80.00 FEES: First 1300 ft2 - $121.00; 101 - 200 amp 1 x $163.00 21 x $103.00 Each additional 500 ft2 - $39.00 201 - 400 amp x $305.50 x $120.50 401 - 600 amp x $356.00 x $142.50 NEW MULTIFAMILY (3 units or more) 1s' Service/Feeder Additional Feeders 601 - 800 amp r x $460.50 _ �7- x $195.00 0 - 200 amp x $131.50 x $ 39.00 801 - 1000 amp x $562.50 x $235.50 201 - 400 amp x $163.00 x $ 80.00 Over 1000 amp x $613.00 x $327.00 401 - 600 amp x $223.00 x $111.00 601 - 800 amp x $285.50 x $152.50 Over 600 volts surcharge x $103.00 Over 800 amp x $408.50 x $305.50 ALTERED SINGLE or MULTI FAMILY ALTERED COMMERCIAL 1st Service/Feeder Additional Feeders I It Service/Feeder Additional Feeders 0 - 200 amp x $131.50 x $103.00 0 - 200 amp x $100.50 x $ 39.00 201 - 600 amp x $163.00 x $ 80.00 201 - 600 amp x $305.50 x $142.50 Over 600 amp x $245.50 x $111.00 601 - 1000 amp x $460.50 x $235.50 Over 1000 amp x $513.00 x $327.00 Added or Altered Circuits 1-4 circuits $80.00; each additional $8.00 Added or Altered Circuits 1-5 circuits $103.00; each additional $8.00 Mast or meter repair $60.50 Mast or meter repair $111.00 MANUFACTURED HOMES PLAN REVIEW FEES 3 (oV2. sL r Service or feeder only x $ 80.00 $103.00 plus 35% of Permit Fee; Plan Review required for: Service and feeder x $131.50 M New, or alteration to, service of 1,000 amps or greater ❑ Medical/Educational/Institutional Facility Plan review for modified submittals $120.50/hour MISCELLANEOUS SERVICE/EQUIPMENT LOW VOLTAGE TEMPORARY SERVICE 0 Fire Alarm System I-L Service/Feeder Additional Feeders ❑ Security Alarm System ❑ Voice/Data Cabling 0 - 60 amp x $ 71.00 x $ 32.00 ❑ Other 1 00,000 61 - 100 amp _ x $ 80.00 x $ 39.00 Area to be served by system: 101 - 200 amp x $103.50 x $ 51.00 la' 2.500 ft2-$71.00; each additional 2.500 ft2 - $18.50 201 - 400 amp x $120.00 x $ 60.50 # of Thermostats 401 - 600 amp x $163.50 x $ 80.00 First $60.50; each additional $18.50 Over 600 amp x $183.00 x $ 92.00 # of signs "NOTE: an automation fee of $6.00 will be charged First $60.50; each additional $28.50 on all permits" Yard Pole/meter loops/pedestal x $ 80.00 Portable Generator (transfer equipment) x $100.50 For fixtures or fees not listed contact the Permit Center at Ditch cover/inspection only x $120.50 253-835-2607 Bulletin #100 - 4/21/2009 Page 3 of 4 k:\I-Iandouts\Permit Application City of Federal Way Mechanical ' �J. ,Community Development Services Permit 4: 09-1037 08-00—ME P.O. Box 9718 Federal Way, WA 98063-9718FILE Ph: (253) 835-2607 Fax: (253) 835-2609 Inspection Request Line: (253) 835-3050 Project Name: HAMPTON INN & SUITES Project Address: 31720 GATEWAY BLVD S Parcel Number: 092104 9185 Project Description: Installation of gas piping & outlets and (6) hot water tanks. (HVAC and other mechanical work by separate permit). Owner Applicant Contractor ROYAL HOSPITALITY LLC STEWART PLUMBING INC STEWART PLUMBING INC 8255 154TH AVE SE P O BOX 7 STEWAPI954ND (8/8/1 1) NEWCASTLE WA 98059 BRUSH PRAIRIE WA 97045 P 0 BOX 7 BRUSH PRAIRIE WA 97045 Additional Permit Information Mechanical Valuation ........................................ .6600 Is this an Online or O.T.C. application? ................. No Mechanical Fixtures Gas Piping; w................................ 1 Gas Pipe Outlets............................ 11 Hot Water Tanks ............... .---------- .- 6 PERMIT EXPIRES Tuesday, April 6, 2010 Permit Issued on Thursday, October 8, 2009 I hereby certify that the above information is -correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. Owner or agent: ' 4X " Date: /0 — 1� —v FINALLM R/s/r, I-) DATE O' AREA AND TYPEO 9 CL Zo ,U4 a.d asr - 4-2-7-to �Q e- � w TEIIS CARD 1S TO RJEMAIN ON -SITE CITY OF ' FederaAla PERMIT #: Owner; Constriction Ins _ ,action Record INSPECTION REQUATS: (253) 835-3050 09-103708-00-ME Address: 31720 GATEWAY BLVD S ROYAL HOSPITALITY LLC FEDERAL WAY, WA 98003 Scheduled inspections may be failed if this card is not on -site, DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right. top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector ii'you ate unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. F] Mechanical Rough -in (4155) Gas Piping (4125) Final - Mechanical (4065) Approved Approved to release test Approved By Date By C Dates I q ,. B► Date Rough Electrical Approved � Final Electrical Approved � Right of Way Approved By Date By Date By Date RECE— V ED Federa Wya S EP �,A 2000, PERMIT rg. - FEDEAFFXwICATION 4 f ,Q1- ro-.3--7 0-2 SF MF CO L PL DE ` F. N FP fin• � 8 � �� SITE ADDRESS _ — ��1� r AA Wk`i' SUITE/UNIT # ZONING ASSESSOR'S TAX/PARCEL # 1 _ - NAME OF PROJECT (Tenant orHOmeolLRerNarne) AAr`x lO'[A , SO 1TE C�.. ❑ BUILDING 3LUAIBING DdECHANiCAL TYPE OF PERMIT ❑ DEMOLITION ❑ ELECTRICAL ❑ MGMEERING ❑ FIRE PREVENTION r _ PROJECT DESCRIPTION Detailed description of work to • ' - -t- be inclined on tilts permit only 1 �I PROPERTY OWNER ?p� .y � �� LL (� (-ZSa7) �-PX& OD o MAILM ADDR M, CITY, STAYS. NP IL �J7-!E�s is'kT�- ISVFi i V4D1%C.e CCt-A-;%- KVT OWNER IS ALSO: CONTRACTOR APPLICANT PROJECT CONTACT NAME km4e�ri FROUWPHONE ) 1jBl -t-100 MADARGADD CUT' STA y FAX CONTRACTOR WA STATE CO R,s uc&i$$ R 4ArtS,&u.MIZ,,'Cb IMMATiON DATE 09 F=MUff. WAY EMUMS LICENSE R Zo-O9-koxMl-oo�VL /14 ti ASrE �fb-a2-1 PRIMARY MONE APPLICANT ,&r ( )t e,& - /S/O MADdNG ADDRESS. CITM, ST ZIP FAX PROJECT CONTACT NAME� PRmtARY PHONE Mw individual to receive and a AA1 >E[.✓.1e7 U ) 6&4 - /s nrAarNOADn , crLY, T'8, FAX respond to all correspondence concerning this application) l ALTM.''eATE CONTA T NAME: PRIMARY PHONE E-MAD. r �T LT60 ) Glad - - PROJECTFIINANCING Required for projects uYM NAME 'Pke,1 V-- Lr. (KTE9-PkkTV-,r(N- r �fi� OWNER-gtivAisCEn NAMING ADDRESS, CLTY, STATE, ZIP PRRNARYPHONE value of $5,i00 or more I ccert}jy under penalty of perjury that I am the property owner or authorized agent of the property owner. I certM that to the best of my knowledge, the inArmation submitted in support of this permit application is true and correct. I cert{jg that I will comply with all applicable Cify of Flederal Way regulations pertaining to the work authorized by the issuance of a permit. I nn.re►ar..na that the issuance this Rf permit does not remove the amner's responsibiTety far compliance with local, state, or federal laws regulating construction or environmental laws. I furthm agree to hold harmless the City of Federal Way as to any claim (including costs, a penes, amp attar ney5• fees incurred in the investigation and defense of such claim), which may be made by any person. Including the undersigned, and filed against the city, but anly where such claim arises out of the reliance of the city, including its gUEcers and employers, upon the accuracy of the Warmation supplied to the city as apart e+f this opp icadorr- SIGNATURE:DATE 91 /.7 3/Qrf PRINT NAME ,QerA v �T_ td'9e Bulletin #100-4/21/2009 Page 1 of 4 kAHandoutslPermut Application qy✓ MECHANICAL FIXTURES Value of Mechanical Work $ & b (A COPY OF BID OR ESTIMATE MUST BE PROVIDED) Indicate number of each ly pe oj'J'ixture to be installed or relocated as project. Do not include existing fiUM es to remain. AIR HANDLING UNITS FANS G PIPE OUTLETS OTHER (Describe) AIR CONDITIONER FIREPLACE INSERTS ann�e BOILERS FURNACES CO HOT WATER TANKS IOn COMPRESSORS GAS LOG SETS - FRIGERAMON SYST DUCTING rGAS PIPING WOODSTOVES PLUMBING FIXTURES Indicate number Of each type Qf fixhere to be installed or relocated art of this project. Do not include existing,fixtlues to remain. BATHTUBS car ruwj;ZYLL_LAVS (Hand 5S TOILETS WATER PIPING DISHWASHERS^ RANI 1lulYiER SYSTEMS / URINALS OTHER (Describe) DRAINS VA�'��iOWERS VACUUM BREAKERS A DRINKING FOUNTAIN �Sy • SINKS tKacrk&o lLftj WATER HEATERS (El-td.) ! 7 _ HOSE BIBBS / SUMPS WASHING MACHINES TOTAL FIBTURES GENERAL INFORMATION PROJECT VALUATION WATER PURVEYOR $EWER PURVEYOR VALUE OF EXISTING IMPROVEMENTS EXISTING/PREVIOUS USE LOT SIZE (In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? ❑ Yes ❑ No ❑ Yes ❑ No RESIDENTIAL AREA DESCRIPTION (in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE BASEMENT FIRST FLOOR (or Mobile Home) SECOND FLOOR COVERED ENTRY DECK GARAGE ❑ CARPORT ❑ OTHER (describe) Area Totals EXISTING PROPOSED TOTAL "NEW Holm DAILY" ESTIMATED SELLING PRICE $ 1 # OF BEDROOMS COMMERCIAL - NIA WIADDITION AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Typa # of Stories Additional Information NEW BUILDING ADDITION COMMERCIAL - REMODEL/TENANT IMPROVEMENTS AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Typa # of Stories Additional Information TOTAL BUILDING TENANT AREA ONLY PROJECT AREA ONLY Bulletin #100 — 4/21/2009 Page 2 of 4 k:\Handouts\Permit Application City of Feo c-r 11 Way Cammurdtq ! 4,e,opinent Se vrurs 5M 9716 WAY- WA 96063-971 a L ti w i3j 835-2607 Fax: (253) 835-2609 FILE -�- J'iorectName: IiAMPTONINN&SUITES Project Address.- 31 720 GATEWAY BLVD S P!'oject Description: Plumbing work for new 5-story hotel building. Owner ROYAL HOSPITALITY I_LC 3255 1541H AVE SE NIVMCr1S 1'L1 WA 98059 Bathtubs ....................... Laundry Washer Outlets................ 5 Showers.................................. .... 44 Urina Is...... App— l STE WA RT PLUMBING INC POBOX7 BRUSH PRAIRIE WA 97045 Ply n? i I'. ItIg Permit #s 09-' 0307-00 -PL InsPection Request Line: (253)835-3050 Parcel Number: 092104 9185 Contractor STE1k'AIt 1. 1'1 I MBING INC STE'-k1�p)5,INI)(918111) P () 110X 7 BRl1SH PRAIRIE WA 97045 Plurnbing9 Frxttjres Drains.............................. .. 11 Drinking Fountains............ Lavatories .......... .. ........ ........... 4 146 Other Plumbing •' • • •" Fixtures.... Sinks........ b 54 Sulnps............ Water CLosels.................-.....---•............. '1 148 Hose Bibbs......... PERMIT EXPIRES Tuesday, April 6, 2010 I hereby certify that C. permit lsS"ed on Thursday, October S, 2009 e above Information is correct and that the construction on the above described the occupancy and the use will be in accordance with the laws rules and regulations of the State Owner or agent. the and and the City of Federal Way. of Washington � I ` 1��;7� a�� D Date:-L; 7i�Y7 ci ___----- I S�/* r, 41 � /o . A •'� , .. DATE INSPECTOR AREA AND TYPE 0 PECTION Q�zz OwnI'" t �-fi c� 4 J WK4 raih A bZ 9 "ZZ uwL ,'4 ZgrAa�et 6 r c.�l�S_'� 6r c� ae�^ •ram• ` Cr 1 (a - / O G..�J O ee ►mot D s' aEC n c..1 wV r ! �'� 2Cr ,- G, 1/ ate 4- 21- 10 w v 4-2-4- o C\.,�ci v 's - c VAK 7-Z!`!� 'f'�= �l�A-+_ 8c.urnBtn►� �oaHs.��53� 5�34f. 1�aH5 SOD 5d'x £�33 �" �' � L ��Ljep-- 0 • € 044 iv 2 fool zal-p in . — to &-- etc. f:4 A C 7 r� DwV *z. 14t,,V to A-U- b(4-h\) GllMFLe -1-':- %- 21-7- -/J if . RvtiIns yop --yG j 2'355 60i' u'Am t TWS CARD IS TO RF_M A (N ON -SITE Construction In3. �xior� F�e�:o��ci Federal Wa_� INSPECTION REQUE&TS: (273) 835-3050 PERMIT 4. 09-103707-00-PL Address: 31720 GATEWAY BLVD S Owner: ROYAL HOSPITALITY LLC FEDERAL WAY, VIA 98003 Scheduled inspections may be tailed if this card is not on -site. DU NOT 1 USE I';;lIS5CA t)( D. Inspections are listed close to sequential order as possible (read ieft to right. top to bottom). Please schedule inspections as appropi iate. Work must not be covered until it is approved. Cheek with your inspector if you are unsure about Limy of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. Plumbing Groundwork (4190) Rough Plumbing (4230) Gas Piping (4125) Approved to cover Approved Approved to relea5c test By G Date _ Q By Crate Final - Plumbing (4075) Approvcd LB 2Date ©-- I ' By Date Rough Electrical Final Electrical Right of 'Way 4pproved Appro� cd Approvccrl By Date By Date By Date W DATE 7- 23IZ INSPECTOR'qp AREA AND TYPE OffINSPECTION 7 - 30 - /o G1 S /� �G L 6,� 3 0 l - �� Ll 1k5 ccALo --Af i ARE ► TYPE, RECL, VED cirrw Federal Way 'SEP- 2A 2onq PERMIT cvnnaumirDFV8lA7 FEDEWAPMPAT'ON 0_3 SF ?-7 CO WM E1 L E Eli FP / 0. / 1Z - ON — SITE ADDRESS '113L 0 Vt> SUITE/UNIT # ZONING ASSESSOR'S TAX/PARCEL # —s— ELF F-- NAME, OF PROJECT (Tenant orHomeowner Name) ark rA c; e, 0 BUILDING A -PLUMBING MECHANICAL TYPE OF PERMIT 0 DEMOLITION 0 ELECTRICAL 0 ENGINEERING 0 FIRE PREVENTION PROJECT DESCRIPTION Detailed description of work to 4- z4r:'22 ra�p- -Pe 44ndr-d2'K be included on this permit only ......... ...... PROPERTY OWNER NAME Vvoa- I-L- L- PRMIARYPHONE (-ZGN'70k&- coo ADDRESS, CITY, STATE, ZIP MAILING A E-MAII, !2>7"E's- tsd'et' It DrAt�� [] CONTRACTOR [ APPLICANT PROJECT CONTACT OWNER IS ALSO: NAME rr PRIMARY PHONE CONTRACTOR MAILIN DRESS, STATEI�! - 69i 6 R FAX f!�b�) WA STATE 6614TRACTOR'S LICENSE # 4A,riSE,U_Ct7-4C' e, EXPIRATION DATE I q / FEDERAL WAY BUSINESS LICENSE NAME PRIMARY PHONE APPLICANT e�'4bV MALLVa ADDRESS. CITY, STA ZIP FAX PROJECT CONTACT NAaTE PRIMARY PHONE The indtvdual to receive and le7 0 )el "&6 ma Ann,L%CITY, S Ts, zzP FAX respond to all correspondence concerning this application) 11049. W110 Ze.1111 AlMMNATZ C7 PRIMARY PHONE F-MAIL (Sewo ) 466 - PROJECT FINANCING NAME ?-&(1k1rAr1 E] OWNER -FINANCED Requfredforprojects uWh MAILING ADDRESS. CITY, STATE, ZIP PRML&RY PHONE value of$5,000 or more fRCW19.27,0951 P 1155 VA - X'�� L;rk—. Cn- kv() S ';W-p -C-4704 I certify under penalty of perjury that I am the property owner or authorized agent of the property owner. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City qr Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the oumerV responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. Z-ftirther agree to hold harmless the CUM ofPederal Way as to any claim fincluding cows, expenses, and attarneys`ftes incurred in the irwastigation and defense of such claim), which may be made by any person, Including the undersigned. and filed against the city, but only where such claim arises out of the reliance of the city, including its qUicers and employees, upon the accuracy of the information supplied to the city as a part of this ,aqp olication. 77/ SIGNATURE DATE 19 /.�7 S1,199 PRINT NAME: Bulletin #100 — 4121/2009 Page I of 4 1<AHandouts\Pen:nit Application dlf4 MECIIIANICAL FIXTURES Value o Mechanical Work $ (A COPY OF BID OR ESTIMATE MUST BE PROVIDED) Indicate number of each type of fixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. AIR HANDLING UNITS FANS GAS PIPE OUTLETS OTHER (Describe) AIR CONDITIONER FIREPLACE INSERTS HOODS (commercial) BOILERS FURNACES HOT WATER TANKS (Gas) COMPRESSORS GAS LOG SETS REFRIGERATION SYST DUCTING GAS PIPING WOODSTOVES Indicate number of each type of fixtur BATHTUBS (or 1)Ub/Shower Combo) DISHWASHERS _ DRAINS yy DRINKING FOUNTAINS HOSE BIBBS PLUMBING FIXTURES to be installed or relocated as part of this project. Do not inc LAVS (Hand stnks) TOILETS RAINWATER SYSTEMS / URINALS SHOWERS _ VACUUM BREAKERS r_ SINKS (Rtmh-/Utllky) ' Q Y WATER HEATERS (Elcctrtc) SUMPS WASHING MACHINES lude existing fDaures to remain. WATER PIPING OTHER (Describe) l MOP �ul, GENERAL INFORMATION b� PROJECT VALUATION WATER PURVEYOR SEWER PURVEYOR VALUE OF STING IMPROVEMENTS EXISTING/PREVIOUS USE LOT SIZE (In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? ❑ Yes ❑ No ❑ Yes ❑ No RESIDENTIAL AREA DESCRIPTION (in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE BASEMENT FIRST FLOOR (or Mobile Home) SECOND FLOOR COVERED ENTRY DECK GARAGE ❑ CARPORT ❑ OTHER (describe) Area Totals EXISTING PROPOSED TOTe —NEW HOMES ONLY"* ESTIMATED SELLING PRICE $ 1 # OF BEDROOMS COMMERCIAL — NEW/ADDITION AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction a # of Stories Additional Information NEW BUILDING ADDITION COMMERCIAL — REMODEL/TENANT IMPROVEMENTS AREA DESCRIPTION Area in Square Feet Group(s) Construction TvDOccupancy a # of Stories Additional Information TOTAL BUILDING TENANT AREA ONLY PROJECT AREA ONLY Bulletin #100 — 4/21/2009 Page 2 of 4 k:\Handouts\Permit Application C.'ity of Federal Way Community Development Services P.O. Box 9718 Federal Way, WA 98063-9718 Ph- (253) 835-2607 Fax: (253) 835-2609 Project Name: HAMPTON INN & SUITES Project Address: 31720 GATEWAY BLVD S Sign Permit #: 09-104087-00-SG Inspection Request Line: (253) 835-3050 Parcel Number: 092104 9185 Project Description: NEW - Install (4) internally illuminated channel letter wall signs and (1) internally illuminated freestanding sign. Owner Applicant Contractor ROYAL HOSPITALITY LLC EAGLE SIGNS EAGLE SIGNS 8255 154TH AVE SE 2110 W WASHINGTON AVE EAGLESL990NZ (8/16/11) NEWCASTLE WA 98059 TACOMA WA 98903 2110 W WASHINGTON AVE TACOMA WA 98903 Free Standing Sign Information Reg. # Sign Type Illuminated # Sign Faces Setback (Ft.) Sign Face Width (Ft.) Sign Face Height (Ft.) Sign Height (Ft.) 10.00 Base Height (Ft.) 4.00 Landscape Area (Sq Ft.) Sign A 09-0113 Monument Yes 2 7.00 7.75 5.07 80.00 Wall Sign Information Reg. # Sign Type Illuminated # Sign Faces Sign Face Width (Ft.) Sign Face Height (Ft.) Building Elevation Sign A 09-0109 Channel Letters Yes 1 36.00 7.50 East Sign B 09-0110 Channel Letters Yes 1 36.00 7.50 West Sign C 09-01111 Channel Letters Yes 1 19.00 7.40 South Sign D 09-0112 Channel Letters Yes 1 24.00 9.00 North -" 'AS"i s Additional Permit Information Comprehensive Plan Designation ..........................City Center Core Zoning Designation .......... .......... ............................ CC-C PERMIT EXPIRES Tuesday, May 11, 2010 Permit Issued on Thursday, November 12, 2009 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordan with the laws, rules and regulations of the State of Washington the City of Federal Way. Owner or agent: Date: l Di tTE INSPECTOR AREA AND TYPE OF IMECTION CITY OF S Federal Way PERMIT #: THIS CARD IS T012REMAIN ON -SITE Construction I - . ection Record INSPECTION REQUETS: (253) 835-3050 09-104087-00-SG Address: 31720 GATEWAY BLVD S Owner: ROYAL HOSPITALITY LLC FEDERAL WAY, WA 98003 Scheduled inspections may be failed if this card is not on -site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. rl Footings/Setback (411) El Final - Electrical (4055) Final - Sign (4 85) Approved to place concrete Approved Approved By �, Date By Date qS _ i� By �� Date �_ _ 1 Attachment (4010) Approved By Date Rough Electrical Approved Final Electrical Approved Right of Way 1:1Approved By Date By Date By Date ' � COMMUNITY DEIIEL• ' IT ❑EPAR'i'MF.fi'i 00 �4 I'YGF 5EP 2 591bN PERMIT — -- -- Federal Way APPLICATION PROPERTY INFORMATION SITEADDRESS ��. C SUITE/UNIT N� �V ASSESSOR'S TAX/PARCEL N /=O O � ' 1 J ZONING DESIGNATION 4- f �{�► TYPE OF PROJECT (Check all that apply): 0 PERMANENT ❑ TEMPORARY ❑ NEW ❑ ALTERATION ❑ REFACE ❑ EXEMPT ❑ ELECTRICAL (To attach to existing J-box - include on this permit) ❑ ELECTRICAL (New/altered circuit & J-box added - separate permit is required) p NUMBER OF SIGNS APPLIED FOR WITH THIS APPLICATION- Wall Mounted: Freestanding: r TOTAL ESTIMATED PROJECT COST. $ ? 1 � DETAILED PROJECT DESCRIPTION: f i-(-U;14 1JA-rZ!] VVA-LL r-5(-Y� nIMp S16YJ BUSINESS NAME ON SIGN: �'i i9 YY1 %� ,?�N hvAl s S u i SIGN OWNER: CONTRACTOR: 1011, PROJECT CONTACT NAME: / PRIMARY PHONE J4AM (77?;1V /1VA/ ` mil' v > t6 ( ) - MAIIING ADDRESS (STREET'ADDRESS; =, Smm. ZIPI: FAX NUMBER CITY OF FEDERAL WAY BUSINESS LICENSE NUMBER E-MAIL ADDRESS COMPANY NAME APPUCAW NAME OFFICE PHONE .�Gt� Sf+ t-� ESE Grv8,r— MAILING ADDRESS (STREETADDRESS: CITY, STATE, Z(Pi: CELL PHONE Zl l o W W,% IjU-aw AvE C(IY OF FEDERAL WAY BUSINESS LICENSE NUMBER: E)�TION DATE: FAX NUMBER SL SlJN z (9) )77-3 CONTRACTORS REGISTRATION NUMBER EXPIRATION DATE: I, MAIL ADDRESS ?,o -0q- a,,1 3 / & _ U(, --SL I - 01 COMPANY NAME E-A o-L., 5(c� 5 (.� APPLICANT NAME Doi vgr-4 PRIMARY PHONE (_i ) 9.k) - i> 7 MAILING ADDRESS ZIIo w IV, rfr Crp, STATE, ZIP iL(v►.�► fg" 36 FAX NUMBER G—M) ,0 - 7 �lZ RELATIONSHIP TO PROJECT E-MAI. ADDRESS A Contractor ❑ Tenant ❑ Other NAME PRIMARY PHONE E-MAIL ADDRESS: (32:25) v3 i? - ll 7 COMMUNITY DEVELOPMENT SERVICES • 33325 81r AVENUE SOUTH • PO BOX 9718 • FEDERAL WAY, WA 98063-9718 • 253-835-2607 • FAX 253-835-2609 E ivr MVMaVa: DATE OF INSTALLATION: 4WREMOVAL. TOTAL CALENDAR DAYS: DESCRIPTION OF PROPOSED PERMANENT FREE STANDING: i MONUMENT PEDESTAL POLE TENANT DIRECTORY OTHER OTHER (Describe} PERMANENT BUILDING MOUNTED: AWNING CABINET CHANNEL LETTERS TENANT DIRECTORY OTHER (Describe) FREE STANDING SIGNS SIGN TYPE SIGN AREA (SQ. FT.) ILLUMINATED? REFACE? TOTAL HEIGHT BASE HEIGHT (FT) WIDTH x HEIGHT x # OF FACES NO INT EXT YES NO Z x % 5' x Z = IV6 B x x C- x - / e 7 7 S STREET FRONTAG� FEET,: 1 BUILDING MOUNTED SIGNS SIGN TYPE GN AREA (SQ. FT.) WIDTH x HEIGHT x # OF FACES ILLUMINATED? NO INT/EXT BUILDING ELEVATION N,S Ta, EXPOSED BUILDING FACE . FT. A x �' x - l ply /ursr s�f, B Gh4artO /ed74- s .� x x t = ! N y ' / A/T h/2 Ck�el Ir ' x �x I /IVr 50ori\ D r c L x x 1 %N E x x - LARGEST EXPOSED BUILDING FACE (SQUARE FEE-13- y S� **FAR AFFICF u-SF eN<v** ZONING DESIGNATION: PROFILE: ❑ HIGH MEDIUM ❑ LOW ❑ FREEWAY BUILDING MOUNTED SIGNS FREE STANDING SIGN(S) AREA PERMITTED AREA PERMITTED: AREA PROPOSED: � ' � _ AREA PROPOSED: STREET FRONTAGE: LARGEST BUILDING FACADE: b NUMBER OF SIGNS ALLOWED: NUMBER OF SIGNS ALLOWED: LAND USE APPROVAL BY. ATE: STRUCTURAL APPROVAL BY: I DATE: p REGISTRATION NUMBER: Q -0/09 REGISTRATION NUMBER: REGISTRATION NUMBER: © /1 9 REGISTRATION NUMBER: REGISTRATION NUMBER: -nill REGISTRATION NUMBER: vy-D1/1�_. (DL� —D//3 k 31626 28TH AVE 5- FEDI � J 2�:i� 4 �. �7 9'.hxf � �x++Cif • : l: ili � ' t: r - PAU ,•`c• v r � , y.- ... - q• .: I.I.. n� 0 LOCATION VIEW SCALE NONE SITE PLAN SCALE 3ENERAL NOTES REGARDING INSTALLATION: Unless otherwise specified, installers to provide all conduit and electrical connectors. Unless otherwise specified, installers to supply all appropriate mounting hardware included within approved scope of work. Exposed steel poles requiring paint to be completed by installer at time of installation including provision of required paint/materials. Installers procuring permits must include all fees in their original estimate, provide copies of application and receive final inspection. 1164" = i' - 0" ti CITY OF FEDERAL WAY OF COMMUNITY DEVELOPMENT PERMIT: # 09-104087-00 SG ADDRESS: 31720 GATEWAY BLVD S PROJECT: WALL & MONUMENT SIGN OWNER: HAMPTON INN & SUITES DATE: 10/16/09 APPROVED BY RECEIVED O C T 16 2009 CITY OF FEDERAL WAY CDS HAMPTON INN & St i C91429R1 1 8 Sheet of 31720 GATEWAY BL FEDERAL WAY, WA Account R. HANSON Rep. Designer R. HURTADC Date 06/23/09 Client Sales Estimating Art Engineering Landlord UPDATE. (C) TO Sl Chang �i Signs 3201 Manor Way Dallas, TX 214.902.2000 Fax 214.902. 12106 Valliant San Antonio, 210.349.3804 Fax 210.3 1335 Park Center Dr. Vista, 760.967.7003 Fax 760.91 750 E. Hwy. 24-Bldg. 2 St Woodland Park, CO 80663 719.687.2507 Fax 719.687. P.O. Box 43123 Louisville, P 502.489.3660 Fax 502.25 FINAL ELECTR CONNECTIC BY CUSTOM W L I 0 EAST ELEVATION SCALE 1l32" =1' • (Y' r i i i J J J WEST ELEVATION _ SCALE 1/32" =1' - 0" 'P� I I_{, 5-bU Sd/ HAMPTON INN & SI C91429R1 Sheet 2 of igrRM 31720 GATEWAY BU FEDERAL WAY, WA Account R. HANSON Rep. Designer R. HURTADC Date 06123/09 WA 1711 Client Sales Estimating Art Engineering Landlord UPDATE (C) TO Sl Chang Signs 3201 Manor Way Dallas, TX 214.902.2000 Fax 214.902 12106 Valliant San Antonio, 210.349.3804 Fax 210.E 1335 Park Centar Or. Vista, 760.967.7003 Fax 760.91 750 E. Hwy.24•Bldg. 2 St Woodland Park, CO 80863 719.687.2507 Fax 719.6e7 P.O. Box 43123 Loulsvllla, P 502.489.3660 Fax 502.25 IFINALELECTI NCOCTI(NE BYCUSTOM J 0 NORTH ELEVATION SCALE 1 /32" = 1' - 0" J 0 SOUTH ELEVATION SCALE 1/32" =1' - 0' C91429R1 Sheet 3 of 31720 GATEWAY BE FEDERAL WAY, WA Amount R. HANSON Rep, Designer R. HURTADC Date 06/23/09 [Ikrrt Sales Estimating Art Engineering Landlord UPDATE (C) TO S1 Chang Signs 3201 Manor Way DatiaS.7k 214 402 2000 NA 214.902 12106 Valliant San Antonio, 210.349.3804 Fax 210.' 1335 Park Center Dr. Vista, 760.967.7003 Fax 760.91 750 E. Hwy. 24•Bldg. 2 St Woodland Park, CO 80863 719.687.2507 Fax 719.667. P.O. Box 43123 Louisville,1, 502.489.3660 Fax 502.2S FINAL ELECTR CONNECTIC BY CUSTOM B /IF am, 4-aw • ' A B C AREAS . FT. TOTAL AMPS S.C. TOTAL AMPS CIRCUITS REGD. 36" 27`-01-77; 59,�" 81.20 2.55 5.95 1 120v, 20A 46" 36'-1Y_" 73/," 144.38 3.4 6.6 '1 i;eGa, 2CA : • 1 60" 45' 1316" 9'Ian 225,57 4.25 6,8 �1,1120v, 20A 0 0 LINEAR BUILDING LETTERS NTS SEE FOLLOWING SHEETS FOR SECTION DETAILS 5" DEEP CHANNEL LETTERS with REMOTE POWER SUPPLIES, .040" THK. ALUM. RETURNS with .063" THK. ALUM. CAD CUT BACKS. RETURNS PAINTED 313 DK. BRONZE. .177" THK. CYRO SG 3RK32 RED FACES. V DK. BRONZE JEWELITE RETAINER. GELCORE GERDMXS6 TETRA MAX RED L.E.D. (3MOD/FT) WEIGHT PER LETTER 10-15LBS. ATTACHMENT METHOD: (8) #12 X 3" WOOD SCREWS THROUGH 1" OF STUCCO THAN 3/4" PLYWOOD PER LETTER. .040" THK, ALUM, BRIDGE COVER PAINT TO MF-- WALL. TYPICAL BRIDGE DETAIL 30DY NTS HAMPTON INN & SUII C91429R1 Sheet 4 of 31720 GATEWAY BLVE FEDERAL WAY, WA 98 Account R. HANSON Rep. Designer R. HURTADO Date 06/23/09 clienc Sales Estimating Art Engineering Landlord UPDATE SIl (C) TO STAG Chandl Signs 3201 Manor Way Dallas, TX 75: 214.802.2000 Fax214.902.20, 12106 Valliant San Antonlo, TX 210.349.3604 Fax 210.349, 1335 Park Center Dr. Vista, CA 760.957.7003 Fax 760.967: 750 E. Hwy. 24-Bldg. 2 Ste. 2 Woodland Park, CO 80863 719-687.2507 Fax 719.687.251 P.O. Box 43123 Lool6Vllle, KY, 502.489.3660 Fax 502.254.31 FINAL ELECTR CONNECTIC BY CUSTOM 19 0 U-Aff-CJ A j Z 36 r 4$" 60" B C D AREAS . FT. TOTAL AMPS S.C. TOTAL AMPS CIRCUITS REQ'D, 14'-33 t1 5 -& 1 ' ,, 78.55 2.5 5,95 1 120v, 20A 1 19'-01/z' 7-4" 13'/ 6" MIS04 3.4 6.$ i 120v 20A 23'-95/a" 9' 2" iiiiiiiii163/4" 218,19 4.25 6.8 (11120% 20A �� , ,- �� STATED BUILDING LETTERS S �A NTS SEE FOLLOWING SHEETS FOR TYPICAL L.E.D. LAYOUTS & SECTION DETAILS 5" DEEP CHANNEL LETTERS with REMOTE POWER SUPPLIES, .040" THK. ALUM. RETURNS with .063" THK, ALUM. CAD CUT BACKS. RETURNS PAINTED 313 DK, BRONZE. .177" THK, CYRO SG 3RK32 RED FACES. 1" DK. BRONZE JEWELITE RETAINER, GELCORE GERDMXS6 TETRA MAX RED L,E.D. (3MOD/FT) WEIGHT PER LETTER 10-15LBS. ATTACHMENT METHOD: (8) #12 X 3" WOOD SCREWS THROUGH 1" OF STUCCO THAN 3/41' PLYWOOD PER LETTER. .040" THK. ALUM, BRIDGE COVER. PAINT TO MATCH WALL. LETTER BODY TYPICAL BRIDGE DETAIL NTS HAMPTON INN & C91429R1 Sheet 5 of 31720 GATEWAY E FEDERAL WAY, W "L°°"` R. HAN50 Rep. Designer R. HURTAI Date 06/23/09 CIent Sales Art EnAlnecrinE Landlord UP (C)D OT � � Chan -..# I Si gn: 3201 Manor Way Dallas,' 214.902.2000 Fax 214.9 12100 VaOlant San Anton 210.349.3004 Fax 21 1335 Paris Center Dr. Vial 760.96T.7003 Fax 7M 750 E. Hwy. 24-Bldg. 2 Woodland Park, CO 3086 719.607.2507 Fax 719.6 P.O. Box 43123 Louisville 502.489.3660 Fax 502. FINAL ELECT CONNECTI BY CUSTOI If I q 3�8 B >3 A B C D AREAS . FT. TOTAL AMPS S,C. TOTAL AMPS CIRCUITS REQ'D. 14'-33 8" 5161, 1( 11 78.5 2.55 5.95 1 120% 20A B36" 48" ]9'-012" T-4" 131/16' 139.64 3.4 6.8 ] 120y 20A -• 60" 23'•35/" 0'-2" 163411 216.13 4.25 S.8 (1)120v, 20A LEAS A STACKED BUILDING LETTERS NTS SEE FOLLOWING SHEETS FOR TYPICAL L.E,D, LAYOUTS & SECTION DETAILS 5" DEEP CHANNEL LETTERS with REMOTE POWER SUPPLIES. .040" THK. ALUM. RETURNS with .063" THK. ALUM, CAD CUT BACKS. RETURNS PAINTED 313 DK, BRONZE, 177" THK. CYRO SG 3RK32 RED FACES, 1" DK, BRONZE JEWELITE RETAINER, GELCORE GERDMXS6 TETRA MAX RED L.E.D. (3MOD/FT) WEIGHT PER LETTER 10-15LBS. ATTACHMENT METHOD: (8) #12 X 3" WOOD SCREWS THROUGH 1" OF STUCCO THAN 3/4' PLYWOOD PER LETTER. .040" THK. ALUM. BRIDGE COVER. PAINT TO MP��" WALL. TYPICAL BRIDGE DETAIL HAMPTON INN & SL C91429R1 Sheet 6 of 31720 GATEWAY BL1 FEDERAL WAY, WA! Account R. HANSON Rep. Designer R. HURTADC Date 06/23109 CI i ent Sal es Esclmaring Art Engim-ving Landlord R1:NR:09101109: UPDATE! ADDRESS; REV (C) TO ST Fhanc ACigns 3201 Manor Way Dallas, TX 30DY 214.902.2000 Fax214.902, 12106 Valliant San Antonio, 210.349.38D4 Fox 21D.3 1335 Park Center Dr. Vista, I 760.967.700 Fax 760.91 NTS 750E.Hwy.24-Bldg.2 Sh Woodland Park, CO 80863 719.687.2507 Fax 719,687. P.O, Box 43123 Louisvllle, H 5021409.3660 Fax 502.25, FINAL ELECTR CONNECTIC BY CUSTOM! 53'-8" GEPS12-60 60" CHANNEL LTRS CAD/CAM GELCORE GERDMXS6 TETRA MAX RED L,E.D, (3MOD/FT) TOTAL FT. = 220'-8" TOTAL AMPS = 4.25 AMPS, (1) 120V,, 20A CIR, O.A. STRETCH = 45-13/6" (STRAIGHT LINE) 23'-95/e" (STACKED) L.E.D. DIAL AM _y2" = r-0" MFR, W SET AS SHOWN INSTAL L PRIMARY(IES)20a CIRCUIT)PER N.E.C. U.L, LABELS REQUIRED INSTALL SIGNAGE PER N.E.C. 104 MOD 34'-8" 133 MOD 44'-4" 5.3' 8" GEPS12-60 0.85 AMPS LETTER LETTER LETTER _ LETTER ! 1 + 1 1 1 1 1 1 1 ! + P47WRF! r V - 30' SUPPLY WIRE LIMIT TYPICAL REMOTE INSTALLATION for POWER SUPPLY GELCORE GERDMXS6 TETRA MAX RED L,E,D. (3MOD/FT) 43'-4" GEPS12-60 0.85 AMPS 130 MOD 43'-4" SPLICE W/ WIRENLITS ENDCAP AT TERMINATIONS NO EXPOSED ELECTRICAL ENDS f HAMPTON INN & SI I C91429RI Sheet 7 of 31720 GATEWAY BE FEDERAL WAY, WA Account R. HANSON Rep. Designer R. HURTADC Date 06123/09 Client Sales Estimating Art En&cering Landlord UPDATE (C) TO Sl Chant Signs 3201 Manor Way Dallas, TX 214.902.2000 Fax 214.902, 12106 Valliant San Antonio, 210.349.3804 Fax 210.1 1335 Park Center Dr. Vista, 7fi0.967.7003 Fax 760.91 750 E. Hwy.24•Bldg. 2 St Woodland Park, CO 80863 719.687.2507 Fax 719.687 P.O. Box 43123 Louisville, P 502.489.3660 Fax 502.25 FINAL ELECTR CONNECTI( BY CUSTOM 040" THK. ALUM. RETUI V JEWELITE RETAINER .177" THK. CYRO SG FACES. SEE PREVIOUS SHEET FOR COLOR TREATMENT. .063" THK. ALUM. CAD - CUT BACKS GELCORE GERDMXS6 TETRA MAX RED L.E,D. (3MOD/FT) WONDERFUL-D 18GA SUNLIGHT RESISTANT SHEATHED LED JUMPER CABLE - CONNECTED TO POWER SUPPLY IN TRANSFORMER BOX PAINT LETTER INTERIOR with STARBRITE L.E,P. WEEP HOLES IN LOW P, OF LETTERS, (2) MIN. L SHIELD REQUIRED AT Eh. I IULL. 0 THRU 5" DIA. NON -CORROSIVE RDWARE AS REQUIRED R VVALL CONSTRUCTION. 2" GALV, ON BACK OF -ER, SEALTIGHT CONDUIT THROUGH WALL INTO TRANSFORMER BOX t f GEPS12-60 POWER SUPPLY INSIDE TRANSFORMER BOX BEHIND WALL LETTER SECTION -REMOTE POWER SUPPLY 2°=T-0° VERIFY ACCESS BEHIND WALL BEFORE MOVING FORWARD with THIS OPTION, HAMPTON INN & SI C91429R1 Sheet 8 of 31720 GATEWAY BE FEDERAL WAY, WA Account R. HANSON Rep. Designer R. HURTADC Date 06/23/09 Client Sal es Estl mating Art Engineering Land and UPDATE (C) To S1 Chant Signs 3201 Manor Way Dallas, TX 214.902.2000 Fax 214.902, 12106 Valliant San Antonio, 210.349.3804 Fax 210.E 1335 Park Center Dr. Vista, 160.967.7003 Fax 760.91 750 E. Hwy. 24•Bldg. 2 St Woodland Park, CO 80863 719.687.2507 Fax 719.687, P.O. Box 43123 Louisville, Y 502.489.3660 Fax 502.25 L z m V N in 7-9" ALUMINUM CABINET .063" THK. FABRICATED D/F ALUM. SIGN 6 BASE & FILLER IH -0" PAINTED TO'CMA PMS 425 GREY PAINT INSIDE CABINET LIGHT ENHANCING WHITE "WIDE" 3M 3630-53 RED VINYL OUTSIDE i BORDER (OUT TO RETAINERS) "NARROW" 3M 3650-10 OPAQUE WHITE VINYL INSIDE BORDER .150" THK. FLAT #7328 WHITE POLYCARBONATE FACE W/ 3M VTB 12674 OPAQUE BLUE VINYL APPLIED TO 1st SURFACE - LETTERS & GRAPHICS CUT OUT / WHITE SHOWS THRU R O� a COPY & CARTOUCHE TO BE WHITE SHO-THRU. SIGN INTERNALLY ILLUMINATED W/B00 u" FLU ESO CENTT LAMPS (2) 4" DIA. STANDARD STEEL SUPPORT INSIDE FABRICATED .063" THK. ALUM BASE & SUPPORT COVEN PAINT TO MATCH PMS 425c GREY STIPPLE FINISH 12" DIA. x 3'-0" DEEP CONCRETE PIER FOUNDATION. FOUNDATION SET 20'BELO.W GRADE. SUPPORT STEEL and FOUNDATION UNDERGROUND PRIMARY ELECTRICAL -SERVICE FURNISHED TO SIGN BY CUSTOMER'S ELECTRICIAN. SIGN CONTRACTOR I �' 4Z BY LOJAL SIGNLORDINANCECONNECTIOS AS DETERMINED 4'-0" C-CO-C D/F HI 3/8"=1'-0" N 2A /f END VIEW 3/8"=1'-0" 1" x 1" x .125" ALUM. SQ. TUBE FRAME. .150" THK, WHITE LEXAN FACE BORDER DETAIL .063" THK. ALUM. ONE PIECE FILLER and RETAINER. 3" — RETAINER ON FACE. I I r 1 1 1 1 1 MER ;ED BORDER -Y4" =1'-W /r CTSK. SCREW U SECTION (THRU FILLER) "=1'_ �(�jrurrplr�r jrt>t �.r 5iufe� HAMPTON INN & SI C91429RI Sheet 9 of 31720 GATEWAY BL FEDERAL WAY, WA Account R. HANSON Rep. Designer R. HURTAD( Date 06/23109 client Sales Estimating Art Engineering Landlord UPDATE (C) TO S1 Chang Signs 3201 Manor Way Dallas, TX 214.902.2000 Fax 214.902 12106 Valliant San Antonio, 210.349.3804 Fax 210.E 1335 Park Canter Dr. Vista, 760.967.7003 Fax 760.91 750 E. Hwy. 24•Bldg. 2 St Woodland Park, CO 80663 719.667.2507 Fax 719.567 P.O. Box 43123 Louisville, P 502.489.3660 Fax 502.25 FINAL ELECTIi CONNECTIC BY CUSTOM LAMPING and FRAMING DETAILS 1/4" =1'-0" MFR. (x) AS SHOWN .063" THK, ALUM. ONE PIECE FILLER/RETAINER with 3" RETAINER ON FACE, TOP FILLER IS REMOVABLE FOR SERVICE. ATTACH with CTSK, SCREWS, -WEATHERPROOF TOGGLE SWITCH -1" x 1" x .125" ALUM, SQ, TUBE FRAME, MFR. FRAME TO SLIP OVER SUPPORT AE-82/83 EXTRUDED RACEWAY OR APPROVED EQUIV, AT LAMPS and BALLAST. ALUM. FABRICATED COVER, DEPTH VARIES, PAN PANEL PIECES. 5" ALUM. SQ. TUBE BASE ,MFR, FRAME TO SLIP OVER 226 WALL STD, STEEL SHIP LOOSE with ALUM, FABRICATED COVER, DEPTH VARIES. TOTAL a CIRCUIT(S) REQ'D .IMARY(IES) PER N.E.C. U.L. LABELS REQUIRED INSTALL SIGNAGE PER N.E.C. 1 Yz' � f(rurrpinrr �rtri n;� 5�r�re1 HAMPTON INN & SI C91429R1 Sheet 10 of 31720 GATEWAY BL FEDERAL WAY, WA Attnunt R. HANSON Rep. Designer R. HURTADC Date 06/23/09 Client Sal es EAOmating Art Engineering Landlord UPDATE (C) TO S1 Chang Signs 3201 Manor Way Dallas, TX 214.902.2000 Fax 214.902. 12106 Valliant San Antonio, 210.349.3804 Fax 210.E 1335 Park Center Dr. Vista, 760.967.7003 Fax 760.91 750 E. Hwy. 24-Bldg. 2 St Woodland Park, CO 80863 719.667.2507 Fax 719.687, P.O. Box 43123 Louisville, P 502.459.3660 Fax 502,25 r AL ELECTR CONNECTI( BY CUSTOM N in �I 3/8"= T-0" 7-9" ALUMINUM CABINET i G-0" BASE �, [.;f- it=. ��rz�� N:'•�; 4r-0" c-tc•c .063" THK. FABRICATED D/F ALUM. SIGN CABINET - 3" RETAINERS & FILLER PAINTED TO MATCH PMS 425 GREY PAINT INSIDE CABINET LIGHT ENHANCING WHITE "WIDE" 3M 3630-53 RED VINYL OUTSIDE BORDER (OUT TO RETAINERS) "NARROW" 3M 3650-10 OPAQUE WHITE VINYL INSIDE BORDER .150" THK. FLAT #7328 WHITE POLYCARBONATE I. FACE W/ 3M VTB 12674 OPAQUE BLUE VINYL APPLIED TO 1st SURFACE - LETTERS & GRAPHICS CUT OUT/ f WHITE SHOWS THRU r COPY & CARTOUCHE TO BE WHITE SHO THRU. SIGN INTERNALLY WATZ��,. W/80 OUTPUT DAYLIGHT fttr6RESCENT LAMPS (2) 4' DIA. STANDARD STEEL SUPPORT INSIDE FABRICATED .063" THK. ALUM BASE & SUPPORT COVER - PAINT TO MATCH PMS 425c GREY STIPPLE FINISH 12" DIA. x 3'-0" DEEP CONCRETE f PIER FOUNDATION. FOUNDATION SET 2" BELOW GRADE. s SUPPORT STEEL and FOUNDATION DESIGNED FOR 30 PSF WINDLOAD.— UNDERGROUND PRIMARY ELECTRICAL 1 911� SERVICE FURNISHED TO SIGN BY CUSTOMER'S ELECTRICIAN. SIGN CONTRACTOR TO MAKE FINAL CONNECTION AS DETERMINED BY LOCAL SIGN ORDINANCES. END VIEW 3/8"=T-O" BORDER DETAIL RETAINER - 2" RED BORDER 3/4" = T-0" o jV4 G 1.g .063" THK. ALUM. ONE PIECE FILLER and RETAINER. 3" �� CTSK. RETAINER ON FACE. �� SCREW 1" x 1" x .125" ALUM. SQ. TUBE FRAME. - .150" THK. WHITE LEXA FACE SECTION (THRU FILLER) �j- MAr,? Oft NV..Sy'n . � 33521 �ampttsr� • [9�yL>tc5}illel HAMPTON INN & SUITES C91429R1 Sheet 9 of 10 31720 GATEWAY BLVD. S. FEDERAL WAY, WA 98002 Account R. HANSON Rep. Designer R. HURTADO Date 06/23109 Client Sales Estimating Art Engineering Landlord UPDATE SITE (C) TO STACKED. ❑, Chandler �s Signs 3201 Manor Way Dallas, TX 75235 214.902.2000 Fax 214.902.2044 12106 Valliant San Antonio, TX 78216 210.349.3804 Fax 210.349.8724 1335 Park Center Dr. Vista, CA 92081 760.967.7003 Fax 760.967.7033 750 E. Hwy. 24-Bldg.2 Ste. 200 Woodland Park, CO 60863 719.687.2507 Fax 719.687.2506 P.O. Box 43123 Louisville, KY40253 502.489.3660 Fax 502.254.3843 i,�rl�i�iLv and r"riiNL7 DE i^ii.5 3i"_1'-O" MFR. (x) AS SHOWN .063" THK. ALUM. ONE PIECE FILLER/RETAINER with 3" RETAINER ON FACE. TOP FILLER 15 REMOVABLE FOR SERVICE. ATTACH with CTSK. SCREWS. WEATHERPROOF TOGGLE SWITCH 1" x 1" x .125" ALUM. SQ. TUBE FRAME. MFR. FRAME TO SLIP OVER SUPPORT AE-82/83 EXTRUDED RACEWAY OR APPROVED EQUIV. AT LAMPS and BALLAST. ALUM. FABRICATED :OVER. DEPTH VARIES. :AN PANEL PIECES. ' ALUM. SQ. TUBE BASE -R. FRAME TO SLIP OVER 26 WALL STD. STEEL SHIP LOOSE with ;1LUM. FABRICATED OVER. DEPTH VARIES. OTAL IRCUIT(S) REQ'D 6,RY(IES) PER N. I.I.L. LABELS REQ'uiRED INSTALL SIGNAGE PER N.F WASIj f�• I O 33521 i��[/!��'`a',4,,ACtl1ft11111iEHflllrttl7:J:.; Yrr l T� a t •rfJ .......... ova . .r �rutip�rU.. ; HAMPTON INN & SUITES C91429Ri Sheet 10 of 10 31720 GATEWAY BLVD. S. FEDERAL WAY, WA 98002 Account R. HANSON Rep. Designer R. HURTADO Date 06/23/09 Client Sales Estimating Art Engineering Landlord UPDATE SITE (C) TO STACKED. Chandler �o Signs 3201 Manor Way Dallas, TX 75235 214.902.2000 Fax 214.911.2.14 12106 Valliant San Antonio, TX 78216 210.349.3804 Fax 210.349.6724 1335 Park Center Dr. Vista, CA 92081 j 760,967.7003 Fax 760.967.7033 750 E. Hwy. 24-Bldg. 2 Ste. 200 Woodland Park, CO 80863 719.687.2507 Fax 719.687.2506 P.O. Box 43123 Louisville, KY 40253 502.489.3660 Fax 502.254.3843 lFINAL ELECTRIC11 � AL q E Inc COMPANY,: Chandler Signs 2471u sR 54 pRO.1ECT: CS09-174 Lutz, R 33559 ADDRESS: 7'-9i 77. 7.7.. ry Robert W. Wall, PE CA 7882 Fla 46021 lZreq e Calculations Load = WL Cf ' WIND psf 1.704 * 15.700 = 26.767 ' 40.041 = 1.0718 kips I ft=at' 12� fh ' NC ■ LDF Section 1 Number of columns • 2 Bending .lksi) - 24 = 1 = .7226 in Concrete approx. 1.03 cu. yds D Concrete is 300o psi at 28 days o. All wind loads per: Section 2 ASCE 7-02, ASCE. 7-05, 6 - 0 4 " x .237 ASTM A53-S/B Pipe FBC 2007, w! 2009 supp., y Zact = 3.22 in3 > Zreq = 2.406 in3 IBC 2003, IBC 2006. Structural Steel Design per �..:. .: Chapter 35 of building codes. Soil Conditions per acceptable Grade Line code standards or verified by professional engineer. ' i [ ! REMARKS: column must be embeddedfor pAuger *" verage frombottom of foundation Auger WIND-"ASCE 7-05 - EphFORCE MOMENT Z REQ Ser,#ion CfREA Y ( sf) (ft2) (ft) (kilos) (k-ft) iin3) 15.70 29.00 2.42 0.66 9.63 2.41 2.00 1.44 TOTALS 69.04 1.73 MEAN SIGN HEIGHT (HB) = MOMENT AT GROUND = 9.627 k-ft = 5.5705 ft TOTAL FORCE 1.728 kips CHECK FOOTING Pallow = S * b * d " 2 b = width of footer (ft) 2.37 * d Pallow =2.5* 4 2.37 * 3.5 + 2.64 * HB d = height of footer (ft) 3.5 " 2 = 5.3258 (kips) > 1.7282 (kips) is O.K. + 2.64 * 5.5705 71 9" D/F HIS-40 MONUMENT SIGN 3/8"= T-0" 8' x 10' planter with Acanthopanax sieboldianus �1111=IIII-IIII-illl_ IIII-IIII-IIII- IIII �I111=IIII=IIII-IIII=IIII-IIII_III �1111-IIII-IIII-IIII-IIII-IIII-IIII-1 IIII- IIII-IIII-IIII-IIII-IIII-IIII -III IIII sign cabinet 8 IIII - =III IIII=ills= IIII=IIII=IIII=IIII=IIII-1 IIII-IIII-IIII-IIII-IIII-IIII= IIII-III IIII-1111-IIII=IIII-IIII-IIII-1111- IIII-IIII-IIII=IIII-1111-IIII=1111-III IIII-1111-1111-1111 -1111-IIII-IIII- ,III — IIII = Illl = IIII — IIII = IIII = 11 H — III line I aixot Pv- DU Page 1 of 1 Kari Cimmer - Fwd: 108 days extension request From: Scott Sproul To: Karl Cimmer Date: 6/3/2008 7:01 AM Subject: Fwd: 108 days extension request Attachments: FEDWAY180daylet.doc� does this go to you or lee >>> Ed Abbott <ed@aha-arch.com> 6/2/2008 3:54 PM >>> Scott, Good Afternoon, C-�-� vAq R VA S Per our telecom today, we are asking for a 180 days application extension for the Hampton Inn & Suites, Permit# 07-106838-000-00. attachment: Requesting a 180 days application extension. Please confirm and thank you for your attention to this request. Ed Abbott AIA Architect Abbott Heys & Associates Inc. 1224 2nd Ave., Suite 300 Seattle, WA. 98101 206.285.1224 x 102 206.285.9366 FAX ed@aha-arch.com file://C:\Documents and Settings\Default\Local Settings\Temp\XPgrpwise\4844EC67CHPO... 6/3/2008 Architecture Interior Design Date: June 2, 2 0 0 8 To: Scott Sproul, Acting Assistant Building Official City of Federal Way 33325 8th Avenue South Federal Way, WA 98063-9718 From: Ed Abbott AIA Abbott Heys & Associates Inc. 1221 2nd Ave. Suite 300 Seattle, WA. 98101 Project:Hampton Inn & Suites; 31626 28th Avenue South, Federal Way, WA. Permit #07-106838-000-00 Re: Requesting a 180 days application extension. Dear Mr. Sproul, We are requesting a 180 days application extension. Architectural and Structural documentation update: Over the last couple of months we have received modification request from the Hilton Corporation and the owners. We have been requested to relocate the Two Elevators to the west in the drawings and reconfigure the lobby, prep area and excerise room size to the new brand standards. This relocation of the Two Elevators has as also required new Structural Engineering. Civil Engineering The Civil Engineers received their first comments back from Lakehaven and our finishing up with Lakehaven's comments this week. Thank you for your attention to our request. Sincerely, Ed Abbott AIA Abbott Heys & Associates Inc. FF', NAY € oc° 0 1221 2nd Ave Suite 300, Seattle, WA 98101 fax 285-9366 206-285-1224 REIVP® CITY OF JUL 31 2008 - .� L Federal way PERMIT commun�rr a1 vs�u� �� E SF MF ME EL PL DE EN FP 3332FEI)EM WA 718 �yc A"11CATION F-EtJEA41.WAY. WA J8D63.97r8 253.83�26D7• FAX 253•835•2609 � L JJ urmnl dtuoi�vrie ahl.nll.rnm y' The following is required information - an incomplete application will not be accepted. Please print legibly (in ink) or type. SITEADDRESS 31720 Gateway Blvd S, Federal Way, 98003 SUITE/UNIT# ASSESSOR'S TAX/PARCEL # 0^ 9 2 1 0 1 - 9 1 8 5 LOT SIZE (sfi - 10 2, 212 S q f 0921049035 2 256 acres LEGAL DESCRIPTION (e.g. Acme Estates, Lot,) Specifically parcel 5&8 of KC LLA recording #8705120940 inclusive in Kinga-h-paratepageforlenglhylegWdescnp[on) County, Washington. PROJECT•• TYPE OF PERMIT 9 BUILDING ❑ PLUMBING ❑ MECHANICAL ❑ DEMOLITION ❑ ELECTRICAL ❑ ENGINEERING ❑ FIRE PREVENTION SYSTEM PROJECT DESCRIPTION (Provide detailed description of work included on this permit onlu) Perform clearing and grading operations to achieve a subgrade elevation to support hotel and perimeter parking (4,860 cy cut and 1,190 cy of fill) (C earing and Grading permit PROJECT NAME (Name of Business or Owner Last Name) Hampton Inn & Suites PEOPLE• • PROPERTY OWNER CONTRACTOR APPLICANT PROJECT CONTACT LENDER EXISTING USE NAME Royal Hospitality, LLC PRIMARY PHONE (253)318 _0090 MAILING ADDRESS CITY, STATE, ZIP E-MAIL ADDRESS 8255 154th Ave SE Newcastle, WA 98059 koongc@comcast.net COMPANY NAME Wright Dev.West Coast LLC APPLICANT NAME Bob Wright OFFICE PHONE (503)484 - 1103 MAILING ADDRESS 2333 NW Vaughn St CITY, STATE, ZIP Portland, OR 97210 CELL PHONE ( ) CITY OF FEDERAL WAY RUSINESS LICENSE NUMBER TION DA FxrM��k FAX NUMBER �. 3 —oco Q2 ( 503) 484 - 1119 CONTRACTOR'S REGISTRATION NUMBER ERpIRATIO DATE E-MAIL ADDRESS WRIGHDW929BZ 01/09/2010 bob@bobwrightdev.com COMPANY NAME Pacific Engineering Design, LLC APPLICANT NAME Darrin Sanford OFFICE PHONE (206) 431 _ 7970 1y%T41gDTird Ave S, Ste 100 Seatt'fe, WA 98188 CELL PHONE - RELATIONSHIP TO PROJECT ❑ Architect ❑ Tenant ❑Agent x0ther Civil Engineer FAX NUMBER (206) 388 - 1648 NAME PRIMARY PHONE E-MAIL ADDRESS Pacific Engineering Design Darrin Sanford (2 06 ) 4 3 1 _ 7 97 0 dsanford@paceng.com NAME Per RCW 19.27.095: Lender information is required ifproject value exceeds $5,000 MAILING ADDRESS CITY, STATE, ZIP PHONE EXISTING ASSESSED/APPRAISED VALUE $ PROPOSED USE VALUE OF PROPOSED WORK S SPRINKLERED BUILDING? ❑ YES ❑ NO FIRE SUPPRESSION SYSTEM PROPOSED/REQUIRED? ❑ YES ❑ NO WATER SERVICE PROVIDER ❑ LAKEHAVEN ❑ HIGHLINE ❑ TACOMA ❑ PRIVATE (WELL) SEWER SERVICE PROVIDER ❑ LAKEHAVEN ❑ HIGHLINE ❑ PRIVATE (SEPTIC) AREA DESCRIPTION EXISTING PROPOSED TOTAL S . FT. _ S . FT. S .FT. BASEMENT FIRST SECOND a THIRD ADDITIONAL FLOORS (DESCRIBE) PECK (❑ COVERED OR ❑ LT�ICOVERED7) �{ f GARAGE ❑ CARPORT ❑ ell L7Qs'rIRO rROMSED TOTAL TOTAL Z8"M el �y TOrAL }ROPOUED 97 TOTAL OF NUMBER OF FLOORS -NEW HOMES ONLY** NUMBER OF BEDROOMS ESTIMATED SELLING PRICE $ Indicate number of each type .of. fixture to be installed or relocated as part of this project. Do not include existing f xtures to remain. NECHANICAL Value of Mechanical Work AIR HANDLING UNITS BBQS BOILERS COMPRESSORS DUCTS (A COPY OF BID OR ESTMTE MUST BE INCLUDED WITH APPLICATION) EVAPORATIVE LERS GA�IP OUTLETS WOODSTOVES FANS S WATER HEATERS MISC (Describe) FIREPLACEINSERTS HOODS(Car"Iemwj FURNACES RANGES GAS LOG SETS ' REFRIG. SYSTEMS PLUMING BATHTUBS (erTub/shower combo) LAVS (Bathroom smlo) DISHWASHERS RAINWATER SYSTr DRINKING FOUNTAINS SHOWERS ELECTRIC WATER HEATERS SINKS HOSE BIBBS SUMPS VACUUM BREAKERS WATER CLOSETS Irwilet) WASHING MACHINES MISC (Describe) I errt(fy under penalty of perjury that I ant the property owner or authorized agent of the property oumor. I cert(fy that to the best of mg knowledge, the Worn Lion submitted in support of this permit application is true and correct. I eert(fy that I will comply with all applicable City of Federal Stray regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove lice owners responsibility for compliance with local, state, or federal laws regulating construct -ion or environmental Iaws. I furthe A to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the inuestigatio a►4d efense of such claim), which may he made by any persan, including the undersigned, aced filed against the city, but only where such m Arises out of the reliance of the city, including its of ficers and employees, upon the accuracy of the information suppIled to the city as a V this application. -� L1. 11 SIGNATURE: 4 DATE 9 2 10 ner ori74-d Agent ❑ NEW ❑ ADDITION ❑ ALTERATION o REPAIR ❑. TENANT IMPROVEMENT BUILDING SHELL ONLY? DYES o NO BASIC PLAN? o, YES a NO ZONING DESIGNATION CHANGE .OF USE? o YES o NO NEW ADDRESS REQUIRED? ❑ YES o NO UP/SEPA/SU? • ❑ YES ❑ NO PLATTED LOT?. p YES .. o NO DEMO PERMIT REQUIRED? _ o YES � o NO Bulletin #100 — January 1, 2008 Page 2 of 4 MandoutsTermit Application I n - l0 0 0 - d-D CM OF l way PERMIT COMMUNITY DEVELOPMENT SERVICES APPLICATION253l-r8n3n5�a-2c6fi07i• FA253-835-2609 -(Xn SF MF CO ME EL PL DE 1 1 PROPERTY SITE ADDRESS 31720 Gateway Blvd. South Federal Way, WA 98003 SUITE/UNIT # J ZONING ASSESSOR'S TAX/PARCEL # PRO ACT _ NAME OF PROJECT (Tenant or Homeowner Name)4y p ❑ BUILDING u ❑ PLUMBING ❑ MECHANICAL TYPE OF PERMIT ❑ DEMOLITION ❑ ELECTRICAL ❑ ENGINEERING ❑ FIRE PREVENTION PROJECT DESCRIPTION Detailed description of work to be included on this permit only rc e_( PEOPLE NAME PRIMARY PHONE PROPERTY OWNER Royal Hospitality, LLC (503) 607 _1700 MAILING ADDRESS, CITY, STATE, ZIP 8 2 5 Cj 15 4 th Ave SE E-MAIL Newcastle, WA 98059 OWNER IS ALSO: ❑ CONTRACTOR APPLICANT ❑ PROJECT CONTACT NAME Tricom Communications Inc PRIMARY PHONE ( 702) 383 -2800 MAILING ADDRESS, CITY, STATE, ZIP 3540 West Sahara Ave Las Vegas, NV 89102 FAX (702) 383 -2806 CUNTPOR WA STA.74 CONTRACTOR'S LICENSE A EXPIRATION DATE FE AY BUSINESS LICENSE # NAME Tricom Communications Inc PRIMARY PHONE 383 2800 APPLICANT (702) MAILING ADDRESS, CITY, STATE, ZIP FAX 2540 West Sahara Ave Las Vegas, NV 89102 (702) 383 _2806 PROJECT CONTACT (The individual to receive and NAME Jeff Jessop Jr. 1� J C. l) - PRIMARY PHONE 702 383 -2800 ( ) MAILING ADDRESS, CITY, STATE, ZIP 3540 West Sahara Ave, las Vegas, NV 89102 FAX ( 702) 383 _ 2806 respond to all correspondence concerning this application) ALTERNATE CONTACT NAME: Tilton Johnson PRIMARY PHONE (702 ) 383 _2800 E-MAIL tcsinc@reslv.com PROJECT FINANCING [[ QWNER-FINANC Required for projects with MAILING ADDRESS, CITY, S TS 2 PRIMARY PHONE value of $5,000 or more (RCW 19.27.095) I certify under penalty of perjury that I am the property owner or authorized agent of the property owner. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to the city as a part of this applica 'orL r" 1 SIGNATURE: DATE PRINT NAME: Bulletin #100 - 4/21/2009 Page 1 of 4 k:\Handouts\Permit Application e � + MECHANICAL FIXTURES Value o Mechanical Work $ (A COPY OF BID OR ESTIMATE MUST BE PROVIDED) Indicate number o/'each type offixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. AIR HANDLING UNITS FANS GAS PIPE OUTLETS OTHER (Describe) AIR CONDITIONER FIREPLACE INSERTS HOODS (commcrciai) BOILERS FURNACES HOT WATER TANKS (Gas) COMPRESSORS GAS LOG SETS REFRIGERATION SYST DUCTING GAS PIPING WOODSTOVES PLUMBING FIXTURES Indicate number of each type of fixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. BATHTUBS (orl)lb/ShowcrCombo) LAVS (Hand Sinks) TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe) DRAINS SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS SINKS (Kpnhcn/utility) WATER HEATERS (E)cctltc) HOSE BIBBS SUMPS WASHING MACHINES TOTAL FIXTURES GENERAL INFORMATION PROJECT VALUATION WATER PURVEYOR SEWER PURVEYOR VALUE OF EXISTING IMPROVEMENTS EXISTING/PREVIOUS USE LOT SIZE (In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? ❑ Yes ❑ No to Yes ❑ No RESIDENTIAL AREA DESCRIPTION (in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE BASEMENT FIRST FLOOR (or Mobile Home) SECOND FLOOR COVERED ENTRY DECK GARAGE ❑ CARPORT ❑ OTHER (describe) Area Totals E%13TDVG PROPOSED TOTAL —NEW HOMES ONLY — ESTIMATED SELLING PRICE $ 1 # OF BEDROOMS COMMERCIAL - NEW/ADDITION AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Type # of Stories Additional Information NEW BUILDING ADDITION COMMERCIAL _- REMODEUTENANT IMPROVEMENTS AREA DESCRIPTION Area T Construction # of in Square Feet Occupancy Group(s) Type Stories Additional Information TOTAL BUILDING TENANT AREA ONLY PROJECT AREA ONLY Bulletin #100 — 4/21 /2009 Page 2 of 4 k:\IIandouts\Permit Application EC ',' LJ PERMIT CITY OF Federal Way '�NOV 1 2, nOirlS COMAI1N)7YVVVEWpME FSEWrMS APTALICATION 25s �20F FEDE lulclu.clu I n r,r, rya W" SITE ADDRESS 17,�0 SF MF CO ME EL PL DE EN I'P 1 1 SUITE/UNIT # ZONING IASSESSOR'S TAX/PARCEL # NAME OF PROJECT �— (Tenant or Homeowner Name) ❑ BUILD G ❑ PLUMBING ❑ MECHANICAL TYPE OF PERMIT ❑ DEMOLITION ❑ ELECTRICAL ❑ ENGINEERING 4xIRE PREVENTION PROJECT DESCRIPTION Detailed description of work to be included on this permit only OWNER NAME v �� ` ;� PRIMARY PHONE % l PROPERTY MAD.INGADDRESS, CITY, STATE. ZIP 5T LT ", Av,- f N> Ak> f f t 5 E-MAIL A� ! ti IVA ! ❑ CONTRACTOR APPLICANT PROJECT CONTACT OWNER IS ALSO: NAME �� ,�rt�� 1 � ianl PAI)WARY PHONE —) +�3 — s6s7 CONTRACTOR UALLING ADDRESS, CITY. �S^TATE�, ZIP O�C J +I- / ! BI � /� WOCU Vn.tJ'c� (�J q �U�� f( FAX - i�77 WA §TATZ CplWI'RACTOWS LICENSE # A FVA 1ul� P Of F6 EXPDiATION DATE s � 7 � i� FEDERAL WAY BUSUMSS LICENSE it 1� �� - a0lob0T — - NAME W, j,, r_ ,� I t � --� l I r$ t - � 9 �!/? ! t PRIMARY PHONE (�� S 93 - 4 7 APPLICANT , MAILING ADDRESS, CITY, STATE, ZIP L14 qp FAX PROJECT CONTACT NAME I ( ` � PRIMARY PHONE ( T - r 17 (The individual to receive and respond to all correspondence concerning this application) MAILING ADDRESS, CITY. STA E. ZIP }: ? �� t / t� �fe FAX (�7$> ,+n� ALTERNATE CONTACT NAME: PHONE nD /� y' 1PRIMARY ( J 1 LV ' r1 l .I [ PROJECT FINANCING NAME OWNER -FINANCED Required for projects with value of $5,000 or more MAILING ADDRESS. CITY, STATE, ZIP PRIMARY PHONE (RCW 19.27.095) I certify under penalty of perjury that I am the property owner or authorized agent of the property owner. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state. or federal laws regulating construction or environmental laws. ]further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the h information supplied to the city as apart of this application. SIGNATURE: DATE PRINT NAME: i Bulletin #100 — 4/21/2009 Page 1 of 4 k:\Handouts\Permit Application MECHANICAL FIXTURES Value of Mechanical Work $ fA Copy OF BID OR ESTIMATE MUSTBE PROVIDED) Indicate number of each type of jxture to be installed or relocated as pout aJ this project. Do not include exist fixtures to remain. AIR HANDLING UNITS FANS GAS PIPE OUTLETS OTHER (Describe) AIR CONDITIONER FIREPLACE INSERTS HOODS (commercial) BOILERS FURNACES HOT WATER TANKS (Gas) COMPRESSORS GAS LOG SETS REFRIGERATION SYST DUCTING GAS PIPING WOODSTOVES PLUMBING FIXTURES Indicate number 91 each q0 of fixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. BATHTUBS (or7Lb/shower combo) LAVS (Hand sinks) TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe) DRAINS SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS SINKS (Kitchen/Utility) WATER HEATERS (Electric) HOSE BIBBS SUMPS WASHING MACHINES TOTAL FIXTURES GENERAL INFORMATION PROJECT VALUATION WATER PURVEYOR SEWER PURVEYOR VALUE OF EXISTING IMPROVEMENTS $ EXISTING/PREVIOUS USE LOT SIZE (In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? 41. ❑ Yes>CNo (Yes ❑ No RESIDENTIAL AREA DESCRIPTION (in square feet) EXISTING I PROPOSED I TOTAL FOR OFFICE USE FIRST FLOOR (or Mobile Home) SECOND FLOOR COVERED ENTRY DECK GARAGE ❑ CARPORT ❑ OTHER (describe) Area Totals rmsrrnc paovoasn :nr�u. — — •-- -- "NEW HOMES ONLY, =MATED SELLING PRICE § # OF F3P;1]KUUira7 COMMERCIAL - NEW/ADDITION AREA DESCRIPTION Area Occupancy Group(s) Construction # of Additional Information in Nuare Feet Type Stories _ NEW BUILDING ADDITION COMMERCIAL -- REMODEUTENANT IMPROVEMENTS AREA DESCRIPTION Area Occupancy Group(s) Construction # of Additional Information in Square Feet a Stories TOTAL BUILDING TENANT AREA ONLY PROJECT AREA ONLY Bulletin #100 — 4/21/2009 Page 2 of 4 k:\Handouts\Permit Application ivvy3 1 � � i �t� lt•, �i� ;lF.ALl�lt ,a' �Elu.-... tyr..,v•-:;i1._',ISEr�lp@s Permit 0-j 06838LM,, V F, ?;ral v�ay WA 98.063-9718 Ph(253) 81:5.23W Fax (2.53) 835-2609 Inspection Request Line: (253) 83_5-3050 Pmjrc Name: HAMPTON UNNIqUITES Project ddress: 31720 GATEWAY BLVD S Parcel Number: 092104 9185 Project Des. ription: NEW - Construction of a new 5-story, 86,999sgft hotel, including lobby, 143 guest rooms, guest services, meeting rooms, interior services. Plumbing, mechanical, electrical, and pool all to be under separate permots. n ROYAL110S ITALITYLLC 8255 154'111 AVF. SE NEW1CA1,!'I !: kN,/% 980.59 Applicant o • ED ABBOT ED ABBOT. AIA -ARCHITECT 830 4TH AVE S SUITE 201 SEATTLE WA 98134 Contractor JANSEN CONSTRUCTION CO OF WASH P --!IANSEC63408 (9/28/09) 418 BEAVERCREEK RD SUITE 104 OREGON CITY OR 97045 Lender ~� PI BANK 1155 N 130TH RD SEATTLE WA 98133 Census Category: 213 - New Hotel, Motel, and Transient Accomrnociatiops i itcl LI&S: # 1 #2 #; Occnnancy Class: R-1 Construction Type: Type V -A Occupancy Load: Floor .A i ea (sc. ft.) 86,999 0 0 Additional Permit,lnformation #4 Ne« ; Addnional S,i l 7�.et - I st Floor .................... 20138 Nev- i Additional Sq. Feel - _nd Floor....... 16014 Ne%� ; Addi6omd ',q. Feet - 3rd Floor ................ .16949 New/Additional Su. Feet- Basernnt....... 16943 13161 lir,, Meeting Required?_ ............... Yes Mechanical to be Included:'...; .................. No Noin,,er of ! tIoriv:..................................:...........5 New / Additional `q i ect - Other............._. 16949 PClnat for r'ui41it+l Shcll Only'? ....................:........No Plumbing to he InclLRled:'. ...................... No Special 11:;IWC001'1 .) R:.Cluired? ............................Yes New / Additional Sq. 8699n Occopanc,, ........................... Hotel/Motel Sensitive Areas'? ('a%ellaocljv/Slope,. etc)...... %on1nL Dcsiurlimn.................. ......................... CC-C o�Fixture sociated With This ermit !! P/*4 41 �y� � 7 00, CONDITIONS: L Fire Saifet.,' no," FrV acuation Plans shall be submitted to the South Ding Fire and Rescue prior to issrzalice of the. certilicateof"occupancy. For question contact Chris Ingham South King Fire at 253-946-7248. 2. Prior to issuance of the certificate of occupancy, a boundary line adjustment (BLA) application *hat relocates or eliminates the internal property line shall be prepared by the applicant and submitted for review and approval by the City and recorded at Icing County at the expense of the applicant. 3. Prior to isst.t:tr.ce of certificate of occupancy, the applicant shall verify in writing that assump,intrs from the Heath and Associates parking study are met, including written confirmation from the hotel oN•-ner of permanent transit :and airport shuttle service provided for the hotel. if these assumptions are not verifi=,ti, then additional parking sLl be required to meet intent of FWCC, and in this case a total of 143 parking stalls siiall be pi ovided for th- Hampton hotel use. f 4. Prior to issuance of cea•ti:icate of occup, cy for the proposed development, the :t aplicant shall amend the 1J nonexclusive --larking easement to include lots associated with the new hotel development to the satisS'acti(-r, Or the city, and sl all provide the city with a recorded copy of the modified easement. 5. Pri;,r• to tinni inspection, a landscaping inspection shall be conducted to ensure conform?nce wits. itpprotived landsr ape plan. Contact Deb Barker at 253-835-2642 to schedule this insp ,er;nr. PERMIT EXPIRE Wednosdayf January 27, 2010 Permit Issued on Friday, July 31, 2009 I hereby certify t at the above information is correct and that the construction on the above described property and the occupan the use will be in ac and the City of Federal le and regulations of the State o; Washington Date: 3 / /(b Owner or agent: City of Federal Way Certificate of occupancy This Certificate issued pursuant to the requirements of Section 110.2 of the International Building Code certifying that at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. This certificate is yr C id ONLY when endo ed h it staff. Tei,ar'- Name: 14AMPTON INN & SUITES Address: 31720 GATEWAY BLVD S Includes: #1 #2 Occupancy Class: R-1 Construction T e: Type V - A Occu ancy Load: Floor Area (sq. ft.) 86,999 U Owner Name: Owner Address: 8255 154TH AVE SE NEWCASTLE WA 98059 Building Official Permit #: 07=106838-00-MF #3 l #4 0 I 0 The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most severly' affect the health and safety of the general public. Although the City has nia[Jp as complete a reviatcand inspection as is reasonably possible (within budgetary time and personnel limitations), the City neither quaraotees nor, wa. nt :. rr owner I occz�pant or to any other person that this Certificate evidences strict compliance with each awl every �tatice�or r'Zulation of the City or the state of Washington affecting the construction or use of said structure or the land upon q which it is situked• Stich compliance is the responsibility of the owner and I or occupant of the premises. r bATE Z INSPECTOk'r �1 �► a�'� sCOL—_P o f P , -el G P 5 , Mn L- -o a .mot A pr2 •og z ✓ O 7/44,4 I'V.I vlo-z6- Alva A 7 / 30 O u.✓o�,eF�av� Fa.¢��6 ,e� -azw ro fiq.,o s . 1*i 3W Faz- tWooloezey4 &cr 13TWA) 61VO 11 LIAle- S . l ' /z ho `G� Y 7 Ic�oarL �si�a 77f„�, r � � Ti Ufa• 6 •� _L A {�'� b77,, - a 2 / to aXT�3 i2 S/ r .s.G Li �5'Tflp� G tD AL _ F. S --D�, /h<Gpsr�ii a - - z-i v & , SD Iwo A 'J is iARE(AANDry i r " y � Q � s. C4- i Fi,-am 12�+r War Ile oj � L rs1 1 " am �Yo .4 eei 1 - G c.�.J ✓ /�4.41, • G � ��D`_�� ` wit �� c2 N v C.vYf o li 'OOLS O� 7 o• 2- $ 7 2 O! /� / O � � � vim. � �, o � �� ►.,• . Al Jo�_14,w 4 do 40 r w Ol S 7 •/lJ er c-cJ P�3 INSPECT[ON, LOG DATE INSPECTOR OK CORR/REJ AREA AND TYPE OF INSPECTION de r Ge_ � _Q I ✓G l IC oV"v,, dv-- ac �-lM R re", t' ic C 1 ) ✓i S Z J � - E�k d ' ' Federal Way Tip IS CARD [S T( EMAIN, ONr. S4'r E , w Cans#ruefion In, �-)#ivn Reeofd, , INSPECTION REQUES o: (253) 835-3050 PERMIT #: 07-106838-00-MF I Address: 31720 GATEWAY BLVD S Owner: KOONG CHO FEDERAL WAY, WA 98003 Scheduled inspections may be failed if this card is not on -site. DO' NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. 0 Footings/Setback (4110) ❑ Foundation Wall (4115) Drainage/Downspout 404 ) Approved to place concrete Approved to. place concrete Approved to backfill By Date By Date By Date Re -steel (4215) Slab/Concrete Floor (4255) Underfloor Framing (4285) Approved to place concrete or grout Approved to place concrete Approved to sheath floor By Date By Date By Date Shear Walls (4245) Floor Sheathing (4105) Roof Sheathing (4220) - Approved to install flooring Approved to install siding Approved to install roofing: By Date By Date By Date �/Za/"-D Fire/Draft Stops (4095) Prior to scheduling a Framing inspection; ❑ Framing (4120) Approved Electrical, Plumbing & Mechanical Rough -in and Approved to insulate Fire/Draft Stop inspections must be signed -off and By Date approved. IBC 109.3.4 By Date Insulation (4150) Gypsum Wallboard Nailing (4130) Suspended Ceiling Grid (4265) Approved to install wallboard Approved to install mud & tape Approved to drop tile By Date By Date By Date Final -Fire Department (4060) Final - flanning (4070 ❑ Final - Public Works (4080) Approved �/L Approved By Date By Date �i By Date Final - Building (4050) Approved } By /% D e Ij For inspector reference only ❑ Rough Electrical ❑ FINAL - Electrical Approved Approved r� �By Date By C Dat *DAA INSPECTORMP'P'AREA ! TYPE OTVnPECTION No of A 9�A A �v t�/a � I�►��P 5,� o Z. VIA 1 �� h `f ]. e h Z 4�e/ A-3— C-,o I OYr►:4.-t0 i��er��►- io o-t i 1, r -roll' j9-- 't 6 . 3 L Oand f'a -"tip , 11 Qirpylh l�'�°tli.!^ mo .pub 46+ f le, q YotiAA ins eG 1 fiepour" h I u er �s been k� 0 wo' 1 O , arT d i t A - ear OK #fow a 1014 04 �sS j , 5 N-5 14 1if n� �i ,51 n / J Aran i p?� (� /mil �t` �� r ��•'� a6r PI7 S- Y- A, . �li•?� FOR G� / O"� Gt D r re Pa I 4 Z, �ky 401 m ar � SWENSON SAY FAGET A STRUCTURAL. ENGINEERING CORPORATION' March 17, 2010 Hunter Rogers Jansen Construction Company 31626 28' Ave S Federal Way, WA CC: Ed Abbott, AIA, Abbott Heys and Associates RE. Federal Way Hampton Inn & Suites Holdown Epoxy Anchorage On March 12, 2010 Hunter Rogers of Jansen Construction informed SSF that several 1" diameter cast in anchor bolts for holdown anchors and 5/8" diameter cast in anchor bolts for shearwalls on the second floor PT slab were mislocated or cast out of straight, and requested approval for using post installed epoxy anchorage. It is acceptable to use 1" diameter threaded rods embedded a minimum of 7" in Simpson SET-XP epoxy to replace the 1" diameter cast in anchor bolts where required. A minimum of 10" to edge of slab distance should be maintained to achieve the rated capacity of the anchorage. It is acceptable to use 5/8" diameter threaded rods embedded a minimum of 5" in Simpson SET-XP epoxy to replace the 5/8" diameter cast in anchor bolts where required. A minimum of 6" to edge of slab distance should be maintained to achieve the rated capacity of the anchorage. The contractor shall locate all PT tendons in the location of the anchor prior to drilling for anchorage and shall miss all tendons when drilling. Sincerely, Evin Gibson Engineer SWENSON SAY FAGET, INC. A Structural Engineering Corporation 2124 3rd Ave Suite 100 Seattle, WA 98121 ,■ n ■V.SWeIrsansa► Ea ct.sam ph:( 206) 443-6212 Page 1 of 1 I kLyp. u.,,.11.j 6�, X J3 ALL CORRIDOR WALLS SHALL ALL HEADERS AT BE M @ 16°oc min. (typ. CORRIDORS SHALL u.o.n.) REFER TO ARCH. DWGS. BE 46 LAID FLAT FOR EXACT WALL CONFIG. (typ. u.o.n.) ,. j _jj l __ .. ... _. _. .. ... __ b? yr SW it L,VL .. �I/4Z/2 ��-.�F�r: 9 (typ. at corridors) x 4 10/S5.1 W10X26 W10X26 71 r------------------------------------------ 'i A 5/S5.1 TYp. ' 19/S5.1 �t ,p I SSK 7 PARTIAL LEVEL 3 FRA 41NG PLAN SHOWING OFFSET CORRIDOR WALLS EBG, SSF, 1/4/10 rSWENSON SAY FAGET C (6 ) pri S. LO- SOL-L hT_ 6q_ 6 1. P o -t,,/ A/ 5 `W r r� SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 -Seattle - WA 98121 Tel: 206.443-6212 Fax: 206.443.4870 Tacoma: 934 Broadway - Suite 100 -Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253-284.9471 FkV I-1 Praferl .pUW,j Ida- r--I� Pj.f�k prV —I (_rs) A-B �s7— 1 a�' sl#a2� Dale Proj. N o. Dcsfln 5heel L� V 301 Pzill'A r^1 14tj sw F V./ 5a LA ri I -AY �_94 M i rJ 6 47Tr oF�Se—t COP.R i p ag, "t-U f SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle. 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fair. 206.443.4870 Tacoma 934 Broadway • Suite 100 -Tacoma • WA 98042 Tel: 253.284.9470 Fax 253.284.9471 V:7 Project — 1 Oahe Proj. No. ❑e6 Blaze Bresko To: Hunter Rogers; Ed Abbott; Evin Gibson Subject: Fed Way Hampton Inn Site visit I visited the site Thursday, June 24th to see the location of 2 broken PT cables. The location of cables is approximately 3' west of grid line 1 along the east elevation of the building. The cables run from grid line I and J. We have checked the design of the P.T. slab and find that the loss of these two cables is structurally acceptable. In my visit I also observed the steel framing at the entry canopy between grids N and M. Just east of grid line 6, a W10x26 is framed in between two concrete columns. The connection to the concrete is designed with (4) 5/8" bolts. We understand that 1 of the two uppermost bolts was not installed. We have checked the capacity of this connection with only (3) bolts and have found it to be structurally adequate. The final bolt need not be installed. This concludes our review of the two non -conforming items noted above. Please let us know if you have any questions. Sincerely, Blaze Bresko, PE, SE Principal No Swenson Say Faget A Structural Engineering Corporation 2124 3rd Ave. State 100 Seattle, \\'- 98121 (206) 443-6212 Work (206) 898-4539 Cell (206) 443-4870 Fax hb resko @swensonsayfant.com www&wenggnsay a .cam c ,_k Q7.NhlUN17YD$VELOPhBA7 SLRVIC&4 F r { 7 PERMIT -- 333p58�'+AYENL7$SOI!(I'f •Pp$pxyy�8 "" 1 9 2 FEAERSL fVAY, WA 98t?53-9718 7ii'jr T S MP CO ME EL PL zs3.83LAir • *MLV.835.2fi49 LI CATI0 - DE EN ,F'P � . 'fr ede urt�-rnlw-rnzw tl: iU l ' _� The following is required irormatlon - / an incomplete application will not, L -orie Rccepted. Please printIM . legibly (in in ar SITE ADDRESS 2 . , -ype• ASSESSOR'S TA,X/PARCEL 0 LEGAL DESCRIPTION (e.g. Acme Estates, Lot IJ SUITE/UNIT # LOT SIZE (sj) Q TYPE OF PERMIT �U]LDING ❑ PLUMBING . ❑ DEMOLITION ❑ MECHANICAL RIP1'ION PROJECT DESC 0 ELECTRICAL ENGINEERING ❑ FIRE P (Provide detailed description of work ' REVELATION SYSTEM �.frlL included on this ermit onl L. PROJECT NAME (Name o f� or Owner Lase PROPERTY OWNER COIZOR COh1 ANY NAh4$ AILING AI?g ++++�� V CITY OF F$DERRL WAY BlJSINESS L!C S$ NUI SBE; CONTRACiaR'6 REGISTRATlO'N NU]VS gj{ 2—c APPLICANT III "' `LeCt ❑ Tenant ❑Agent ❑Other PROJECT NAME CONTACT ' LENDER NAMI J hTAILINO ADDRESS EXISTING USE EXISTING ASSESSED/APpRUSED VALUE $_ SPRINRLERED BUILDING? yC q NO RATER SERVICE PROVIDER WLARERgVEN iEWER SERVICE PROVIIER AHEiiAVEN LL— VIA LlcArrr NA�s 4NAME TEc�� f DATT^E $' Vrr0).� 1 t CE � B� f —�vjtw+1`s&1� �r 17 'X- !,-" RY PNDNE 3l IIZE— p �bRESS y ra��sp 7f'R+� r4dlrs. PerRCW 19,�7.U95: Lender f�jarmatlon is required i ro CITY, SPATE, Z!P fP fec! value exceeds,tS,UQO PROPOSED USE ' �'ALiIE OP PROPOSED WORK $ 10 mi 1'.v (FIRE SUPPRESSION SYSTEM PROPOSED f ❑ HIGHLINE /REQUIRED? OS ❑ NO C IiIGIiLINE ❑ TACOMA O PRIVATE (WELL) a pRIVATE fSFprrr,, ExIsxIl PI1OFOSED TOTAL s AREA DES' x s . FT. SO. FT. .IrT. BASEMENT D i FIRST d � SECOND TFIiRI] ADDITIONAL FLOORS SC BF-) 'IT4 t�Q -qC1 4 q* GARAGE ❑ CARPRT 11i � .... rare ar rorAc rxnrosan ar �-i� tYdA :�� cv�1 G NUMBER OF FLOORS A �A— ESTIMATED SELLING PRICE $ e+10W HOMES ONLY"* . NUMBER OF BEDROOMS this Indicate number of each type of facture project. Do not include existing fixtures to remain . to be installed or relocated asp cut of ^^ Value of Mechanical Work W— AIR HANDLING UNITS BBQS BOILERS COMPRESSORS .} DUCTS gy BATHTUBS 1.t TvbJSh-w' DISHWASHERS DRIN UNTA3N5 _r F—TR.IC WATER HEATERS HOSE BIBBS__� (A COPY OF BID OR ESTIMATE MUST BE INCLUDED VfiTH y _ WOODSTOV.ES MISC (Describe) 1 GAS PIPE � i;:A Ill' HOODS URINALS MISC (Describe) LAVS ieouimom s3nk4,VACUUM BREAKERS RAINWATER SYST SHOWERS WATER CLOSETS irou'y SWASHING MACHINES SINKS HOW SUMPS e owner. I certify that to the best of my I am the property owner or authorized agent of the prop rty that I will compty with all appltcahle I certify under penalty of perjury thatpermit application Is true and correct. I certify knawladge, the trLjormation submitted in support the work authorized the Issuance of a permit. I understand onstrucHon or environmental lawsthis permit ertainlrzy cdnaI laws regulating City of Federal W regulations p comp ilanee with local, state, or f al, f t the city, but Only does not remove the owner's respa?essithe Cityo Federal Wa as to any claim (including costs, :<penses, and attorneys, against i fees incurred t the f y udin the vndersigned, and filed ,further agree to hold harr" which ma9 be made b y person, 9 ormation suppllcd to I officers Incand employees, upon 4he accuracy of the inform Investigation and dejertse of such !m , trzciudtng f where such ciatrno this out of lanearnrhe city, d the city as a part f h, — ------ BATE fJ SIGNATURE: properly Owner and/Or ' 0 4I,TERATION a REPAIR o TENANT IMPROVEMI;Nx a ADDITION o YES o NO n NEW BASIC PLAN? o YES o NO o YES o NO BUILDING SHELL ONLY? CHANGE OF USE? o YES n NO ZONING DMIGNATION UI'1 SEP 41 SU? o YES o NO - NEW p,UDgE59 nQ�DP ° YF.g ° NO DEMO PER REQ�FiED? o PLATTED LOT? o YES NO k1I-Iand�it Application Bulletin #100 = August 16, 2007 Page 2 of 4 . A Alder Square Environmental Health Services 1404 Central Avenue South, Suite 101 Kent, WA 98032-7433 206-296-4708 Fax 206-296-0163 TTY Relay: 711 www.kingcounty.gov/health December 17, 2008 Koong Cho Royal Hotel Management, LLC 8255 154th Ave SE Newcastle, WA 98059 Public Health L-9 Seattle & Kin County Y RE: PLANS AND SPECIFICATIONS FOR: Hampton Inn & Suites at 31720 Gateway Blvd S, Federal Way, WA 98003 SR1171568 P/E 6713 (Risk 3) Dear Mr. Cho: The plans and specifications for the above new project have been reviewed and, in accordance with the provisions of Title 5, the Code of the King County Board of Health (The Food Code) are hereby APPROVED. Your establishment has been assigned the following plan review service number (SR1171568), Please use this SR# in all future contact with us. As required in The Food Code, upon completion of the construction and before opening for business, the food service establishment operator/owner shall: 1. Complete an application for the annual operations permit if you don't have a current permit. Include a copy of this letter when applying for the annual permit. Please call me prior to paying for your permit to verify the correct fee. Be advised that the penalty for commencing operation of a food service establishment without the required permit is 50% of the applicable permit fee. 2. Obtain a preoperational inspection approval. Contact me at 206-205-1903 at least one week in advance to schedule a preoperational inspection. Be sure all other inspections (plumbing, building, etc.) are done before you call the Health Department for an inspection. Your application for a food service establishment permit from Public Health Seattle & King County may be approved during this inspection, however it is the responsibility of the food service establishment operator/owner to obtain all necessary permits and approvals from other agencies. Operating the establishment without these required permits or approvals may subject the operator/owner to legal action by the appropriate agencies. If the establishment is opened without the Health Department preoperational inspection, it may be subject to closure. Failed preoperational inspections will require a $100.00 fee for a repeat inspection. Koong Cho Page 2 December 17, 2008 If you have any questions, please don't hesitate to contact me. Thank you for your compliance in this matter and I look forward to seeing you soon. Sincerely, Diane Agasid Bondoc, R.S. Plans Examiner Alder Square Office DAB:kw Enclosures RESUBMITTED SEP 12 2008 CITY OF FEDERAL WRY BUILDING DEPT. Cornerstone ft - Geotechn-ical, Inc. Revised Geotechnical Engineering Report Hampton Inn Commercial Project Federal Way, Washington For Abbott Heys & Associates, Inc. Cornerstone Geotechnical, Inc. Consulting Geotechnical Engineers & Geologists August 22, 2008 Mr. Ed Abbott Abbott Heys and Associates, Inc. 830 - 4t" Avenue South, Suite 201 Seattle, Washington 98134 Revised Geotechnical Engineering Report Hampton Inn Commercial Project Federal Way, Washington CG File No. 2088 Dear Mr. Abbott: INTRODUCTION This revised report presents the results of our geotechnical engineering investigation at your proposed commercial project, Hampton Inn and Suites, in Federal Way, Washington. The site is located at 31626 - 28tt' Avenue South, as shown on the Vicinity Map in Figure 1. The revisions were to change the building height from 8 stories to 5, to reference the 2006 IBC, update the site plan and to update the professional engineering stamp. The site has also been increased in size to include the parcel to the south. You have requested that we complete this report to evaluate subsurface conditions and provide recommendations for site development. For our use in preparing this report, we have been provided with planned sheets A000, A100 and A102 prepared by Abbott Heys and Associates, Inc., dated March 8, 2006 showing existing topography and planned structural layout and parking. PROJECT DESCRIPTION The planned development will include construction of a five -story hotel, with associated parking areas and underground utilities. The ground surface in the planned building footprint has a maximum difference in elevation of 10 feet with some areas that appear to be fill embankments. Grading is expected to be minimal with no underground parking. Preliminary elevations provided to us show that 17625 -130th Avenue NE, C102, Woodinville, WA 98072 - Phone: 425-844-1977 • Fax: 425-844-1987 Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28t" Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 2 there will be about 3.5 feet in elevation change from the southwest side of the structure to the southeast side. An infiltration system is planned on the east side of the site. We understand that Earth Solutions NW has provided consultation on the design of that system and on the impact to the freeway embankment to the east. SCOPE The purpose of this study is to explore and characterize the subsurface conditions and present recommendations for site development. Specifically, our scope of services as outlined in our Services Agreement, dated March 30, 2006, includes the following: 1. Review available geologic maps for the site. 2. Explore the subsurface conditions with backhoe-excavated test pits. 3. Provide recommendations for site preparation and grading. 4. Provide recommendations for structural fill. 5. Provide recommendations for foundation support. 6. Provide recommendations for site drainage. 7. Prepare a geotechnical engineering report to document our findings, observations and conclusions. SITE CONDITIONS Surface Conditions The irregular -shaped project site is about 1.8 acres in size and has maximum dimensions of approximately 250 feet in the east -west direction and 455 feet in the north -south direction. Access to the site is provided by Gateway Center Boulevard on the west side of the site. The site is also bordered by a parking lot to the south, Interstate 5 to the east and a round -a -bout for South 317"' Street and 28t" Avenue South on the north. A layout of the site is shown on the Site Plan in Figure 2. An existing sanitary sewer line traverses the site from north to south, just east of the planned structure. A sewer manhole was observed in the southeast region of the site. What appears to be a remnant asphalt road is located just east of the sewer alignment. The site is generally gently- to moderately -sloping down to the east. A roughly 4- to 10-foot tall bench exists in the south-central to central region of the site with Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28"' Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 3 a maximum slope of approximately 2 Horizontal to 1 Vertical (2H:V). This bench appears to be fill that was placed during past grading onsite. The vegetation consists mostly of brush, blackberry vines and evergreen and deciduous trees. A landscaped area was observed in the northwest region of the site and manicured lawn along the east side of Gateway Boulevard in the western region of the site. Geology Most of the Puget Sound Region was affected by past intrusion of continental glaciation. The last period of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 11,000 years ago. Many of the geomorphic features seen today are a result of scouring and overriding by glacial ice. During the Vashon Stade, areas of the Puget Sound region were overridden by over 3,000 feet of ice. Soil layers overridden by the ice sheet were compacted to a much greater extent than those that were not. Part of a typical glacial sequence includes recessional outwash sand underlain by glacial till. Recessional outwash sand is described as sand and gravel. Glacial till is an unsorted mixture of sand, silt, and gravel that was deposited below the glacier, and is commonly referred to as "hardpan." The glacial till has been consolidated under the weight of the glacier and exhibits both high strength and low permeability. Our site explorations encountered glacial till. The geologic units for this area are mapped on the Geology of the Poverty Bay Quadrangle, Washin on, by Howard H. Waldron, et al (U.S. Geological Survey, 1961). The site is mapped as being underlain by a deposit of glacial till. Explorations Subsurface conditions were explored at the site on April 11, 2006, by excavating a total of 10 test pits. The test pits were excavated to depths of 7.3 to 14.1 feet below the ground surface. The explorations were located in the field by an engineer from this firm who also examined the soils and geologic conditions encountered, and maintained logs of the test pits. The approximate locations of the test pits are shown on the Site Plan in Figure 2. The soils were visually classified in general accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The logs of the test pits are presented in Figures 4 through 6. Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28"' Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 4 Subsurface Conditions A brief description of the conditions encountered in our explorations is included below. For a more detailed description of the soils encountered, review the test pit logs in Figures 4 through 6. Our explorations generally encountered a surficial layer of topsoil that was less than 1 foot in thickness. The topsoil consisted of loose, dark brown to black, silty, very fine sand with roots and organics. Underlying the topsoil in Test Pits 2, 3, 5, and 7 through 10, fill material was encountered at depths ranging from 1.7 to 12.5 feet in depth. Fill material along the eastern region of the site appeared to have been placed during the grading of an abandoned roadway and was encountered at relatively -shallow depths. In the western region of the site, fill depths ranged from approximately 5 feet in depth near Gateway Center Boulevard and increased to depths of approximately 7 to 12 feet in depth near the top of the benched area in the south central region of the site. Underneath the fill material, we encountered till material consisting of medium dense to very dense silty sand with gravel to the depths of our explorations. Hydrologic Conditions Shallow ground water seepage was encountered in Test Pits 3, 6, 9, and 10 at depths of 3.1, 8.7, 5.2, and 3.4 feet, respectively. Moist to wet soils were also encountered within several of the test pits and seepage would have probably been encountered if test pits were allowed to stay open for an extended period of time. We consider this water to be perched. We also encountered rust staining to depths of approximately 2.0 to 14.0 feet in our explorations. This mottled zone is also a sign of perched water during the wet season. The thickness of the mottled layer does not indicate full saturation of the unit. The dense to very dense till below this mottled zone is considered poorly draining. During the wetter times of the year, we expect perched water conditions will occur as pockets of water on top of the till layer. Perched water does not represent a regional ground water "table" within the upper soil horizons. Volumes of perched ground water vary depending upon the time of year and the upslope recharge conditions. Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28"' Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 5 GEOLOGIC HAZARDS Erosion Hazard The erosion hazard criteria used for determination of affected areas includes soil type, slope gradient, vegetation cover, and ground water conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types (group classification), which are related to the underlying geologic soil units. The United States Department of Agriculture website for Washington Soil Survey Reports was reviewed to determine the erosion hazard of the on -site soils. The site surface soils were classified using the SCS classification system as Alderwood gravelly sandy loam, 0 to 6 percent slopes (Unit AgB). The erosion hazard for the soil is listed as being slight for the gently -sloping conditions at the site. Seismic Hazard It is our opinion, based on our subsurface explorations, that the Soil Profile in accordance with Table 1613.5.2 of the 2006 International Building Code (IBC) is Soil Class C. We referenced the 2002 map from the US Geological Survey (USGS) website to obtain values for SS and S1. The USGS website includes the most updated published data on seismic conditions. The seismic design parameters are: SS 123.57% g S, 42.05% g F, 1.0 From Table 1613.5.3(l) of the 2006 IBC Fv 1.38 From Table 1613.5.3(2) of the 2006 IBC Site specific coefficients and adjusted maximum considered earthquake spectral response acceleration parameters apply as shown in Section 1613 of the IBC. Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. The liquefaction potential is highest for loose sand with a high ground water table. The underlying dense till soils are considered to have a very low potential for liquefaction and amplification of ground motion. Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28t" Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 6 CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the site is compatible with the planned structure. The underlying medium dense to very dense glacial till deposits are capable of supporting the planned structures and pavements. We recommend that the foundations for the structures extend through any topsoil, loose, or disturbed soils, and bear on the underlying medium dense or firmer, native glacial till, or on structural fill extending to these soils. Depending on how the building will be stepped, there could be up to 5 to 8 feet of fill in the foundation areas. This material will need to be removed and replaced with structural fill, or the foundations extended to bearing soil. The allowable bearing pressure for footings on fill or native till will be different, as discussed in the Foundation Section of this report. Not all of the fill may need to be replaced from pavement areas. This will depend on the thickness of the fill, the ability to rework the upper 2 to 3 feet of the fill and the desired level of risk for pavement failures. Although it is best to remove and replace with structural fill, it has been our experience that just reworking the upper portion of the fill may save earthwork costs and provide satisfactory results. Although we did not explore the southern parcel, it is expected to be underlain at depth by the dense glacial till. The topography suggests that the fill should have a minimal thickness in this area. We recommend that this be verified at the time of construction by excavating test pits in this parcel. The recommendations provided in this report can be followed as it includes recommendations for native soils and also for extending foundations through existing fill to bear on native soils or structural fill. The soils likely to be exposed during construction are moisture sensitive and will disturb easily when wet or during wet conditions. We recommend that construction take place during the drier summer months, if possible. If construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include additional depth of site stripping, export of on -site soil, the import of clean granular soil for fill, and the need to place a blanket of rock spalls in the access roads and paved areas prior to placing structural fill. If foundation excavations will be attempted during periods of wet weather, it may be advisable to place a blanket of crushed rock over the prepared subgrades to protect them from softening when wet. Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28t" Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 7 Site Preparations and Grading The first step of site preparation should be to strip the vegetation, topsoil, or loose soils to expose medium dense or firmer native soils in pavement and building areas. This will also be required at the toe of the planned fill slope along the eastern side of the site. This material should be removed from the site, or stockpiled for later use as landscaping fill. The resulting subgrade should be compacted to a firm, non - yielding condition. Areas observed to pump or weave should be repaired prior to placing constructing foundations or placing structural fill. Depending on the risk level as discussed above, the site preparation for the parking may not require removal of all of the existing fill. This would require that small test holes in the fill not uncover any highly organic or debris laden soils and that the upper 2 to 3 feet of the existing fill can be compacted to structural fill specifications and a dense non -yielding state. The on -site glacial till likely to be exposed during construction is considered highly moisture sensitive, and the surface will disturb easily when wet. We expect these soils would be difficult, if not impossible, to compact to structural fill specifications in wet weather. We recommend that earthwork be conducted during the drier months. Additional expenses of wet weather or winter construction could include extra excavation and use of imported fill or rock spalls. During wet weather, alternative site preparation methods may be necessary. Disturbance to the prepared subgrade may be minimized by placing a blanket of rock spalls or imported sand and gravel in traffic and roadway areas. Cutoff drains or ditches can also be helpful in reducing grading costs during the wet season. These methods can be evaluated at the time of construction. Structural Fill General: All fill placed beneath buildings, pavements or other settlement sensitive features should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is observed by an experienced geotechnical professional or soils technician. Field observation procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. Materials: Imported structural fill should consist of a good quality, free -draining granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about 3 inches. Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28t" Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 8 Imported, all-weather structural fill should contain no more than 5 percent fines (soil finer than a Standard U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4-inch sieve. The use of on -site soil as structural fill will be dependent on moisture content control. Some drying of the native soils may be necessary in order to achieve compaction. During warm, sunny days this could be accomplished by spreading the material in thin lifts and compacting. Some aeration and/or addition of moisture may also be necessary. We expect that compaction of the native soils to structural fill specifications would be difficult, if not impossible, during wet weather. Some of the existing fill was not too contaminated and potentially could be used as structural fill. This will have to be determined based on conditions observed during earthwork. If determined suitable for use, these materials would be best placed in the pavement areas. Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. Fill should be placed in 8- to 10-inch-thick uniform lifts, and each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas, and within a depth of 2 feet below pavement and sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D1557 compaction test procedure. Fill more than 2 feet beneath sidewalks and pavement subgrades should be compacted to at least 90 percent of the maximum dry density. The moisture content of the soil to be compacted should be within about 2 percent of optimum so that a readily compactable condition exists. It may be necessary to overexcavate and remove wet surficial soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Temporary and Permanent Slopes Temporary cut slope stability is a function of many factors, such as the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or ground water. It is exceedingly difficult under these variable conditions to estimate a stable temporary cut slope geometry. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations, since the contractor is continuously at the job site, able to observe the Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28"' Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 9 nature and condition of the cut slopes, and able to monitor the subsurface materials and ground water conditions encountered. For planning purposes, we recommend that temporary cuts in the near -surface weathered soils be no steeper than 1H:1 V. Cuts in the dense to very dense till may stand at a 0.75H:1 V inclination or possibly steeper. If ground water seepage is encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than 4 feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to local and WISHA/OSHA standards. Final slope inclinations for structural fill and the cuts in the native soils should be no steeper than 2H:1 V. Lightly compacted fills or common fills should be no steeper than 3H:1 V. Common fills are defined as fill material with some organics that are "trackrolled" into place. They would not meet the compaction specification of structural fill. Final slopes should be vegetated and covered with straw or jute netting. The vegetation should be maintained until it is established. Foundations Conventional shallow spread foundations should be founded on undisturbed, medium dense to very dense soil. If the soil at the planned bottom of footing elevation is not suitable, it should be overexcavated to expose suitable bearing soil. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and it should also extend at least 1 foot into bearing soils, whichever is deeper. Minimum foundation widths should conform to IBC requirements. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of 5,000 pounds per square foot (psf) be used for the footing design, assuming a minimum 3-foot-wide foundation. Higher capacities can be obtained for footings directly on till or for wider foundations. We . can evaluate these capacities based on specific design parameters if needed. We recommend an allowable Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28"' Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 10 bearing for 3-foot-wide foundations founded on fill of 3,000 psf. A one-third increase may be used for temporary loads such as wind or seismic conditions. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1-inch total and 'h-inch differential between footings or across a distance of about 30 feet. Lateral Loads The lateral earth pressure acting on retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement, which can occur as backfill is placed, and the inclination of the backfill. Walls that are free to yield at least one -thousandth of the height of the wall are in an "active" condition. Walls restrained from movement by stiffness or bracing are in an "at -rest" condition. Active earth pressure and at -rest earth pressure can be calculated based on equivalent fluid density. Equivalent fluid densities for active and at -rest earth pressure of 35 pounds per cubic foot (pcf) and 55 pcf, respectively, may be used for design for a level backslope. These values assume that the on - site soils or imported granular fill are used for backfill, and that the wall backfill is drained. The preceding values do not include the effects of surcharges, such as due to foundation loads or other surface loads. Surcharge effects should be considered where appropriate. The above drained active and at -rest values should be increased by a uniform pressure of 6.5H and 18.3H psf, respectively, when considering seismic conditions. H represents the wall height. The above lateral pressures may be resisted by friction at the base of the wall and passive resistance against the foundation. A coefficient of friction of 0.45 may be used to determine the base friction in the native glacial soils. An equivalent fluid density of 300 pcf may be used for passive resistance design. To achieve this value of passive pressure, the foundations should be poured "neat" against the native dense soils, or compacted fill should be used as backfill against the front of the footing, and the soil in front of the wall should extend a horizontal distance at least equal to three times the foundation depth. A factor of safety of 2.0 has been applied to the passive pressure to account for required movements to generate these pressures. The friction coefficient does not include a factor of safety. All wall backfill should be well compacted. Care should be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the wall backfill. This can be accomplished by placing wall backfill in 8-inch loose lifts and compacting with small, hand -operated compactors. Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28t1' Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 11 Slabs -On -Grade Slab -on -grade areas should be prepared as recommended in the Site Preparation and Grading subsection. Slabs should be supported on medium dense or firmer native soils, or on structural fill extending to these soils. Where moisture control is a concern, we recommend that slabs be underlain by 6 inches of free -draining coarse sand or pea gravel for use as a capillary break. A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the capillary break. An additional 2-inch-thick damp sand blanket should be used to cover the vapor barrier to protect the membrane and to aid in curing the concrete. This will also help prevent cement paste bleeding down into the capillary break through joints or tears in the vapor barrier. The capillary break material should be connected to the footing drains to provide positive drainage. Drainage We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be collected and routed to an appropriate storm water discharge system. We suggest that the finished ground surface be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the buildings, as indicated in IBC Section 1803.3. Surface water should be collected by permanent catch basins and drain lines, and be discharged into a storm drain system. We recommend that footing drains be used around all of the structures where moisture control is important. The footing drains should consist of 4-inch-diameter, perforated PVC pipe that is surrounded by free -draining material, such as pea gravel. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point. For slabs -on -grade, a drainage path should be provided from the capillary break material to the footing drain system. Roof drains should not be connected to wall or footing drains. Utilities Our explorations indicate that specific deep dewatering will not be needed to install utilities. Anticipated ground water is expected to be handled with pumps in the trenches. We also expect that some ground water seepage may develop during and following the wetter times of the year. We expect this seepage to mostly occur in pockets. We do not expect significant volumes of water in these excavations. Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28"' Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 12 The soils likely to be exposed in utility trenches after site stripping are considered highly moisture sensitive. We recommend that they be considered for trench backfill during the drier portions of the year. Provided these soils are within 2 percent of their optimum moisture content, they should be suitable to meet compaction specifications. During the wet season, it may be difficult to achieve compaction specifications; therefore, soil amendment with kiln dust or cement may be needed to achieve proper compaction with the on -site materials. Pavement The performance of roadway pavement is critically related to the conditions of the underlying subgrade. We recommend that the subgrade soils within the roadways be treated and prepared as described in the Site Preparation and Grading subsection of this report. If any of the existing fill is left in place, the condition of the surface should be evaluated. Included in this evaluation would be the anticipated depth of the new fill. Prior to placing pavement base material, the subgrade soils should be compacted to a non -yielding state with a vibratory roller compactor and then proof -rolled with a piece of heavy construction equipment, such as a fully -loaded dump truck. Any areas with excessive weaving or flexing should be overexcavated and recompacted or replaced with a structural fill or crushed rock placed and compacted in accordance with recommendations provided in the Structural Fill subsection of this report. CONSTRUCTION OBSERVATION We should be retained to provide observation and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, and to provide recommendations for design changes, should the conditions revealed during the work differ from those anticipated. As part of our services, we would also evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. USE OF THIS REPORT We have prepared this report for Abbott Heys and Associates, Inc. and its agents, for use in planning and design of this project. The data and report should be provided to prospective contractors for their bidding Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28'h Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 13 and estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report, for consideration in design. There are possible variations in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. Within the limitations of scope, schedule and budget for our services, we have strived to take care that our ` services have been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. ` 000 Cornerstone Geotechnical, Inc. Revised Geotechnical Engineering Report Hampton Inn and Suites 31626 — 28"' Avenue South Federal Way, Washington August 22, 2008 CG File No. 2088 Page 14 We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, Corm o e Geo hnical, Inc. Jeff Wale Project Manager r61LWD'2 WIFLES bl»I W I o Charles P. Couvrette, PE Principal JRW:CPC:nt:am Three Copies Submitted Six Figures Information about this Geotechnical Engineering Report Cornerstone Geotechnical, Inc. Vicinity Map Cornerstone Phone: (425) 844-1977 Hampton Inn Geotechnical, Inc. Fax: (425) 844-1987 File Number Figure ~—= 17625-130th Ave NE, C-102 • Woodinville, WA • 98072 2088 1 F f" r- Site Plan CB #10 (nrn � - 464.6 14LF 12" ST W/ FRAME & SOLID LOCKING COVER S76 RIM-463.50 CB ,¢'&(TYPE 1) W/ -LJ3t• .5' l ` �j�J9 r ► INV.=459.50 (8" PERF W & S) FRAME & SOLID ' •^-�-M1FTt A'11DNT1LEN ,/3 / C.7 3' 62LF 8" PERF PVC LOCKING LID T1tlN, ROWS r - �'•' ` 5=05% RIM=462. 70 .. 'P,4 VE ROW _ INV.=459.19 (8" PERF. 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COARSE - GRAINED SOILS MORE THAN 50% RETAINED ON number 200 SIEVE FINE - GRAINED SOILS MORE THAN 50% PASSES NO. 200 SI NOTES: Unified Soil Classification System MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED ON NO.4 SIEVE CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY -GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 50% OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND SAND WITH FINES SM SILTY SAND Sc CLAYEY SAND SILT AND CLAY LIQUID LIMIT LESS THAN 50% INORGANIC ML SILT CL CLAY ORGANIC j SILT AND CLAY INORGANIC LIQUID LIMIT 50% OR MORE ORGANIC HIGHLY ORGANIC SOILS 1) Field classification is based on visual examination of soil in general accordance with ASTM D 2488-83. 2) Soil classification using laboratory tests is based on ASTM D 2487-83. 3) Descriptions of soil density or consistency are based on interpretation of blowcount data, visual appearance of soils, and/or test data. OL ORGANIC SILT, ORGANIC CLAY MH SILT OF HIGH PLASTICIT CH CLAY OF HIGH PLASTICI OH ORGANIC CLAY, ORGANI PT PEAT SOIL MOISTURE MODIFIERS Dry -Absence of moisture, dusty, dry to the touch Moist- Damp, but no visible water Wet- Visible free water or saturated, usually soil is obtained from below water table Cornerstone Phone: (425) 844-1977 ® Geotechnical, Inc. Fax: (425) 844-1987 17625-130th Ave NE, C-102 • Woodinville, WA" 98072 Y, ELASTIC SILT TY, FAT CLAY C SILT Unified Soil Classification System j Figure 3 LOG OF EXPLORATION DEPTH USC SOIL DESCRIPTION TEST PIT ONE 0.0 - 0.7 SM DARK BROWN TO BLACK SILTY FINE SAND WITH ROOTS AND ORGANICS (LOOSE, MOIST) (TOPSOIL) 0.7 - 2.2 SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND TRACE ROOTS (LOOSE TO MEDIUM DENSE, MOIST) 2.2 - 4.4 SM GRAY RUST STAINED BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) 4.4 - 8.5 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 3.4 AND 6.8 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 8.5 FEET ON 4/11/06 TEST PIT TWO 0.0 - 0.4 SM DARK BROWN TO BLACK SILTY FINE SAND WITH ROOTS AND ORGANICS (LOOSE, MOIST) (TOPSOIL) 0.4 - 1.2 SM DARK BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (LOOSE, MOIST TO WET) (FILL) 1.2 - 1.5 ASPHALT 1.5 - 3.8 SM DARK GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ORGANICS (MEDIUM DENSE, MOIST TO WET) (FILL) 3.8 - 8.4 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) SAMPLES WERE COLLECTED AT 2.9 AND 8.4 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 8.4 FEET ON 4/11/06 TEST PIT THREE 0.0 - 1.1 SM DARK BROWN TO BLACK SILTY FINE SAND WITH ROOTS AND ORGANICS (LOOSE, MOIST) (TOPSOIL) 1.1 - 2.1 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (FILL) 2.1- 3.2 SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE, WET) (FILL) 3.2 - 4.9 SM DARK GRAY SILYT FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST TO WET) (FILL) 4.9 - 6.6 SM GRAY RUST STAINED BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, WET) 6.6 - 7.8 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL ( DENSE TO VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 5.4 AND 7.8 FEET SLIGHT TO MODERATE GROUND WATER SEEPAGE WAS ENCOUNTERED AT 3.1 FEET TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 7.8 FEET ON 4/11/06 CORNERSTONE GEOTECHNICAL, INC. FILE NO 2088 FIGURE 4 LOG OF EXPLORATION DEPTH USC SOIL DESCRIPTION TEST PIT FOUR 0.0 - 0.8 SM DARK BROWN TO BLACK SILTY FINE SAND WITH ROOTS AND ORGANICS (LOOSE, MOIST) (TOPSOIL) 0.8 - 2.4 SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) 2.4 - 3.4 SM GRAY RUST STAINED BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE TO DENSE, MOIST) 3.4-4.8 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, WET) 4.8 - 7.3 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 1.3, 2.4, 3.7 AND 7.3 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 7.3 FEET ON 4/11/06 TEST PIT FIVE 0.0 - 1.7 SM DARK BROWN SILTY FINE SAND WITH GRAVEL AND ROOTS (LOOSE TO MEDIUM DENSE, MOIST) (FILL) 1.7 - 2.0 SM DARK BROWN TO BLACK SILTY FINE SAND WITH ORGANICS (LOOSE, MOIST) (TOPSOIL) 2.0 - 3.2 SM GRAY RUST STAINED BROWN SILTY FINE TO MEDIUM SAND WTH GRAVEL (MEDIUM DENSE TO DENSE, MOIST) 3.2 - 8.4 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST TO WET) SAMPLES WERE COLLECTED AT 4.8 AND 8.4 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 8.4 FEET ON 4/11/06 TEST PIT SIX 0.0 - 0.8 SM DARK BROWN TO BLACK SILTY FINE SAND WITH ROOTS AND ORGANICS (LOOSE, MOIST) (TOPSOIL) 0.8-3.9 SM LIGHT BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) 3.9 - 9.2 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) SAMPLES WERE COLLECTED AT 1.5 AND 9.2 FEET SLIGHT GROUND WATER SEEPAGE WAS ENCOUNTERED AT 8.7 FEET TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 9.2 FEET ON 4/11/06 TEST PIT SEVEN 0.0 - 1.5 SM DARK BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (LOOSE, MOIST) (FILL) 1.5-5.5 SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ORGANCIS (LOOSE TO MEDIUM DENSE, MOIST) (FILL) 5.5 - 8.7 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) SAMPLE WAS COLLECTED AT 8.7 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 8.7 FEET ON 4/11/06 CORNERSTONE GEOTECHNICAL, INC. FILE NO 2088 FIGURE 5 LOG OF EXPLORATION DEPTH TEST PIT EIGHT 0.0 - 1.6 1.6 - 3.3 3.3 - 7.2 7.2 - 7.4 7.4 - 9.3 9.3 - 10.2 TEST PIT NINE 0.0 - 2.1 2.1 - 3.2 3.2 - 12.5 12.5 - 14.1 TEST PIT TEN 0.0 - 0.8 0.8 - 5.2 5.2 - 9.3 USC SOIL DESCRIPTION SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (LOOSE, MOIST) (FILL) SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (FILL) SM BROWNISH GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL AND GARBAGE (MEDIUM DENSE, MOIST) (FILL) SM DARK BROWN TO BLACK SILTY FINE SAND WITH ORGANICS (LOOSE, MOIST) (TOPSOIL) SM GRAYISH BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) SM GRAY RUST STAINED BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) SAMPLE WAS COLLECTED AT 9.6 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 10.2 FEET ON 4/11/06 SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (LOOSE TO MEDIUM DENSE, MOIST) (FILL) SM LIGHT GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (FILL) SM BLUISH GRAY SILTY FINE TO MEDIUM SAND WITH TRACE ROOTS (MEDIUM DENSE TO DENSE, MOIST) (FILL) SM GRAY RUST BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 4.7, 9.1, 12.4 AND 14.1 FEET SLIGHT GROUND WATER SEEPAGE WAS ENCOUNTERED AT 5.2 FEET TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 14.1 FEET ON 4/11/06 SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE TO MEDIUM DENS, MOIST) (FILL) SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL, ORGANICS AND GARBAGE (MEDIUM DENSE, MOIST) (FILL) SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOISTTO WET) SAMPLE WERE NOT COLLECTED SLIGHT TO MODERATE GROUND WATER SEEPAGE WAS ENCOUNTERED AT 3.4 FEET TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 9.3 FEET ON 4/11/06 CORNERSTONE GEOTECHNICAL, INC. FILE NO 2088 FIGURE 6 r Geotechnical Engineering Report ---) Geotechnical Services Are Pepformed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you —should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Ppoject-Specific Factors Geotechnical engineers consider a number of unique, project -specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or + completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes —even minor ones —and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ —sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer whop developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient timeto perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE-MembeP Geotechncial Engmeep for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information. ASFE The Best People on Earth 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGE806045.OM H AMPTON INN Federal Way, Washington Addendum to Technical Information Report RESUBMITTED OCT 13 2008 CITY OF FEDERAL WAY BUILDING DEPT. September 23, 2008 Pacific Engineering Job No. 05046 Water Quality Treatment The City of Federal Way's Surface Water Management Code specifies that facilities shall reduce pollutant loads by meeting the applicable annual average performance goals for 95% of the annual average runoff volume. Remove 80% of the total suspended solids and remove 50% of total zinc for Resource Stream Protection Water Quality treatment. Porous asphalt pavement will be used in the parking areas as a Best Management Practice method for water quality control. The porous asphalt pavement area will be counted as 100% treated area for water quality calculation. Filterra units will be used to provide Resource Stream Protection Water Quality treatment for onsite runoffs. An Experimental Adjustment is required for using the Filterra units as a water quality treatment method. The Filterra Stormwater Bioretention Filtration System harnesses the power of nature to capture, cycle and immobilize pollutants to treat urban runoff. For effective stormwater management, the combination of landscape vegetation and a specially designed filter media allows bacteria, metals, nutrients and total suspended solids (TSS) to be removed naturally. Filterra is well suited for the ultra -urban environment with high removal efficiency for many pollutants. Its small footprint allows it to be used in highly developed sites such as landscaped areas, green space, parking lots, and streetscapes. Benefits of the Filterra Stormwater Bioretention Filtration System: Save valuable space with small footprint for urban sites. Improve BMP aesthetics with attractive trees or shrubs. Replace lifetime cost with safer and less expensive maintenance. Expected Average Pollutant Removal Rates of the Filterra unit TSS Removal 85% Phosphorous Removal 73% Nitrogen Removal 43% Heavy Metal Removal 33%-82% Fecal Coliform 57%-76% Predicted oil & grease >85% The expected average pollutant removal rates of the Filterra unit meet the Resource Stream Protection Water Quality treatment goals. Non pollution generating runoff from roof and landscaping areas will be collected and drained to the detention/infiltration trench directly. Pollution generating runoff from the asphalt pavements will be treated by the Filterra units before it reaches the detention system. Total pavement area to be treated = 0.42 acre. This area is divided into 2 sub -areas and each area will be treated by a Filterra unit with a bypass catch basin. 2 Sizing of the units are based on the sizing table provided by the manufacture. The east basin: Area = 0.36 acre, an 8'x4' unit is used (capacity 0.44 acre). The southwest basin: Area = 0.06 acre, a 4'x4' unit is used (capacity 0.22 acre). Maintenance A standard maintenance agreement is included with the purchase of every unit. Detailed maintenance records are kept and updated by the manufacture after scheduled maintenance. The first year of maintenance is a FREE service provided by the manufacture, an extended maintenance agreement is also available. Filterra maintenance includes: unit inspection, debris, trash and mulch removal and disposal, filter media evaluation, plant health evaluation, replacement of mulch, and updated and stored records of performed maintenance. PACIFIC ENGINEERING DESIGN, LLC Civil Engineering & Planning Consultants APPROVED FILE TECHNICAL INFORMATION REPORT HAMPTON INN FEDERAL WAY, WASHINGTON RESUBMITTED SEP 0 5 2008 CITY OF FEDERAL WAY BUILDING DEPT. 15445 53rd Ave S, Suite 100 Seattle, WA 98188 206.431.7970 ph 206.388.1648 fax HAMPTONINN Federal Way, Washington Technical Information Report .Alua .t4 C Ui September 05, 2008 Pacific Engineering Job No. 05046 TECHNICAL INFORMATION REPORT FOR Hampton Inn FEDERAL WAY, WASHINGTON September 05, 2008 PREPARED FOR Royal Hospitality LLC. 15901 West Valley Highway Tukwila, WA 98188 Phone: (425) 226-1812 Fax: (425) 255-7856 PREPARED BY Pacific Engineering Design, LLC. 15445 53rd Avenue S Seattle, WA 98188 Phone: (206) 431-7970 Fax: (206) 388-1648 EXPIRES: 02/ 18/2009 2 TABLE OF CONTENTS Page I. PROJECT OVERVIEW.....................................................................................................4 Figure 1 Technical Information Worksheet to Follow....................................................5 Figure 2 Site Location Map to Follow...........................................................................6 Figure 3 Drainage Basin, Subbasin and Site Characteristics.......................................7 Figure4 Soils...............................................................................................................8 II. CONDITIONS..................................................................................................................9 III. OFFSITE ANALYSIS....................................................................................................11 IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN .....12 FlowControl...................................................................................................................13 WaterQuality Treatment................................................................................................14 V. CONVEYANCE SYSTEM ANALYSIS..........................................................................24 VI. SPECIAL REPORTS AND STUDIES..........................................................................26 VII. OTHER PERMITS.......................................................................................................27 VIII. CSWPPP ANALYSIS AND DESIGN.........................................................................28 IX. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT ...........................................................................................................................................29 X. OPERATIONS AND MAINTENANCE MANUAL..........................................................30 Ie Project Overview The project site is located at the northwest corner of Interstate 5, south of the southbound S. 317t" Street exit in the Southeast quarter of Section 9, Township 21, Range 04, W.M., in the City of Federal Way, Washington. The site is comprised of two parcels: 092104-9185 and 092104-9031. Zoning of the site is City Center Core (CC). The total site area is approximately 2.4 acres (including the access easement of Gateway Center Boulevard). A hotel is proposed for this site. The site will be accessed from Gateway Boulevard. Water is available from an existing 8" water main which is connected to a 12" water main along Gateway Boulevard. Sewer is available from an existing 8" main that passes through the site. The site is within the Hylebos Creek sub basin of the Hylebos Creek & Lower Puget Sound Drainage basin. The onsite storm drainage system will provide Level 1 detention and Resource Stream Protection Water Quality Treatment for onsite storm runoff. The outfall of the onsite storm will be connected to the 1-5 storm system that drains to the Hylebos Creek. 4 S.E. 1/4, SW 1/4 AND S. 1/2, S.E. 1/4, SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST OF W.M. WASHINGTON LEGEND 55 SANITARY SEWER ..... SO STORM SEWER 'Qu r-T. ;2bi G GAS LINE y. m Xm �P,_ OVERHEAD POWER LINE W WATER LINE aw., A- GAS VALVE WA VALVE L •WATER METER RRE HYDRANT CATCH BA IN 2 MANHOLE -C)- = U UTY POLE LIGHT POST ....... cm, CUT ANCHOR 16v•SIGN -Zta POWER VAULT/TRANSFORMER IV' TEUE./TV PED- PARKING METE SECTION CORNER QUARTER CORNER FIND. MON. IN CASE wr .5o 00 - SPOT ELEVATION SET 1/2' I.R. W/CAP jr214154 0 FHD. PROP. COR. AS NOTED D' . DECIDUOUS '01 V, F = FIR CEMENT CONCRETE PAVING t JI , 1:,L 41E, IC' SURVEY PROVIDED BY iw .9 HANSEN SURVEYING LAND SURVEYORS & CONSULTANTS 174n 136TH AS,E. RENTON, WA 98058 T E LL 425- 235-V6F_440 FAX, 425-235-0266 2007-03-12 3 N% L,()T Ff? l' G) 4 9'. Z�0 12T GATEWAY r'•�-�_ 'x x "X E3L\b 71 x1l IN r I' F C)"T SI� UN%,� \ �,, / rr �`tif 11 �r� ,i fir• ^ f •♦ \ •11 RIM 19-320) % > 20' o 10 m 40 none K�0_11N(l &OND�!LaL_, GRAPHIC SCALE APIPRO%TA 'r SCALE : 1' = 20' .- GO (n 4 GO � 0 0 mjjqOLzoZs--Ml z: 0 < Lr) (n M IL 0 Ill L u, u a bl) u cd P: L) a: w LL cl) LWL D U) 0 z z U 9 z I z Lr 0 IL T J_ PROJECT NO: 05046 DRAWN BY: TLIR ISSUE DATE: 08-31-07 SHEET REV.: EXKnV-M CONCKTK)N C14 r S.E. 1/4, SW 1/4 AND S. 1/2, S.E. 1/4, SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST OF W.M. WASHINCTON- ra II1 (r)PE 1) W1 FRAME a GRATE C7 P(TYPE z 48-0) .. •'r " • . • �C17:- .� �;� Va�g$g W/ SOLID LOCKING LID f� r• :�+. ,-' E7� INV.-48133 .210 �8. OVFRFLONj LOCA�NG GAS MAIN PRIOR ro R)A!-f$Z50 •.i . . 1 r+A� 3TItl INV.=458.80 (12' SE) rHO. IRC (DIMRBED _ Y �\ 4 G8 IIO (TYPE I) INV.-457.7G :2' N ) CONSTRUCTION. N07IFY ENGINEER OF W/ FRAME R SCUD i asp' sO T ,.x' Ens ANY CONFl1C73 AND PROTECT IN PLACE '0 D 464.5 LOCKING COVER INV.=458.7G= (Zf• SW) JIF• S (7 70 lam- 46am S-a ► S/g�� NV=45A50 (6' PERF W 17 S) CB P(TYPE 1) W/ GRAPFiC SCALP -R RIIL AC /6422 0 37 N TRE7I i .�73•, INV.-459.50 (8• N FRAME a; SOLID cool 1 NORTH ass' Ensr F � �� ♦ - TION �ROlfe - I $` PERPVC RING �40290 � SCALE: : f 201 C) r lu Row NV.-459.19 (e- PERK N 6: S) /� s, y$' I -. SG1,/9sg •w a nuv1T �Nv.-+sass p2) 273LF K 11' 3 (w) 0 2o.2T 8LF 12- ST. S-1.0% i�so RAT ION RE cN � De ¢ Ilj I U _ •'. • y '.4• sr, s-aox 1-PAS'S)VE ROW '�-i+••�l.a c7 ItL \ I 1 ; ,•:I■i ., + JLF 12- ST. s=a0t 78 TOTAL-STgIW TT:CH 5 N Z .. 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P 465 Q I .ga "� 1{-48110 M +84.70 '4 - y ` 1 O ' �A �:6�s7C]921 9U31 \\ _ __` �`♦ co f m ' r '`W% 4r8 ...�Lc'T'S`xra1.' 18F ODNC. \ ti titi L"1 .i -, j "i`v_ • �� I I S-a ' 'rr K3 1 -- .v {71'j.: '- , • r Cu OPETpNG \\ -�•� \� i 1'.,: , _~• INIV-461.351D \' INK= • .FOR FTLTFFRA ~ s• ST j ♦ �i y ` 1 '•I ' S--asx - YD 1 ti %• 3p _ Rlh1-464. 23 y • . 1�469.27 Nk RIM-48255 ~\- 9LF 6 ST 't Z • 71 1 ti {�: - - l NV-45R49 ,,1.a. yCy>'LINE ,� Q > i '` � U � '^w, . ••' ' r .. - - _ � `\ �1�Y �84, �4 - Oro • , 1 ,• �.. ..7 ".'. a Tr - ♦ IN 455L7 nw-464- r� Z 0 YDj2 1 _ NYn459 !` y� Z . Y RN-484.50 ) \ 1 TCN Ix� 12" D .1. Nw461.o3 1 it 1 a \ Z • • J �1 '\ • EK CONE ti CURB •; '< ]-� 76LF 6-ST 460� -r ! II `` > Q d TO REMAIN MEW AT EX JOINT \ ,ab, 1 s-O.ss 95 ■ 1 \ L 0 3 ..p- : �\ , 1 •�h'. I n+ 1GO IF HIDE N .{6 ■I \ ` \ S ANDu� 'fO; F04AWV, -. _ I f' • T ; ITCH "•'�?:,•� Y -� ;' R,AAf- 810=NG LID 11 ¢ IL 1 \ Y ��" _ /}/ >F� AT1EC 's�v YD\�q \ ■ INV.=458,09 (8' PHEW IN) I j 1 I r� - \ • IY1' GONG CURB AIM-40 ■ INV.-457.21 (24) I •� I TBG71_ _ y _-- r �i?� I t TER 10• i s _ .l _ . a< IH4,.T4TBBBR (_IHY. CffAMBER�y �SI1DE SIDEWALK ' _ _ -.;T 3LF 24. S 1t�•�] PROJECT NO.: CIQ04E I ~J �.1rI'i�0" PK NIJC Ai _ � 4 • I 'Y - } i , ti �z` 4 SOUTH il.o r.E5r _ j a i 62LF 8- MW. PVC \\ ��'�,!-.�J r: • j 1 .' f'r r I� 1 12• •{ r r- , S`�O.SS ,1 DRAWN BY: CUB •!U•-• .. I Ir / i Ty \ ; \1 ISSUE DATE: 08-3t-07 �� •Pp I '••rh,"i 1 \ 50LF 7.25' IX bN DEV9AP® COADMON E,FmiWORc SUMMARY NEW x34EEL - \ \ �•� TNI7LTRAnDIV 7AETlUI Is \ }, SHEET REV.: 00-04roe TOTAL AREA ro DRAINAGE AREA TO INFlLTRAnoN TRENCH i' , CHs so-•740 \ COURT YARD H07EL TOTAL ARf t+r.64 AG TOTAL EXCAVATION =4,947 CY. 1 E fh4J' �•2'f �y 1 TOTAL FILL m 510 CY. .`\ �\ , ' PARKING L07 DETENTION TOTAL AREA AG (AFTER CWNTING PERVIOUS r TANK-1.91 AG PAVEMENT OpF N NOTE THE ABOVE EARTHWORK CALCULATION IS TO 1 5'� \ 2WF CLgiB , 1 IMPERV.-a73 AGTILLce \ 1 �921049320 TILL GRASS=a33 AG piA55-aro aG BASED ON THE ELEVATION DIFFERENCE BETWEEN NE14' 4• TREE HOLES p apg,p 1 8: w/ 8•\ \ \ (ft/►pNQ AND TILL PASTURE-0.85 AG THE FINISHED GRADE AND THE E)OS11NG GROUND. NEW SDES� , .ss75R C)RB G \ y I 1 pRARtAi � ORAINAGE AREA ro INFILTRATION TRENCH /t o-ri�.szot FOR FTL ;p \ \t IFILM TOTAL. AREA-0.07 AG HW.4fiM2 +Ij iNV-as2"9s NEW 35' 8�E \ 1 PA E IIIENT 6 A (AFTER COUNTING PRENOUS INV-462 00 (W) 1 _ DRIVEWAY I 1 TILL GYTA55-C I AG Ip ' F�7ow D4� �t \♦ f:•TE #RAIL ) I STREET TREE ti I ORAIHAGE AREA ro rNFILTRATKk+ TRENCH Io \R>!l462 J 05048=—COI DWG TOTAL AREA-440 Aa (OFFSTE) Ce p n ( !) y _ JH{R6t 4 WP&RV = AREA••a17 AC RIM=ass 97 lY% FRAw h LOCi M > r \ 4 C06 TILL GRA55=CL23 AG iW-4c1s7 (E) VANED GRATE INv=asl.az (s) RIM-481.90 - \ � I \ 1 NV.=458.73 (4- IN) Q + \ \ X INV.-458.40 (8- PERF) ! � `� } SARMT MATCH EK SIDEWALK AT EX JOINT 1 nv Figure 'I Technical Information Worksheet to Follow KMg Counihf Department of Deveaopment and.lEnvironmentM Services TECHNICAL INFORMAT90 9 REPORT (MR) WORKSHEET Part 1 PROJECT OWNER, AND PROJECT ENGINEER Project Owner d ; L Address Phone z z _`gr z Project Engineer z Company .c. E In Address/Phone 154rS.s3rdMe i�' Part 3 TYPE OF Subdivison Short Subdivision ��Mer c Other Part ? PROJECT LOCATION AND DESCRIPTION Project Name Location Township-� Range s .l4 0ection E Part 4 OTHER REVIEWS AND PERMITS DP4V HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community Drainage Basin I� J Part 6 SITE CHARACTERISTICS: River Stream Critical Stream Reach Depressions/Swales Lake Steep Slopes Shoreline Management Rockery Structural Vaults Other Floodplain Wetlands Seeps/Springs High Groundwater Table Groundwater Recharge Other ?art i' Sali C Soil Type Slopes Erosion Potential Erosive Velcoties aD / +0 6 V �- o(A/ 4 If ps - Additional Sheets Attached Part S DEVELOPMENT LIMITATIONS ATIONS REFERENCE Ch. 4 - Downstream Analysis Additional Sheets Attached Part 9 E$C REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION v-Sedimentation Facilities V Stabilized Construction Entrance Perimeter Runoff Control V Clearing and Graing Restrictions Cover Practices Construction Sequence Other LIMITATION/SITE CONSTRAINT MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove All Silt and Debris V Ensure Operation of Permanent Facilities r/ Flag Limits of SAO and open space preservation areas Other ft 10, SURFACE.14VATEf = , STE-`Vf Grass Lined Channel Pipe System Open Channel Dry Pond Wet Pond Tank Vault Energy Dissapator Wetland Stream Infiltration Depression Flow Dispersal Waiver Regional Detention Method of Analysis )Cc rzT5 Compensation/Miti gati on of Eliminated Site Storage Brief Description of System Operation 4YLSi�" t Q �0 L�"�noi'la Le-V 6 01nI lg ParizA 6 A 'e Facility Related Site Limitations Reference Facility Limitation Part 11 S T RU:CTURAL-ANALYSIS I Cast in Place Vault Retaining Wall Rockery > 4' High Structural on Steep Slope Other �a t 12 EASEMENTS" ACTS Drainage Easement Access Easement Native Growth Protection Easement Tract Other �Part'13 SIGNATURE`OF'P,90FESSIONAL"EN.i-3]NEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. D7l1q/2- Figure 2 Site Location Map to Follow 3A - F `ID�fI F 11j cn S 3121h Se ' Poo, 3� .a 5334a,P1 4 ex $ )Ism $t Sat"to s 34b!hSl N i• 1 3 31 Ah et S310hpi G� a �arr►rt1�a►Ys way 0 2M M-aAfkj*st. lnc r LOCATION MAP c? S 320th St 02006 NAVTEQ Figure 3 Drainage Basin, Subbasin and Site Characteristics I Cityl of Federal Way, Of Federal City ay &'3325 81h , Ave S Federal Way, WA 98003 Federal Way Drainage Basins (253) 835-7000 www.d.federal-wayma,us Scale- 0 V2 I Mile 0 112 1 Kilometer LJ vircmak wwo "i"w" NOW 9asm* in'p orco -Counly are not Isfcrx'"I NF "rwp IV intap.ded f:,,r 11" as 4 fwcal rnowmtorro ONLY allity oi Foduzl 'Nzy mawc wmarrAnN 3r in Is acv4s-.c,- &Oiral may Figure 4 Soils City of FederaI Way Regional Soils Map Map Dale: January, 2005 city r Federal Way, GIS DlvislGn 33325 B,h Ave 5 PO B.x 9718 Federal Way, 96063-9718 (253)935-7000 0 www Ifederel-way.wa.us rr r,x i PUVCIIY ��' - Puget Sound "" --I-- AqC r f I f� W •- ..Ili. - � - - 'r•�_ 411 • r� St s ]Inn M _ _ •. L - _3 a]uw ¢t_ l arooia �9 — FaA•.M . _ — -- tj`i `� • .41 �--+ — !� 'fir -} :w ! , } y)'�_ Iw ti, 'A Sm •IJ . H.r r+ lkv m.a kwr ]a..w.DD,arwrsrcaw GoxscDF - l� ,I _ Avc Wm d¢G. .sa,wy L.am, —%swu ��ro•e. e.aD+a•aa e.wcFw ]s]o%e+e. + l5l� I. PAF-AMarvmoEd Xl%eD. Very alw0 � �} 1 I � 1 � ��'�,�•'- Ama-MnIa, NOamwtl MaW,lal, ¢e%ebpa 111 - } • ,dat.,apy,pyrM�waLF,S%Sma 1y an-BvnlnDlum Sri L..— I N° 'li`S-r - -- 1 No - N•GemLWlaw f••v'. If' llyaMMy Laam,¢3% •� � �EVC-EvaraX Grawlty SaMyLDam Std% e.c•cwrw�r.eae llrrrry s.+rre.+fwx Ni! L � �+`� i'. f!• Sid — .,� I r� wc•I'"- '-LYIa lvswi �,1M my�•mran FLw�t1% l/ � i ;/ / [- �1 ,. y+ F� —� � ,ya w - � '" it �� s»]NM / x � r ! • �• MNDD-glaaDSill Loam, 15]¢% �Me-MIavE Munal laM �•� �� 1 `' � ��fF I L - Np-Na Mam,mm '/ wwaa sr.l Lnc— oNalln mlwm , ffff %prtd w p JJ -r \\\\ ' I}:f• �j KAD^�)�•--_•-- w, •miltur l.adr I — • bDmM1aA fw��Iq Lum.L,S% { �6a 6enlDnsXllDam 7 Sm-SlueerdMurx \ I. No liar,' \ - •� A�� i {lI I wv-w¢Damv¢e sX Loa — - -- — I f CFFT NI Edgewood Scale: 5 0 0.25 0.5 I LA � a -•- ---� 1 =: �: s M.F� �'"::.M.i�7a<.i --wewrra. n+=. MMwara `� w�inanwa dew'•..y. n: d�yxF,a�Wlw� CITY DF Federal Way .a.naealraarsea]a.� Miles rnrc w aeeo¢vma.c qka wmeros aoea maam i i o Conditions CORE REQUIREMENTS 1.2.1 CORE REQUIREMENT #1: Discharge at the Natural Location Under existing condition, the northeast portion of the site (undeveloped) plus the upstream runoff from 28th Avenue South drain to the onsite depressed area. The southeast portion of the site (parking area for the Courtyard Hotel) drains to the detention tank for the Courtyard hotel parking that discharges to a swale which is part of the 1-5 drainage system. The west portion of the site (the sidewalk along Gateway Center Boulevard and its adjacent area) drains to the drainage system along the Gateway Center Boulevard. Under developed condition, identical drainage pattern will remain. The upstream runoff from 28th Avenue South will be handled by an infiltration trench at the northeast corner of the site. The sidewalk and the landscape area along Gateway Boulevard still drain to the Gateway Boulevard drainage system. The rest of the site, including roof of the proposed hotel, the parking and driveway areas and most of the landscaping areas of the proposed development will be discharged (after detention/infiltration and water quality treatment) to the existing Courtyard hotel detention tank and then to the 1-5 drainage system which drains to the Hylebos Creek. 1.2.2 CORE REQUIREMENT #2: Off -site Analysis This core requirement has been addressed elsewhere in this preliminary report. Please refer to the Off -Site Analysis Section (Section III). 1.2.3. CORE REQUIREMENT #3: Flow Control Level 1 detention will be provided by an onsite detention vault for onsite storm runoff. Porous asphalt pavement will be used in the parking areas as a Best Management Practice method for flow control. 1.2.4 CORE REQUIREMENT #4: Conveyance System Onsite runoff will be collected by means of catch basins and roof drains. Collected runoff will be conveyed to the detention facility within pipelines designed to 25-year peak flows and checked for flooding conditions at the 100 year event. 1.2.5 CORE REQUIREMENT #5: Erosion and Sediment Control During construction of the infrastructure for the proposed development, temporary erosion control methods will be implemented to prevent sedimentation and erosion using those methods as outlined in Section 1.2.5.1 of the KCSWDM. 1.2.6 CORE REQUIREMENT #6: Maintenance and Operations This requirement will be fulfilled by the property owner until bonds have been released by the City of Federal Way. 1.2.7 CORE REQUIREMENT #7: Financial Guarantees and Liability Bonds and insurance in accordance with City of Federal Way requirements will be provided by or at the behest of the owner during site construction and until the drainage facilities have been accepted by the City of Federal Way. 1.2.8 CORE REQUIREMENT #8: Water Quality Porous asphalt pavement will be used in the parking areas as a Best Management Practice method for water quality control. Filterra units will be used to provide Resource Stream Protection Water Quality treatment for onsite runoffs. An Experimental Adjustment is required for,using the Filterra units as a water quality treatment method. SPECIAL REQUIREMENTS 1.3.1 Special Requirement #1: Other Adopted Area Specific Requirements No other area specific requirements are applicable. 1.3.2 Special Requirement #2: Flood Plain / Floodway Delineation Not applicable to this site. 1.3.3 Special Requirement #3: Flood Protection Facilities Not applicable to this site. 1.3.4 Special Requirement #4: Source Controls Not applicable to this project. 1.3.5 Special Requirement #5: Oil Control The Filterra unit provides an oil removal rate of higher than 85%. 10 III. Offsite Analysis See Level I Downstream Analysis Prepared By: Pacific Engineering Design, LLC See following attachment WW r-- r- r-- r- r-- 11 Hampton Inn Level I Offsite Analysis Prepared For: Royal Hospitality LLC. 15901 West Valley Highway Tukwila, WA 98-188 Phone: (425) 226-1812 Fax: (425) 255-7856 Prepared By: Pacific Engineering Design, LLC 15445 53rd Avenue South, Suite 100 Seattle, WA 98188 Phone: (206) 431-7970 Fax: (206) 388-1648 M July 18 2008 PED Job No. 05046 TASK 1 Define and map the study area The project site is located at the northwest corner of Interstate 5, south of the southbound S. 317'h Street exit in the Southeast quarter of Section 9, Township 21, Range 04, W.M., in the City of Federal Way, Washington. The site is composed of two parcels: 092104- 9185 and 092104-9031. Zoning of the site is City Center Core (CC). The total site area is approximately 2.4 acres (including the access easement of Gateway Center Boulevard). A hotel is being proposed for this site. The site will be accessed from Gateway Center Boulevard. Water is available from an existing 8" water main which is connected to a 12" water main along Gateway Center Boulevard. Sewer is available from an existing 8" main that passes through the site. The site is within the Hylebos Creek sub basin of the Hylebos Creek & Lower Puget Sound Drainage basin. The onsite storm drainage system will provide Resource Stream Protection Water Quality Treatment for onsite storm runoff and providing Level 1 onsite detention. The outfall of the onsite storm will be connected to the Gateway Center Boulevard storm system that drains to the Kitts Corner Regional facility. TASK 2 Review all available information on the study area The City of Federal Way Zoning Map shows that the site is located in the City Center Core (CC) zoning areas. The City of Federal Way Flow Control Applications Map shows that the site is located in a Level 1 Flow Control Required Area. The City of Federal Way Water Quality Applications Map shows that most of the site (the east portion) is located in a Basic Water Quality Treatment Area while a small portion of the site (the west portion) is located in a Resource Stream Protection Area. Gateway Center Boulevard is approximately the separation line. The area east of the street is located in a Basic Water Quality Treatment Area (this area drains to the I-5 storm drainage system); while the area west of the street is located in a Resource Stream Protection Area (this area drains to Gateway Center Boulevard and South 320th Street storm drainage system). Since the development is planned for the east side of the street, basic water quality treatment is required. The City of Federal Way Critical Areas Map shows that the site is not located in any critical area. The City of Federal Way Regional Soils Map shows that the onsite soil is AgB. The City of Federal Way Storm Sewer Facility Map, Aerial Photo Map, and Contours Map show the upstream and downstream storm facilities. Federal Way —New Projects, Fall 2005 and Major New Projects in Federal Way, Winter 2006 show recent new projects in the city. Construction drawings for the Courtyard Hotel and Marriott Restaurant downstream of the site show the downstream storm drainage system within the 0.25 mile range. The storm drainage plans and profiles on the WSDOT I-5 South 317th Street HOV Direct Access Improvement show the downstream drainage system along I-5. Storm Analysis Report for Courtyard Marriott Federal Way, 31910 Gateway Center Boulevard South, dated August 1998. TASK 3 Field inspect the study area A field inspection of the site was conducted on May 26, 2006. The site was walked from 28th Avenue South and South 3171h Street, then through the site to the parking lots of Courtyard Hotel and Marriott Restaurant and then tracing the storm drainage system to the I-5 South 320 Street exit ramps and along Gateway Center Boulevard and South 320 Street. The site is bounded by South 317t" Street to the north, Gateway Center Boulevard to the west, I-5 Freeway to the east and the Courtyard Hotel parking lot to the south. The Gateway Center Boulevard passes through the west portion of the site with a 56' wide access and utility easement. The street pavement is approximately 34 to 35 feet wide with a 10' wide concrete sidewalk along the east side of the street. East of the walkway, there is a ridge that runs through the site from north to south parallel with Gateway Center Boulevard. West of the ridge, the site drains to the Gateway Center Boulevard Storm Drainage system, east of the ridge, the site drains toward southeast. Parcel 9185 is undeveloped. There is a swale that runs from north to south and ends at the southeast corner of parcel 9185. Most of the site on parcel 9185 has slopes varying from 4 to 10%, except a small area near the middle south portion of the site which has slope of up to 25% and with elevation drop of approximately 10' . There is an abandoned asphalt driveway that runs through the parcel from north to south adjacent to and east of the drainage swale mentioned above. The abandoned driveway is approximately 20' wide and is in poor condition. Other than the Gateway Center Boulevard to the east and the abandoned driveway to the west, the remainder of the parcel is covered with scattered trees and dense underbrush. The swale acts as an infiltration trench and handles runoff to parcel 9185. No overflow was observed from parcel 9185. Parcel 9031 is developed and is a parking lot area for the Courtyard Hotel to the south of the site. There are approximately 100 parking stalls in parcel 9031 with approximately 0.68 acre asphalt area (parkings and driveways). The remaining area in parcel 9031 is landscaped area covered mainly with grass and some scattered trees. The parking area on parcel 9031 slopes southeasterly at approximately 4%. There is a catch basin in the southeast corner of the parcel which is part of the drainage system for the Courtyard Hotel parking lot. The newly finished I-5 South 317th Street HOV direct access improvement with a roundabout is located adjacent to the north of the site. Approximately 0.1 acre of upstream landscaping area (south of the sidewalk of South 317 Street) drains directly to the site. Also, there are two new 18" concrete culverts draining to the site from the new improvement mentioned above. According to the Topographic Map, these two culverts carry runoff from 281h Avenue South up to approximately South 312`h Street. The Drainage Plans of the WSDOT I-5 South 317"' HOV Direct Access Improvement show that only the west half of the street drains to the site through the west 18" storm culvert. The east 18" culvert is inactive and drains from a catch basin that has a solid cover. Upstream drainage area to the site from the active 18" culvert is approximately 0.30 acres (assume the storm system along 28th Avenue just collects runoff within its west half Right of Way, approximately 58% impervious). Total upstream area to the site is 0.4 acre with 0.17 acre impervious area and 0.23 acre of till grass. The two 18" concrete culverts drain to a drainage ditch that enters the site near the northeast corner (only the west culvert is active). The outlets to the ditch are protected with quarry spalls. The ditch runs from north to south at approximately 3% slope, the bottom of the ditch is approximately 2' to 3' wide, the side slopes of the ditch are approximately 3:1, the depth of the ditch is about 1 to 2'. The ditch ends near the southeast corner of parcel 9185 and no outlet was found at the end of the ditch. There is a 1 to 2' high earthen berm along the east boundary of the site parallel with the ditch. A 20' wide abandoned asphalt driveway sits between the ditch and the earthen berm. 3 to 6" of standing water was found in a closed depression at the southeast corner of the site. This depression provides approximately 200 cubic foot of detention/retention storage. Runoff to the depression infiltrates into the ground and is stored in the depression. No overflow was observed from this depression. The parking lot of the Courtyard Hotel is located south of parcel 9185. See the attached storm drainage plans for the Courtyard Hotel and Marriott Restaurant. The site visit verified that the storm drainage system was constructed as designed. The Courtyard Hotel parking lot drains to a 182 feet, 60" CMP detention tank near the southeast corner of the hotel. The flow control structure is a 60" type 2 catch basin. The 12" outfall of the control structure discharges to a drainage swale (may act as a biofiltration swale) that drains to the I-5 Freeway drainage system. The 0.25 mile downstream point of the I-5 Freeway drainage system located somewhere in the I-5 drainage system downstream of the South 320th Street exit. The roof of the Courtyard Hotel, the Marriott Restaurant and its parking area drains to a wet vault at the southwest corner of the restaurant. The wet vault has an 18" outfall pipe that drains to the stone drainage system along South 320"' Street. The Gateway Center Boulevard storm drainage system also drains to the drainage system along South 320`' Street. The 0.25 mile downstream point of this City drainage system locates near the intersection of 23'6 Avenue South and South 3201h Street. TASK 4 Describe the drainage system, and its existing and predicted problems See the attached Off -site Analysis Drainage System Table and Maps. The field visit found no capacity or erosion problem in the Courtyard Hotel and Marriott Restaurant storm drainage system downstream of the site. The Gateway Center Boulevard storm drainage system mainly consists of 15" pipes and catch basins. This system drains to a detention vault at the southwest corner of Gateway Center. According to design drawing, the vault is approximately 70 feet long by 40 feet wide and has 6.36 feet live storage. The flow control structure of the vault is a 72" type 2 catch basin. The 15" flow control riser has 3 orifices. The bottom orifice is 2", the second orifice is 2.25" at stage 2.12', and the third orifice is 2.75" at stage 4.24'. Under existing condition, drainage area to the vault is approximately 8.42 acres (7.53 acres impervious area, 0.89 acre pervious area, till grass). The vault will reach overflow elevation in 2 year storm event. Rim elevations of catch basin # 7 and the catch basin at the opposite side of the street are approximately the same as the over elevation of the vault. Thus, for larger than 2 year storm events, the Gateway Center Boulevard storm system will reach its capacity, overflow will happen on tops of catch basin 7, 8, 9 and the catch basins at the opposite side of the street. In back to back large storm events, the vault may be filled up by earlier storm events, and provide no detention to the later storm events and the pipes downstream the vault will also reach their capacities, overflow will happen at the catch basins downstream the vault. See attached detention and backwater calculations. The two 18" concrete storms discharge to the existing onsite depression area. Since that depression area will be filled for the construction of the proposed hotel, mitigation is required. Several street and storm drainage improvements have been done for the 3200' Street -- drainage system and the drainage system downstream the low point of 320th Street. These past improvements include: 23`d Avenue South Road Improvements (constructed 2001 to 2003). 21" Avenue South Grid Road Extension (South 318th Street to South 320t1i Street, completed September 2006). South 320`h Street at SR99 intersection (constructed 2000-2001). South 324th Street at SR99 intersection (constructed 2002-2004). Pacific Highway HOV Lanes, Phase II (constructed 2003-2005). Sea Tac Mall Detention - Phase II Upper Subbasin WH10 Storm Drain Improvement. S. 324th St. to S. 336th St. Trunk Stormwater Drainage and Belmor Regional Storage Facility Improvement. Kitts Corner/S. 366th St. Regional Stormwater Detention Facility Improvement. The above improvements have improved several critical sections of the storm system from South 320th Street to Kitts Corner Regional Facility. The double 18" storms crossing South 3201h Street at the low spot of the street were bottle nets of the South 320th' Street drainage system until few years ago. Flooding happened at the low spot during large storms. This problem has been solved by previous improvements. 42" storms have been installed along -the east side of 21" Avenue South, this storm system intercepts the runoff from the north side of South 3200' Street east of 21" Avenue South and convey it southerly crossing S 3201h Street to the Seatac Mall drainage system. 60" storms have been installed along the 201h Avenue South, this storm system intercepts the runoff from the north side of South 320th Street west of 20`h Avenue South and convey it southerly crossing S 320"' Street to the Seatac Mall drainage system. Recent Seatac Mall improvements have installed a few thousand feet of 84" to 96"' CMP detention pipes in the shopping mall area. The double 18" storms near the low spot of South 32CP Street still remain. Start from the northwest corner of the intersection of South 320th Street and Gateway Center Boulevard, The storm system along the north side of South 320th Street start with 180 feet of 18" concrete storm @1.98%, then 180 feet of 18" concrete storm @1.94%, then 202 feet of 12" concrete storm @4.88% to a CB at northwest corner of intersection of South 320th Street and 23`d Avenue South, then 169 feet of 12" concrete storm @4.41 % to a CB, then 98 feet of 12" ductile iron storm across South 320th Street to detention/water quality treatment facility in the Seatac Mall drainage system. The outlet to the west has been plugged at the catch basin at the north side of the street. Downstream that CB, along the north side of the street, 300 feet 12" concrete storm @3.19% (abandoned), then _ Less than 100 feet 15" concrete storm @2.3% to 42" storm that crossing South 320cn Street. The three 12" pipe sections (total 469 feet) near the intersection of 23rd Avenue South still remain the bottle net of the system. On March 11, 2008, a small area at the northeast corner of the intersection of South 320th Street and 23rd Avenue South was flooded after heavy raining. TASK 5 Propose mitigation measures Under existing condition, the site drains to two drainage systems (the I-5 drainage system and the Gateway Center Boulevard drainage system). The existing sidewalk along Gateway Center Boulevard and its adjacent landscape area drains to the Gateway Center Boulevard and the rest of the site drains to the existing catch basin at the southeast corner of the site which drains to the existing 60" detention tank for the Courtyard Hotel parking lots that drains to the I-5 drainage system. Under developed condition, same drainage pattern will remain. Level 1 detention and Resource Stream Protection Water Quality Treatment will be provided for onsite storm system. Porous asphalt pavement will be used in parking areas as flow control and water quality Best Management Practice method. Filterra units are proposed to treat the runoff from the pavement area. Runoff from the roof will bypass the Filterra units. StormTech SC-740 chambers are used to provide storage volume for the infiltration trenches. Total 3 infiltration trenches are proposed. One for the proposed pavement area near the south entrance, one for the majority of the onsite area with a flow control structure that discharges to the existing Courtyard hotel detention tank and the last for the offsite upstream area from South 317:h Street. A new infiltration trench will be installed to pick up flows from the two 18" upstream culverts. The infiltration trench will be extended to a location near the two 18" storm outlets. The infiltration trench has an overflow path to the onsite storm drainage system. Provide Erosion and Sediment Control during construction per City of Federal Way Surface Water Design Manual which may include rocked construction entrance, silt fences around clearing and grading limits, slope drains, sediment trap/pond, diversion ditches, rock check dams, mulching, seeding, plastic covering, etc. No negative drainage effect will be caused to the downstream drainage system by the proposed development. JOB 46m12�,n31 6Kr,mU sGte�y o - PACIFIC ENGINEERING DESIGN LLC � CIVIL ENGINEERING AND PLANNING CONSULTANTS CALCULATEL'S BY "`r DATE 41. A O'� Kb� Z FLow .......... --- - -- - - - - -- - _ -- - -�. -- - - -�•-- . E _.._ _ . - -.. _ .... _ . _ -- 1 5445 53RD AVENUE SOUTH, SUITE 100 SEATTLE, WA 9S 1 BB FAX 206 388-1 64B PHONE 425 251 -BB 1 1 206 431 -7970 Downstream conveyance system Gateway Blvd. subbasin summary C = 0.9 for impervious area C = 0.25 for pervious area Existing condition Area ID Total area (acre) % impervious Impervious Area (acre) Pervious Area (acre) Q25y (cfs) Q100y (cfs) C Al 0.36 98.00% 0.35 0.01 0.32 0.43 0.89 A2 0.29 100.00% 0.29 0.00 0.26 0.35 0.90 A3 1.32 95.00% 1.25 0.07 1.14 1.53 0.87 A4 0.18 99.00% 0.18 0.00 0.16 0.22 0.89 A5 0.95 95.00% 0.90 0.05 0.82 1.10 0.87 A6 0.37 82.00% 0.30 0.07 0.29 0.39 0.78 A7 3.7 85.00% 3.15 0.56 2.96 3.97 0.80 A8 1.16 90.00% 1.04 0.12 0.96 1.30 0.84 A9 0.74 95.00% 0.70 0.04 0.64 1 0.86 1 0.87 Total: 9.07 93.22% 8.17 0.90 7.55 1 10.1 0.84 A5 MU ; ► & C*T&NTtwtl Ass AMC MOT ip GotJ0111W f,j� I �N� oh) Pipe ID Down Structure Upstream Structure Up struct. Rim (ft) Up Struct. In area Pipe Size (inch) Pipe Length (ft) Down Invert (ft) Up Invert (ft) Slope % Horiz. Angle (degree) Q25y in pipe (cfs) Q100y in pipe (cfs) Up Struct. Q3/Q1 Network#1 P1 CB#1 CB#2 447.15 Al 15 50 440.25 440.70 0.90% 30.00 1 ..14 0.0440 P2 CB#2 CB#3 448.14 NONE 15 155 440.70 443.64 1.90% 50.00 9.71 0.0000 P3 CB#3 CB#4 450.41 A2 15 58 443.64 444.14 0.86% 45.00 L6.9 9.71 0.0373 P4 CB#4 CB#5 449.94 NONE 15 16 444.14 444.28 0.87% 80.00 9.36 0.0000 P5 CB#5 CB#6 455.00 A9 15 172 444.28 445.64 0.79% N/A 9.36 N/A Network#2 P6 C13#6 CB#7 452.19 A3 15 84 445.64 447.84 2.62% 45.00 6.33 8.50 0.2197 P7 CB#7 CB#8 454.00 A8 15 142 447.84 449.42 1.11 % 20.00 5.19 6.97 0.2282 P8 CB#8 CB#9 455.70 A4 15 80 449.42 450.93 1.89% 25.00 4.23 5.68 0.0394 P9 CB#9 CB#10 458.70 A5 15 182 450.93 452.39 0.80% 5.00 4.07 5.46 0.2529 P10 CB#10 CB#11 462.60 NONE 15 171 452.39 453.24 0.50% 0.00 3.25 4.36 0.0000 P11 CB#11 CB#12 463.14 A7 15 27 453.24 453.38 0.52% 1 30.00 3.25 4.36 10.2490 P12 CB#12 CB#13 465.88 A6 1 12 1 70 1453.631461.88 1 11.79% N/A 1 0.29 1 0.39 N/A CB #1 Rim = 446.79 "2'1 STIA►CT CRA DI TION CAQSTING VAU L. j AT SOUTH G0A&f-& 2 of ( ATtwAy Lz-Al I INT-LOW ,M2cq = A3-tA4+A4 F-t A6 tAj to 9 to °J 9, 41, Ac• ( iq, =7.53 Ac. Detention Facility i �u gross = o. &1 A6.) Type of Facility: Detention Vault Facility Length: 70.00 ft Facility Width: 40.00 ft Facility Area: 2800. sq. ft Effective Storage Depth: 6.36 ft Stage 0 Elevation: 445.64 ft Storage Volume: 17808. cu. ft Riser Head: 6.36 ft Riser Diameter: 15.'00 inches Number of orifices: 3 u Head Pipe X1 STI�� Orifice # Height Diameter Discharge Diameter L S (ft) (in) (CFS) (in) o�1�,G 1 0.00 2.00 0.274 2 2.12 2.25 0.283 6.0 3 4.12 2.75 0 7 6.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 445.64 0. 0.000 0.000 0.00 0.02 445.66 56. 0.001 0.016 0.00 0.04 445.68 112. 0.003 0.022 0.00 0.06 445.70 168. 0.004 0.027 0.00 0.08 445.72 224. 0.005 0.031 0.00 0.10 445.74 280. 0.006 0.035 0.00 ` 0.13 445.77 364. 0.008 0.038 0.00 0.15 445.79 420. 0.010 0.041 0.00 0.17 445.81 476. 0.011 0.044 0.00 0.19 445.83 532. 0.012 0.047 0.00 0.31 445.95 868. 0.020 0.061 0.00 0.44 446.08 1232. 0.028 0.072 0.00 0.56 446.20 1568. 0.036 0.081 0.00 ' 0.69 446.33 1932. 0.044 0.090 0.00 0.81 446.45 2268. 0.052 0.098 0.00 0.94 446.58 2632. 0.060 0.105 0.00 1.06 446.70 2968. 0.068 0.112 0.00 1.19 446.83 3332. 0.076 0.118 0.00 1.31 446.95 3668. 0.084 0.124 0.00 1.43 447.07 4004. 0.092 0.130 0.00 1.56 447.20 4368. 0.100 0.135 0.00 1.68 447.32 4704. 0.108 0.141 0.00 1.81 447.45 5068. 0.116 0.146 0.00 j` 1.93 447.57 5404. 0.124 0.151 0.00 2.06 447.70 5768. 0.132 0.156 0.00 _ 2.12 447.76 5936. 0.136 0.158 0.00 i 2.14 447.78 5992. 0.138 0.160 0.00 I 2.17 447.81 6076. 0.139 0.165 0.00 2.19 447.83 6132. 0.141 0.172 0.00 2.21 447.85 6188. 0.142 0.182 0.00 2.24 447.88 6272. 0.144 0.194 0.00 2..26 447.90 6328. 0.145 0.208 0.00 2.28 447.92 6384. 0.147 0.220 0.00 2.31 447.95 6468. 0.148 0.224 0.00 2.43 448.07 6804. 0.156 0.246 0.00 2..56 448.20 7168. 0.165 0.264 0.00 2.68 448.32 7504. 0.172 0.281 0.00 2.81 448.45 7868. 0.181 0.296 0.00 2.93 448.57 8204. 0.188 0.309 0.00 3.06 448.70 8568. 0.197 0.322 0.00 3.18 448.82 8904. 0.204 0.335 0.00 3.31 448.95 9268. 0.213 0.347 0.00 3..43 449.07 9604. 0.220 0.358 0.00 3.55 449.19 9940. 0.228 0.369 0.00 3.68 449.32 10304. 0.237 0.380 0.00 3.80 449.44 10640. 0.244 0.390 0.00 3.93 449.57 11004. 0.253 0.400 0.00 4.05 449.69 11340. 0.260 0.409 0.00 4.12 449.76 11536. 0.265 0.414 0.00 4.15 449.79 11620. 0.267 0.418 0.00 4.18 449.82 11704. 0.269 0.426 0.00 4.21 449.85 11788. 0.271 0.438 0.00 4.23 449.87 11844. 0.272 0.453 0.00 4.26 449.90 11928. 0.274 0.472 0.00 4.29 449.93 12012. 0.276 0.494 0.00 4.32 449.96 12096. 0.278 0.519 0.00 4.35 449.99 12180. 0.280 0.529 0.00 4.47 450.11 12516. 0.2.87 0.562 0.00 4.60 450.24 12880. 0.296 0.591 0.00 4.72 450.36 13216. 0.303 0.617 0.00 4.85 450.49 13580. 0.312 0.641 0.00 4.97 450.61 13916. .0.319 0.663 0.00 5.10 450.74 14280. 0.328 0.685 0.00 5.22 450.86 14616. 0.336 0.705 0.00 5.35 450.99 14980. 0.344 0.725 0.00 5.47 451.11 15316. 0.352 0.744 0.00 5.60 451.24 15680. 0.360 0.762 0.00 5.72 451.36 16016. 0.368 0.780 0.00 5.85 451.49 16380. 0.376 0.797 0.00 5.97 451.61 16716. 0.384 0.814 0.00 6.10 451.74 17080. 0.392 0.830 0.00 6.22 451.86 17416. 0.400 0.846 0.00 6.34 451.98 17752. 0.408 0.861 0.00 6.36 452.00 17808. 0.409 0.863 0.00 6.46 452.10 18088. 0.415 1.260 0.00 6.56 452.20 18368. 0.422 1.980 0.00 6.66 452.30 18648. 0.428 2.900 0.00 6.76 452.40 18928. 0.435 3.990 0.00 6.86 452.50 19208. 0.441 5.100 0.00 6.96 452.60 19488. 0.447 5.510 0.00 7.06 452.70 19768. 0.454 5.890 0.00 7.16 452.80 20048. 0.460 6.240 0.00 7.26 452.90 20328. 0.467 6.570 0.00 7.36 453.00 20608. 0.473 6.890 0.00 7.46 453.10 20888. 0.480 7.190 0.00 7.56 453.20 21168. 0.486 7.470 0.00 7.66 453.30 21448. 0.492 7.750 0.00 7.76 453.40 21728. 0.499 8.010 0.00 7.86 453.50 22008. 0.505 8.270 0.00 7.96 453.60 22288. 0.512 8.510 0.00 8.06 453.70 22568. 0.518 8.750 0.00 8.16 453.80 22848. 0.525 8.990 0.00 8.26 453.90 23128. 0.531 9.210 0.00 8.36 454.00 23408. 0.537 9.440 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 3.75 ******* 3.66 6.73 452.37 18843. 0.433 2 2.75 ******* 1.80 6.53 452.17 18296. 0.420 3 2.31 ******* 1.82 6.54 452.18 18307. 0.420 4 2.25 ******* 1.81 6.54 452.18 18301. 0.420 5 2.04 ******* 1.87 6.54 452.18 18323. 0.421 6 1.90 ******* 1.80 6.54 452.18 18298. 0.420 7 1.89 ******* 0.73 5.38 451.02 15052. 0.346 8 1.65 ******* 0.78 5.69 451.33 15929. 0.366 ----------------------------- Route Time Series through Facility Inflow Time -Series File:gwexin.tsf Outflow Time Series File:rdexout Inflow/Outflow Analysis Peak Inflow Discharge: 3.75 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 3.66 CFS at 7:00 on Jan 9 in Year 8 _ Peak Reservoir Stage: 6.73 Ft Peak Reservoir Elev: 452.37 Ft Peak Reservoir Storage: 18843. Cu-Ft 0.433 Ac-Ft Flow Frequency Analysis Time Series File:rdexout.tsf Project Location:Sea-Tac r ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 1.80 6 2/09/01 3:00 3.66 6.73 1 100.00 0.990 0.775 7 1/05/02 17:00 2.16 6.58 2 25.00 0.960 2.16 2 2/27/03 8:00 1.88 6.55 3 10.00 0.900 0.729 8 8/23/04 20:00 1.87 6.54 4 5.00 0.800 1.81 5 10/28/04 18:00 1.81 6.54 5 3..00 0.667 1.87 4 1/18/06 14:00 1.80 6.54 6 2.00 0.500 1.88 3 11/24/06 4:00 0.775 5.69 7 1.30 0.231 3.66 1 1/09/08 7:00 0.729 5.38 8 1.10 0.091 Computed Peaks 3.16 6.68 50.00 0.980 o ve,-(ow hOL,prC14-s 6-i C-M r +,, l-ev'6e,--66cI►1 z year StoYn,,, . WATEP, T-LEV. ( it) 45 z , 31 7 ,40; 2-00 45z,tz' 457�dO 457•1 ° 7452.oD 492,1 g >45Z•oa 457,10 >452,ov 45z.1g >4S2.00 4 5 I •33 �kSI•0Z 4G 2- . 3Z 'bxlSTINI7 G-N01T[oAl A430mb- VAu%T 1.5 FIALL No P&Tr'Amim/ zFrCCTJ- NEFTWOR 4 I L3 m 1 `T d ml 6 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:gatewaynl.bwp Surcharge condition at intermediate junctions Tailwater Elevation:441.45 feet Discharge Range:7.55 to 10.14 Step of 2.59 [cfs] Overflow Elevation:455. feet Weir:NONE Upstream Velocity:l. feet/sec ^- pl PIPE NO. 1: 50 LF - 15"CP @ 0.90% OUTLET: 440.25 INLET: 440.70 INTYP: 5 G1i1J7LJUNC NO. 1: OVERFLOW -EL: 447.15 BEND: 30 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI- "`******************************************************************************* (,zs 7.55 1.93 442.63 * 0.012 1.10 1.25 1.20 1.20 1.32 1.80 1.93 10.14 2.82 443.52 * 0.012 1.19 1.25 1.20 1.20 1.77 2.63 2.82 QiQU " t �z t- W tom►+ �R5 t&-A6f aA-) t aA & -' 9 PZ PIPE NO. 2: 155 LF - 15"CP @ 1.90% OUTLET: 440.70 INLET: 443.64 INTYP: 5 alp. JUNC NO. 2: OVERFLOW -EL: 448.14 BEND: 50 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0,5 7.23 1.92 445.56 * 0.012 1.08 0.81 1.93 1.93 1.08 ***** 1.92 (RIo7 9.71 3.80 447.44 0.012 1.18 1.04 2.82 2.82 2.86 3.80 2.79 G�A3 -E-aA4 f ,S' f ,{ "% 6ZA`� tQ Afs 1- �� r3 PIPE NO. 3: 5 LF - 15"CP @ 0.86% OUTLET: 443.64 NLET: 444.14 INTYP: 5 (JUNC NO. 3: OVERFLOW -EL: 450.41 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI (Za.S 7.23 2.56 446.70 * 0.012 1.08 1.25 1.92 1.92 2.04 2.56 1.92 ROD 9.71 5.35 449.49 * 0.012. 1.18 1.25 3.80 3.80 4.41 5.35 2.80 %dz 't ,Q �) t,qy i"QA5 't' �a 6 t Q,a� CAB t "+a�FS [4'PIPE NO. 4: 16 LF - 15"CP @ 0.87% OUTLET: 444.14 INLET: 444.28 INTYP: 5 C$V5JUNC NO. 4: OVERFLOW -EL: 449.94 BEND: 80 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �, 6.97 3.36 447.64 * 0.012 1.06 1.13 2.56 2.56 2.57 3.36 2.15 S**************** OVERFLOW ENCOUNTERED AT 9.36 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* RDv 9.36 6.92 451.20 * 0.012 1.17 1.25 5.35 5.35 5.50 6.92 3.21 �A,1,tQ,e,, tQ, ,i6Z,, tQ, , tQA5 G� a ��ILFLoW r1T I o oy rt STORM F-� PIPE NO. 5: 172 LF - 15"CP @ D.79% OUTLET: 444.28 INLET: 445.64 INTYP: 5 wP Otlk- *06 Rim Z 4537100 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* RIS 6.97 4.45 450.09 0.012 1.06 1.25 3.36 3.36 3.71 4.45 2.10 **************** OVERFLOW ENCOUNTERED AT 9.36 CFS DISCHARGE ***************** aID7 9.36 9.98 455.62 * 0.012 1.17 1.25 6.92 6.92 8.64 9.98 3.13 L GI3 OV E►ZFGow AT / oo YT-Art 570z,,1 &x1571N(q ovNo)TION N!FT VVVW' # Z C,606 TO BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:gatewayn2.bwp Surcharge condition at intermediate junctions Tailwater Elevation:452.22 feet Discharge Range:6.33 to 8.5 'Step of 2.17 [cfs] Overflow Elevation:465.88 feet Weir:NONE Upstream Velocity:l. feet/sec Fb PIPE NO. 1: 84 LF - 15"CP @ 2.62% OUTLET: 445.64 INLET: 447.84 INTYP: 5 CvAn JUNC NO. 1: OVERFLOW -EL: A52.19 BEND: 45 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.22 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* **************** OVERFLOW ENCOUNTERED AT 6.33 CFS DISCHARGE ***************** ************** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 6.33 CFS ************** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* Qz5 6.33 5.57 453.41 * 0.012 1.02 0.67 6.58 6.58 5.07 5.57 1.76 Rei> 8.50 6.52 454.36 * 0.012 1.14 0.81 6.58 6.58 5.62 6.52 2.51 �,-R, tQ�►4t�as'-� � s ca &VEKKOWS FOIL zs YaArzAft 100,16trZ sTbM-s p7 PIPS NO. 2: 142 LF - 15"CP @ 1.11% OUTLET-'447.84 INLET: 449.42 INTYP: 5 C?,iig JUNC NO. 2: OVERFLOW -EL: 454.00 BEND: 20 DEG DIA/WIDTH: 2.5 Q-RATIO: 0,.23 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* **************** OVERFLOW ENCOUNTERED AT 5.19 CFS DISCHARGE ***************** ************** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 5.19 CFS ************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 64S 5.19 5.05 r4T54.4 %* 0.012 0.93 0.78 5.57 5.57 4.77 5.05 1.41 6.97 6.86 456.28 * 0.012 1.06 0.97 6.52 6.52 6.34 6.86 1.88 Q �D-D Q�QA,+1Q45IGZ,�i-Qd-Jt'�Ag c3 ovF-p Raj s FOR ?-T �&AL AND rboYS-ArtsTOPL MS PIPE NO. 3: 80 LF - 15"CP @ 1.89% OUTLET: 449.42 INLET: 450.93 INTYP: 5 c�5 JUNC NO. 3: OVERFLOW -EL: 455.70 BEND: 25 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* Q�- 4-.23 3.98 454.91 * 0.012 0.84 0.58 5.05 5.05 3.84 3.98 1.17 **************** OVERFLOW ENCOUNTERED AT 5.67 CFS DISCHARGE ***************** ******** OVERFLOW CONL TIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 5.67 6.12 457.05 * 0.012 0.97 0.70 6.86 6.86 5.87 6.12 1.43 4�QA5tDA6fQ47 L U5 OVSKYL WS Foft loo Y&9R STORM pal PIPE NO. 4: 182 LF - 15"CP @ 0.80`1 OUTLET: 450.93 INLET: 452.39 INTYP: 5 CB,#Id JUNC NO. 4: OVERFLOW -EL: 458.70 BEND: 5 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.25 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* Z,y 4.07 3.31 455.70 0.012 0.82 0.74 3.98 3.98 3.14 3.31 1.19 Rod 5.46 6.08 458.47 * 0.012 0.95 0.91 6.12 6.12 5.77 6.08 1.46 Q ' Qhs + 6ZA6 t QA7 1710 PIPE NO. 5: 171 LF - 15"CP @ -0.50% OUTLET: 452.39 INLET: 453.24 INTYP: 5 r-&A5TIA/6i 6vN2l7(6►'J CPi % JUNC NO. 5: OVERFLOW -EL: 462.60 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 r Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* a2x 3.24 2.89 456.13 * 0.012 0.73 0.74 3.31 3.31 2.83 2.89 0.98 64017 4.36 6.00 459.24 * 0.012 0.85 0.92 6.08 6.08 5.89 6.00 1.15 a-QA6iQ,d' . hII PIPE NO. 6: 27 LF - 15"CP @ 0.52% OUTLET: 453.24 INLET: 453.38 INTYP: 5 Cg*R JUNC NO. 6: OVERFLOW -EL: 463.14 BEND: 30 DEG DIA/WIDTH: 2.5 Q-RATIO:10.25 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* aiLf 3.24 2.97 456.35 * 0.012 0.73 0.73 2.89 2.89 2.81 2.97 1.09 64p-o 4.36 6.26 459.64 * 0.012 0.85 0.90 6.00 6.00 5.96 6.26 1.35 GZ = QAb t QA-7 Piz- PIPE NO. 7': 70 LF - 12"CP @ 11.79% OUTLET: 453.63 INLET: 461.88 INTYP: 5 up si-RA. CpI13 Rim 49'. gg Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* QzS 0.29 0.23 462.11 * 0.012 0.23 0.11 2.72 2.72 0.23 ***** 0.23 0.39 0.28 462.16 * 0.012 0.26 0.12 6.01 6.01 0.26 ***** 0.28 RA6 "VL-Z-OFc9 CIONDMA) &%16T1N6q ✓ ALT -A 90UTh WEST "KWZ12 ar AATEwAy oaAI-C R M' Fl r,,`S AT FEW (,dVT(ZoL $T►-UzTIAVZG Retention:: <= - tion Facility '+ S1 I Z, Type of Facility: Detention Vault Facility Length: Facility Width: 70.00 40.00 ft ft / fiX I S Facility Area: 2800. sq. ft Effective Storage Depth: 6.36 ft 7 Stage 0 Elevation: 445.64 ft Storage Volume: 17808. cu. ft Riser Head: 6.36 ft �- Riser Diameter: 15.00 inches Number of orifices: 3 ' Full Head Pipe ['Rb[�b,rj�%� Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) ( oRt�l�j 1 0.00 9.54 6.224 2 2.12 3.00 0.503 6.0 3 ❑ 3.50 0.484 6.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 445.64 0. 0.000 0.000 0.00 0.10 445.74 280. 0.006 0.778 0.00 0.20 445.84 560. 0.013 1.100 0.00 0.30 445.94 840. 0.019 1.350 0..00 0.40 446.04 1120. 0.026 1.560 0.00 0.50 446.14 1400. 0.032 1.740 0.00 0.60 446.24 1680. 0.039 1.910 0.00 0.70 446.34 1960. 0.045 2.060 0..00 ^ 0.80 446.44 2240. 0.051 2.200 0..00 0.92 446.56 2576. 0.059 2.370 0.00 1.04 446.68 2912. 0.067 2.520 0..00 .- 1.17 446.81 3276. 0.075 2.670 0.00 1.29 446.93 3612. 0.083 2.810 0.00 ' 1.42 447.06 3976. 0.091 2.940 0.00 1.54 447.18 4312. 0.099 3.070 0.00 1.67 447.31 4676. 0.107 3.190 0.00 1.79 447.43 5012. 0.115 3.310 0.00 1.92 447.56 5376. 0.123 3.420 0.00 r 2.04 447.68 5712. 0.131 3.530 0.00 2.12 447.76 5936. 0.136 3.590 0.00 • 2.15 447.79 -6020. 0.138 3.620 0.00 2.18 447.82 6104. 0.140 3.660 0.00 2.21 447.85 6188. 0.142 3.690 0.00 2.24 447.88 6272. 0.144 3.740 0.00 2.28 447.92 6384. 0.14.7 3.780 0.00 ~ 2:.31 447.95 6468. 0.148 3.830 0.00 2.34 447.98 6552. 0.150 3.880' 0.00 2.37 448.01 6636. 0.152 3.920 0.00 2.49 448.13 6972. 0.160 4.050 0.00 2.62 448.26 7336. 0.168 4.170 0.00 2.74 448.38 7672. 0.176 4.280 0.00 Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 4.42 ******* 4.06 2.50 448.14 6989. 0.160 2 3.20 ******* 2.66 1.16 446.80 3247. 0.075 3 2.67 ******* 2.45 0.99 446.63 2762. 0.063 4 2.62 ******* 2.43 0.97 446.61 2719. 0.062 5 2.39 ******* 2.21 0.8a 446.44 2252. 0.052 6 2.24 ******* 2.12 0.75 446.39 2087. 0.048 ' 7 2.20 ******* 1.87 0.58 446.22 1612. 0.037 8 1.93 ******* 1.65 0.45 446.09 1260. 0.029 ---------------------------------- Route Time Series through Facility Inflow Time Series File:gwdevin.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 4.42 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 4.06 CFS at 7:00 on Jan 9 in Year 8 Peak Reservoir Stage: 2.50 Ft Peak Reservoir Elev: 448.14 Ft Peak Reservoir Storage: 6989. Cu-Ft 0.160 Ac-Ft Flow Frequency Analysis Time Series File:rdout.tsf ` Project Location:Sea-Tac .-- ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) •- 2.12 6 2/09/01 3:00 1.65 8 1/05/02 17:00 ' 2.45 3 2/27/03 8:00 1.87 7 8/26/04 3:00 2.43 4 10/28/04 17:00 2.21 5 1/18/06 14:00 2.66 2 10/26/06 1:00 4.06 1 1/09/08 7:00 Computed Peaks 1 J 0 iyc' fit # I/V r� -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob WATIA Z-Luv (CFS) (ft) Period Nt) 4.06 2.50 1 100.00 0.990 4495,1+ c 451.00 2.66 1.16 2 25.00 0.960 i+'+6.$a 2.45 0.98 3 10.00 0.900 JLt6.63 2.43 0.97 4 5.00 0.800 446f 61 2.21 0.81 5 3.00 0.667 L146 -ii 2.12 0.74 6 2.00 0.500 if46.3, / 1.87 0.58 7 1.30 0.231 44-6.7,7- 1.65 0.45 8 1.10 0.091 4 46.09 3.59 2.12 50.00 0.980 1+47.76 Flow Frequency Analysis Time series File:gwdev-15.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 4.45 6 8/27/01 18:00 3.11 8 9/17/02 17:45 8.74 2 12/08/02 17:15 3.59 7 8/23/04 14:30 4.80 5 10/28/04 16:00 5.07 4 10/27/05 10:45 6.09 3 10/25/06 22:45 11.74 1 1/09/08 6:30 Computed Peaks gwdev-15.pks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 11.74 1 100.00 0.990 8.74 2 25.00 0.960 6.09 3 10.00 0.900 5.07 4 5.00 0.800 4.80 5 3.00 0.667 4.45 6 2.00 0.500 3.59 7 1.30 0.231 3.11 8 1.10 0.091 10.74 50.00 0.980 OkVeiO I� e4 co AA --t� O K �� i6vvs +V, LPL G a, W tl Olt, w�.na..� G v'wLwe. ( A sib -x Gs&.h�,,WA. Swba�a. / A -to -to. � C to-'u,L Q `Ea -to( to j eA Y - G 0 5 CS Q-to ta( 7-s yt" =ll•74CF3 Page 1 Downstream conveyance system Gateway Blvd. subbasin summary C = 0.9 for impervious area C = 0.25 for pervious area Developed condition Area ID Total area (acre) % impervious Impervious Area (acre) Pervious Area (acre) Q25y (cfs) Q100y (cfs) C Al 0.36 98.00% 0.35 0.01 0.32 0.43 0.89 A2 0.29 100.00% 0.29 0.00 0.26 0.35 0.90 A3 1.32 95.00% 1.25 0.07 1.14 1.53 0.87 A4 0.18 99.00% 0.18 0.00 0.16 0.22 0.89 A5 0.95 95.00% 0.90 0.05 0.82 1.10 0.87 A6 0.37 82.00% 0.30 0.07 0.29 0.39 0.78 A7 3.7 85.00% 3.15 0.56 2.96 3.97 0.80 A8 1.16 90.00% 1.04 0.12 0.96 1.30 0.84 A9 0.74 95.00% 0.70 0.04 0.64 0.86 0.87 SITE 1.71 69.00% 1.18 0.53 1.19 1.60 0.70 Total: 10.78 90.80% 9.35 1.43 8.74 11.7 0.81 ASS LW M& Frc -r %nl 71 r,jd V cN iIv1� VXAT ru►�� lop rN6r I. �wLAfZC'-b P a t'tl,Ft Gs Pipe ID Down Structure Upstream Structure Up struct. Rim (ft) Up Struct. In area Pipe Size (inch) Pipe Length (ft) Down Invert (ft) Up Invert (ft) Slope % Horiz. Angle (degree) Q25y in pipe (cfs) Q100y in pipe (cfs) Up Struct. Q3/Q1 Network#1 P1 CB#1 CB#2 447.15 Al 15 50 440.25 440.70 0.90% 30.00 3.24 4.84 0.0969 P2 CB#2 C13#3 448.14 NONE 15 155 440.70 443.64 1.90% 50.00 2.92 4.41 0.0000 P3 CB#3 C13#4 450.41 A2 15 58 443.64 444.14 0.86% 45.00 2.92 4.41 0.0860 P4 CB#4 C13#5 449.94 NONE 15 16 444.14 444.28 0.87% 80.00 2.66 4.0 00.0000 P5 CB#5 CB#6 455.00 NONE 15 172 444.28 445.64 0.79% N/A 2.66 4.06 N/A Network#2 P6 CB#6 CB#7 452.19 A3 15 84 445.64 447.84 2.62% 45.00 7.52 10.10 0.1787 P7 CB#7 CB#8 454.00 A8 15 142 447.84 449.42 1.11 % 20.00 6.38 8.57 0.1781 P8 C13#8 C13#9 455.70 A4 15 80 449.42 450.93 1.89% 25.00 5.42 7.28 0.0305 P9 CB#9 CB#10 458.70 A5 15 182 450.93 452.39 0.80% 5.00 5.26 7.06 0.1851 P10 CB#10 C13#11 462.60 SITE 15 171 452.39 453.24 0.50% 0.00 4.44 5.96 0.3665 P11 CB#11 CB#12 463.14 A7 15 27 453.241 453.38 0.52% 30.00 3.25 4.36 10.2490 P12 CB#12 CB#13 465.88 A6 12 70 453.63 461.88 11.79% N/A 0.29 0.39 N/A CB 91 Rim = 446.79 0Lyc1-r7pZ-b GoNDITI oil) FMN&T WOF- - 4 FIZDM C J�# 1 70 cl3 X6 Dvin N STRe10A OF phi ffrioN vAu&r tT SouTit w&si op &IAT&WAy BACKWATER COMPUTER PROGRAM FOR PIPES Pipe -data from file:gatewayml.bwp Surcharge condition at intermediate junctions Tailwater•Elevation:441.45 feet' Discharge Range:3.24 to 4.84 Step of 1.6 [cfs] Overflow Elevation:455. feet Weir:NONE ^ Upstream Velocity:l. feet/sec pl PIPE NO. 1: 50 LF - 15"CP @ 0.90% OUTLET: 440.25 INLET: 440.70 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 447.15 BEND: 30 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.10 CIJ&* Z NA = 447.15 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ( 41,r 3.24 1.10 441. 8Q t*I012 - 0.73 0. 62�I'L1.20 1.20 0.76 1.10 1.02 Q 4.84 1.31 442.01 * 0.012 0.90 0.80 1.20 1.20 0.90 ***** 1.31 ioo�r 4%7.I� o.l�. c1.Ls, . _» QVAud.Towl t 6ZA-2- tRAI 0•K. ?7Z PIPE NO. 2: 155 LF - 15"CP @ 1.90% OUTLET: 440.70 INLET: 443.64 INTYP: 5 JUNC NO. 2: OVERFLOW -EL: 448.14 BEND: 50 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 G6# 3 KIM = 448,Iy- Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI r . 641Y 2.95 0.97 444.61 �I0.012 0.70 0.48c�1.10 1.10 0.70 ***** 0.97 4.41. 1.24 444.88 * 0.012 0.86 0.50 1.31 1.31 0.86 ***** 1.24 Qa00yy Z414. #1 `I-ks ' V-,:� PIPE NO. 3: 58 LF - 15"CP @ 0.86% OUTLET: 443.64 INLET: 444.14 INTYP: 5 JUNC NO'. 3: OVERFLOW -EL: 450.41 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.09 ( (� # 4 KIM = 450.41 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI Qa�y� 2.95 0.98 445.12t45*�*I 0.012 0.70 0.60 0.97 0.97 0.70 ***** 0.98 4.41 1.26 445.40 * 0.012 0.86 0.76 1.24 1.24 0.86 ***** 1.26 �iv�yY ")Sb.41 _ V4- PIPE NO. 4: 161LF - 15"CP @ 0.87% OUTLET: :444.14 INLET: 444.28 INTYP: 5 JUNC NO. 4: OVERFLOW -EL: 449.94 BEND: 80 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 G6 5 F4M = 44i-J4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI yY 2.72 1.07 445.35 * 0.012 0.67 0.57 0.98 0.98 0.83 1.07 0.97 G 4.06 1.45 445.73 * 0.012 0.82 0.72 1.26 1.26 1.17 1.45 1.29 °'100 24A p5 PIPE NO. 5: 172 LF - 15"CP @ 0.79% OUTLET: 444.28 INLET: 445.64 INTYP: 5 ,ApbiRz-AM 5Tr%/rUR& 5UNL No.57 pT G13-*6 (Flow wNT OI-"5,TP-U&,-rurz23 ap vAN1-T) Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI QaS.1y 2. 72 0.95 446.59� 0.012 0.67 0.581.07 1.07 0.67 ***** 0.95 4.06 1.26 446.90 * 0.012 0.82 0.74 1.45 1.45 0.82 ***** -1.26 Gz VA 'A UT OUT D 0VU- T-Lovt/ W pp,�7N - PEVELOP1;D 0AIN f104 PIPE VE- walzl1-4 z FR-W L13:� 6 ro c43 * 13 MTRUP1 V bt-TE1�1' N vARL AT .5004w&5T caRA/tfZ or G;ATE-WAJC&PTEK, BACKWATER CO PUTER PROGRAM FOR PIPES Pipe data from file:gatewayn2.bwp Surcharge condition at intermediate junctions *- Tailwater Elevatiori:448.14 feet Discharge Range:7.52 to 10.1 Step of 2.58 [cfs] Overflow Elevation:465.88 feet Weir:NONE Upstream Velocity:l. feet/sec �{ PIPE NO, 1: 84 LF - 15"CP @ 2.62% OUTLET: 445.64 INLET: 447.84 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 452.19 BEND: 45 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.18 G "7 lilts = 452-.1 � Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ay5y 7.52 2.12 449.96� * 05.012 l.'10 0.75�1.2.50 2.50 1.18 1.90 2.12 10.10 3.27 451. 1 G0. 012 1.19 0.93 2.50 2.50 2.05 3.27 3.16 5 I•� Ir Q Y. + QX� t QA, t a-k6 f PA Q g U� r1 PIPE N0 2: 142 LF - 15"CP @ 1.11% OUTLET: 447.84 INLET: 449.42 INTYP: 5 JUNC NO. 2: OVERFLOW -EL: 454.00 BEND: 20 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.18 C Jyk S NM - 454.i70 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 6.37 2.12 451.5444�4`0.012 1.02 0.9025.12 2.12 1.72 2.12 1.68 y� 8.56 4.54 453.96* 0.012 1.14 1.25 3.27 3.27 3.82 4.54 2.36 L `Pqt, IS rG,LL A� IvoyY s'�OYiY1 a , QA4 t U� � RA t QA� + RA t G251Tr; r $ PIPE NO. 3: 80 LF - 15"CP @ 1.89% OUTLET: 449.42 INLET: 450.93 INTYP: 5 JUNC NO. 3: OVERFLOW -EL: 455.70 BEND: 25 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.03 U3# 5 F{IM = 45.S70 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 5.40 1.38 452.31 '�1 .012 0.95 0.68'-'•2.12 2.12 0.99 1.38 1.36 7.25 4.30 455.23 * 0.012 1.08 0.82 4.54 4.54 3.90 4.30 1.80 (�1ov' I �gss.7 a /-1.-6 ) q PIPE NO. 4: 182 LF - 15"CP @ 0.80% OUTLET: 4..50.93 INLET: 452.39 INTYP: 5 JUNC NO. 4: OVERFLOW -EL: 458.70 BEND: 5 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.19 L6q 10 tMIM - 456.70 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI Qzrj 5.24 1.39 453.78 10.012 0.93 0.88"1'I.38 1.38 0.93 ***** 1.39 (�ooy 7.04 5.15 457.54G ' .012 1.07 1.25 4.30 4.30 4.68 5.15 1.85 A7 'i Q SIT& L rim 15 RALL AS 0101V Ptorm PID PIPE NO. 5: 171 LF - 15"CP @ 0.50% OUTLET: 452.39 INLET: 453.24 INTYP: 5 JUNC NO. 5: OVERFLOW -EL: 462.60 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.37 cz4tII Nm =+6z•6v Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI c46 •bb cl.zs Qyyy 4.41 1.40 454.64 * 0.012 0.86 0.93 1.39 1.39 1.16 1.40 1.28 ROPY5.92 5.93 459.17 * 0.012 0.99 1.25 5.15 5.15 5.53 5.93 -1.62 cg62,6 0 - �A6 Qd7 �Q L rIfs-13 Fut-L 517� !rt 1f20 DIY S-torwI r it PIPE NO. 6: 27 LF - 15"CP @ 0.52% OUTLET: 453.24 INLET: 453.38 INTYP: 5 JUNC NO. 6: OVERFLOW -EL: 463.14 BEND: 30 DEG DIA/WIDTH: 2.5 Q-RATIO:10.25 (151Iz PM z, 463,14 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 3.22 1.49 454.87E 0.012 0.73 0.73.1 40 1.40 1.33 1.49 1.09 q 4.32 6.18 459.56 * 0.012 0.85 0.90 5.93 5.93 5.89 6.18 1.34 �ooy aA6tQd� 4463,14 41.�s , - FIZ PIPE NO. 7: 70 LF - 12"CP @ 11.79% OUTLET: 453.63 INLET: 461.88 INTYP: 5 up N. C-?7 13 M)M: 465•0K Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI azyj 0.29 0.23 462.11 * 0.012 0.23 .0.11 1.24 1.24 0.23 ***** 0.23 Q1 01 0.38 0.27 462.15 * 0.012 0.26 0.12 5.93 5.93 0.26 ***** 0.27 z4g. xg �� • y5 Q - QQ6 1'l p g a d p 1 o rr-wA cc4,r ov-$ too yes„ r Storm No ove q-6w . __ I. p evx a,i a ��41L bas�y�s JOB I9?rfiL! r`an P� {il �?.�s ��✓ 16 PACIFIC ENGINEERING DESIGN LLC CIVIL ENGINEERING AND PLANNING CONSULTANTS CaALcuLATe BY DATE 14 1—�_led# To I pp j '• i � i i j i f I I i� I� � � I� 1 r rr- -I—� =—A ti 7K I i 1 7 i i tCZ 15445 53RD AVENUE SOUTH, SUITE 100 SEATTLE, WA 981 88 FAX 206388-1 648 PHONE 425 251 -SE31 1 2OE 431 -7970 Vi C,I NI I Y MAP F- F- r-- - L- L1-- - 7 SE 09-21-04 KING COUNTY KC 1653 Seale1:1200 (I'= 100') DEPARTMENT of ASSESSMENTS LR MR A April 06, 2005 i,. m . ... .... . I f EVERET elf, 17 ri IF 5MV. All iid- 4 JL a 3171h STREET ,E ~mE''N'""""• /� 10 Ili +• pI - V I It N.V— tea, }i Eus I o aYOFca i t f� d a ,Kr iW •a Ba i AREA A 1 Nlaadre. W..a - 4 f �• «1 1 I A I I I! 0INEMA lavorHRa ! :' .y,, • I. / + E.— eerol j' rPl w- t IF , I 3 I ,l! � � f •„a,r- � fs � L �i'c w 1 a _&� = . ti I i I I rl f I I - r yd' :N +rl 1• 1 a° 5 r ,ri I _ f � we I. a L. �..tE �L�� 3 � '�� +� �,� 55 � 1 11` �r• + I f i i1 �`..a a:R oNBrmnw i warp I • B f I ,. fl 1 I .I --- I �I 1 I p 1 �1I1 f f i WtAL'A' f •� c ; e "�'a`s .. �. +' � i + � ' I w, RETaa.'u'i I ,y Y,e Z _ - I I� •�wcmnwcnl �.n / 112ae.a ,pBR ws FRw .e.e, "S" RETAIL m (EAST) Wmywtvfpl .aF '�� .'$,a.'K f A • ..:a _ q r I 1pE} ae, .•. ._'.� —• 4,_ ;� �e _ •X• rr`A Ar• 1 r I IM'rJ `a+4 'lJOrS � _ I � � �►a€ ; 1 I rl fe. .wWa'�n �'` � �d• rr.' 'iE JIB I f h S J� '°► "P' 3 R 14k � e _ 1 [ ' 1 y ••� ' ..tl �I � .per% -+e i' '\ ,' py`' - iJ' •� p�Ifl rl�eeue- E r f - �- I K-elL�-'.— •l ' :''�, , � _ '� % ��I�' 1 • ' I�urr I I ter •aP� t j iy Win[f 5 /� / � Rar; � >✓O.PL[�eaWs,wr .'f, iuwaw'parYltq A3, • a, yt _ /, / r•r�.�Ar �u IVf,r � �•-- 1e• .W eW4ss •.ta�'ri 1. Rn �• If• } ' � riceR I.uvCW IW Fnen 1. �� r /�.'J , ■ I I nil E 1 1 ".,—enact..... la co ee aonv by \` �- _ ;- uWst.R srl.e smm i - u. 1. , .c• . li raw - cw q!�}��s rfst.r�• E- ~9 N" . ieiiicl.': eie6Pa' e`a•eW'v'11.M �. r ,re.wYw,''W :.rae.s t 4'•er Wf E. a•,n[T. rl/r r �/�:.'"4uiag _ ! w"wy k aa,a. ! •., 31� �r SNTLRSECTSCN OETA1 [ ~ '+•+• ,�, �- ec •RLaaBe re.e emaL. eaa eAEsi <s noun • '. cegpA' VScn .eingtaq Bcate THE RAN WHERE ROCKERY WILL BE SeA a IrAa Cree cage a.6•vnty. AP- vs••,• I iEr>ILA [ �E a POWER 1-0—DN S 4• es:orkln2 vll a_cv clog Ox E E x ICG sera �c x to �erRe •n• car Adr e.ii`:iiq°, `all�ne �:1 u�gzAs,1°w'•`i RW,Pv �� s1 e• nYlf :„ � alaculla - -- , .:even le aWT W-0 [nll s e}1 Idmolst" Id[W111IM . ve WIWn pWe I si116Mq e_"_ 1ietJen �Ee1. fq -._ �I own • + r.R v • ' pN.'RANT CAPITAL INVESTMENTS, INC , "� d ; I NUCH G. GOLpBMITH and ASSOCIATES, INC.�;, i CIVIL ENGINEERS P1.41 5 UND SURVEYORS if � 'a` S FEZQ1ALNWJ0NTVFHCURE - C3 . PGd QRNHPO r� ,5 ssl wall 1pllslxs surnL sxxlmsrol!"iniu alaraee _ _ _ _ _ _ _ $rr..sarinPrswq •. '+N' .NYeO'paR([T 1tlAeNNeRlli S 3170: STREET 70 Q5ATIEWAI cBVTZ-K 5LvO 7- -.4 w N -N, 41: + 1p MAL V A ------- rut, FTT �'l - — --------------- r k Ll ------------ ---- I %* I '41M CL %J) O kv; ZZ p i —4— PK 1�= Lo'j"jf—Q7 I —o ft o rr— ------- --------- E ------------------- t 211 a. -mj2!ot.L%- '32-0-Ti-A M.— . I pA HUGH G. GOLDSMITH and ASSOCIATES, INC. mig. :CIVIL ENGINEERS PLANNERS LAND SURVEYORS ?W10 DRA�fLAN 7-4501 LION 8QUING SEATTLE6WASlPi&fi'i6h M-UlQ ` 40' +III IIj II III1 1 p.PerLLenk: R� twntxwpprrlsanc v: 1vh11a N SEE SREt7 CA/ [.ca fWagwenc Olrlefan FOR'XRA•A[K'[OT II I v. ul ca b. v awe to earamen�p vftn .•q q. alf,anarer ,Welt sat W r.LLt.a ltala v ar ue wm'/T II 1E.445.69 lEary eauney Icgn4rdi and epevi[feeelan., aprirq Slne v[ spy •ears aealrl[•• pfja[q, ar 15• [rw !a• fap er enY nvnpri •.nA. h � LOCKINU L1O z. Ass .stet PIP. w[�t c. ar c. x.P. ales. cn.avfaa: W 71-I.D. TY_PE_II ePeaitl`9.e pn ua pl.n.. [..1/uvalnw pipe eeess ee ss: vo. an. •ecra a.aln.v..r•w shall e• e¢n.kwee.a .eevN�nq `1 P2 8+" 7 ✓a� wv. pr a aar- •,"M[relp PfWwLL• Gh dlwiar ei' s LLr fpsaeaa law Mlen a ffla In g FILL 1 I r uar r,.li .inns a. piw ere.e•r' RaP.xea.eie r Faiva uen. e+:,eeni wane. A,Q W J` VII lyaC 11 CA. lAan Sf• Id 41fp ,ter .aRl1 M e[,Lnr•�¢ve• a. onima.L. *SM awf.rlon r+ea eA• .Ppmea plain vlll r.gvir: vrf[tr, Q ��Q L%� J 7 /. D--• e�Orl�ahell b.. rvbarx gca%•[e. >-.xran:=ee ara•1 As�.vPrmal me en, a:rPe ^eery, cutrenrlT siw xlwq 1( 11 .a arPlulr Tr•arwae 11 v[ Weser lea]aa 1Yaap` repa=taanx et r'mIia NeiAa. � ram_~��-� 1 ^� ONF 7lER RxweRY 7 NOTE, A rt ut rppwwa plena nu.c be - p jeh .it. N {+ i a. tre h.ala. .hal eYXa a1uaM era• f1aeW erl na vn cs;atrer[fap fa !n Pragre... 6EA'/ND Icp(K Y I t STORM 5EWER PIPE WITH FLOW CHRRRCTERl5TlC5 &F erb b•[Iww d !Hies p¢za[a w11 •_ paanL •etivf O� � lops iµ [rase p�.Wz r V.w ry ewf=.a. R. rrser re w r`aa.feorcl�e.v.;e g• v,e Mlq PER f(/A•ti COUA7Y � Ef�1JRL TO, OR BETi-ER THRN CONCRETE, MRY Be !aA b•�w uwd • u p.inca q•jy Iq.r• wua aenry Grw.'[ane ue fnaflc N.raa paryyq.e„c • �_.�_. STANDARD$ SUBSTITUTED FOR CONCRETE PIPE 1F NOT On dE l eeafw 11a.. wrx.a �oaain•. r tan .v.t e• s.atrs rbhaw L3a-a»11 K a are-w..f=aaclee aP.'"at iay. - nr Y �• NEW CUeB/GDTTeQGSDEYVRLK PRECLUDED BY KING COUNTY AND IF IT MEETS • • 1C44}64 a. ench axceve inn e a ae;[liA [ur stern ee erg rr y �} [� ineceueuan .ann tie sibs. lee, cn•:wie. v. afa¢v apq. rrarer•aefn amalvwens artfrfrr ,scuts, e ry Htw PRU%rl qLL RPPLICRBLE SPECIFIC RTIONS_ a. r/ .7' ENIx71N6 Ac Ntvrq fsc ,tarn a pips •half b• In Prevedrxrn¢ttva :riL SnO >w a f. 1•L4 vlen he r/ Q^/gNJY�Y h 1Nfaingkpn ececo xiynrer er.y.rae ens Pro.mmt•d w.a[ap..n[ fn.laa4w Mailm. ARl�Avna.VEcrC SECTION B-B 0 ` 1 LE 4.50 Y� LE 445 Fvc[rlceclfna 11fa3]. A HYPE a. fu r�¢»ae ate rater aa[•nE lrl.Ja•Gnefan !••f 1IW LI. eew� twee -MSOr at aerate Lela PrR• / /EQ r w W urYkrver•a •ad in eprrarfsa Prfsr n pwlpv •TC[!lN� [• Ca Prn1d• 1•lnal NO S.I. A �. a+�r o.pr n ld.hscfp pelsq' reSv»ea ar rilaa 11 L:•a ptyrt"ifvl ,rppra+va Ay rb. CgPaLta«,[ o! Amlic Cw atr Ced. Sv.1oo k(h] tv a• yepe=wat'• F� -n 1 aeaa. bw.lap•alt LvvNSw fx[len. If C w a. abll ea x.a.A, e, a p•ylH aPPrarra ai if. Af[q K'amlr sda ar a[ Tvpalraa L,•L waarr•t else w1r � KA xlnq KYeM.y ep.:rame er Putiliu I•ae[ W7 bgLvaw i ..n. w6 lP p.., m ...nary• .Iw . � :�e'C! � � � � H07i' SICEWdtK,ROGK R Ii1TCH ' �! •ae ie P.a, w aaaraa•, r� L r YV BE L.ONSTRI7CTEP IAND (� a. AgerPlp• ws1 rt ala vn a pnp•r1Y lrytM Kwa1•al�� •• Laney / iPEAMITPER ulv[ • I,gtaa ry ca vPpe. 1.Ol.a[!i• TAIr 1p. All {ease. G[vA/•n•fen [•¢S1ftl•a sear W LL I 1 •r rl[.K � r I L.E•rrEl[ TD 1iT� rroM KING TRAFFIC Wit[ ir,eirW n•nrarxr lw.11rr��gg [ rah RTrnvh bal[w ar a er•[faw p!w¢r [¢ elearip ens ballafN egn•rspeelen, �J �� - 1 ENW 4.21-BB q.ef w rrev.gay r.rlal, as vaI[ a•�faravaae • say •r Pa le[aeper[lY ley ut11 a f � jW aN Lln x�IS=.¢ aagd lrq aat�rlA4 [!aa an en fa m^P1•[aa •[H rye p.trnll•1 tar en-vfu w - crm.: we v,. Ir. l..w[n r .sw ">;><x a,P .nv.Ie`+n `vnr• atra.e. wI f 11 M. H. I ' WPie`c'a a., . sr�lr a.pra uny3ral,w m..- f1.. GrLI Sn . nee r ren.en braes =1 ve.- Au r•e.alixyd.caatlan n�Nelw .vlt ee lluea»M aw � arwr _ � i �- � SEE NET C7A FOR »eglPe+n!• fee 'crawl laekfilf foe Pfybaaalnp• te•1 le epa[n[en p[far 5v la eva)xmJm lea al '1!••� � - ._,• + 5L.4C r ]I.�f1•r• •. rlaar 1[R p[ P6pe fxe9[nq mrNb• eafe[•a, pa laai wI v.vaumtfs¢ e1r3r1rY eblm LL.[ nslvler e.:.e. s�r.o.,nya' u I ECi10N REAUGNAIEHj sacrist In [ya Lra ersern 1• fPa• m.I! qal rL w.1 t v! W •[a•fv ypyFsq,urlmr wwtrel �� 5 f9R r•. V ragr[aw utl CvaN[clad w latY •sans unyf•l+lfnq bave. 1 ! v[ilwa si aefa[e etanxf•!aa arp-, by V,• Tr n•IL r ` lwwT: R 1APPvR QL9 "a avuP rwas _ _ arr.Lr.-[•rsne.esdlrrr ,.wrsP •argnl.r .. all 4r11a1�,pLL9a+vpea[aeeeescw a`i:n <LWMnlbi[il u. All as.rnwe •ba�a G n.ara .,n[ w1eeM crs-�` y� +•'1- \ ` .fvr.rsfRr.��°rnatr+"i:i vaep.n.a .aa. e=.f ■ -mat u L1,a•�eavraQ 1.•erw a]'sa. 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K• . f:.0. - Pvaulnr ,q . .. ...... ......... .... .... .. - , ...... - - - ff GGdd LIiRYrri ..F�. .... ..: 1 - LOWCJKG L2 - -I. - I 'A R r• .� n n - ti~ L A nt I ' er "S Y" f 7 - 11� n .. .... ...... �---�•- 1 :I: .IJ C 1 �43 5 15 I : IE4`i2 • - i - Ea52Sa _ JE431.55 ... ..I. - y_-ter..... f�A� .... ...... - • .... - ... _ O e D- Bb .q ... - .. -. - .... ,GVR ... - ...... , , . . .. ....... ... - .. . 5q . [ORB• Lill _' ODiNIIECT' - ..._...._ ..._ 96 .. - -L1 •"-- .;..M.r��[[q ............ ......... ... .. :iV.11 ST: PiF'E:W' ,a: iP. *: - - 1 . ......... .... . .. . .. .. ...... .....- ..,...... ................ ...... . ..... ... - - IE,439.95 ...... ... ... , ..: " Ndlf' .:::: `: 43 .OS- PI Ci•7. 7Y 1i[. 80 R .. .... ... ... ........... .. ...... -�-- 11DClpND' �'•�.. �. :r,[a� Lm.. _ ...... c i f. -- - .•f If ......... :: .......... . : : :• r - -- - - -- -- ..- ... -- .................. ..7 PL FVr! NE . ...... .............. . :I:. s "6[ LIE .... ......... L ...... L .... ....... ....-.. ..-..-. _ 04-00 1+00 2+00 i +00 4+00 5+00 8+00 REV.NO.J DATE I DESCRIPTION INMENY CHECKED REV. NO. DATE DESCRIPTION MADEBY [NECKED SCALE 1�-60'faa �.• .Fa �_ JOBNO. 15181. skm D. odd rcf,Tp CS (ar Sform Pion, addKfC.O!9 AA RDP DRAWN HUGH G. GOLDSMITH and ASSOCIATES, INC. 5-I1-66 s KCS � •• ��,'%f AI�T � ¢ - $ '+� r GA4lrE1h1AY [:El1T�LR A .,At WAY- I 9 3QlB7 SEE K@% rr IEY151016 KMEFJK POP DATE 6-87 � 1• � i I CIVIL ENGINEERS PLANNERS LAND SURVEYORS s• '= ' - ��• ' � - _ 9 I0/8T' DELETE MRJ a ROcrwr C OLD PRRKivr LOT ICM[ck RDP APPROVED : NP h ppp,]E FqA: FEDERAL WAY .1CIRT. YEN TI 14E 501 LYON BUILDING SEATTLE, WASNINGTON 99104 622.1090' 7 4-3-R9 am NOTE WNYICO LOTIrt:FUTURE WORK KM. AI1P dq i et ccsenyatr�rr,s_- y Rpp FlETDBOOK: ;706 �q pR[7JEC7 MAHAflPR OIIADRA?FN CRpITAL.fHVESTMEIirS;_INC - B •12•EB REvsEDMH.3 KMEEK RDF. ! �b RdN5frl aa/A/cESarlr-r/Svl/!"Z r /a7 [ p yy .PEE DE RAI, WAY S: 9?A'�li•$TR ET. a, ,'EaRO AYE:'5. a GRAPHIC SCALE COURTYARD BY MARRIOTT - STORM DRAINAGE 1 In IN FS O i tL . ' "1 A PORTION OF 7HE SW 114 OF THE SE 114 OF SEC 9, TWP. 21 N, RGE. 4 E, WK CITY OF FEDERAL WAY, KING COUNTY, WASMGTON = LE = 447.71, IS'CCNC. W. LE = 44831, 8• L[. S. r.E = 448.11 12'LYIYL' N. y % 1 �C =.' i I� F,� _ O ��,A INIi}IJ q�� n s / a D° AiluLllIU11w ro GATEWAY �� j�� ®1 T i�i� �`Dj Is' 6 'per / 1�d�clit�L 711 EXIST. CATCH RIM = 450.69 ~� .. =__-aS�-.��-.. .. -____.._- __-''}'_ 45��• 'L• �' LE. = 444,44, 7 [SAG A[ - , J{ (�,� - ,..a�", �� NBF27I5•w r��' ,J I �_ -SLi '7 --- _- - - _ - - ��', 1 9= - 900' ►r s• '' !''• ._ _, `,�j1VV\ rA►r��'. --_�� rr� RIM 454.06 !� ` -. _ �g-tV 8F AE71ifWE0 � �. "-•}F % y �+ ~ } -` - • \ A/E' ADS H-f7 kkl rX TYP :ATCH BASIN + /t / .�� rr� �• o a - �_- 45.51. B"GONG. f _ � STORM MANHOLE «• • 450.4I 494.61, f2' / a ? � 6 f y _ _ .. _ l eic f Z F rVl 'W jgj-19 EMf f- CA TQAAN y . '` � y / NCH off RIM 455.87 LE = 45160. 8'CCRC.. ' r 1 7E= _ A' +'� Ll p/ : - �'r J r ROLL ARA4LAGE�_ - - a �, CATCH BA9N I() 446.01, a'raNc 1y. �i - V Q PROP05ED '! 7 yf /� t SR18 WT 1C- r +S 1=-come ai. MlM TURN 7A I r - EXIST. CATCH BASIN ^ _ - 1 _ f, FOOTING DRAIN 3' FROM OU79 1X MIN, OY fG 4[ If"mvc H°' EXISF. CATCH BASIN TiIM = 453.73 ;a!'. RA9 45J:32 \ A f BlLV• B'a ®71'AML. 7fE FOOTING / 6 LE . 14RJE 4i .` LVEAI'FS INTO YLIRA pR�k1'f9. --__- _ - #ry z = 449.99 IC = 449.03, d"GONG. N. _ �I �j _ _ H.S JA 15-CLING W. O�� IIO -¢J� `r Q - _ , p O 1 1 I I' ; • +! / // • I.EJ4 15$O+lr N. _ 1 + I.E.. • r4i. , NE �, LOT 7-B 7 -�+' 7 -`y+ ' r 4. HOTEL " .• v IL 'ONC. S`1 - • s STORY - +s•-+4>a. j :ONG. NE. v• L n. ij� IY .-- "_ .". _- _ _ .. - _ DATE BEAT ED - 17 _ 160 UNI FS Q. ONC. SXE ' RIM ROOF DRAINAGE 1% + 77 � -- 1• - �O �$[ SIORIA AlANNOLE ly 1 ! 0 '� I + •.�. . 95A00 �v (+Fj5 STUB OUT. - ; M ff 7• = 946.00 - Ix MIN. B"0 = 45 .14 A "L •1'", I ti • � II T 1 � yr'} FF � 1 / .5.�i LE = 449. 36"CMP NE. R- xAs EXIST. CATCH BASIN / _ e fp- I.E. = 4114, f2'QrP RaRmSW, RIM = 44796 Yr'/j r i i T a T Rqf {{g I.E. = 443.24, 15"GONG S. _, - 9 • I.E. = 9iAT4, 1 I ^ " AE 4i4.77 J.E. = 44339, IS"CONC. i.E. = 444.26, 4'COIC. SANITARY N ! AA ( 4eJ LE = 443.75. EEC I!w- , $ii� OUT. -- AL !I1 I 4• I v Sv 6I I 1WTC✓F DRAINAGE 11 I P • a. I ITO 1X M1V'0� c' r 1 i 4-0 41 ,I I "''• 5 ` , LEA.- I •AORANG�E- - • T _� •1 I N/a'ADSrfr2fUltl7DSN-CRA1Y3Lenr TLC ICf9i yY STUB ,�`C bf �� 1 1 - •I ` � _ _ � �17pI rzwr. a7 ii I I(-----------�-------------- A , I 35 LOT 7-A 1� Exlsi. GA TCH easry I ( FUTURE �� i 1 II I RIM = 44765 'a a I ) I.E.KI = 442.56, 15"CONC. N. I , RESTAURANT a a 1 R •t EA7TING if • Oat 15"Go9C. W ROO IC Ww. I� II i ! '.- • [ I_ g I- I W/dF ADS DRAINSNTO BE EO 12 MIN IX T7P. s j I ® i $M - SEWER XINc 1 it. I r I SS - I.E. = 439.89 a I 1E • 44 .74, III SS TOP = 44034 I EXGLRNQ 1 A i I ® 1L - 94 ,77, I SR t; + ( ST - LE = 943.88 i 1 POWER POLE _ 1 _ , 1• 1 { ! TO _ _ _ _ - _ _ GUY WIRE 44S.J5 s • D y2• 1 '. ---- - -_--- ----- A - OVBHEAD POWER -OP T W JJ . .C. I i ,1 1 L& - 44Z74 rt rye ,k1� y UNDERGROUND POWER V la - EVSi1NC Co. TO POWER VAULT © U ONC. >L' 1�- jI I 1 1 IHMDIFD P Raf {96,75-_-Elr� 31R.E. a 45 WATER LINE W � 1(, F 443.57 ..ice- r1..d _,t,. t;._".�. r 103 LF 11• AM WATER VALVE GO ELEVATION DATiJMX r9mm M i3 WATER METER 6» 1 `� n o 1f I Y U! 7; Cltt OF FEDERAL WAY (N C.V.D. - 29) s FIRE NTDRANT n ', 2: 1 I M B.M. N0. 2167-21-1 a 8B. = 427'933 I a I 1 FIRE DEPARTMENT CONNECRIXJ 11 L m a - _ 65.000' TIME . 44"'ZS I.E = 44S,T5 CAS ONE RAM -SET IN CONC WAIT(, SW. WAD. INTX S. 3201h ST. 1 � GV & 23rd AVE. S., 1.5 FOOT FROM BACK OF CURB �� o 1 . a � _ _ _ - - _ ® .•! � GAS VALVE � q7 c my 6 t _ 7QEPHONE_ _ m r TELEPHONE HANHOLE 0 0 3 m -Y - _ _ _ _ _ _ - J '" "N891)0'f8•W �. .. - ' .--. _ _ _. _ _ 4 _ _ _ _ _ _ _ _ _ - _ SANITARY SEWER MANHOLE AND $ AWE'__==_--_ _ _I 48•W/ROUND SOLID LID-y"""r----------- STORM CATCH BASIN AND LINE BASIN EXIST CATCH BASIN ti CONCRETE a RIM = 447.50 f iir7.�I]�� U D Err EIOSTING STORM LINE $ � 75"GONG. N. I.E. = 440.72, L5"CLN4G. E. r[ ' "'A'IF 15"CQ E RIM = 945.92 • - PERMIT NO.: BLD97-0479 g I5'CONC. IY LE. = 440.70, 15"CONC YL C� a41.3 I'SW IV. LE = 44213 (IN) 8• W WATERMAN FTOSB DRAINAGE GATE ASPHALT a, la"GONG IY LF • 9a1.6� 785014C NE / OR EQUIVALENT LUMINAIRE lT CITY OF FEDERAL WAY LE = 997A1j 15' I.E. = 4{?.Wf OUT) CONTRACTOR TO VERIFY TRAFFIC SIGNAL PRIOR TO CONSTRUCTION OF STORM SYSTEM TYPE T CURB AND GUTTER -y SEE DETAIL 0 • l SHEET A ( Fl TIDE 2 CURB AND GUTTER APOROM BY SEE DETAIL FLE NO BARBER CM SEE DETAIL DATE WED. 14:37 F Zud-oi4*-'y -.SAL 02112/9T M3 14: A 1006914�2S CITY OF 'RAL VrIcY T N v ......... QI 3 -Ul ELI k 3 r,JrIlT— IA,!j., r.,. 'Ar 1 7jLAk —78 l—, iRu zgfT j kyjl l 0Li 0101 ICd 1 rk 4Sr. —V- , yH r m- .•U • k• r,Rt I .i�iAl 3 Iq no 5B II - 1 dV Ll —1--. ... ...9.016..W.................. ... a. . n r7Tp i �M jP.A...1 J I�1- 4L .U Sz I P • r I— - ;—.A 'IL l 5. AEOee4 L WAYd4-,TEWd Y gllrEL j k if RE616,VW PR.4 IA14,96 QrvaLYss ID— .4 34511V MAMAPPING':7 fj t - - -- - - 6,7w- TLN_rj 5TDkM DF,4/Al S 320 h ST. 440 scat E - _/__ ; /o't� - pug �lx/e�La 5u/4ve��.7 t3�l:. L�IL _ - .. ---. _.. __ .: _W. ..--- - •- -.. __ . 430 /Mp .ys�rGs 70. 7APLINAa /BD L,g- cr3 cow 98 Ar n�1s �•ys~ ��— �-&9 �:q"sad �a��a��,v-.� ...T.._ - •- -_- .- _- .- - Et"1 � Ql�►�':d.4:7 30o LFhl2"@ A/r/ y�~tAC' G iJ' tSl IE t8 , r{4d � r Id I ' E 44 iz ✓ kk" : 4-:�"F72 lE 77 r �' W 5,W IE IZ" {n[r' 4ijg(7 via W•. ¢3GZ7 I�IS:LJ-40%-GYa4i' l+oa ',Poo 51 77_ r s 41 IE 12""r!= �� M=- ¢25 . r IE = r... ¢3Z 1._ .. �' I& .1� _:, `� r',_ �% Q�H• , ¢/%3� ~ . IE IZ"E.. 4ZZ81 lE I6W 404 6' le17,2 ¢14 4/ / /Z°i f- ¢zzL" NS D/FR* l Iz iz"E" ¢o¢ g6 /E-Wit) = 4144A ' f ,QG L. 3ZJfx f ilk �-i�*c% r�Qc pt 14- 91, 3F �441 Sf 6f 711- 8/ 9+ /D+ //f J2i /3f -® _ 8 - TOP 44Sa " _ J CONTRPL Mla It I I r iY• ' . '.l Cw �.� �� J_5 %3 _r�9" • T4Aa7D1F�u� 55°/�. %�4fiIF$ _. 7.5 4Top 84 lv442.72d(!w+t F1T] -ly, COMKOL MNA%Le C8I �k7iS.II. fe- D COW- o[ . eourRD1. MFt"9 - ''�� •4\"4k - j p�o� Q Iuv.a4DIN� -$' u-• Drsnu_ .. TUV a4I•TCS y ` \ / `°/[RE`r _ GPADE ' - _ - _�• I,lt" - 5'�" � . 2 . �. .I 4� • \\ \\ / I .... .... Y.. . TYPICAL AT AEI. EDC-ES � J7,+ ( J i'N 1 E21M DWN9--E. 0U ' 1 WI �r OF PSPIIALT IL aCNi. 1 '! - C^3-..._P_iLjtYl7lCr:$_bQ?17FSrL11lEi$: ' TOP 435.3 CI5 i0 F.; /� FQOM I�i�l'� 3 9[ALE 34OZIz 0=3'VFrr. `Y�'rc• ✓� t on4ER yp or'Suas oR J �y IFty 439.1 " TOP 444.E i V lmv.44Z.5 \ r IFf DEEP x 3Fr WIDE AL>L I], Sp�IFIEo., (5TA-T--617LUDAWO 67L1� v �M' ''44 f _ K t �. II s'70fr.Wx& e ^ +`I'C `'\., �• IiAv If !' LI NEQ WfIN jVS11O 5 20./ fL.'dMf AND (;RAT-, ON CB KI -ALL IV5/JD 6?a. fE]ME WS/,!.O f3 211 * 6h TO IiPaPE 5 [/Me OM 4 COWW4 MN S S/JALL AND C,PJIT- �.._ 4 - - -- - ----- � QNO: t�FAIiR' . TOP 435.o0 fl uaAIT suoicitl�VtP p�iT�A' InvE wstim'; zoavn¢m . - q a `q - fA1y 43Z.ao 1' y ' _ �, �4460, j (J� sr5e} ' sF I i- ... �, I--' -- - '• loup MY10 _ 6".�.- I• • fluN? � •K1,V6MUAIrY j s� � !3'r�u• W I lP . �i � _ 'r1•P -- _ - P>r+T MCN .6451A7 A r ❑ �" ,� SAP- A7.w ..L�/A/4CLV/Af/5' a •r ,Gd-13 b i$7 { 6AS/A/ CATCN BASIV •R ^.f _ l - r 6AlE4GE:! TYPE QUO. Z4 CB 1 + Q - FFFF Gi¢l170 PER TA514owfidul . nyQ QUIT SIMILAR W F901441AE , `B ' iw�� ?rxia 1E41 _i, - aarEs ems = r4fzinf C. 5A$IN DETAIL. - 5fb a43. S \ X l C6# 10 411 q .� - �4. SIT,[ AV ma P�ASIti DETAIL di ma RAV (caa2,#4,x6=°7 pS) SCAL vz,=f or AfTRAt: w ltv ggL7 �` SCALE: ° LW I!' 1' 0" 13•.0• Qi } / 8•I�{V 4D. �, y S1�.i=Q" --- >�.. `\. O /NU PfR 2• 1 PU213'•O- 7 O IN LADE WiLA1iE'- our LANE 1 T/ � 4 PLaN C(LsvF (eIG r 1 2 1 TOP .447:9. d \ ti 2q, �� z Z TA ?� eC�- cr WoTt- PGVil16 FROM AT E590 Wf--Sa A/W uNL SI.CTIOiJ of DP,IVF- @ MV Cog. Z_ 4 ,."`, 4 '� ' �S...Is l �• * CONTROL UMIT w .. DETAi L_ .i P iX.4r POP.TI Ow OF THE .SOU'OrC5'F QU WFT3L' AHC :N_ 3R11TXEA57 QUAJli [; D: SECTi OH: 9: TpxNSHI° . \ �'1 1'* 1 • EX.CATCN eat/N (CB* I Fi�, Mu*'3;�5 d9 $� II) • HGdins, QANGE A EAST, 4. N.,. iH•-xFHG r,01N1T1C, BA6 XF ✓•1G T911, GPSYRI6ED w5 FOLLDHS: V CO11.r TO ,A SHE' SO[ITSHEST-L4kNRR-GF- THE. 5A10 !TW" EAST gVARieAi TXENGc HOR YH O!3A _.y"'nAST D �. \ y. ��di� SC;{'LE.: I/ n = I'-O" 163. 17 FEET. ALDNG THE kEST LI HE OF 5AlO sOIIFISEaST- QUARTE3 70 7NE FRVE ,PDSNT OX 7E617M [HIiI Ti!ENCE CONTIH- _ \\\\ •�-y \ '1 1lfVlfld{N!i _ Z U31 H&HDM. 9°18•1§" EFST 325.z3 cFl E��E HDRTfI E3°.SA'fl6" WEiT PARA4C=L.5FITN THE 5017ir1 L1HE•flF SASE R N `, \,\ •• t�, "t� �. _ _ - 'SCIIFFIWE4TARYRR 5$,S2•�7 T6 7YIE 'EA5YFRLT 1WRGTH•OF, 7XE AY•LI NE 41GXi-O F.HA'f.0.5 SHgNH ON 'iTATF'NI6H u LPa-1 \\\ i .�• _ • IIAw Npp. FX£nEtl F, ,•9R,5 P1fRGe-CQVHI"! LSHE: •:UNCT.I WL-S.S.H.,'i70. $'+., RlH6;-[ON[1'Y":5MEE- 4 OF SQ (ALiL' 6 O, __ �• • G \. i • '�' t [,Yd1r[p A5 23R0 AYCN1oE iOU TX)r TXETICE man ea°44 `39" �AiT AL'OlFG Shf6" cAS TLWL:' HAR6IN i9T'. BO'!E E•T fry 7X_ m Fp1 NF OF CUFI Y.RiURE aF A [URVt- -TO i!: LE XAYSii6 A PAu 11P+ OF 3 11 "EY AND A..EHTRAL :.X6LC ••�: S: ' jHPMCE NCRTAERLY ALONG 5AI6. LS!RVE d5.19 FEET Til THE Y01[761 LItHE OF TXE-s0O711 G2O-FEEF OF 'SA30 SOOTTfEA`•7 .. Qy=RY�R j iXENCE 5947X, BS�92'OH E.i87 ALOIW SAID, WWTll -LII[C �d-7: •FEET IO 7FIE-EAST i1 NE or TLIE uETH LEGEND 3Z•• `-T of SAiO �DVTNEA57•QVNCiEgi TH..=SOUTH O°16i ��CEST�ALONL SA10 ,E0.:F L[NE553:�10 FEET J•1'HE':CE �S 011TH 6B°SS'4A•' WEST ]Zi'-QS fFEI'T8 T}IE .TR4lE PYii]9T OF 9EBShN1 NO - a .-- . •!Jx '- .. L•.M1 �• _ y kJ PA CL•L CREMTALTRAXt PARCE0 � • R -'• Q ZOF/g As • - _ _ `J. E7 v -'l-00� EXISTIAIG CONTOUR.. THAT PO4Tt Ott OF THE s, NunvlsT QuARTi;R-:.iSIC T1fE 59tl7HFA8T •QW0.'jEx 9F•5PCiION 3,'70Y(MSH1P z" ;� 444 I' �. py y t1R5tiT F 6:Ori, lESCRf aw "AS OLLms! iO 7° •adR, yF" �OkTH.' IUNGE 4 EASrT, M-K.: fII .Y•.Hf• c . _ __ N > -- COMHESiC3K9 k7,THE SOvr41HES7 CO 'P1111R"'Oi: 7:SE.SA[D SOI1TA:A$ T: QIIARTERj iXEHCE 1p7Aii O^_8'�5'•. CAS' F� X�yl- . X Q ' E3•i7. FEET. ALONG YTid'ME`+.T LIRE OP SAID SOUFXEJLST QUAR 7-E7 O 17i0 TRSlE "POTHI OF-lIESThTdI I1C; T11E1{CE- C9!1= Tr' -I i!] [3ii1 '• �` el PLA• ,J m - _ �` PROPOSED FIN ISIa CONTOUR TT S7 d/S$'-F J37OP' W Q ' TSHUIHG IfORTX tl47r9'l5" eAST' 323.P3 FEET.; .ZIESCE llpWTd 3g°I OB". HEST PARAiiLEL:x1•Yli lRlt 50UTH •LTHp or ' -TTStti; o i SCJa LE. I"°30 �- Vn -SAIa SOUTHHE5T QUARTER 69.5E FEET 70 7XL EAST2NLY XAAGi1l.OK THE FR-L•IIPE `R1GHT-OF-MAY', A: SN611N O#'3YATE pRO POS ED SPOT ELEVATION '�rG�AY MAP YN BA_OP ERCfl EQD1177 L11iE YO ,11pICT .5-.H. N0: S=L,' YiHG CaUNY'r^-5HEEF S-oP •i0 �. '' , •T ' TOLSOEKNOV"R AS 232-SEC T[OH Y TH 7X�OSA O•.T.Lull-OKORPxSA[O?5'3oV1HCAi'T71{VAR t 0 n3 ECiIOHU9�XRgFIIi, ,a;TO.2l FEET- >v:� $ _ .. 7H-HIKE SOUTH IQ�! De 16 ��$" 1iESY AL046 SA10 EA$7^L1Irk _$.75 FEtiY" 70 TX_E ?iw. m- LINE OF. 71iH.SOVTN' 9$'j. iT p:i7' GF $AFG• SOUrk- EDGE. OF NEW ASPIJALT PAVING' •EAST QUARTER: THENCE 5OUTH d9'32•ob" IAST ALONG: SA[O: No$TH LINE x,9a-00 FG�"f;: TXFJ�'L-✓: 59yiif 0°,i7.S' kS:�' �' -J.. ()'-_ 'WEST PARALLEL N[TH'7ME 5ATV. ti�i L11IE OP SA[O' SOUFiIEAS�T '2UART58 3g8:01 F2 `--T THENCE 9W'(H• b�j'�Sl' 4Lj" ^ ,'l- (�J .L •� �. �` • #E5: 3,90.01 Ee Ei TO THE TR1x PACNT `OF flEGiA M.; � :`-7 � l- O. 0, BUILDING- WALL sVRaEcr T�' A Im-EXCLVSSMe EASOISAT FOR:$OA: AND UTi Lt7Y PutWI POSES OVER. 'AERO$5 Am DER � l] S C602- iTE1lKAlii' 7CiflY+GW,E ;;i• . 1 7q�, 1 `.AST ha PEET TTIEP,♦:Of: - 'L7 :l'. . Cons+rucon Drage -5-- E.XISTINL- SANITARY SEwFp- ,Aic tRE 5 TAVkmT PARKING. PAP; EL - u'. n'AT P4RTIV1'I 'tlF FHE'SOWTi1lRSi QUART=R OP SECT[tlH $, 7QYli5AiA ;! HOIIlH, FNWR r IAS.T. x.H.: DUQINt~ EPAOINI: 4 CONSiT2UCTTON, ALL I a 1/,pi 2,1j . 5 r�_ .. ��T Z" EL - W rT(J/ A( -p-D- (:7LISTI NCT STORM DRAIN: N1•Kllw CO L'M:Y, YASHiHGYWJ, OESCR4!3O AS FOL�LM MS .� +I sArA Tfp_eFA�• E'a> SAiO sOOrAEAST twit Q TFElICE [iOR7} .A°SB':5" EAST _ COHMEHCTH4 AT :7[1E SOV7f'A+`�T' COC1Ir 7 ` {� - SILT ULDOFN, f12Pl LIA ,E $NALL PEE- CIJRNNELEO { w _ - :• 4f 3O =' -•d.F,fA_`.,' ] $r Fy:OH6 THE W157 L3 TIE 9F. SA]A $AU T+12 Y. QW'lLmR •b 5.' • .FFE.7; :IJV=t NORTH 09!'$ 59,rj" `ASr '.']Q. US FElT TO N VP55 'IHRODC-i! p SfP3:u1 BALL DAM �• } - ,I ryv/gy (Nl7] '.S _ PONDING LIMITS (25 YEivL STORM "THE !Ap. LINE •OF 7xE .LEST 290.00 t�_T Or•: 5.4f 11. SGOTHp.:ST 4U+4RT R7 jD Yn% YgVE PofAY OF dECSryNTHGI TtlENce- 'r IlYpauAi � � `� Ir v 8' 73 :3T, 00 LCM 70 •7XF PLPLED' TO FIT FIELD CONDIT-IDALSi SD. POiNTaF +�1 :7? .. -•`: • _ '•i �S ?A�Y N•N YOR7X O .S'x$" EA9 T•ALWIC•SFl7'.EAS' LfXE. IIi -00' PE_c:l THENCE. SOUSTI C9� 1�R.' _ � ;f.•. NO SILT O2 SEDIMENT• ENTE25 �NNIAld-RUQ n as. DO\VN SPOUT 1+1:7. LINH �15 95 PT: �IF WEST 3T1lE+ICE 3wr.99 T:7iPB,g°51'L8 E_5.~1!Str0Q FEETH �O iXfINPE QTR11E0P0[MigOF 61f HR G $A O THAr Prl&W . - 13 ... -_.. -- -- c -. . - - . MINaGF_ ST2ULTURFS x. CAT.CK 8ATirr r1 SwnAcv or i t M pl)lfT1 p' Fk mO MT( Rlblsf Of- WRrI, D .3'� !• `RPk; y o I.P. IRON aIN sFS (5/s"RE-BAR WI1f I.O.'CPP) ijY• q�` .ux,� rrF.o�h� or : s L:u,:�e. zo crn• /8"/NV 433•S_%-�/k rOCF-r n r` Z• ./ - +�:o:.r•cnw" ([„/NV 43d-06(PY) '.. r G.KLpr•A74Y A P A 7,EPFR •5r6A4[L •.fr✓rH BASINf _ _:>: SAe„IARY •tJ- i RA9N. EX CATCN B•F]IAJ .CRICK BAS/N C8# I (COWROL) N, L •r:.- - 447.15 TOP�438.53 eVln k TDP44S:t3 70P-443.5/.� T0P.4A6. -� 4' /NV4d0.6 �EJWJ PFU151ULt � 'T•�a�- Ax i -/A/V 426.63 •L^I,`6 f, a IRyd37J3(+ICIS�I+}'!A'V d3 .J[P! IHv 'r�:l :�: }D'r�•.,,:I:�I <`r:r• !is J: . �Id :[4Rrt7RlIC]'JlW { .-fd. "A5'V YGF6E4+itnriKF P. CD 4 YE -_ U- . r JOti 761i6 - I �i '�F� : EUSN. RQED aL':iITCF!}MGS. P.S-, INC. .; � • O ' � Sb(JFpWESiCak4/EC sW _ _ [ �aA� R+�^'+Eaa afANo'swvErots �.•. /j�� 'r�7 r/7■/�■ T NOiE : ST_E s" A-65 rot - ^' .. SEC9� 77VP2J'e'dF, IlEA4. SQ•✓C..V`�_ !: -" _ t-. �• IMPRaJElAcuTS IN �.37D� 5TC' • GGHT OF WA4. .a. Romfilmed 'TABLE FOP. CONTROL UNIT CONSTRUCT/ON UNIT /N 63.AW AID. 3 5 9 OYERFLOEV UNIT 5/Z,E !•C a" avEaFLaw TLwELEYAnoN4714 44 44dA IPS ORIFICE D/AMETE2, 2 •• •�� Adii • Ii CP5 1(6 TOPA(9-0 INV 416,3- 1uv 7T:' 0 Thr- 42D.1 'IT& rl -A- - 3.7 il au 433.6 0-1. 1,4104 LF 1am 0.2 11 as Itiv \-CFS 5s 14 19 ?TOP L7,0iOP� p u 0.0f, p cx•O- ua Iwo" fi,�o a.e5. pas TOP 47A LiWl c. �'i - `� ayl. E ' 1 CB44 c. Top 4kll..6. O'ku ez 211n lkiv uj oe j k.Lu AoZ —ILtv �%P4 Ly CowlROL •uy.A� l"v 40z 7op 417i.r. d'A�v *w;T. lm%j 4 Z& luV die Igv 100 F . 14 h"11.12 110 UP 2- 13, ' A oil z &N,c 0 400 P-AWI -i \ v . V40 4T7A r 4 Zq.55.0 - CT-2?5��, Is, G,I—p OZO.5 411 709 9* Iwv Pal o cal gV- cats WNJ 72op 5 Top ell. to A -, '2 IF 12!)& SO 4• 16 r 172. CT=2&8- .50o(-F Iv. 't col ce, -L '70-P 41 F,. . i wv 4's$ TOP 44D(.S TOP 406.1 A4 a'Iny :F IaL.0 Cti3 0 T P.Y Alv4E:-A-,s o t,-� PC 7 DF-NOTE-- ElXIS-FllIC- C4)- MI F'L P[!)E BUSH RUED & HIMHIMI-- P-S- tp p.�-j[�FrD pIpE. SITES I CONSULTING ENGINEERS & LAND SURVEY( s Nex-4 U. Crn VIP�17f� E-T 9 Zlll- 10 Kh �T- i L y _ L l.- RECORD DRAWING NOTES NM 14-7 23.3 LF 0.1. SOATEINAMADD DUCT BACK OWEST FIBER OPTIC CHANGE WALL 6 TO CURB A CURB RETURN ELEVATIONS CURB RETURN ELEVATIONS P.C. 23-STA. 16+2&94 LT 428.63 - ATCA LINE STA. 20+00 SEE SHEET 14 P. — 3r• .t a a • +as.ar i 7. 1+-7 426.98 23t3 LF U y 426. 1 N� 427.37 4 42597 Rrr;. ]:.:::: .. . :'SI: R/W a 428.50 0-STA 4d:F3 45,84 R 4 4 I r 't'�..:;,M1:; �: I BEGIN WALL 3 P.T. 3-s7 I$+ OQ 429 1 d = 90'36'40" -----� 23RD STA. 17+90 4 a B9'16'77" R - 45.00: ��`:;:::: �;::.::; T = 45.46' 23RD STA, 16+45.34 7 � ,�."LAi.�$'i`.S$. 1'3 23RD STA. 17+67.15 T = 44.43' L 77.17' � }} (37.62' LT)Y31d: .�;S:�a::.......... ............ as r::C >B % (37.82' LT) L a 70.11' Tmil CURB RETURN ELEVATIONS """""'t"' ""��.�." z r 3-SrA 64 4m r i 7 r f1. +�gnlg 11 /,/,// A 23MRD�CtJkB 1.4 1 4 46 43Q CLEAN ,UT .r _ ' `` , ( [4f.DD' L17 4 43,.2 STA. 16+41 FS T6 ",` �t r 23AD STX I a5.99 P. T 2+ s ' 00 R •43.1 F '1 `� ",�, I # (39.32' RT1 CURB RETURN ELEVATIONS G ,s 84'15'436 23RD STA. 16+46.66 to I _ STA P.4 4 62 R = 45.00' (37.13' RT)6 [i :: i'af:f4'L�L`. ..+•......�.. :'ii::i:`::; CURS A �* 43r 97 T L = 40.70' MIS' _ _ - .� ' ::. Y ;:5 I �I I ro II LT) 10 r 431.25• 2LI 10 D 20 4D 23RD STA. 16+67.36 (58.14' RT) :ii;::2 �22+00 :` :L'i;::: P. - -ST 18f00.6 .00 43Li1 HORIZ. 1"=20'C2tl:C:Si"i MATCH 15 A a 904760" R 40.00' 10 5 0 }D 20 VERT, 1"=10' LINE STA. SEE SHEET T 40,56' ' FILE GRADE AND: PIVOT DINT {.-. .. 1 1I W . ,. .l - . N n r• 450 � • • + w O. l: W 00' VG 00 .. 440 •O Fj 43D a' w a w 7 =a00,a di! f •irUoc! so qU lldux, ma rdll:::. :n:'. ,I1". 'L•ai 420 ns prep n Lhyy oW a Oblaineu:,n) �-}m r—d dm in.: %aftleh fl Y r teen kl ,w, nlry. 1 - Q' tV"zV. nl'Of. r r'7ho accuracy aPProW!dnne :y IS. 418.27 8" 4 ram:,ltS 5 )(such inlonna ondupiw-d in rr,@aM-6a nolallehs. 410 PRCFI PT. ELEV. CL RLiFiLE 429.02 429�60 :. - - 429 59- . 17-�Q0 r 18�OD P Approved By. Drawn By: Date- iAJ 1/01 DeslgaBd By. ECD 1/01 Checked By. JRH 1/01 Approved Ely,. EGD 3/19/01 E N T R AL 04 e® 430WWW.EN'TRANCO.00M ,.,.- ! — -- r 1 sceie• Horiz 1"=20' Vert. ,"=10' CITY OF FEDERAL WAY 23RD AVE. SOUTH PLAN. AND PROFILE ' STA. 16+25 TO STA. 18+00 sheet 9 or 72 Job No. 96027-20 No. Date By Ckd. Appr Revision I/ IE 413.98 (B" CONC. N) IE 413.93 (B" CONC E) a IE 411.75 Ili' CONC. E) !9 a O 5 O 56^ EE E a +LD.3! i 4. I w CP n OP \ \ pp 1 Al r r �r rrri f i• . r�'Sie�`/r F riyr.• �r/ ��ir'e`r •i'S•�.rr y�rrr r � � `%�•�ji.N ��s's,;%�%f � `;�f�;;�%=� �;:�f�;�,✓!rr�r.� s','r,�f� �.srr;rrr ��H �� Wia P.T. OF Is, RAMS 6' LT.) CENTER 6F f5- RA01115 a • RT. P.R.C. /5 I6 •1 er � a: 320-LINE CURB RETURN ELEVATIONS P-C. 3 A. ISLV,94 17l_ R l 9a7.8 }r{ S 7. 49 112 {d6. 89 i! 40 .4B }, <0 -B7 S. 320-FH 17 W 398.19 lE) IE 39B:.B (5) IE 398.I8 (W) Ra6SSyE3�� TYPE 11, Ar D1A 419.31 B- PVC d Er. S^rof LLJ 4E 421.ES 4n}E (E) . [ 411.30 IS1 IE a1 y ..a 72 ff E 434.47 I_a'COP I:t �- IE 43102 3R 321 2 E ( ' - ---- - ----------- �- -i ' x 9i„•iiiii/r � iii r�i rfrrrir'�.%��r'r �kSii �y�N,�%i/ffi'r`�rf,�f 'Sii'i'�%%%r•r ,�r, N.y / Win, fLxSDCR m 1 CC 44.19 IE 437.04 (15" CONC. N) in IE 436.66 (16"' CONC. E) IE 436.75 (18" CONC. WI D IV "_----•-------• 23 320-LINE 2. I\, -- -----------------......._.. _ _ i----------------- c 3:a>v CA A' 4 07 MP C E) r m le 22 (Ir' W) 11sy 44i, m IE 435.97 (E) 425.43 151 (n -Z� m R - ALE00 L - A& 150.50, AT.; -05K RECORD DRAWING NOTES NO. DATE NAME NOTE r 9/02 WO DELETE SD 9/02 WO ADD 12" CONC. PIPE.. I IE 43961 (11 CMP TOP) IE 43164 ) Ifllr, IE 442.75 (12" VERT CMP) IE 435.611W) IE 439.55 (12" CMP SW) IE 43(CMP W) IE 435Z6SB 112 112' CMP aTM) IE 440.23 (1a" CONC. In IE 440.27 (15" CONC. E) IE 440.17 (I6" CONC. W) 11$01'P le'sp ('-;rA-rP-wAy CZP i Z-K O so Ex, SOCB GE 4a !Y I>4 IE M140.73 (IS" CONC. EI 0 u I ` . IE 440,66 (15" CONC, WI ti P S. 320TH 25 fir ir5 ---.-.---- ----------------1-1 -•- ----r�/rrii5 0 C� 'C0 O N UN E jZ162 --]'7d2s9 27 ---•--------� ------------�•- LRES SAOWf4-ON THESE PLANS ARE THE CITY OF FEDERAL WAY AYA14A8LE AT Taff TIME OF PLAry PREPARATION. DIFFERENT. THE CONTRACTOR NAY EHCOIINTER . Cf7Ni7171ON5 ARlD 'H.. SHONN. THESE YARiATi ONS A CLAIM QR E]ITRA CDAWENSAT Im • AND SWEWAL-Ex: NA f 2' R ✓ I� 46nt �A � EXISTING LINDERCROlND UTILITIES ARE SHDWN IN A7 IE 427.17 112" CONC. E) 14 Y YE NOT ETEN INDEPENDENTLY LOCATION BY THE OWNS I f 'I7T 2 4 •3 I IE a27.n (a" corvc, E) HE CONTRACTOR SHALL BEEN MU THE E%ACT L9RlI`I V'1 OF ALL RXIS NE uA ,r 1r ;E 427.15 le• coot. s) EFCiIE COLOiENCIRiC IMR%, AND AGRE'e5 TO 8E FOLLY lY5PON518LE FO -IE 427.12 I6" CONC.'W) AMAGES WHICH MINT BE OCCASIONED BY T34E CONTRACTOR'S FAILURE OCATE AHD PRESERVE ANY ANO'ALL LROENGROLVOO IJRILITI£S. 228 LF 12- CONC. PIPE 7 - ea•se•ra- T - 9.e2 L - 15.52 I A. •f f 4' 69 :. ...... ........ .... ..:. ......... ....... .... .. ..: .. .. _ .:; :� ;: .`.... ....:��.: :' � ..:. .... . . ......... 470 W ' :: .. .. . ..3 - ..k. .. ... .. .. ... .. .. ... L. .. ... �� .. .. ... .... .. .. .. .. : ...... . . .. 460� ... q . ... .. .. 11 :.ryNN .. : y5: - .. .. ... ...: .. .. Mu10 .. 450 ti N.vPa M)'1~ •2'$; - .. .. .. .. 4 e .... .... ...... w * --- --- . 440470 000 - .. .... .. .. : .... ..... .. .. .. -.. .. .. _- -- c ............................ ... ... ... ... ...... .. . 4 -- irJ: ---.. .. .. .. .. ..... ... .. ........ .... . . --- -..---- -- -- ... ....... ....... ...... ..--- - - DA TDM. ..... ... .. ... . ...... ... '.. . .. 420 :: :'. .. .. ... .. .. .. O 0 O 420 . .. .. . ...... . .... ... .. .. " ... ... � AEi„"ORD FJA WING ICQI' or ..... H . .. . . . . ... ... ..... ....... :: ::: � :: � ::: � :::: � .: - :::: : � .. . ; .. ... � � . .. : - - :: Iteae record Araivfri{js. iel ci :r:�:r, iili RIZ. t:1„� 0' .. : ::..- .... ..: ... .. .- .. ... .: .. .. ... .. .... ... ......... .. ......... .... .. .... .:: :'�J11BA IIU05�:UeliiG' hpLplwsll :p(:::?:; rr: . N;C.vA; : - :.rtaW. preUUy :fir.:::' Iklrp i�.l?er. caan:i,(. 1. RT:: 1 :'= .... 0:: .. . . 4/0 4/ . ..... . 1929• • - ... .. u.x.vlr>:. 7.O;C- FCHT . . .: .:. .. a3.S,$4R37.$ .. : ij .113 • 4A4.4A: iL7,07 s4k� " a i; 442, a2. 3n3;32 RS4.Q i4 .,]� : 645.37; _ T,OiG: LEFT - .... .. ... .. ... - - ... .. - - ..... .... ..... ....- ....... ... . - ...!. - - ... .. - ...... _ _ - - .. ...... .. .. ._ -��'�. -:oe •n:c.:u:�.. .b�u�.w,-�.• ar: ,i VK';�. .. ...... .. . `:PRO .IL L`k R E 313.9D 38.2 • i3 .i,: 4 0.33 s 4.13Y .. � �442.2 : ... � d:1 �.ti2 .:: 4 t F3.9 . 4 2' 4 .6 :. s 4$.S .. -4i .. .B � � . 44&. 0::: � .. - . . 22+00 23,00 I 24+00 25+00 26+00 uTY OP C ®r H� Approved By: Drmn By: Date: Designed By: RMG, AMW 3/9/01 J H, ECDChecked B� 3/9/DI 6flBroved By. 3/19/01 E �1 T F� d4 N C ® WWW•ENTRANCO.COM A' :i' R,fway rP fui *i' MGIRWI Scale: Scale: SCALE Horiz. I"=20' Vert l 1D' "= CITY OF FEDERAL WAY Sheet 15 of 72 j S. 320TH STREET PLAN AND PROFILE STA.22+00 TO END OF PROJECT J96027-20 No. Date By Ckd. Appr. Revision - - - --- _� 21ST AVENUE SOUTH - - - ---- AS--BUILTS A PORTI N OF TAB SOUTHWEST QUARTER OF SECTION 9, TOWNSHM 21 NORTH - RANGE 4 EAST W1VI., CITY OF FFEDMAL WAY, IONG COUNTY, WASH3NGTON. x rGM O BASLS OF BFARIlQGS MONUMENT FOUND AS NOTED B3 WATER METER R WATER VALVE ASSUMED 0 SANITARY MANHOLE ® STORM MANHOLE( FIRE HYDRANT GRAPHIC SCALE TTYY T7rf ❑ STORM CATCH BASIN 4 SIGN >e >e rn SURVEY PERFORMED WITH A 3' TOTAL STATION, USING TRAVERSE AND RADIAL o-;I UTILITY POLE UGHT SURVEY METHODS SURVEY MEETS OR EXCEEDS ACCURACY REQUIREMENTS o MISC. HAND HOLE CONTAINED IN WAC 332.130.09D. BOLLARD ( IN FELT) -1 POWER VAULT I Inch = B0 rt ELECTRIC OUTLET ❑O POWER TRANSFORMER METAL RAILING m UTILITY JUNCTION BOX EXT. AOJ TO F/O STORM MANHOLE e RWO JLIJN L( MAT. 42LIZ LALYIER (M,] SPOW CATCH BARN I.E.= �07lL � Cp (CWi .JJ STORM 09.97 BASIN :Cw 4l002, 42• CON [H.) RIM. 4l976 I.E.= 40781, 41' CONC [Sj PoM= 40 .. . STO5tN CATCH BASIN LE= 41D.O& 42' CONC. (S] IF.n 41S8& 12- CONC. W) IE.= 40646, 13• N.c511C (IL) flIN= 4I0.12 a cRon ( I.E.= 411.46. 6• IRON (SE) IE.= 406A6, 12" LONC [5•) LE= 407.07. 12' CONC. (N.W.) STORM MANHOLE I = fll , UNABLE 10 PP LE.= 40335. 1$" M.ASTIC [E•) IXi. TAR TO F EXT. AO,L i0 E I.E.= 407.02, 12- CONC. (5.) PoM= 426.74 W 4*- SANIATARY MAMA7LE STORM t I.E.= 414.96, 42' COR. PLASTIC (5.) 2 y iiRV RIM- 42 BASIN RIM= 414A6 �' {F26F, UIDd[R jYI,J R 510911 CATCH BASIN EAT ADJ. RY TO STORM CA I01 BASIN I.E.- 415.2& 42• CDR. PLASRC (E. m7R T7lVi RM= 4e7.52 I.E.= 399.41, 42• CONO. N. �r Awc 40907 SANITARY MA q44 s R_ AYiA[1Li IL= {Tl:$ 6- tlppN [R1L I.E = 40B 1& 12" PYL ) ( i i lmr. -02654 ; a - - - STORM FILTER ,. 414.55, IY EONG (W.] LE= 40&O& 12' $,) rC= e99.%. 42• [S�Ay j Y= _ [IE 406.35. 12' CONC (N.) RIM- 406.57 LE= 425OT. 2• vtOH [N.) - n r LE= 402.62. TB_ CONC. (WJ lE. 4253E 4' PVC M) c� ■ a ` 6 .a - :�w. r--=..;_ c, ,s•L!.k .r >Rz 44a1: 7i 2 3 _-v b •f u�0 � i � f �K� � ? @ a � ? i ri-'--"'�°-1-`- •---•P-1-.a.__...a---`- � ' t 2 a �' r-*•y--• ._ .a.__ r_____r_____a_____a__ti .4r -" __.n __�-v-___.n,____ __ j___A___ Wr r .�_--a•---_q_ q � ' - - C _ - J s � •�-` Y--tom ----a' t�rq.�__.q-____�_� NW RE - ` _ � : —� �q� �•' ! S @ � - — - Y r - e (Al8[2C RIiAti] � .Y"� JJ ~� ~ a CIX+� •R 1TER _ - iA �`i �r � q } _ _ I W,ppC SINRM CATCH BASIN [ { RIM- 41924 STORW CATCH 6A9H R SIO�+ ;ATPi BASIN • 1�• �' °* n < +. IS 415.69,12'CONC.(E)) 1Q•I=i1651 _ I p kw+•. sir51 r' LE.= 415.81, 12- CONC. (SJ 1E. {!&31, iZ CONC [R.)) I� I.E.= Ire II, 12- CONC (N.) STORM CA7131 8A9N�1 c LE• 41= 12' CONC. (S) I STOIbI CATCH BASIN LE = Tr4 66. 12' CONC (E.) RIM- 410.78 JLw 41lA4. 4• IP. (W) I Rim . 41939 I.E.- 407.32, B- CONIC(w.) I LE- 417.28, B• METAL (W.) -Slp¢<r CATCH BASIN RIM= 4I0.7B LE.- 40727. 12' CONC (SE) NON�A'pDIGITAL COPY OF THIS MAP IS BEING PROVIDED ALONG WITH THE SIGNED PAPER COPY. THE SIGNED PAPER COPY IS THE ORIGINAL AND CONTROLS IN THE EVENT OF DIFFERENCES THE DIGITAL COPY HAS BEEN PROVIDED MERELY FOR THE CONVENIENCE OF THE CLIENT. COPYRIGHT PRIZM SURVEYING INC. 26 FEBRUARY 2005 THE BURIED UTILITIES SHOWN HEREON (IF ANY) REFLECT SURFACE EVIDENCE. S1IPPLEMLNTED PATH FOUND UIUTY LOCATION MARKIHOS. THE UNDERGROLHD UTIUTY LOCATIONS SHOWN H _RtEON ARE TO BE CONSIDERED APPROXIMATE ONLY. FOR THE FINAL LOCATION OF EXISTING UTILITIES IN AREAS CRITICAL TO DESIGN, CONTACT THE APPROPRIATE UTILITY COMPANY. PRIOR TO ANY CONSTRUCTION CALL THE UNDERGROUND UTILITIES LOCATION CENTER AT I-BOD-424-5555. THE BOUNDARY OF THE PARCEL SHOWN HEREON 15 APPROXIMATE, AND SHOWN FOR ORIENTATION PURPOSES ONLY. IT 15 BASED SOLELY UPON RECORD INFORMATION AVAILABLE FROM PUBLIC ENTITIES. PRIZM SURVEYING INC. OFFERS NO GUARANTEE AS TO IT'S ACCURACY OR LOCATION. ANY EASEMENTS SHOWN ARE ONLY THOSE THAT THIS SURVEYOR HAS KNOWLEDGE DF, AND MAY NOT REPRESENT ALL BENEFITING OR BURDENING ENCUMBRANCES, RESTRICTIONS OR EASEMENTS THAT MAY IMPACT THE SUBJECT PARCEL. z i•CO 00_ z� 0� 5-: 1 f 8 I Lim d > C1 i* I IL� o :s e U a a: V) Fs O Fs. F o 'ram, z x .g[JgV4�YCCERT�iCATTON I HEREBY C551 iR'S_THAT "HIS MAP CORRECTLY REPRESENTS AN _ . _LV. m m � AS -BUILT SURVEY MADE BY ME OR UNDER MY DIRECT SUPERVISION AND ]MAT IO THE BUT OF MY KNOWLEDGE I REPRESENTS THE AS -BUILT FEATURES AS THEY EXIST ON THE . GROUND AS OF SEPTEMBER, 2006. --. - •PATS v T.' ( OF 9URYRY 11/14/05 _ DBY P.D./J.W: _ DATE ATs yl.a ssm 9 T7P. 2t N. RN6.4 E. L e11FRrtx cnd— I SHEET I OF I DENNIS J. PIERCE P.LS. Np. 33147 DATE Pxwwr N0. M-69 j DRA— N0. r- r L A PORTION OF THE NW 1/4 OF SECTION 16, TrWP. 21 N., RGE. 4 E., W.M. # •',•, ' SAS :. '1 _ � 1 1 SEE SHEET S®-1 SEE SHEET SD-3 - 1 j 1'44 41 Iv } } IT � 1 I � >, :•&� ; r��=� q I � � �:�� fri 1.��%�/ I��I �N a f ,I N CZ7 ]IJ" Oiu W N ! 't Imo^-'--�- '� I ' k•f.'r - ,.� 1:3 �� r a�.i i Ew -•{ 'I - - - _• - -Imo',== ' 3 ! L ( I ; 11'r"_'.±±_ -r 5" 1 If ;' - - ______ -_ - -.----- - r'+t�i -J :motif • 7• �ir, , wi 0 t frt ----------- '1 I •ash f .� .. i i>.• r�._1 Y FT .1 K'.I I ' {`� � 1• IF. � I•r,� _ a - E ��` --' •f.5 111 ll 1 d 91p. ��. •', � �'" ..... _ ,.. -_ �'� _.. ��'� __-. __. mow:-... _._ � i � � � f Y� r ! 1 j ■s ■ : ■ •� � L :�� I I (��i.! Y�" u i � If f { I I 1 • 11 I • \ �. • .ti ti_ �:• t- r J ,I 1i 1 i ! r� '•�-.ga^./' yl j I 2,,, _iN. +"V. al •� r' `l ! �, '�,� • .-� `. ir} � _.. i I� - it '� .. i � � I • I �' ; � - � .- T� � .Y`� • x 'r��. _ •F i'�.- I�.. • I I. �"+--� l i r I _ f f I j 13 rlr -,Iip . •�V ram.; Nr .'t. ,+.t: -- - � 4 'I 1 l'E7..�,�,� '.:ram • ---�-'--� �_ 1 --�" � ■ 23rd AVE. SOUTi•f~`�-.� - • - --3 _ ._i } r Ni SEE SHEET SD-2 SEE SHEET SD-4 n SCALE: V - 60' CONTOUR INTERVAL R 2: HOR. DATUM: CITY OF FEDERAL WAY VERT. DATUM: KCAS-NOVD-29 50 25 B 56 10a LEGEW-__ WATER MAIN 0 WATER METER + WATER TEE W/ CONC. BLOCKING •+ WATER BEND w/ CONC. BLOCKING E WATER CAP GATE VALVE O ° SANITARY SEWER CLEW OUT B - CATCH BASIN TYPE 1 �— CATCH BASIN TYPE 2 ;•'.^=r— SANITARY SEWER MAIN ----- EXISTING WATER -- EXISTING 60" WATER ------------ EXISTING SEWER EXISTING STORM ------- EXISTING GAS --------------- EXISTING POWER HEAVY PAVEMENT SECTION SEE DETAIL SHEET DT-1 NOTE: The existing features shown an this pron were taken from plans provided to ES.M. LLC by othxra- FaM. LLC assumes as 11011 ity for the accuracy of that infomotion and has hosed their desTgn an that Informalmn. OWNER/ DEVELOPER STEADFAST COMPANIES ' 20411 S.W. BIRCH STREET, #200 NEWPORT BEACH, CA. 92660-1797 BASIS OF BEARING j HORIZONTAL DATUM BASED ON CITY OF FEDERAL WAY CONTROL STATE PLANE COORDINATES NORTH ZONE NAD-83 (91). BENCHMARKS VERTICAL DATUM BASED ON CITY OF FEDERAL WAY CONTROL MONUMENT FW144. TOP OF MONUMENT INSIDE CASE LOCATED IN THE CENTER LINE OF SOUTH 320th STREET, 0.20 MILES EAST OF 1-5 OVERPASS. ELEVATION = 462.93 (ft) NGVD-29. T.B.M. TOP N.E. BOLT OF SIGNAL POLE BASE LOCATED IN THE S.W. CORNER OF 23rd AVE. SOUTH AND SOUTH 322nd STREET ELEVATION = 412.21 (ft) NGVO-29. RECORD DRAWING PERMIT NO. 04-100058-EN CITY OF FEDERAL WAY AS -BUILT DATE Fx E,.lslorNs ,.o. ocs�+irmou:w,c e. �IfAL iSPntP w O z cn — wi 0- m � a aQz J CO0 0 O m m - z 0 oa O _ U U. E m W 3 - 3 �3 w0 �a ua' z O z z 3 ON LJ ILI I ~ Z ® Lul a z W0 a 0 U aj J z a w Q C J L7 (L } a 3 w o U JOB NO.: 10 01-0 OWC. NAME: KEY-01 DESIGNED BY: R DRAWN BY: (- CHECKED BY: DATE: 11-M-0 DATE OF FFINr KEY-1 2 OF 14 SHEETS A PORTION OF THE NW 1/4 OF SECTION 16, TWP. 21 N., RGE. 4 E., W.M. r,PROPOSED GRADES (T(PICRL] i 1 `� ' n 44 ADJUST MM TO -MATCH. _- r, r [ GRADE ELLY.=27 1':6?4_• ` �' - ll 1 � f f s 1 EXISTING ELEVATIONS PER FIELD E 2-48"m �! .-7 I Iffff�SSL SURVEY BY ESM LLC DATED 10-OB-03 4- a e_45z CC 4IY7.49 ri j �J r; `4Q `' i cP •S I _ '' 414.33 (R1� gyp i E0.9 LF, - El �? 413.83 tAY 4 xI�JQ PE2-48"mr i i 3f LF.. 1Z�0. - 13 �f ti "�. +$'Y 5.0.gL�.� �O�r ®7 �, { x?8 I �. LE-4o>.+9 I PROPOSED BUILDING F.F. = 416.40 416.40: (i2} k I I � u �f! `!y ', fl?' - - � �' ►4�i•3.6� A i R = RAMP ELEVATIONS TYPE ASP14ALT ELEVATIONS I.E.406.85 L: 3tJ �15C I II I ' t I ELEVATE SIDEWALK SECTION 1 j I �S•�..,, 34 L.F. f % 5,0. lYP1: 2-48'm �'--- S I � � I 05= 1.gpT -8-�-4�3.40 N � REMOVE EXISTING CURB IN AREA OF PROPOSED ASPHALT !t REGRADE AS REQUIRED (iYP) 43.1 4st t ^� T4.32R I. � •,,i, L.F., IZO S.D. T.{i. 413A8 q REP WITH F.E 408.6$, 7 0 W Y5 H TEXT- C.B4SO.s3 $Q • ¢ ]. `' ' f " - E%rTll:; ,; CUB- /9 , T1PE 2-48'm LE' 404'.'..i�--N--+--- >• —iC {.f. = 392.90, 72'ti E,W , . +{ X _�.s�. :i ^:..,' .1-�. ' -y .>.: _ ,il ADJUST RIM TO MATCH •, .� ` Lam. _ - __ - Y GRADE EM.=419,53t `' t . �}D f'' . . y -41 & 4 --;,� : - .. =..•� o - c --- w - 9 s •--� e_;414.12 r -��-• 7JY ri'„'ys_'_. C.S. JS . TYFE 2-48'm C,E14, TYPE 2 yJ2°0- - : ! • t MJ • m-� r _ _ _ -- �3'T" r=r....--...-.F_T w -- f -- - - T.G. = 414.76 - _ •` X r.i# ae 'bi _ y- %Y "`.� *�*�-��•-a' S,J �� .,ems X-•'_. I.E = 383.11. 9Gm E� r}- I.E = 399,51, 15m N _., •�',, '� �f N . I :men• ® 413 8 R _ ; 1^4�.. �7C - :h =;,: • r LE = 393.21. 77m SW - '^" ^••• 1 I w I r I - - 13, T.C. = 412.00 - s••' t , o 1 1 a f I.E. = 407.18, 170 S -- CONTRACTOR SHALL VERIFY LOCATION• — AND INVERT ELEVATIONS PRIOR TO I IC .I CONNECTION TO THE EXISTING STORM IRAOE �11 •.� / T0. irAT�N _ DRAINAGE SYSTEM. : �' ❑ I FLEV..051- _. �•w , I o ~.� f I-�.��'- �- 1-b ~,� ', - - ..� UPON COMPLETION OF NEW -84"m N [ r > �I�• ' >w STORM DRAINAGE SYSTEM. o �•y^4 - -: .jREMOVE 10' SECTION OF '��r / EXISTING 77d STORM PIPE BETWEEN EX+STING 77 RCP STORM DRAIN X ! 3 �. PROPOSED 30' WIDE � 5.� �. PIPE S' EITHER SIDE OF PROPOSED - IX. C.B. '3 AND IX. C.B. #4 SHALL BE • _ 30 1TO SEWER PIPE_ '80,2 LF. 5.1--f-,?r; 1'Y6 S.D. BACKFILLED WITH CONCRETE SLURRY . _STORM DRAINAGE EASEMENT;5<1.O6R 91 -�-•=^vi^n AND ABANDON IN PLACE. t MATCH LM SEE SHEET SD-2 :�.. s esssssxsssssss9• { r ' i r � , Flhwhs:ssssa I a I x 1 4 •g KEY MnP 4 '�� - E �V - �� . �'. kd :' rjll I r T.G • n 4T3.17- � I��• Lfi 4R7.41, 4•F F.C. tl_ r• APPROXIMATE LIMITS OF CONSTRUCTIONREMOVE r l A LT IN. ELINE. •� LIMITS OFMTHMID ' MATCHPLACE GRADE, �S TYPE AND T1i1CKNESS OF EXISTING Jf I �rf ASPHALT (TYP) f art: N .9 T.G. m 412.93 ,-B--r� -0, I.E. 4Oa.9°, 170 W C '• n I All I.E. 406.79, 17m N I.E. 408.90, 17m E ` I AP'1 14- ' SCALE: 1' - 20' CONTOUR INTERVAL . 2- HOR_ DATUM: CITY OF FEDERAL WAY VERT. DATUM: KCAS-NGVD-29 20 10 0 20 40 LEGEND WATER MAIN 0 WATER METER WATER TEE W/ CONIC. BLOCKING _ -+. WATER BEND w/ CONC. BLOCKING E- WATER CAP — GATE VALVE ' O SANITARY SEWER CLEAN OUT ' Sr— CATCH BASIN TYPE 1 (@ -a CATCH BASIN TYPE 2-48"0 SANITARY SEWER MAIN ----- EXISTING WATER — EXISTING 60" WATER --------- EXISTING SEWER EXISTING STORM ------- EXISTING GAS --------------- EXISTING POWER )9(41 b_b6 PROPOSED F.G. ELEVATION X417.47 EXISTING SPOT ELEVATION e APPROXIMATE LIMITS OF CONSTRUCTION NOTE W CONTRACTOR TO RAISE ALL EXISTING �jWS7 STRUCTURE RIMS TO THE NEW FINISHED GRADE ELEVATIONS. PERMIT NO. 04-100058-EN CITY OF FEDERAL WAY AS -BUILT DATE A PORTION OF THE NW 1/4 OF SECTION 16, TWP. 21 N, RGE. 4 E., W.M. c�tSxSWi3ts < �'Dl I SCALE: T o 20' j: CONTOUR INTERVAL = 2' HOR. DATUM: CITY OF FEDERAL WAY n VERT. DATUM: KCAS-NOVD-29 KEY MAP �o 'a o <v ao SEE ARCHITECTURAL PLATES FOR SIDEWALK AND PLAZA AREA C9_ 14 , TYPE 2•-14ea C.B. f5 TIFF 2--48`0 - GRID DETAILS. ;F�fi--r-}5'.Eb T.G. = 415.71 i:9 0I,l*88 T.G.=-414.06 I.E.= 408.82. 120 SE 87:69--4�s-i1 I.E = 407.68, 170 N STORM DRAIN SYSTEM LEGEND EMNG MATCH! LINE 9EE SJ-I� 9D'1 - �1; - WATER MAIN i1 it 0 WATER METER 144'� ! h. _ - PROPOSED ®WILDING - • 1 + �. + WATER TEE w/ CONC. BLOCKING C.B. 114A. TYPE 2--i3,'di X 1i ,_��----^�' < �� _ fr J� T > > � F.F. = 416.40 I r -:9 �7�•''39 / �9 '+" �O n X••�• WATER BEND w/ CONC. BLOCKING 1 S M S REMOVE E77SnNG I T.G.= 413.78"- { jJ(I EXfSTI G >_y �' REMOVE EXISTING E- 'RATER CAP LE393.16, Bee S.D. I i y]] _ _ I I L fi ., 12"O S.D. B3.1 LF. +�• GATE VALVE 1.-:393.19, 99'0 S.D. I I ` J' J I .9„ ®�- 4a( 5=2.92R r 5/�ryRARY SEWER CLEAN OUT 1.E=407.80, 1B-m S.D. j i [ I3 T.G. = 414.67 C.B: 3 ,•TYPE 2-48"9 _ ...� I 1 # f 5=8.7dA"^r I I :^ AS• I PROPOSED GRADES (TYPICAL) .E 406.32, 12'0 W [3f— CATCH BASIN TYPE 1 CONSTRUCT OVER IXI NGI REMOVE: .NG I STORM DRAIN SYSTEM T �! i s- I] i �4�I �— CATCH BASIN TYPE 2-46'0 k I ��'61 1 - ]a �.j-I- �•r Ti �. {{ 1 IXISTING WATER 124.E LF.' r �� AT -(S �j� �T i y , 5=0.267, I I t�T 5;� -��'O w_: I �C� EXISTING 60" WAiER APPROXIMATE LIMITS OF CONSTRUCT117 - 1,{i�y- ` 6' + CQ .F---------- EXISTING SEWER UlJrFSREMOVE AND REPLACE ASPHNS I /� I I $� SC 3j`s _ter i _ ~`-- AREA Vf EXISTING CURB IN - L1MFT5 OF 1H(5 LINE. MA71CH GRAD { t 1�' f ! T�7 �� AREA OF PROPOSED ASPHALT EXISTING STORM TYPE AND THICKNESS OF EXISTING I } rr a -_ jJ /' ' / •Q \r �'�� 4�_ ADJUST RIM TO MATCH �( REGRADE AS REQUIRED (TYP)-_---_- EXISTING GAS ASPHALT {1YPj I + �� I ! y _ _ _ I r a 7 GRADE ELEv.-410$tt � � �- p 702.3 �>U: -- _ _._.--._...- EXISTING POWER ry 0 S=0.09R CL-i f� , �r -• + CONTRACTOR SHALL VERIFY LOCATION X 415.56 PROPOSED F.G. ELEVATION (r 30it •. AND INVERT ELEVATIONS PR10R TO i - CONNECTION TO THE EXISTING STORM X417.47 EXISTING SPOT ELEVATION I I _9t DRAINAGE SYSTEM. I f O.B. 15, iYPE 4 I ( I I.E.=405.82E a APPROXIMATE LIMITS OF CONSTRUCTION i -ADJUST RIM TO MATCH T_G.=412.8 +� • r �•. GRADE ELEM 411.66f `�'^1 /� i I +Tom_ � I I,E-393.29, 84"A N. 5 � _' �} _ 4 � _ .. � I • �� _ _ ACCESS RISER PER I ADJUST RIM TO MATCH �yy [ GRADE ELEV.=410.56t S p 1 1 S WSDOT STANDARD PLAN 8-23A iGRRDE ELEV._ •�-rr`r's �;' -•( �� 1 X ► 412-,4 •� NGaf 40/.12, 1 W�,? 412.35 T' �•► �' I r . 1!Y•r hi _ �] S C.&19f, TYPE 2-48'0 2 j �r _ TT r i 27.5 LF, aO:..S3, I`---6 '�s'n .,_ -., �' j+Q�, -f SRO.$1.T, ADJUST RIM TO MATCH CONNECT 70 EXISTING - - _ 1 4 $• z� 1Vo S.D. GRADE ELEV-418 8 404,53, 15'0 -[� •., �^ ]W� NOTE �' B-•a--^vr5wa 9A a.-9:59!! T_G. = 410.35 NOTE; TO RAISE ALL EXISTING �µ ► CONSTRUCT OVER E743i1NG f 25 LF_ 402.1'�i 1�J1W 1 STORM DRAIN SYSTEM � -� / Se 1 '•, ( 1 34 LF, _ STRUCTURE RIMS TO THE NEW FINISHED T.G. = 411.32 ra` 33 LF., 12`9 S. n 404,31. 12"a E-. ' N S- 1.005.7 w \F F GRADE ELEVATIONS. l C-8-it2 . TYPE z-+8•o ; .•1 SiT i0 Sa238% j� ? E. - 44013A� 1, E �� ,! �'� w Q 1 '� x •s3 y`qT I.E. . E EX. CONSTRUCT RUCT OVER402.66. XI ISTIT•1 \t 1 -' , ` j6�7 STORM BRAN SYSTEM 68.SOJ..F`• G.&�.,0. TYPE , m '•`i'�' }1 l P. T.G, a 409.97 •� -• _ CJ3. �1 IYAE 1 - '4' i8 ` - i i I i i 1 .,r _ C.B.�TYPE 1 g I l 1t L 1 �r- _ f .w T.G. = 410.83 f �., 1 "r� :� s` ,• `' T.P. - 410.39 / 1 I.E. = 405, `i7Y W - i 1 ~� �'•` 1 I.E. = 4os.92, 12'0 N W ' �• 1L� .r�-r� AS -BUILT CERTIFICATION: +, 5 - ..+v"='"'+' e I HEREBY DECLARE TO THE BEST OF MY KNOWLEDGE l•i �4 i?""'K r� �' '^ THAT THE INFORMATION SHOWN HEREON REFLECTS THE ,rAE� R. �O _ AS -CONSTRUCTED CONDITIONS." THIS CERTIFICATION }' 11 IS BASED UPON WORK PREPARED IN ACCORDANCE WITH C.B., TYPE GENERALLY ACCEPTER PROF}^5510NAL ENGINEERING _ •� _ I Tom. t +�� -_ • •,� -� o, � AND/OR SURvEvNG RACTICE, • •t '; Py c 5�•�y 1k • • " _ T.G. i= 410.27 2YZM _ r-y AvG LE ; 406.06. 12"0 S YICHAEL R_' O N • �S. I92U4 BJny,� TJxm y.l ' `` Ei �•l r'� EXISTING ELEVATIONS PER FIELD DATE - 6 SURVEY SY fSM LLC DATED 10-08-03 I r- PERMIT NO. 04-100058—EN CITY OF FEDERAL WAY AS —BUILT DATE L_ L_ ' A PORTION OF THE NW V4 OF SECTION 16, TWP. 21 N., RGE. 4 E., W.M. g _ BLS -BUILT CER71nQM: § - _ I HEREBY DECLARE TO THE BEST OF MY KNOWLEDGE KRIM..'� •O� _ THAT THE INFORMATION SHOWN HEREON REFLECTS THE�Q yy•�� AS-CONSTRUCTED CONDITIONS." THIS CERT1FICATION G 'Ytp is Now IS BASED UPON WORK PREPARED IN ACCORDANCE WITH _•,_ ANO/tl LSUMeMnRSSIONAL ENGINEERING ' EXISTING ELEVAnONS PER FIELD SCALE: 1' = 20' BY ESM LLC DATED 10-08-03 P,'Yd ,A 9a SURVEY MICHAFL R. 87, r S. ND. 229294 �y � HOR. DATUM: UCITY OF FEDERAL WAY DDATE:�, 4 +-+ VERT. DATUM: KCAS.NOVD-29 ;-------,w— --- — 0 j �M1��1 .— =� 2G O 1) 20 {O J. KEY MAP LE.=413.84 -•- REMOVE EXISTING CURB !N I X -,.: ~- y •• •�. ..7 - 1 j i - 7 �! / ; . AREA OF PROPOSED ASPHALT . • I'•..\ - �s-1 _ -:' J LEGEND REGRArrDE AS REQUIRED I .f-Y E•. !r {r i I I I I .y I•s .: 1 7 •I ,, r I - WATER MAIN F I !!! �{.Irfi t •� `,• �, � ''• r r^� � � � N I � %•� � --. ~ •� C_. •,� Fa WATER METER - WATER TEE w/ GOING. BLOCKING PROPO$Ep CIG0.QE5 WATER BEND w CONC: BLOCKING I } _ .'• `ky ti .• ', � ='�• ,'ti•'r .� '•I.4�'._- ` •,I I .1}r r! ► Y "ti / `�"`�} X / S.D.C.O. 1 I I �� \ - • • �.• .`...•t I•l.•. . y I*• I. 1 a N , / N -TC u�u.s C- WATER CAP T.G 418.99 _ _ . ti, , _ ti• '><'•. } `-�'• - & AOJIl5T RIN TO MATCH `y N n I.E.- = 414:59, fro - ti •ti y •"_4 .i `•L ti-. �` ��ly •,`\ �M1� j• .',i i IY jIj GRADE EIEV.=411,55 AGATE VALVE - '\'•.'•tiF'.- r P .a+••(' 1 N I it ,\J I •tom \ � �'• .' •;�• t.ti + f Y. •'J r . ! 0 SANITARY'SEWER CLEAN OUT tiff' .• —/`. '`y SEE ARCHITECTURAL PLANS !L _ / • t-•~IL� r I / /f f�j J ` I - I3i— CATCH BASIN TYPE 1 FOR SIDEWALK AND PLAZA AREA.•yGg. 124 TYPE 1 r ' J / f f rr'. •'`-� - �� J O� GRID DETAILS. + t T�, I rr / jI ._ CATCH BASIN TYPE 2-48'0 i�, ` I f F �I SANITARY SEWER MAIN S •7�T. T,G•-Lt4.53 { I b� ! f r r _ ---- EXISTING WATER ! s LE,-4, ,rm >r =1 r N J rlrr , $ "' �- — 0'�. � I ! �' EXISTING 60" WATER �\< * µI M ?� lJ •' j/ ` ---------- EXISTING SEWER ADJUST RI TL7 YAATCH I I I T, 11 GRADE ELEV- IaRtt J` EXISTING STORM ' •-.•9- _ .} i `I I Y TG. 412:24 '\❑ 1r*;~.• -_____- EXISTING GAS a_ 5■' .G' b ��• �• 9B--FrF 1r0 S.D, 89.3 LF ,/ y�{�j�S'S, ------_---- J f ` Y >�Jr-6.508 S-0.i5X � I \ \I ,� ` J T /• 1 - EXISTING POWER •� G'' • \ \ I { '� i ,• ` '\ x +, = �•-'S \ ! - -^- ,r^-- 0 415.56 PROPOSED F.G. ELEVATION . •57�:: • ':y �w. I _ •-�fT X4I7.47 EXISTING SPOT ELEVATION �•. R Try--. \ \ \. l� �i \ r r \ j ~' \ I - s�-� P I � � � , ,� �� i ` .--�� f'I i {{ •` •� K� � I , '�,\ \ t -r \ ti 1. y . �! �� • � j , y` I m � �`� _ � APPROXIMATE L1MfT5 OF CONSTRUCTION Res T.G.=414.38 C:B.';9123 TYPE 1 I I - % /-3� ' J. I.E=410.18. 1 r0 W i.$++livti9 1 I T.G. _ •414.58 J s:. ! i 1 j I I P1r, J Jr]' I r! J I_. ! u. . I.E=410.16, 1r0 E I _ !• _ •.I / I .r! ► I / 1 Jar r :•'•, / / l� i 'J f! r NOTE CONTRACTOR TO RAISE ALL EXISTING I r t J r ` —I Jr � — :• I f f it !!.t 1 f + �Ay�i+ , °' \ STRUCTURE RIMS TO THE NEW FINISHED y�6! r• 39di, =�:' 1 rI GRADE ELEVATIONS. 408.63, 1%/ BE { f' T .I f ! • %-'-'r %r 82.1 LF. 62 IrF- 12•o S.D. -J�,• /r `. I ��_ I ' y r I ■ J �l/,�' r!� t'J ,` •w`J • / i� ,� ` y -- _ 5=0.86%0- .. ".".. �• i� I� w� Ir ,Iir ' �,}�, �� ffr f. JJ%r�� JJ � � r� fJI �•' f �{� � � PROPOSED BUILDING f i i I i s I 'jam. •� I �' k �\ F.F. = 416.40 r FATS ADJUST RIM TO WATCH I G� RADE ElEV. _-4 5 T.G. 41449 T.G. 41435 3 I •, •\ !b1 , I 'i`,^ �, ; ,�! `� r, \• _ `�_ N •l� I.E=409m5, ,rO W, N r l N --_`--� r IP--- f• ___•_ -.i I -•�'-�:, t w '\�* I HIM, F - SjXr � � � � ;, -r-- - ��r:a. � =•e -� �' l _ .�1 UPON COMPLETION OF NEW BVO M4,• M. X' T.G. 4�3.36 - . ry_ i 'I I :i l i •rt• % ! F.r 1 ? J I.E #393.25. 72'a .5' -,n RCP STORsyp-M PIPE g51VIfEN ,`-' ��- -_'I --- - - :�"`_ `:."; `.:...- _ -f _ --.-._.��--j - 34. ?a 41, ER C8 #4 6" EX C 0 ,5 SHALL RE - -- I =.1 ..1 ; f�� f x:r...�.�.'Jc iLL 1�.-p 9AClCFILLED WITH CONCRETE SLURRY � - }2'e SIT. AND ABANDON IN PLACE. . _ �ti,.'�' • I : ! , ''•~ .;'' - w - p nc+sh.-_c.• �.v �.r�_-,.•�r. _ • D ! '-rPROPOSED RELOCATION FOR I i J r I J_ �. �- ADJUST RIM 70 MATCH ,� - r!-._ _ : �.r�`,= • ~ \ j ;\ i s,.tr:-s.�:-„ -- - .v-p•= GB.�,7, TYPE 2-f44'af ■. I: _ J' -41 T.G. - 414.14 ■: : _ _'�+_ •_ _ - -- - - OF- - - - } • - _ -L- - - -----�'-�i__ F..---3s3�2�•CF5'£ u- __ `yf'I� • • , _ _ _ _ _ _ _" •:t •j' - _ _.. `tea- - "� ', 's\ L: - - - -- - - - - __ ,.._�'"-�vvvrry-.-ra ..; 1.•' _ ! ••f,C ,1,_y: _ -�S�i --l.,:REMOVE EXISTING CURB IN - N - 116000,&1 � T,- � rc - �� •�� 4 ti`• -? r_ J •:� YA-A 'r _'� �•�"+ r•�.Y, Y •I jpi AREA OF PROPOSED ASPHALT y a E = 1275434,64 f=: -I : ' I `� REGRADE AS REQUIRED (TYP) T= T.G. d14.22 y}-J - ADJUST RIM TO MATCH � ��=--�- '��_ •' u•,--'--- R - •_- 7(T , _'7r��___. I.E. 393.80, 720 GRADE ELEV =414.05t- -- r i p[{SORG SO•s - �'' !'•~•• ' A - - I.E.- -� - -•,tea. ..J.Y •^•-•»...+--, - n � ._:..-_ .- 393.i5 84'0 SE LE 407A0, 12-0 s �^ , - J { ' • _ >:7,5 -- ------ <b AOJU,Si R1AI 10 WITCH F- ��\ - •.•� 7 -' f �� - - ■ �• �• •' � r• \ 0RT.WAOE 4 407 A8-" �.. PERMIT N0. 04-100058—EN ..,. r CITY OF FEDERAL WAY ji�+{�� ,I -`-- ' J J AS —BUILT 'CONTRACTOR SHALL VERIFY LOCATION MATCH LM SEE S1'IEET SD-4 AND INVERT ELEVATIONS PRIOR TO CONNECTION TO THE EXISTING STORM DRAINAGE STSiEM, DATE T.G. = 415.02 UNABLE TO OPEN .- A PORTION OF THE NW 1/4 OF SECTION 16, TWP. 21 N., RGE. 4 E., W.M. 348,8 LF, 980 k;,F., 13'0 S.D. ® S=1.On AOJUST RIM TO MATCH EXISTING ELEVATIONS PER FIELD SURVEY BY ESM LLC DATED 10-08-03 n I SCALE: 1' - 20' CONTOUR INTERVAL - 2' HOR. DATUM: CITY OF FEDERAL WAY VERT. DATUM: KCAS-NGVD-29 za 0 D 20 40 I EGEND WATER MAIN RT WATER METER r WATER TEE w/ CONC. BLOCKING ev� WATER BEND w/.CONC. BLOCKING WATER CAP -o<- GATE VALVE 0 SANITARY SEWER CLEAN OUT Cif--- CATCH BASIN TYPE 1 Q-�— CATCH BASIN TYPE 2-48'0 (7,'-- SANITARY SEWER MAIN ---- EXISTING WATER EXISTING 60" WATER ---------- EXISTING SEWER T EXISTING STORM ------- EXISTING GAS --------------- EXISTING POWER X 415.56 PROPOSED FG. ELEVATION X417.47 EXISTING SPOT ELEVATION APPROXIMATE LIMITS OF CONSTRUCTION NOTE: CONTRACTOR TO RAISE ALL EXISTING STRUCTURE RIMS TO THE NEW FINISHED GRADE ELEVATIONS. PERMIT NO. 04-100058-EN CITY OF FEDERAL WAY AS -BUILT DATE REVISION^ IWION/ M yr �d 3 gx C7 x n w o m 2 m +� 00 S x O V r-N E m � 3 3 Wu oa' Z O Z_ 2 Z 3 W g Z ® D_ Q Z CD a. Z LLJ O U J W Q Z LL Lu C) 0 0 3 �� 9r.0 �Y O C, O U JbS NO, 1054-D01-M DWG. NAME: 50-04 DESIGNED 9Y: R3 DRAWN BY: WE CHECKED BY: DATE: 11-20-0 DATE OF PRIM: SD-4 8 OF 1 "' SHEETS sTr7-Z-AM Air photo downstream of S 324" Street -_,�... �� Kitts Corner Regional Facility LEGEND T. 2N !! . 4E, W.M. / EXISTING CATCH BASIN DITCH LINE f[ it I� jj�j j1 �j�f] n•� ! r ` t - , ��p��3 0+046.•889 PT / / ' EXISTING MANHOLE ❑ CATCH BASIN Li fuJ (f� �L ��j ( i �' ' �.Ea EXISTING CULVERT DROP INLET ❑ �' • 1 /, EXISTING DITCH LINE ❑ =� GRATE INLET �¢� Q c, UNDERDRAIN� QUARRY SPALLS BANDON EXISTTING PIPE -�'} ` —� — - `Il It \�� ` \ J AL3 3+000.000 POT _ '► 1� �Ir �. DL3 0+000.000 POT - I L 1 N, M 1+048.512 POT 2+916.423 AP i 5 ,` _—"- _-'-�_ —_-��- � - •' � l of I I l � \ � �a % I POND C y "0 I O -t401a_ ~-~---------- 231+500. ---- — ----- . +60@ --- — ---- E' 9---------- —� LW LIVE -- -_ -- �__ __ __ _�.. - 13 ------------ t..: --C _ 3 __—__—_—_ _ ��--- -- ��— --- =�rt2 + LA _- ------ ---'�, - j - -- _-- _ A L INE _ 4 ---- #4 p___— — `---�� - --�^T-—� -- - -- ----- ---- ------ __ - -- -- -- -- -- - 2 *500 LE L I1QE gt � __ -�� I I - rJ 14 t'00-- �t_ 19 __ IU -- -- -- -- 2 - -{ 5 - - -- _ 7 � LE 231+579.792 AP22 AR3 0+075.05 PI =- 15 �— 23 f I Dimensions in meters unless otherwise noted EN 0+248a 342 AP r7H.I� f 0 10 20 _7� 30 40 i•r:iF�'t �� 320 0+000.0 1 10. p+Z SCALE IN URETERS � tiid , :.� ox a G� L ro ID G1e7STAT FED•All) PR0J.N0. ,- '. ! C•��01dN �� se 10 WASH GLEE � ��6 Washington St®ems ;;kAf EDIT DA raa 9j ft �si'� 'a��' Dlspartmen4 Of Transp®alation FEDERAL3.1W - S 317TH STREET u.DYRE❑I T1� 02 4051 Q b Nov DIRECT ACCESS .� a MTRAU7 [R. has; If4� 5�61? j SHEET aaati 113 DATE DATE REVI5In. �gp R. T. X0A--VII NOTE: FOR DRAINAGE _-•_= (� �j OO DD R-A -� _ y- - W j' ^ __r INFORMATION ON X Y Z LINE. VIJ '" '" r. SEE SHEET D9. -' LEGEND- --- iy' LJ EXISTING CATCH BASIN >- DITCH LINE_- • � / \ EXISTING MANHOLE ❑ CATCH BASIN �"� - -- _ ____�__-- EXISTING CULVERT DROP INLET . . EXISTING DITCH LINE ❑ GRATE INLET- i �� —uo=un un— UNDERDRAIN _ a -•y��i. QUARRY SPALLSlk s� ti V �{ r _ - ABANDON EXISTING PIPE W ,I F- ': - r'_.:•:.:.r e. =..,tea•: ti — -- _- _-�.4 --=--='----- —^-_- �-- �----------------------- 21}------------- ------------ — 900-- --------- -232- + 89E o 0� l-1-4- --------------- _49 - 4Ni_;--- _ - '� 6qY_ N r .i -_ __ �. _ 11 _ � _ __ __ — v _ 272 42 J tt` W _ W-_ _..______-- _ _ --__ ____ ________ _ ___ _ _ ______------------------__�._-__.-_________--____-___-______ -----_ ---_ _ _- 7 n i__�^- -__ - ^ } i - --------:- _ - - E - ----- _ ----_ - _ --- t9{jo- - - --1�16"25-' 5 i• E ' 4 16 ° 14 51� n _ 36 39 n - - i i - .. n, Ld ------------- - -----_ -------- --.-•--_ - - ----- ----------------------------- --_------^------------------------- ___-_-------------- --- ---- --- ---- ------ - ---- ---------------------- _- _ ..._ . :v W - - -- +-700 _,E _- -- -- 16 22 +g00 -- -- -- -43 -- -- -- 2-32 L I N E N 16°39' 31 .7" _E — —— — — — — 2 N 8244.yE --———— —--— ——_�------ — —— —— —— — —— -- -- —_' ------- -- — — — ' ~- -- ---^----_ ___-_--- - ------- 3S+-_--�-- --- ----- --- --4- - -- -- — - — — ^- / 27 _ ^-•--------'-'---- ~------------ -9� -- EN 0+327.620 AP __ ---_ - — _ —_ —_— 17 i_ 33 �2B f All Dimensions in meters unless otherwise noted 0 10 20 30 40 SCAI F IN MFTFRS -LEE •WALLAIA RENRI IY! STAT FED.AID PROJ.NO. ggjy r sQC �. ore �� - s p �. � T �R�s'�ar�:°sA°'4�$b r1DAAL Wnsitiington State � Deportment of Trcnsporlation SommThmsir '�-5 FEDERAL WAY - S 317TH STREET 41 0V DIRECT ACCESS — --- - DRA I N�GE PLAN '05 10 WASH J6B WeER 02AO51 SHEET 115 1 GF 4 38 SHEETS • MERED [ TH • DYE Cm.1Ra[r HO• f ii I r _— x J - - O .O � j N �- � - N f� QT: f : . I+l . M •+. N.. .K'i •--• r/.T .M ! . M .•. ^ N A t CL ti� : I b 1M0. • • . . . . . . . u r .-• }•- F - r F- F- w C�-• N I } J F J ..1 J H J .J J J J W M QTi H Ul: H lOi .N _ -N J. - .N _ N_ .N -N J - .N .N N .N N - - N IL .. ID: . . Kli +.. 1+7t F tt. m C] . Lo I- . M. . iQ G7. r9 !n. N Imo. LA Q1 . t" ffl >- N •' F ..-•• f- ial mti co wivm Wi�ti wm - vM wino L�ititlP wow wo w - •. . ¢ , . .4 • ta. 4. M •L•L' v ¢O a_ • . ti• -QL T. •. ... un. 4 • ti Mi •; - • y' - F _... --� .r. - a • p • a Y .-.: ,._--. .,r�..r-7��._�. -.. -J •' -� -. F ..c�F fV Fw« F ... N F.-.N F... N 1-.�.N F �M 1-.-.M r 3».-. v' F�vl ��rS .r �'Wi �-" + tall . C (y. M. -y r..t . u Ih . y r.T. ti, M . w i•7 . y r,.l - T„ T J� 4 .. J j _ - - z c. z_ sue. . z z z z z z r N z m> 1 -- w In w- I!` _ Jf (j p } - p• .-. �� G « .. O .. p � .... p « ,�. q �' w 0 .w O W O .~3 Ly O �' +, W� _ H N . � ( r N W! 'VJ Z p•O' •IA N:�' to d. - (n' f` ••Vr [n :.' In O 'lR CSl -• 'Cn J f� J q1 • J N J m'-)i Q M Q Q M Q �t] > Q Ln > Q to > 4 LD > Q w> Q LO 7 z w> z CD > Z r- 7� 2 N W I*'I W W ... W -074 _ co m.]4i W- a]+w,m +w m W- -m+La r•+Lo 17+ _ U .-. •--. f .,. W. ..-. * W . - F- N C.7 J I (.� J lYl X. a °T 2 ,•� - ,• x M w -- - - x •rx r°I w• -x ;R w 2 M L�H r r5� w • x M w• w M! w' ' w r!i r am' sr r� w- I,, M w x w f . D 5 y N7. U C\t. _ CJ JLy .0 nr' LAN .L), .UN r-N .r. ��+ t-N. L?J�i DS. .43 + to- �w � w �aou� �' �' F��^ f F`�'� r,�,� _ a aeY� a FI�II'SHED CiiAOE 137' "r .uj Ll J,UA . L) 1 W. . U .-1 �. - L) a . .LL J U J Cr .0 OG. . C,,,) J J fr y J CG. Li J lY:i C:4 J R. . . - bs F... 05.E !.., �. ::: :: ::: :: D3 • o Da • D3 Ds : D5 D5 : I ... O3 . 12 • 14• 1 �3 . .21 . 6 : : 0.57%' . 33 Q�i 12 4 . SE SHEET DJ 12 129 • . i e EX -I ING WATf R LINE. 11 0..356m -I IAMIO . 1.C14'I,• . - : : _ BOT OM- OF' PIf E 0-131'.145 Lo • •• I 80.0 •• 70.0 20.6 10,00 20.0 20.0 30s0 20.0 30.0 �40:0 40:0 80.0 80:0 :< ... .. - E�#lfl�w__ 600mm OOmsn� 6Cl0mm '600Rim EiQOmm 450�m• 456miR &56rrwl^ g50inm 450mm T k in _ 45QIre+ f _._.-:._ w CO N 200 ` N GQO Tim r? 'r; . . T - :r N~ . m o• jj :�� : ol : : m J : : : : : : : J } : SAME GRATE' I_ NLET F M lil .[7 N UO OT } m .m i �4H�'. " L` it SEE SHEET 0 6 JJ J . . . . . . . SAKE ATCH 8k51 N . . . . . SEE -SHEET RP2 - I -N:A.D: OF •1988- F � • s�� ENaff"ISTATE. FED.AID PROJ,NO. 10 wASH "ALLAIA JOB NUMBER 1p� Efxenl TH 02AO51 4!]. DYF 1 I I CONTR)C7 NO. C[814 4 m +us afd�01lAL Spa\ MUM OL0. Amok MWashirngton State Depariment of Transportation i1 IN SODNDTRAMrr !"S DP5 Ft,DERAL WAY - S 317TH STREET NOV DIRECT ACCESS SHEET 124 OF z DRAINAGE PROFILES 438 SHEETS Ld ' 5 ME GRATE. INLETf } • BEE -SHEET DPIS I o �'' ° NOTE. W M it--.7' _ PzI u w o USE VANED GRATE FOR d o caa.vm�' .. o --._� CONCR TE INLET-S ! m 4.. _� �. -, SEE 'S AND'ARD "PL�4N B'-2b - '-' DS •J Ji •J' I U N N N -J D5 cllr J •�. a kkkPPP W 01- - W ._. W M cn T - I • r G J _ }• Q1f .�� .} O) fL[Vm 4L a - ;I I39 w L w o W RCSSR w 1G.111�. W N W - InJ C] J w I w I wNw W w •gI� L' w cD J 'm 0 RCSSP 37A I 13T i _' N N 1.1 CL.V' ' Ql N �.•� r,',.f N RCSSP - `."' - EL - rq n_ m M a a W a Lu o FINISHED RADE v r- m we wi- I D5 1 $ 'mcsx o�_j yr ,Q cn a135 zNmac~ aqU aQ� D3 i i / I39 e:to'w _j jj 17 j _• ¢ M M M MQ 4 i- p J x eza o g 139 .5.. ij .:/ - _ - tl �'m C7 J J L:7 :•.'3 i.7 .--. - w N - sls I U'•N•r � 0 m - 05 3' 137: ®5 :" }• A 1y 05 14.55% 0.55X - 135 SEE SHEET DPI i 450mm 450mm 450mm 45a' : - - :.:. ' 4-. o • f : : CU. V. I 0. 0 o N n RCSSP 450mm _ o CL , V. 450mm .15Omm 450mm F ~ Ito a p" �, CL. V: RCSSP CL V. " „� — -�� _..� ' RCSSP ,-- r 'v m —. T.F I Df �M m " U SEE SHEET DP7 - - — _ M m sr m o I i w N.A..0 OF 1998 + r 1 •SAME•GRAT� INLEr SAME GRATE INLET IN SAME.aATCH 8A5IN I SEE SHEET DP15 I SEE SH�ET DP10 STAT 1=ED.AIO PROJ.NO. BY C,8Rowm U r BY C, 10 WASH ^° °"u' �� BY M IAL a Nasiiingion Siale DP9 MERE FEDERAL WAS roe HH18ER y9� aeps�rimeni of Transportation e S 317TH-ST�:EET D.JYEEOITH 02A051 ". I'•1T A ®V DIRECCCESS SHEET .fl I:: �T'1'.,p5.-...5'$2: S%3QC@Q'.: AI'Q�L:r •',. .I{.JN CORiRACT Hq. 'rfeNAL big SOUNOTRAMIr 128 DATE DATE REVISION I gy p,• I1R A T AI A!'C cone T f re °F • � 11 1 1 �1 t 1 R. 4 E. W. Ms Q1 Pa , �a�5 '�A� a Vol t ' t 12" t i l 1 t • l t ll , 1�., �� l tl t It CD A 1 N ------- �~`� 1 15 5 10 — 1 NOTE: FOR DRAINAGE �~ '� INFORMATION ON ` C, LW', DL3 LINE, SEE SHEET D5a 2 4 ICE 900 — II LEGEND r , EXISTING CATCH BASIN LJ 1 EXISTING MANHOLE EXISTING CULVERT > EXISTING DITCH LINE UNDERDRAIN N L_ FED.AID PROJ.-N0. =g- �'D P 14 y-� �oYn Washington State 1�� !�'i�' � Department of Transportation FEDERAL WAY m S 31 TTH STKET s [+ b DIRECT ACCESS sNeeT '� r'vreti}tin �" 133 TIQ.YAL \d {` °� Sot�TRaxsrr —� - 438 DRAINAGE PROFILES 10 b1A5H QED BY S.BROWN QED BY S.BROWN ;ED BY M.WALLAIA 02A05I HGADM. D.DYEEDITH Cpa�SRKS NO. r- r` i CATCH BASIN TYPE 2 1200 MM DIAM_ W/ 8I-0IRECTIONAL VANED GRATE i Z 3+022.5 1:12.0 RT) a s I a I o 147 RIM ELEV_ 144.36 f 0 I + ! U CATCHBASIN-TYPE 2 1200 MM DiAM. ! o 09. i W/ LOCKING LID 1 _ F f f r r 2 I Z 3+023. 17 (29.4 ;RT) ? R.IM ELEV. 142.85 145 ` i L7'OaT v 145 m v f �' r- umsuna ID9 � v ~~ �n� �� f w" I --car- wt- U f �� O" I I11 jj • i co + W - .-.+w Zal111 mYn-W �j w . I Illl U O J LLJ O .J ! •-. oo J U Al J J Q .-..! 143 111 ! �� W �' w 143 !I now �oaw aow + FINISHED GRADE "�� mi� wlr c��i o a,�Jx r i � D9 ' D9 i I - 141 I 141 ]47 9 j , . . . . . . . i 147 i 1 f FINISHED GRADE I� . 139 139 145 I . :� { I 145 • 05 I.I. � �i.. EXISTING [ DITCH r I f � 13T j 7 43 I s 143 D5 jp SEE SHEET I FOR OUTLET: PROTECTION 135 ` 41 DETAI L i 141 D9- $ C: 1 .P. BARR I R. TYPE 4 - ; . . . . , . . ] 42.1 l 133 FOR DETAILSEE SHEET ' - 39. SEE SHEET DP]A _ f 139 17.4 450mm L s. . . . 450min .450mm I 450mm I; ; 450mm r cli w P Ln !CL. V' RCSSP' M I SAME CATCH BASIN SAME GRATE -INLET „a H.A.D. DE 1988 SEEHEET DA14 I SEE SHEET fP9 f . "ONSTAT FED. PROJ.NO. sacs ex �Washington state FEDERAL �aA,v I S 317TH STET " _ aY �' `°�� Department of Transportation �/��/ p+ u b s�^"� HO DIRECT ACCESS r**+v+iT=aye �r �- s��ON" ►�� r, -�- '°'r�'TQ"' GRATNAGF PROFILES DP15 . 10 WASH NEI7 BY S.BRObIN E4 BY J. L I NTON EQ BY JIM MASER 02A051 SHEET 134 OF 438 7.M.WALLAIA ENCR. J.MEREDITH IAL A01A. D.DYE CONTRACT 40. A Federal Way 'Federal Way City center - New Projects, Fall 2005 I Private Projects: a�� , • , , ��:. � � • tf 11�°'- $g '� a Church Projects �a f �k IM Under Construction J ��,° j ash 111 ; Remodelex9lossing istiagbrrg; site improvements. 4,�� °�' (!wt�e� �i3.� VJ i1nBX Commercial Projects " �o :� i��IDI�S Hi11SIde _, _R irk a No � Under Construction do M -L. - A : ni �� +� zl�l- .� A Celebration Cantor - ae *��CC I ti 3 .tit •,�' s @p; Demohhon of onsrin AuiWn, construction >T �� a• ` a 'a ornowmut8•lenanerefaltAvi 'ngs. _ $' , I Toys ST The Commons at Federal Way • or V Us ® ConstrmmDdu ofoxisn of ngspaew 16 scrarncinema, ry,,, � � {, ' r� -��p ' �`•. '• y ,:�,��•, mmodof of oxisdng space far now - 11 fir. V� Borders Bookstore. ..- tl # -V ft.'&0 ! , Foods ;Rim" r :' 30 13 a� CS Federal way Retail ent. im M -. - E 5.31� $AST' t -,� N9w ratril davabpmenf, incfu[f '� +■ 11 :s auto parts store and video rental store. ' ��.� a T r u l'1'i al I. a ®Weyerh aouser Employees Credit Union yy +'� J + SFnglo story credit union branch and offlces. r seLo�t arrarsa J� it • 3 a a y M Under Review _ e a y PriumMixedUse � . sK >Iie�oQ,:rrs S 31E Pl. ° / N 1 Aexea-vso dlevshpmeal. including r�' � eB f Q a 1 f4,000 square tear of mhW uses and K� aralra,W1°�rEae�r ,V $t:eWay ■ 79 residential units. �r The Commons at Pectoral Way ® Construction of 7 new pads for potential bank and restaurant use. ii Ar 6 Original Roadhouse Grill j SeaTaG lea' $(r New 7.500 squareloot restaurant A Woodstone Credit Union Headquarters New2story offrcebuRdrngandbank bmnch- - Village Plaza s G�{ Government Projects: °° - s na ,� �4y a r # i Parks Projects j 320 'T'* Under Construction�� _ Park Projectsnor �g Under Review ¢ Community Center �.lJ Safeway Now 78,500 community center with i t - Sears - associated site improvements. . Public Works Projects � �w Under Construction�i Pacific Highway HOV Lanes, Phase 2- GY'�' tea- .Y {/rfa. �T S' ',jam �"T M W*ningexidingroadway to add _ rt new HOV lanes, S 324th St to S 340M St Trafre ft nal, S 31M@14th Aves � > � ,� Federal Way ® Now rrat✓:csignaL J i" Target �Under Review �* I � Macy*s S 324 �+ f Transit s Other GovernVT ment Projects Y� p�i� Center M Under Consuucllorl T� 14 Olrect Access Ramps ''' 1�JIM� � i1A• �f�`1s�Qe m New onloff--ramps erectly caarreclfng to HOV b ��$ ° �� L �-•rrAll >: - '�+� }� {� tines on 1-5. Locals S 31Ah St (_Wwo ^ , .t ar mar � `� Re en)l trdnsd faaifi with' t e r is 14 bus bays and a 5 story garage with (4,�;,s^' �9' - All parking for 1,200 vehicles. (Sound Transit) a� , S r ,� iQ i�t UJ Under Review 9 - i r 5 32T �5,4.� 1-6 HOV Lan", Slags d �J 1_i . p .4N L� ® ISHOV lanes hum S3201h _ - r a — ,3k St to the Pierce Countyline. WSDO _ �� ( , Q� 11-6 a'" *' i �-' e i . t�' oLYF'l� Itify K- '� sr5 Celebration. L ro Park 41we '[ l as l ela t ' '6!1 �r a%r arm wil 61 l "M �' �rRg +tea M1 t S J t 6 r rw Logo "Ilk I `W +� ► �in 31111111111111 Z Al lwj q. "M fP a V , 34 0 0.035 0.07 0.14 N �' _ 3 �' Miles I "V110 ems: JMajor New Projects in Federal c3 Way, m Ken! �Tr a �� -r •irn �� i�•�� i � r�:.�s...ns. I p7 �•. ki �+we�b ��. �3i�/Ly„f�.•7 i"'M" �i 'I S_II .j s��.�4�i r..w.�., .a.r . sw . •ram.. rwwe. Mw.r.J. bay ir,:. •�; _ �r.m- r r.. momr"` `."..i`.`w'�. �U e t Sound r rr. rr{r.gny. e 4r.arwr •,l�s +'" wwywrw. amp `�� 'K-, r{t .i •71 y6��i .7fl _ ... - �_ �G'1x�tr Y�iy�p�gy� _{E Imo. L XG'i'l�n. �'f r • ' .5 - _ - - w1 •� ®�I�w�dYw.' jA.. •({_.� SSS n[ � ? .. - W °'eawa.r�..o{ws.49 � 4 � "�{�'r--i .l r'�' �• ��••'�F i�. +� 4. ��i �r. •' {i%4�4MWn[u�wl nrnMY�i 1 `} ��5 �� ,nri�� '�:^ � •��". _j ;� � _ �.r, ,_ - •�� 1� • W W��n.. �,..prww'a' Dumas {,.r � �I • H I f e .yid . �NL.w : D ;.�1 +wr••=�, .. .- ,.• I.. r� � Ltj � a'�`„mee..rfi� Bay _ . ��'" , , • " a . 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"+ � < •aeo� Sf. �'• 'r'a• rr :• �!�' i5r w fi' j `x°vni4m%crn�v^m.uzi.me �'� ..•� -� � � � ...._ P Ord' S s; • � 6,._L p,,rmr�.,..a .L\ { � J'a� 'L7 -f' �6�Y� r r"� 't• r� � �w�..�wnwarr.n. ms /.. i� •a:.l,.�� .: 3p �.: ' 9 ', '"' n' •' l ff q} if Fm dV-F, 11c (� / '• �:� �, I $( 1 Ida �� a'f'• - ._L, elry of Federal WaY-Public W°rW lA� 1 i+ r. [ •r v ^ •� � l �J p%'me m'°aefaran a..un..6-� f I �� f; .11a kl� f �- •. ''S LL n -m,f, yf _ .anr in -t Ip dr y+r.4a.+ar..r �•'� '� at. !!r 'rx�. r E• I. m.+pwpl eY. tr n r`3 �� 4 �� `'I � � w �/ s • 3'Y rt7• '' � f a 1.�.�Yr. � GR..6mrrn m.,.t Fro[.em ' �� \• Milton �+a E:v 'i'� drriwe na uaa `• r>f ' } •!; r r �, Ed9 ewaad .�_ r••wdr.. p yyA.°rfmcgimr. Orlm;)j Scale: /� ' naa" wsaaresa.rerr+n�nm{err.r _ arrwev>.w• 0 025 0.5 7 L,1 n"h•,�wr.r.Y°i. ,rr�a"" Federal Wayr ®.:Aa-^-.�•,� N [i q•r p{j �� {[ w rmer rrr arsar�+a f9ir6q Miles 5•n.r,..e...a.'"G R..';.r. CDw,w'•"°.A.,y_,_ w.rGgq+fwMyym{^rr �•' 1� uer rwwrN 1lla�AwaaP/�ra'�'NG aeCa WAs.ej.fe/Lrv�a, r4 rril rilW� i Federal Way Zoning Map 44 7 g— F :w. M248 I RS7.2 Steel Lake Park wr� '�yryL ...v :A7 CF-,&IiC9", ' ,- ,q � - RM29aa ir,a ,r:1c:r..,.. - w.'..831iF3[b7 �fyy}.y G� rt ^ fJ�! CG W 6rc R-4 G ,1 �f- ' — Canter q Fy}.r 3.- -~ `Y - �[ �g , off. N JJ� .�yn{.`., fir __� �� OPl S SNTH ST W S.320TM �T F: cm of Federal Way � clly or Federal way " 'a 33325 BIh Ave S Raglan. Zontrlg Adas r o �e: Q "°k Federal Way N PO SexW.Y, Ouerlar Secllon Delall Serlee: g yyr W 523 2'A !q'S ]bp FW Federal Wey, WA 98053 Mep 44 3 (m) 835-7000 SE OB-21-04 t Yr �M1 14C(B gya�w..r rid Ww dfedameweywe us SE quarter of Kroll Map 715 CWY UrrN, PAABeuntl.ry I�i Ponala s 6w lA w- m 6.dloru GtlolAn..lp.n.: FMer.I W.y S.— CW.M.d.n P.In6 6a..ma Wa.n (1 DOG Cky 6urv,y) Q FPd-W Wey 6Mra. M.......W1 Pin KWO Co-* Shush. M.n.O...M Plan 1 Yur W.111 P.w.p Z.n. "-6 Y.0 W.11h..d Pmbwl.n Zane 10 Y,u NWlhud Pml.Non Ion. Pmp.rry l.p.nG _ Cky of F.tl.r.l my SWM Pmprta.. Olry, Oaunty end 6'. Puk Pmp.rtlo. Chyof F.&u M,P, p,, c KW2 County Pz*, l.Mm.du - M.MF.mOy P.,W.. B wPmryNY T—/Pd— Open N. Podxd Noy z.NnB D..OI-U— QF.tlsml Way IDW ng B .M.ry Carvne�dNZvnes aC C—ky BuNneee es N.IBhb -d Bu.b,— Bu.lne.e Puk2onea: 6P euNnaa. Puk Nbm?Us.2anes W CWy C. WCore tF Clly Canief Frame ox.a zan.a: M.I CoryoM. Puk-1 aP ml-Puk aA, Of w Pad[-1 W+2 Otam Palk-2 eP4 Oulu Pukes OPi Ofloe Perk " Pm WLW 011l. Wes FamOYAAk WW W Z : Wa1WWa 1 uNV1,8W Bq. Feel Mltdm 1 uNV2,4 W Bq. Feel MUM 1 uNw,6W Sq. Feel S &Fh by RaakbnrlNZenea: OO.D 1 uNVB,f1W Sq. Fael W2 I WRBO Sq. Poa .. 1 uNVB,6W Sq. Fees AMIA au &%Q ID.P� wan 1 unlM,M Sq Feel aE 1.[vs.— Owem.d by DawlW—t Ag[eamenl IDnp County Zowna DsftS — CM KNq Caunly zc Ino B..dwy Ay,k,Wu.1Z - A le Ayl —L I UNV10 Auae c.mmawr.w omm zone.: 1.: CommunOy Bualneee as N.Whboih d Bwln.ea OWWe flaMlentl.l Zorec •.4 Re.Id.Mek 1 UrJVA 114 —W.nIW, 4U As fie R W. U,BUnI . E, AnbmlW6U-AA _ Re.WvlVel, l2 UnlplA.re sla R Id. 4la UaW— 3L: R-Weahu 24 Un sdl 34d Ft.,Zuw:4a uwwW . .V 8"m oemi ~I RWWdwnh I[wnN,t.S1� aa[il�nf[OP-n.a [I[+ W m rOWpylWq ]Ola.]a�Mmun pr. wl .I ury .aa w �'iar,nutgw r.'�"01[wvm.,. 1n9.rinni+. Woirlf.'EA*ariraod¢r. Map 44- SE W 21-M -SE querler of KmJI 715 it & Federal i"�e�r �i� �� a! may, Way 3 325 map AIvw SP dwall 'Way, WA SMOO Federal Way Drainage Bas i nS mmw � f ��a. wILUS NI -,Qw ti 1j TN :§wIw 11€A are a r> �a[ewnrEr�Alrjr961( . sow- amE Q `1}� 1' Mile wwo A Alw WNW Ova +tw Pt*t&ww{ssn : Ba1s1ne. .rr F>Is�er�l'4 + ��"�� Id: PU�vTakwaMirrnr:LNaitt.arttt r City. o Federal Way 1 ` LOWER PUGET SOUN17 Sk Federal Way Critical Areas I/Y1- [-sps CREEK r� •• r \, rr cif .0 r-odwa' Way, 3332.5 Rd'. Ave S, Fades` Way, WA '�'3 i253� �rTQ00 wwwv a NCierm-wary lya.us Kent L o WER GREEN R10VER NOW.. _ . _ MILL CREEK saw -.60W Cain➢I w lilt WHITE RIVER [err , -� L�„�, r� r+wa �s•�cex�w�aie as a~ j �} 9C` 11 @ E��'"a tiCls�kfib+ 40mAmw%w, #�k7 � 112 1 Kilorr>r w Cidek 9+A►r, a !► viral Way AIMNR IJI L% i-a a ;s• •:i OiS [. In,a :i1y Nnc a��r►„_ hi J lYE J.a'+h . ��:.Jfi "'ilY1f►' 'afTi�i JRf - 1-3 12 k!I us, Lo ,er Putet So nd sin - —PN r Creek Basin r. A14 Nc, —Mill Creek Basin City of Federal Way Flow Control Applications Map Legend j_ 4 City Limits Streams Lakes and Other Wetlands Level I Flow Control Area Level 2 Flow Control Area Level 3 Flow Control Area Drainage Basin Boundaries Note: Wetlands and streams were identified in a 1998 City of Federal Way study. UY FQd*" Vhy 6wM11 Dio, Lq =56thj 'V PO M. .71 wAll SCE115; 0 0.25 0.5 1 Miles j Federal Way --------------- ".A Y, Puget Sound B.y 7 bay i I [IjJf 4� et LL Ir >~ ?arir - 1 Puget Sound 1— °�Y' Basin 33LS �i W N. �t ru y, titi kK , O ys ORE PICV� �- i N I .�L • 4�336i� STi ' -34a sr i t rd ST `nth r f r I� City of Federal Way Water Quality Applications Map Legend Streams Drainage Basin Boundary Resource Stream Protection Area Basic Water Quality Area City Identified Wetlands Lakes City Ci Limits Map Date: April, 2006 GIs Division City of Federal Way P.O.Box 9718 33325 8th Ave S. Federal Way, WA. 98063 (253) 835 - 7000 www.cityoffederalway.com 0 0.5 1 2 Miles OACITY OF N'L Federal Way This map Is inlended for use as a graphical representation array. The City of Federal Way makes no warranty as to its accuracy, City of Federal Way lWellhead Protection PLoet Sound Dun., Bay 4.00110 1-1 Legend Wellhead Protection zones! I Vpr 10 Ybar 5 Vear SM18: I I a 0.25 CA Mlles ,sS Federal Way 21 if kql� Oz. MEW" j N To I W-MIN 41 i wriNp�i'Nr j �A r,ww N.6r.try ■.N. rwiar.r. ar r�rM. w� u rr .. �'.Y. i4 ..r#' -- -_ .... a.t. ram-. rr.w. ...w� •��..� �.••.rw+f ��s r .n.................. _ n ILI IMP ki mom oa '.� Fi A. ' 'r ► i R - N � j. .'iww«� r, -M. �� .a .:.:, RHili�Y1.r.�rwl.�Mw. rY'r'r�..i• t W 64 , ':r ►7.1 �•'•1r � � -� _.- ... .� � -�� w4.:•wrrr.w.rr��rw.��Y��w..w��Y.•w.ww.y�� i Y [ y' • . r.. .. ... y� � _ .. w.w.►+ i•':iw yr' '� Ate• ',T _. r . .1 -. :.%F R ,�3•...r�.p.•� i Ell AlL r .ukw ya mw Mk _ �M✓•www■wiwy trwwwyw��r�a�M1A '�• - 65 Way - GIS DMsion - P03= 9718 - 33325 Bth Ave. S. - Federal Way, WA. 98063-9718 - (253) - 835 - 7000 - _ _ .l .iL l vi yam,: • g o R `..i' .- A t Z1 t i k' .i vie t - Tteel l Fes_ 3•. • f` i _ s1�6A�i�i'.' 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Map 441 N E-09-21-04 N Streams -`„+Subdivision Boundary Lakes • u 25ft Contour Index CI AAB C ty = Tax Parcel Boundary N 4�\\\1 41 Federal Way ` 25RContour Depreevlon FWPAABoundary Buildings Commemialand Resldentlal m Sft Contour Interval Other Judadlc8on Paved Edge of Roadway Quarter Seddon ContourABas -" 5R Contour Depression Quarter Section Boundary Y ,m a,o 400 OdYall'Fedad Way — GIS Division — P.O.B=9718 — 33325 8b) Ave. I — rbiffzi Way, WA. 98063-9718 — (253) - 835 - 7000 —wwwAyoffedera".corn Map Al tip-} ' ~ l �) y. •� � [ u7[ � rr�e�: �A'�.) . .r '+ � � [ � f I -- � -- I y ke V P. IS J 7' IF J, t -V 40 4 IJ 71* '-7 V P" Gateway dpnte Z' 1 11 "14 il f �.M S'320TWST 3 320TH S, T J N r= Map 6& 64 SE-09-21-04 Streams SubdMsIcn Boundary 2511 %ntour Index Lakes Wen 41 Fed — federal Way CI ty Limb 25ft Contour Depression PWPAASoundary Tax Parcel Boundary I BuIldIngs, Commerolal and RrIdenUal 44] 0 MCol.r Interval OtherJurlsdIcHon Paved Edge of Roadway Quarter Secdon ContourAtles -5ftCorduurDepnasaIon QuarterSeclion Boundary o im 200 j } Il I l I CRv a! Federl Vilm — MR nrvtdnn — Pn ➢n 977a — 7177S R! — C _ nM I U — aanaa_ ' a 67 NE-16-21-04 N Streams N 25ft Contour Index ,:;. Subdivision Boundary CityLJmtls Lakes ^ Tax Parcel Boundary �,,,� �'I'-'�b-^""-'�"• /� Federal Way m �25ftContourDepreselon FlNPAABoundary Bulldinge,Commercial and Residential mom"• :ir;r�'� �.�y..a.r.. - 0 Sft Contour Interval Other JudsdlNon Paved Edge of Roadway (^\\ Quarter Section ContourAtlas '•' Sft Contour Depression Quarter Section Boundary n 110 2w �o f I i 1 a b 64 ederl Way, — GIS WOO — Mftt 9718 — 33325 8th Ave. S. — Federal Way, WA. 90663-9718 — (253) - 835 - 7000 — www.ctmffedmtway.com Map 42 p f is 4 -1 Lic I —e 4M p V r 5 Hillside "Plaza—— ji q t T --q-4 L Plaza 5 SeaTao A SwTac Village Plaza J s' o-, ice. 2?r 1 ' r �: ------- ----- I PLA?AA T— TRZY S32.4, Map 65 SW-09-21-04 . —ISubdIvIslon Boundary �11-akffl Steam' ft 0 51t Contour Interval OtherJurfadiction - Paved Edge of Roadway 431 6 ntour Index cIty Umfts -0 Tax Parcel Boundary 0 <� 25ft Contour Depreeii1on FW PAA Boundary ---7 sugongo, cm"Orti6t -N go-wantm 0. F-"eod'eral Way —25ft c. A Quarter Section ContourAtIm 5ft Contour Depres,ii1on Quarter Section Boundary loo 200 400 City a FedM Way — GIS DWon — RaB= 9718 — Ave. S. — Federal Way, WA. 98063-9718 — (253) - 835 - 7000 — www.ckwfrederatwaycom lllftp 43 4, Map 66 NW-16-21-04 •- nr• or ^' ftemY .v 2%cortw NNW ,:3 SubdMsion Boundary Cky Warta :' Lakes ED Tax Parcel Boundary Federal Way ""R culoor oap"won FWPAABoundary 21 Buldinge, Commaidal and ResldeMlal N dltcwdowkd..t -" 3R GOrrIfM Qtlprasab✓7 Other JurlsdlcUon Quarter Seaton Boundary Paved Edge of Roadway o rla sal Ya Quertor Sodlon Contour Apes wneN N a 65 y Faded Way— GIS DMsIon — RO.Bcx 9718 — 33325 am AM S AM*N Way, WA. "063 _971a 835 - 7000 — j2yffcdca" mm MW 65 _zw r z .�q 0-214 '7! i4f w W V A k i �4 a —2 7. % W: ir, W I N min ivle RINN {J I f. _K 21 it b t ThI04"n p? Park, A", % Mp it mat -w - -Anwl. JO 41 _j Strum SW-1 6-21 -04 25ft Contour Index Cilyl-ImIts Z'�SubdIvtsIonBoundarV Lakes aorm -7- 7® Parcel Boundary Federal Way z _E 7.:�. uarterSectlonBourldary Z - :I=w -4 A 1 66 Y GM 25ft Contour Depresslon FWPAABoundary BuIldings, Commercial and Realcenflal W 0 Sft Contour Interval 4 OtherJurisdIcUon '-..Paved Edge of Roadway Quarter Section CafftourMw ft Contour Depression Q N Way -GIS DIvWBn- P.O.Box 9718-33375 Bth Ave.S.- Federal Way, WA. 9M-WIB - aM) - 99.7W- - M,P so SE-08-21-04 �O �Streame ,:',35uhdMalon Boundary Lakes rNp—: Nw�� rwwrexr cnr ar H 011 Contour Index City UmI. C! Tax Parcel Boundary =— ,,,,�, ="'"r"„�„r�,��' �' n I �� Federal Wa Amy � �ft Contour Depression FWPAABoundary TIBuildings, Commercial and ReekletNal e. nr°�""�`.�ea'r r�re"""..� �:e"e""�'rrn .:. (� \\, Y 31 Sft ConEourintenral : Othar Jurledlctlon Paved Edge of Roadvay Quarter Section ContourAtles`' 5ft Contour Oepresslon Quarter Becton Boundary a tm mo roo ram N Utv d Federl Wav— (;IS rlfvlcinn — Pb Ww 471R _ 7ia]c Mh .. _ c — Car d vu- ure-- 0 H � s� Map 63 NE-17-21-04 �''� .� Streams ,^ SubdMelon Boundary lakes an or C Federal Way m ry 25R Contour Index ^' 75ft Contour Oep easlon Y Umb FW PAA Boundary �._I Tax Parcel Boundary r.+."w. rN+aw.m.wlr�•nrr..a /� Buildings, Commercial and Resldentlal �� MG nourinterval Other Jurisdiction Fdvcd Edpo of Roa vmy Quarter Section CordourAtles �'5R Cordour0epresslen -'. Ouarter9ectlon Boundary ue mdN f _r$.T i?7: ��;r. �-- �l yA!^'j n ��-'.'��•. -.. r.- _' _ - _ c.- _ • '' �_•. [.:.�, - - -•rr' --�r. } • _ _ °'�'S"r-','> _ . _` F..' a ��' f•� :.. ,.s ,14. •4�• - -' � ,`irk �,. ~ e �e+�.,� �y- Yy - - -� "�+�".M-ate �::. • �'�,:�€b,;:: , r-� . .-. . if • - - - - - .. .. - - _ - c=F� �`;iJ�.�'R :ti-'3' � - . •�.' Wit, - �. k':- - , ... ..: � y _iir. ... � �a - - _, tea'•'. ' �.. ��• -- - .�-:: rig:_-:-_- _ . _ . _ _�:.. � _ _�. VVII, Ste_ �1_ tas- 1•� _ - f.:.m. .3 ! .. •��i,' S •� •:SAS ra..: ... -T., ^. � �} �' -�• :r .cam,..; - _7;• ••iy fit: g:, -'-_ - -sq:�:�±s `.- - ' .._ PI 7 .� �''•,: •_': -�;� - '•'��. •:. R••.• ._ - -fir"- �. ZI, '�£-•. •I!-, .i:5+ .•1 . _ q..•: 'lam>'- -=�s'--' - ,s � it � • .•,`.f-•"a. �} 1 yy p f • 'may •�,r' - � �-_�..- - - i..`• t_.' ., ter', . • °1 � .•ti 3. �• � .v OFF -SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 -�yLebos oyw�k f, Basin: Subbasin Name: ro s- DRAMA Subb- asin Number: S,ymt�ol raina ar�7p nent`Type, .. , component fence' from potentiai �' Observations-o��'f c1.01 Name, aft Sipe pesGri :,fion site dischar. e Profalem Problem inspeetor, resource sea rria P e: siiea('flow, sWaie; YR..... s=ream chaRnel;:pips; "drai e:G siir, ri t3 �rtje 3Qii, cover, depth; type of sensitiveY 9'0 +I: ini �. i",32Q fF. ns€.rf� 9 d' 'iaiid�i rapacity- pond! ng , reviewer, or resident c___nt :ill ::rar area likellh, �nr c; ;; apleri, pond; Sine: diarneter, sur�aca;area area, volume pverrppplR�, #lgp�ing, habllat pr urgar±is r desErElpEfan pank sloyghinp. ays;rtln4r pathl'vays. po[entia ,rripacts ' SI T& .scouring, selineniat�n,"I�ois3an, ct�er erosion NoN E 0 ��61oN °' lam! 3.s 6_140'- NON!; N o AIZ ❑ o,V i l S l L .! & SON IC aYeD6 0.5 b a °i 'r . j�j° 61U L IU b Rf b LJ - zGw C ; a I�,S'L- 33 �-� ' N ON L D N L L - V RA n • �i+Y��.-�a p } f f J&1s , PI) OAJ L. /V ICJGi - 7 �! ! GvNc 1 F& lAftdt& lr,oNG I_ �n know vt h- -~ 1 L61 IVD N LAJ v�v �: o [-I ' 1$ PI Plr _ uAnhr, -z' ° ^� uo vN G � Dn1 L N� rj 6061C,�- _ ` tJ AwImp 1 oi>I ^-1 0 1 )VON = � f OU L� A1rn A:pn4�fnA r n<<f- OFF -SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 Basin: N L2bo5 Grp ]Z Gp �u ubbasin Dame: 1� Subbasin Number - Symbol Drainage Drainage Slope Distance 1 axis##rt — - - -- Cornponent Type, Component 9 I Potential f Observations of field !� f from site I Problems Problems ! inspector, resource Name, and Size Desc-r:i an J alischarqID ! Sp +rip Tyj e: sheet flow, swaie, drainage basFre basT' VQ efatiQn; c -- — - �.__ =reviewer. or rosiC�ent f -. �4 • ml = 1,32� it. r carstriClfp. P, pn er capaclly, 5miFU j Wburary a�aa; li}ipljfiodd of rronjif, stream, �ilannel, pipe, ce�er, depth,;gpe of gsrisiliye ovartoppi.ng, IloodIna, habltai ar grpgnism I �ver4fow patliways, �at$nt�al rob if, :pPnd: Site: dianleter, aria, volume destfuctlorj; s�ouriitg, garaii sjoii9hjr,g, ! surface area sed'imsntatiori, f'isior(,.ather erosion i i, 5�H l z l5 co�c , 1'! t� ram. 11,7 0-7o IV oN� 0 V& 1�11 I "GowG. P1VZ- 70�7 0im-e, [.at, GF'la�c��ij trabte&, cm�,;, toe PIS 15T co✓vc_ 1PE vW 0,5 PYbt.csth be { I 15` (•,vNC. Pit i�G[ fn� 0� 0, � j—Dw.; �robk, Gam• be 15 oWc-. P I P,r I o l `�5 ^- S3� 11Jvy�� -]] tout . �' pr l l ---i— aV O 6 �- l V D Gi G� �' �'L` Ol�?ati Cat n - d7cT&l�/llonl �9PR�. 67-L --- SZ IV o G A-& r.�"� PYPb&w C" be ti � VE ,e�h v rL 'x ' .36 , 0 //,� � �'S (Scr7hG. D�i1�, (2•-71 N "' (Z� N C_�, C., P 4qZg -� 4� )\JO M G c, c� `' p okem ! P 3 w I . c� In 2 l 15 j � D � � �(�`� f r°bft.�. I5 c„9rle �. {�. a 0,°JO lIS /Zo p ° ►abCe4. cam, b� i�nc r 5 I •g IZo1 ^-13$ ao/V NDAI(; ND LmS►ov, �x1, IV, Flow Control and Water Quality Facility Analysis and Design 12 Flow Control Under developed condition, the upstream runoff from 28th Avenue South will be handled by an infiltration trench at the northeast corner of the site. The sidewalk and the landscape area along Gateway Boulevard still drain to the Gateway Boulevard drainage system. The rest of the site, including roof of the proposed hotel, the parking and driveway areas and most of the landscaping areas of the proposed development will be discharged (after detention/infiltration and water quality treatment) to the existing Courtyard hotel detention tank that drains to the 1-5 drainage system and then to the Hylebos Creek. Pre -developed condition: The south portion of the site (parcel -9131) is developed. This portion of the site is part of the parking lot areas for the Courtyard Hotel located at the south of the site. Parcel -9131 consists of 0.69 acre of asphalt pavement and concrete walkway (impervious area) and 0.33 acre of landscape area Mill grass). The north portion of the site (parcel -9185) is undeveloped. Other than approximately 0.04 acre of asphalt pavement along the east portion of the site (an abandoned road approximately 20' wide), the rest of the parcel is covered with till pasture. The site drains to a 60" detention tank in the south adjacent parcel which drains to the 1-5 drainage system that drains to the Hylebos Creek. Total drainage area to the existing 60" detention tank = 1.91 acres Impervious area = 0.73 acre Till grass = 0.33 acre Till pasture = 0.85 acre Pre -developed peak rates: Q 2y = 0.232 cfs Q 10y = 0.276 cfs Flow Frequency Analysis Time Series File:pre.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.252 5 2/09/01 2:00 0.194 7 1/05/02 16:00 0.300 2 2/27/03 7:00 0.192 8 8/26/04 2:00 0.232 6 10/28/04 16:00 0.271 4 1/18/06 16:00 0.276 3 10/26/06 0:00 0.517 1 1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 0.517 1 100.00 0.990 0.300 2 25.00 0.960 0.276 3 10.00 0.900 0.271 4 5.00 0.800 0.252 5 3.00 0.667 0.232 6 2.00 0.500 0.194 7 1.30 0.231 0.192 8 1.10 0.091 0.445 50.00 0.980 Under developed condition: Porous asphalt pavement is used in the new parking lot areas to reduce the impervious area under developed condition. The onsite drainage area is divided as two drainage basins (east basin and southwest basin). 13 S.E. 1/4, SW 11/4 AND S. 1/2, S.E. 1/4, SEC-MON 9, TOWNSHIP 221 NORTH,, RANGE 4 EAST GAF '4,40A. WASHING -TON P7, 5 -.t, -40 rjqqfj _J 7071 A L AREA I. Ar- - . ........ Ai LEGEND 7 3A 36 SANITARY SEWER c iSO - STORM SE R z;: -n 0-3,3AC. G = GAS U HE Nl OVERHEAD POWER LINE -T Tl4p w WATER LINE -P L PA3 GAS VALVE WATER VALVE WA METER PRE HnRANT ES CATCH BAS N • 0 • MANHOLE ✓-7 -0- UTil-IT`f POLE T TLIGHT P ST GUY ANCHOR L.•SIGN Ike POWER VAULT/TRANSFORMER TELE./TV PED. PAFWNG METER SECTION CORNER •"ti.. — P;"I L:.�; �.`. *�.�... ^_ . QUARTER CORNER 7 AWA4 a3 FRO. MON. IN CASE Ke 0 a MO. PROP. COFL AS NOTED SET 7/2' 1 R W/CAP 821454 50.00 = SPOT ELEVA71CYN D DECIDUOUS 152., �As-, F �TN FIR p- Al CEMENT CRETE PAMNG uc'r,:i�,; K, .1 �x >< , I ',,� CON is, lu, �E,- E,-*,,';.; IL, SURVEY PROVIDED BY HANSEN SURVEYING LAND SURVEYORS & CONSULTANTS 17420 116TH AVE. S.E-, RENTON. WA 98058 FAX 425-235-0266 11 TEL 425-235-13440 DATED : 2007-03-12 Z, To 77- N, IN-, 11 I.e v e Im w. 'n 1.4 N rf �z x P, � t ( /\ .! " , 1. x � I, 93 ;% v (162 1--�4 3 1 N4N 0 N \N. 2 0 9 - A 8 N N, \y, x N pi N • rr IT Q; I Z, 'ur -.7 QA7L=WAy 1 1p t'7 7( A IN" 7 < N a ly, P le A. A IN ? 0 of• , 2 -0 ......... EZ �05, f,r.r z dz, - 2D o prAtjAC,7L ARIA I.XM,�- GRAPHIC SCALE+71 AP SCALE 1' 20' co.- GO �2 DO Id > 0 IE I i2 0 1 0 LLi Go W DO I= Lf) Z� CO CO Z LO (0 L N � am owU cm IL bD bO T-1 L U Ill I O LL ED w D 1 (0 10 z z z Im z 52 F 0 wo L 7: w if 0 -� sk 0' 0 YL IC 0 LL !OJECT NO: 05046 !AWN sr: TLFl 3UE DATE: 08-31-07 EET REV; EXISTU40 CONDMON ,14 r S.E. 1/4, SW 1/4 AND S. 1/2, S.E. 1/4, SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST OF W.M. WASHINGTON- C8 /11 (TYPE 1) • - •. g 6 W/ FRAME 3 GRATE CO p(TyPE A 48-0) INV 460. 0 W/ SOLID LOCMNG LID r ••'�-. -:T,= ... - 1 .+$+ INV.-460.30 127 C:AUTION!'(!' RIM-452.00 • - ��•� - • . INV.-461.33 �8. OVERFL011) INV.-45B80 (12• SE) it4D. IRc (DIsnIRe6n) CONSTRUCTION. NGAS SFY QJli ENGINEER 70 OF 4641 W FRAM&SOLID INV.=457.78 (2 - NW) S o.ap s0tm1 Iza' F ANY CONVICTS AND PROTECT IN PLACE xQ p ,D aQ 40 O INV.=456.7Bf (24- SW) LOL'iONC COVER • f ,� - {7 TT� RIM-46am s-a S�6 INV 459;D 6- C8/B(TYPEgw/ GRAPHICSCAL.E '-t _ a •- ( PFJ1F W d S) FND" IRc /eats 037' m INIA-459.50 (8' FRAME Q SOLID NORTH 155• Easy c fD ��\ - TTLW'IFOIK °r a PFR� PYC LOCKING COVER 6290 SCALE: r ! 20' rn P sit IfOW L7. INV.-459.19 (a, PERF. N S) F /\ ALA ?`l'i. I 4d88C (12-) f AMf7F7L, ;� .. sa1�19 -w 4'I 273LF x 11' �f 1J } �jr 1 t1lV 0 3 n rD 0 eL F iz• sr s=1.Ox rN_r�LmAntI TRENCH p ROW CR p f� (� �1(�/ `� Al z +� ST I S ••" Li r .. ��3LF�4' ST, S-0.0X T-PAASSIW ROW 9 ..4$T. ¢ m -PAsvi I = 47j sy' 12• 7 `to INFILTRfID(11 a02X mU ROW uvu=45d76 A,r CB {! (-E 1) W1 O O W • \ '+\ .' 1S7'� ' I -• - - ' J `as '. e g a LOCKING CO SOLID III LL W 2 a 'B j 62LF :�-- _ ��.. - �� rawh•4c1.sD I4y.45� +, `\\ ,t rr •i • 1 , I� • jar 5-4.58x r � �. _ .- ��-'�. _ •__ INV.-45a2B (8• 6o TO EX • - � "?. �� f ' S7 :yy.1,713e y..l U n r>D ' • •- �i • � -i �-r, ter..- _ � . �.: - ':,e�, _�- 1 � �•:. _ 201( r•1 U I •» .5 . F ` _ `2, brie ' \\ Fl4D_ iac 16a2 0 0 O.Qt' NORTH Q� • •� U r •jGE1 .� ,-1Y. •�. � 1 •.= '. ❑"sr Ensr ^ � u p .� �,• I � aslll?,, nrv= •(1 , � I �� '\ 1_acla 't.• •� , • ! . 480.18 !2- E) - '•.8 464. j j� 460. r• � ST �t -�- .♦ w _ �` �.JaM= � � - y kY •x45R1B Tf• N) �• � ,� � -�. -19t'; - ��_'` 4BA�0, v .• � ' - �- \�- = Nyl!a4.5B. N .. I; • e�" ,�' � � I i.,,RD�f•��4h�.d0! --_ - � ;•,-' tid a80 . 1 -�_ �� 7LF 8, ST - - I :C o f . _ ♦- �� r awa°��4 s' ' HIGH I I I \ c Rd1�QS80 _ _ . Rur=4a4 6D w t ` ` \ £ 70 I ;. • , >I 7Dj17 '< . i •d \ 5T 'Y 5 • � � i �� r - 464.50 �� I IN4�i8 `. 4� n • 1WFa�3� s _ HOTELyo • Z�. ` i 1, R!M- 8p 2 i•D ' `- .. • 48 F ' S 4 I. ••. 4.�r. $Tsr0929031 I Amax �'�Y'�1SId•L LID• 1 \ i'l _ f 1-461.31 CUT 1. i 1� .. - M s7R80 ¢ - iE 1. miff � \ S: �\ �1 I • ti sbamr\sr RM-4"Os \ ' N1'�4169.23 1 YDjl2 �1 . .N .P- ` RW-48855 INV-49A49 1.fIX t \Rfr11jf3 q YD/14 {Y IN 45A7 R!M=i64.57 I' '~-. cz •� 17b• ` YDI!2 a. Al" 45,R8. ri rr 464.50 w N. A 0 > v a. (RECESSED TOP T B l04' 90 _ 1 LL4D'_ 23 {4•.QI1T) 12LF dt cum CURB OPEHWG4 •�__ \_\ LINE I r RIM= + ��[ \\ TW EX 12" 0,11 .a \\ INV=481.03 �4 ! (SOUTH W9, S. �! MATCH STING •.� - "� SA 76LF 8- sr + I CONIC. CURB •. " .i P� RNfEYB•!. . , I �fArfV�C��"' REMAIN SIDEW AT Ex MNT Ip•D. - S=o.Sx r :i , Y 1 I A'� NEiY 100 LF N10E 150 LFf 1 L7F LVRBj - .. _ ! f-r ■ �Gi MIA L R j�y�} +{ 1 l 1 CONG- AND TOI R€liAdk ` I• ■`�� I 1 I . 1 ."0 I PL' i , _ �/ ■ R SOW LOCAONC LTD } + i ) 'i \ � r RIM=48d&i 1 2 _\\ 1 \v I!�! ' AF EK } .. i . \ V �RL'D y�,g 1 • WV.-45Z21 (24 PERF m) 1 '•'� 1 I _ - O L r I 1 Nr Y L'DNG IT 10- 1� ROf=4�00 , fINV•-457.21 (24 }�l + -- _ Nm�a6-E 190.71• a G11T7ET7 ro• 1 1Nw4r3000...i3 kj rNv.-4s72r1[+Ny i. ` - ■III i 1 £ ODE sTDEwaLK _ �:, - 1 ,ram - • •'i .. XI I i t 821E 8- PERF\Pvc .1\ ] 'r� s_0.5x IX COA®IiION DEVELOPED COALITION EARTHWORK SUMMARY NEW ' ;E'1� e , MM a+ SC-77142 40 1 CHAIR 'I TOTAL AREA TO DRAINAGE AREA TO INFRTRA710N TRENCR p TOTAL EXCAVATION =4,947 CY. COURT YARD HOTEL TOM AREA-1.84 At TOTAL FILL - 510 CY. PARMNG LOT DETENTION DO'ERV.-7.14 At (AFTER COUN77NG PERVIOUS _ \ TANK-1 PAVE3IENT CR,FAI7) NOTE: THE ABOVE EARTHWORK CALCULATION IS TO I � Q73 AC. RV.-a70.33 TILL CRASS+a70 At BASED ON THE ELEVATION DIFFERENCE BETWEEN AE614' 7REE HD= F TILL A0. 71LL PASTURE=0.85 Aa THE FINISHED GRADE AND THE EXISTING GROUND. NEW _ DRAINAGE AREA N INFILTRATION TRENCH P c1�-aw.7e ~• TOTAL AREA=0.07 A0. R114=465.92 RIDE NEW 35'DRIVEWAY IMPERY.-0.08 AC (AFTER COUNTING PREVIOUS INV:462A0 (w) � IW-,52.91 � DRIVEWAY PAVEMENT CRn RMOVE E7L 77LL MASS== AG s17TEET TREE N /_. /� �n AREA P CAI N AG-t L.- , `R E n MAP 1/ `P DRAINACE AREA TO INFIL7 MMI TRENCH jp TOTAL AREA-a40 At {OFFSTE) Ce I � >>n (TT� � W nwm A: LOCrf W DE VL Lv PE O GoNPI `T•1 o IMPER410US AREA-a17 AG TILL cRA55=--a23 At RIM=4ss.er NV=461"57 (E) INV-461 57 (E) VANED CPA E --- VANED PA 90 INV.-0a73 (4- IN) INV-=458.40 (8- PE77F) SANCUT MATCH EJL SIDEWALK AT ESL JOINT 3 Q 3 co V, 10 Q Z -L �Nm 0� �DI%N�N = 3 � N N J N� C c 3 - Wv PROJECT NO.: 0504e DRAWN BY: CJS ISSUE DATE: 09-01-M SHEET REV.: 08-04-09 S 2�6LF W/r SIN d921049320 11 CIFLACIM AND CURB \ FOR FX G� 11 1\ IDMAIJAM PLAN a PX71RRAP 1 � O / ♦FL 4N2r ''6' 0300 m-COLDWO The east basin: The majority of the developed site approximately 1.84 acres will be collected and be drained to a infiltration trench under the porous asphalt pavement in the parking area along the east boundary of the site. A flow control structure is used to control the outfall from the infiltration trench to the existing storm system of the Courtyard Hotel parking lot. Total drainage area to this infiltration trench = 1.84 acres Roof area of the hotel = 0.481 acre Concrete walkway = 0.076 acre Impervious asphalt pavement along fire lane = 0.359 acre Porous asphalt pavement in parking area = 0.451 acre (counted as 50% impervious area, 50% till grass for flow control, 100% credit for water quality treatment) Total impervious area = 1.14 acres Total pervious area = 0.70 (till grass) Developed peak flow before detention/infiltration: Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.339 6 2/09/01 2:00 0.276 8 1/05/02 16:00 0.408 3 2/27/03 7:00 0.297 7 8/26/04 2:00 0.358 5 10/28/04 16:00 0.360 4 1/18/06 16:00 0.432 2 10/26/06 0:00 0.687 1 1/09/08 6:00 Computed Peaks Flow Frequency Analysis------ - - Peaks - - Rank Return Prob (CFS) Period 0.687 1 100.00 0.990 0.432 2 25.00 0.960 0.408 3 10.00 0.900 0.360 4 5.00 0.800 0.358 5 3.00 0.667 0.339 6 2.00 0.500 0.297 7 1.30 0.231 0.276 8 1.10 0.091 0.602 50.00 0.980 Developed peak rates before detention: Q 2y = 0.339 cfs Q 10y = 0.408 cfs Detention vault design Retention/Detention Facility Type of Facility Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Vertical Permeability: Permeable Surfaces: Riser Head: Riser Diameter: Number of orifices: Gravel Infiltration Trench 271.00 ft 8.25 ft 2236. sq. ft 2.50 ft 456.76 ft 1677. cu. ft �� 60.00 min/in Bottom 2.50 12.00 2 Orifice # Height Diameter (ft) (in) ft inches Full Head Pipe Discharge Diameter (CFS) (in) 14 1 0.00 2.75 0.324 2 1.28 2.00 0.120 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 456.76 0. 0.000 0.000 0.00 0.03 456.79 20. 0.000 0.035 0.05 0.06 456.82 40. 0.001 0.049 0.05 0.09 456.85 60. 0.001 0.060 0.05 0.11 456.87 74. 0.002 0.069 0.05 0.14 456.90 94. 0.002 0.078 0.05 0.17 456.93 114. 0.003 0.085 0.05 0.20 456.96 134. 0.003 0.092 0.05 0.23 456.99 154. 0.004 0.098 0.05 0.26 457.02 174. 0.004 0.104 0.05 0.36 457.12 242. 0.006 0.123 0.05 0.46 457.22 309. 0.007 0.139 0.05 0.56 457.32 376. 0.009 0.153 0.05 0.66 457.42 443. 0.010 0.166 0.05 0.76 457.52 510. 0.012 0.179 0.05 0.86 457.62 577. 0.013 0.190 0.05 0.96 457.72 644. 0.015 0.201 0.05 1.06 457.82 711. 0.016 0.211 0.05 1.16 457.92 778. 0.018 0.221 0.05 1.26 458.02 845. 0.019 0.230 0.05 1.28 458.04 859. 0.020 0.232 0.05 1.30 458.06 872. 0.020 0.235 0.05 1.32 458.08 885. 0.020 0.239 0.05 1.34 458.10 899. 0.021 0.245 0.05 1.36 458.12 912. 0.021 0.253 0.05 1.38 458.14 926. 0.021 0.262 0.05 1.41 458.17 946. 0.022 0.272 0.05 1.43 458.19 959. 0.022 0.283 0.05 1.45 45B.21 973. 0.022 0.291 0.05 1.55 458.31 1040. 0.024 0.311 0.05 1.65 458.41 1107. 0.025 0.329 0.05 1.75 458.51 1174. 0.027 0.345 0.05 1.85 458.61 1241. 0.028 0.360 0.05 r_ 1.95 458.71 1308. 0.030 0.375 0.05 2.05 458.81 1375. 0.032 0.388 0.05 2.15 458.91 1442. 0.033 0.402 0.05 2.25 459.01 1509. 0.035 0.414 0.05 2.35 459.11 1576. 0.036 0.426 0.05 2.45 459.21 1643. 0.038 0.438 0.05 2.50 459.26 1677. 0.038 0.444 0.05 2.60 459.36 1677. 0.038 0.763 0.05 2.70 459.46 1677. 0.038 1.340 0.05 2.80 459.56 1677. 0.038 2.080 0.05 2.90 459.66 1677. 0.038 2.880 0.05 3.00 459.76 1677. 0.038 3.170 0.05 •- 3.10 459.86 1677. 0.038 3.440 0.05 3.20 459.96 1677. 0.038 3.680 0.05 3.30 460.06 1677. 0.038 3.910 0.05 3.40 460.16 1677. 0.038 4.120 0.05 •- 3.50 460.26 1677. 0.038 4.330 0.05 3.60 460.36 1677. 0.038 4.520 0.05 3.70 460.46 1677. 0.038 4.710 0.05 3.80 460.56 1677. 0.038 4.880 0.05 3.90 460.66 1677. 0.038 5.060 0.05 4.00 460.76 1677. 0.038 5.220 0.05 4.10 460.86 1677. 0.038 5.380 0.05 4.20 460.96 1677. 0.038 5.540 0.05 15 4.30 461.06 4.40 461.16 4.50 461.26 Hyd Inflow Outflow Target Calc 1 0.69 ******* 0.63 2 0.36 ******* 0.28 3 0.41 0.28 0.28 4 0.34 ******* 0.26 5 0.36 ******* 0.23 6 0.34 0.23 0.23 7 0.30 ******* 0.17 8 0.28 ******* 0.16 1677. 0.038 5.690 0.05 1677. 0.038 5.840 0.05 1677. 0.038 5.980 0.05 Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 2.56 459.32 1677. 0.038 1.42 458.18 953. 0.022 1.42 458.18 950. 0.022 1.37 458.13 917. 0.021 1.29 458.05 868. 0.020 1.25 458.01 841. 0.019 0.70 457.46 468. 0.011 0.63 457.39 424. 0.010 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.687 CFS at Peak Outflow Discharge: 0.635 CFS at Peak Reservoir Stage: 2.56 Ft Peak Reservoir Elev: 459.32 Ft Peak Reservoir Storage: 1677. Cu-Ft 0.038 Ac-Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.229 6 2/09/01 4:00 0.162 8 1/05/02 17:00 0.275 3 2/27/03 8:00 0.171 7 8/26/04 3:00 0.234 5 10/28/04 18:00 0.278 2 1/18/06 17:00 0.256 4 11/24/06 4:00 0.635 1 1/09/08 7:00 Computed Peaks 6:00 on Jan 9 in Year 8 7:00 on Jan 9 in Year 8 -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) (ft) Period 0.635 2.56 1 100.00 0.990 0.278 1.42 2 25.00 0.960 0.275/ 1.42 3 10.00 0.900 0.256 1.37 4 5.00 0.800 0.234 1.29 5 3.00 0.667 0.229,/ 1.25 6 2.00 0.500 0.171 0.70 7 1.30 0.231 0.162 0.63 8 1.10 0.091 0.516 2.52 50.00 0.980 Detention release rate: Q 2y = 0.23 cfs = existing 2 year rate o.k. Q 10y = 0.28 cfs = existing 10 year rate o.k. Level 1 Flow control is required. Stormtech SC-740 infiltration chambers are used to provide storage volume for the infiltration trench. According to the following calculation, required void storage volume is 1677 cf. Required infiltration trench is 271' long x 8.25' wide x 2.5' deep. The designed infiltration trench is 273' long x 11' wide x 2.5' deep with total 76 SC-740 chambers (two rows). Each chamber is 7.12' long x 4.25' wide x 2.5' high. Onsite soil is Alderwood soil (AgB), assume infiltration rate = 2 inch/hour and designed infiltration rate = 1 inch/hour with safety factor of 2. The KCRTS method assumes 30% void ratio in the gravel infiltration trench, actual void ratio in the proposed infiltration trench with Stormtech SC-740 chambers is approximately 40%. Thus, the proposed system has a safety factor of 79% for storage volume. 16 The southwest basin: Total area = 0.07 acre Impervious area = 0.06 acre (counting credit for the porous asphalt pavement area) Pervious area = 0.01 acre (till grass) This area will be handled by infiltration trenches under the porous asphalt pavement in the parking area. Stormtech SC-740 infiltration chambers are used to provide storage volume for the infiltration trench. According to the following calculation, required void storage volume is 326 cf. Required infiltration trench length is 50' and trench width is 7.25', total 7 SC-740 chambers are required, each is 7.12' long x 4.25' wide x 2.5' high. Onsite soil is Alderwood soil (AgB), assume infiltration rate = 2 inch/hour and designed infiltration rate = 1 inch/hour with safety factor of 2. The KCRTS method assumes 30% void ratio in the gravel infiltration trench, actual void ratio in the proposed infiltration trench with Stormtech SC-740 chambers is approximately 40%. Thus, the proposed system has a safety factor of 33% for storage volume. Retention/Detention Facility Type of Facility Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Vertical Permeability: Permeable Surfaces: Riser Head: Riser Diameter: Top Notch Weir: Outflow Rating Curve: Gravel Infiltration Trench 50.00 ft 7.25 ft 363. sq. ft 3.00 ft 457.21 ft 326. cu. ft 60.00 min/in Bottom 3.00 ft 12.00 inches None None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 457.21 0. 0.000 0.000 0.01 0.10 457.31 11. 0.000 0.000 0.01 0.20 457.41 22. 0.001 0.000 0.01 0.30 457.51 33. 0.001 0.000 0.01 0.40 457.61 44. 0.001 0.000 0.01 0.50 457.71 54. 0.001 0.000 0.01 0.60 457.81 65. 0.001 0.000 0.01 0.70 457.91 76. 0.002 0.000 0.01 0.80 458.01 87. 0.002 0.000 0.01 0.90 458.11 98. 0.002 0.000 0.01 1.00 458.21 109. 0.002 0.000 0.01 1.10 458.31 120. 0.003 0.000 0.01 1.20 458.41 131. 0.003 0.000 0.01 1.30 458.51 141. 0.003 0.000 0.01 1.40 458.61 152. 0.003 0.000 0.01 1.50 458.71 163. 0.004 0.000 0.01 1.60 458.81 174. 0.004 0.000 0.01 1.70 458.91 185. 0.004 0.000 0.01 1.80 459.01 196. 0.004 0.000 0.01 1.90 459.11 207. 0.005 0.000 0.01 2.00 459.21 218. 0.005 0.000 0.01 2.10 459.31 228. 0.005 0.000 0.01 2.20 459.41 239. 0.005 0.000 0.01 17 2.30 459.51 250. 0.006 0.000 0.01 2.40 459.61 261. 0.006 0.000 0.01 2.50 459.71 272. 0.006 0.000 0.01 2.60 459.81 283. 0.006 0.000 0.01 2.70 459.91 294. 0.007 0.000 0.01 2.80 460.01 305. 0.007 0.000 0.01 2.90 460.11 315. 0.007 0.000 0.01 3.00 460.21 326. 0.007 0.000 0.01 3.10 460.31 326. 0.007 0.308 0.01 3.20 460.41 326. 0.007 0.871 0.01 3.30 460.51 326. 0.007 1.600 0.01 3.40 460.61 326. 0.007 2.390 0.01 3.50 460.71 326. 0.007 2.670 0.01 3.60 460.81 326. 0.007 2.930 0.01 3.70 460.91 326. 0.007 3.160 0.01 3.80 461.01 326. 0.007 3.380 0.01 3.90 461.11 326. 0.007 3.590 0.01 4.00 461.21 326. 0.007 3.780 0.01 4.10 461.31 326. 0.007 3.970 0.01 4.20 461.41 326. 0.007 4.140 0.01 4.30 461.51 326. 0.007 4.310 0.01 4.40 461.61 326. 0.007 4.470 0.01 4.50 461.71 326. 0.007 4.630 0.01 4.60 461.81 326. 0.007 4.780 0.01 4.70 461.91 326. 0.007 4.930 0.01 4.80 462.01 326. 0.007 5.070 0.01 4.90 462.11 326. 0.007 5.210 0.01 5.00 462.21 326. 0.007 5.350 0.01 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.03 ******* 0.00 3.00 460.21 326. 0.007 2 0.02 ******* 0.00 0.85 458.06 93. 0.002 3 0.02 ******* 0.00 1.19 458.40 129. 0.003 4 0.02 ******* 0.00 1.51 458.72 164. 0.004 5 0.01 ******* 0.00 0.00 457.21 0. 0.000 6 0.01 ******* 0.00 0.00 457.21 0. 0.000 7 0.01 ******* 0.00 0.16 457.37 17. 0.000 8 0.02 ******* 0.00 0.76 457.97 82. 0.002 Route Time Series through Facility Inflow Time Series File:dev-a.tsf Outflow Time Series File:rdout-a.tsf Inflow/Outflow Analysis Peak Inflow Discharge: 0.030 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.000 CFS at 16:00 on Jan 9 in Year 8 Peak Reservoir Stage: 3.00 Ft Peak Reservoir Elev: 460.21 Ft Peak Reservoir Storage: 326. Cu-Ft 0.007 Ac-Ft Flow Frequency Analysis Time Series File:rdout-a.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.000 3 10/01/00 0:00 0.000 4 10/01/01 0:00 0.000 5 10/01/02 0:00 0.000 6 10/01/03 0:00 0.000 7 10/01/04 0:00 -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) (ft) Period 0.000 2.37 1 100.00 0.990 0.000 1.17 2 25.00 0.960 0.000 0.00 3 10.00 0.900 0.000 0.00 4 5.00 0.800 0.000 0.00 5 3.00 0.667 18 0.000 8 10/01/05 0:00 0.000 0.00 6 2.00 0.500 0.000 2 11/24/06 7:00 0.000 0.00 7 1.30 0.231 0.000 1 1/09/08 16:00 0.000 0.00 8 1.10 0.091 Computed Peaks 0.000 1.97 50.00 0.980 The proposed trench is able to handle the 100 year flow from the southwest onsite basin. Infiltration trench at the northeast corner of the site The proposed infiltration trench at the northeast corner of the site receives upstream offsite runoff from the two 18" concrete storm culverts. Total upstream drainage area = 0.4 acre Impervious area = 0.17 acre Pervious area = 0.23 acre (till grass) Existing peak flows Q 2y = 0.057 cfs. Q 10y = 0.068 cfs. Q 100y = 0.129 cfs. Flow Frequency Analysis Time Series File:upstream.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.062 5 2/09/01 2:00 0.047 7 1/05/02 16:00 0.075 2 2/27/03 7:00 0.047 8 8/26/04 2:00 0.057 6 10/28/04 16:00 0.065 4 1/18/06 16:00 0.068 3 10/26/06 0:00 0.129 1 1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 0.129 1 100.00 0.990 0.075 2 25.00 0.960 0.068 3 10.00 0.900 0.065 4 5.00 0.800 0.062 5 3.00 0.667 0.057 6 2.00 0.500 0.047 7 1.30 0.231 0.047 8 1.10 0.091 0.111 50.00 0.980 Gravel infiltration trench design: Trench length = 31' Trench width = 40' Trench depth = 3' minimum storage depth Assume infiltration rate = 2 inch/hour and designed infiltration rate = 1 inch/hour with safety factor of 2. Stormtech SC-740 infiltration chambers are used to provide storage volume for the infiltration trench. According to the following calculation, required void storage volume is 572 cf. Required infiltration trench length is 31' and trench width is 20.5', total 16 SC-740 chambers are required, each is 7.12' long x 4.25' wide x 2.5' high. The KCRTS method assumes 30% void ratio in the gravel infiltration trench, actual void ratio in the proposed infiltration trench with Stormtech SC-740 chambers is approximately 40%. Thus, the proposed system has a safety factor of 33% for storage volume. 19 Aerial photo Map 44 A�' c* I -�: FEVERA o Urr OF SE:09-21-04 - 2 w A Y Federal Way SE quarter of Kroll 715 � Pl,zotos am shown ;with pareys grid Sirpaslnnum Mahylandmarxsare libeled, 50 500 Feet I ha map is a-nPanlea by no warranties- a^a is sinply • 16 Retention/Detention Facility Type of Facility: Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Vertical Permeability: Permeable Surfaces: Riser Head: Riser Diameter: Top Notch Weir: Outflow Rating Curve: Gravel Infiltration Trench 31.00 ft 40.00 ft 1240. sq. ft 3.00 ft 459.16 ft 1116. cu. ft 60.00 min/in Bottom None None 3.00 ft 12.00 inches Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 459.16 0. 0.000 0.000 0.03 0.10 459.26 37. 0.001 0.000 0.03 0.20 459.36 74. 0.002 0.000 0.03 0.30 459.46 112. 0.003 0.000 0.03 0.40 459.56 149. 0.003 0.000 0.03 0.50 459.66 186. 0.004 0.000 0.03 0.60 459.76 223. 0.005 0.000 0.03 0.70 459.86 260. 0.006 0.000 0.03 0.80 459.96 298. 0.007 0.000 0.03 0.90 460.06 335. 0.008 0.000 0.03 1.00 460.16 372. 0.009 0.000 0.03 1.10 460.26 409. 0.009 0.000 0.03 1.20 460.36 446. 0.010 0.000 0.03 1.30 460.46 484. 0.011 0.000 0.03 1.40 460.56 521. 0.012 0.000 0.03 1.50 460.66 558. 0.013 0.000 0.03 1.60 460.76 595. 0.014 0.000 0.03 1.70 460.86 632. 0.015 0.000 0.03 1.80 460.96 670. 0.015 0.000 0.03 1.90 461.06 707. 0.016 0.000 0.03 2.00 461.16 744. 0.017 0.000 0.03 2.10 461.26 781. 0.018 0.000 0.03 2.20 461.36 818. 0.019 0.000 0.03 2.30 461.46 856. 0.020 0.000 0.03 2.40 461.56 893. 0.020 0.000 0.03 2.50 461.66 930. 0.021 0.000 0.03 2.60 461.76 967. 0.022 0.000 0.03 2.70 461.86 1004. 0.023 0.000 0.03 2.80 461.96 1042. 0.024 0.000 0.03 2.90 462.06 1079. 0.025 0.000 0.03 3.00 462.16 1116. 0.026 0.000 0.03 3.10 462.26 1116. 0.026 0.308 0.03 3.20 462.36 1116. 0.026 0.871 0.03 3.30 462.46 1116. 0.026 1.600 0.03 3.40 462.56 1116. 0.026 2.390 0.03 3.50 462.66 1116. 0.026 2.670 0.03 3.60 462.76 1116. 0.026 2.930 0.03 3.70 462.86 1116. 0.026 3.160 0.03 3.80 462.96 1116. 0.026 3.380 0.03 3.90 463.06 1116. 0.026 3.590 0.03 4.00 463.16 1116. 0.026 3.780 0.03 4.10 463.26 1116. 0.026 3.970 0.03 4.20 463.36 1116. 0.026 4.140 0.03 4.30 463.46 1116. 0.026 4.310 0.03 4.40 463.56 1116. 0.026 4.470 0.03 20 r- 4.50 463.66 1116. 0.026 4.630 0.03 4.60 463.76 1116. 0.026 4.780 0.03 4.70 463.86 1116, 0.026 4.930 0.03 4.80 463.96 1116, 0.026 5.070 0.03 4.90 464.06 1116, 0.026 5.210 0.03 5.00 464.16 1116. 0.026 5.350 0.03 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.06 0.00 0.00 2.48 461.64 922. 0.021 2 0.13 ******* 0.08 3.03 462.19 1116. 0.026 3 0.06 0.00 0.00 1.68 460.84 625. 0.014 4 0.07 ******* 0.00 2.16 461.32 802. 0.018 5 0.02 ******* 0.00 0.00 459.16 0. 0.000 6 0.02 0.00 0.00 0.00 459.16 0. 0.000 7 0.03 ******* 0.00 0.03 459.19 12. 0.000 8 0.06 ******* 0.00 0.60 459.76 224. 0.005 ---------------------------------- Route Time Series through Facility Inflow Time Series File:upstream.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: Peak Reservoir Stage: Peak Reservoir Elev: Peak Reservoir Storage: 0.129 CFS at 6:00 on Jan 9 in Year 8 0.000 CFS at 15:00 on Jan 9 in Year 8 3.03 Ft 462.19 Ft 1116. Cu-Ft 0.026 Ac-Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.000 2 2/09/01 20:00 0.000 5 10/01/01 0:00 0.000 6 10/01/02 0:00 0.000 7 10/01/03 0:00 0.000 8 10/01/04 0:00 0.000 4 1/19/06 6:00 0.000 3 11/24/06 7:00 0.000 1 1/09/08 15:00 Computed Peaks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) (ft) Period 0.000 2.89 1 100.00 0.990 0.000 2.48 2 25.00 0.960 0.000 1.68 3 10.00 0.900 0.000 1.03 4 5.00 0.800 0.000 0.00 5 3.00 0.667 0.000 0.00 6 2.00 0.500 0.000 0.00 7 1.30 0.231 0.000 0.00 8 1.10 0.091 0.000 2.75 50.00 0.980 The proposed trench is able to handle the 100 year flow from the offsite upstream area. 21 Water Quality Treatment The City of Federal Way's Surface Water Management Code specifies that facilities shall reduce pollutant loads by meeting the applicable annual average performance goals for 95% of the annual average runoff volume. Remove 80% of the total suspended solids and remove 50% of total zinc for Resource Stream Protection Water Quality treatment. Porous asphalt pavement will be used in the parking areas as a Best Management Practice method for water quality control. The porous asphalt pavement area will be counted as 100% treated area for water quality calculation. Filterra units will be used to provide Resource Stream Protection Water Quality treatment for onsite runoffs. An Experimental Adjustment is required for using the Filterra units as a water quality treatment method. The Filterra Stormwater Bioretention Filtration System harnesses the power of nature to capture, cycle and immobilize pollutants to treat urban runoff. For effective stormwater management, the combination of landscape vegetation and a specially designed filter media allows bacteria, metals, nutrients and total suspended solids (TSS) to be removed naturally. Filterra is well suited for the ultra -urban environment with high removal efficiency for many pollutants. Its small footprint allows it to be used in highly developed sites such as landscaped areas, green space, parking lots, and streetscapes. Benefits of the Filterra Stormwater Bioretention Filtration System: Save valuable space with small footprint for urban sites. Improve BMP aesthetics with attractive trees or shrubs. Replace lifetime cost with safer and less expensive maintenance. Expected Average Pollutant Removal Rates of the Filterra unit TSS Removal 85% Phosphorous Removal 73% Nitrogen Removal 43% Heavy Metal Removal 33%-82% Fecal Coliform 57%-76% Predicted oil & grease >85% The expected average pollutant removal rates of the Filterra unit meet the Resource Stream Protection Water Quality treatment goals. Non pollution generating runoff from roof and landscaping areas will be collected and drained to the detention/infiltration trench directly. Pollution generating runoff from the asphalt pavements will be treated by the Filterra units before it reaches the detention vault. Total pavement area to be treated = 0.87 acre. This area is divided into 4 sub -areas and each area will be treated by a Filterra unit with a bypass catch basin. 22 Sizing of the units are based on the sizing table provided by the manufacture. The east basin: Area = 0.36 acre, an 8'x4' unit is used (capacity 0.22 acre). The southwest basin: Area = 0.06 acre, a 4'x4' unit is used (capacity 0.22 acre). Maintenance A standard maintenance agreement is included with the purchase of every unit. Detailed maintenance records are kept and updated by the manufacture after scheduled maintenance. The first year of maintenance is a FREE service provided by the manufacture, an extended maintenance agreement is also available. Filterra maintenance includes: unit inspection, debris, trash and mulch removal and disposal, filter media evaluation, plant health evaluation, replacement of mulch, and updated and stored records of performed maintenance. 23 r y S.E. 1/4, SW 1/4 AND S. 1/2, S.E. 1/4, SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST OF W.M. WASHINGTON- I CB III (TYPEQ . } I 75 W/ FRAME 3 GRATE • ._ r i :- CS /9(TVPE A 4B"/) . RIM-46 .3 W/ SOLID LOCKING LID . ;.+?7 •.=.4'-;_r .. : INV.-46A3O(s12) )?JUT 290 LAN AUTMM � 'r r • • INV.-461.J3 (S' OVERFLOW) E)OSTING GAS MAIN PRIOR TO W V.=45880 }2• SE] MD. IOC (015MRBED)UCTION. 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M RI464,50 1 ttER .071' �" L'IRtB OPETWIJG \ \ •, 4'398 f. •�• l 1' .'1l _ _ - INV6461.31 IN ` •INY.y �t -(.. ss, -,� fDR sx\ R1M°4a+,as f rau 23 V-459:2 \ Z , 1.CXr \ f• �'1f I ~ _!. .. .. 1_ - - - ' \ , 1D/}3 T�/} �iv LINE � e l'• ' �;'-( - t• ::r' ':7 : '� j .. - -` YDIF2 IN11�RiA7 4"�\ i i •'�•'• , �_ faro- \ K RIM-450 l / } \ Z 64.3 INV6461.03 �.• \ T7sIEx I 12" D.I. �; � 1` r1 ��-Ai�p s 10 Z EX CONC. CURB 7T AS3NGT' E7L JO1NT ° ,ro- r �= 7sLF B• sT ��'i MV 1 O ' ¢ 3-0.5X d !j: 1 TO REMAIN 100 Li- NiDE • J :I 1 �I •* I vas pgyG.yyA 150 LFf E% CONC C07fE1•� 4.0 _ [ ' �-'• \ 1/p AND SIRE 70- RENAHi I _ { CO j2 413 Z O) 1 > 3Y " x •# m I I +• pa JJ SAf!"�lT = t - .j t' W% SO11O LO�WNC LID r I Ex) I MAf-46iW 1 Q x �• : _ 1 \ +_ 1 �� / A714& \ -.pyv . • INV•-456.99 (A- PERF IN) ®� CONC. CURB < ININV.-4$V..457.7t (24 18Lt71'_ _ > , \ iNYL 7.2! (INV. LWMf6£R�I1,,lhJ,] * GUTTER r0' f 7� SIDEWARK _ •• - 3LF 24• SI'n 1 • L �i 01 I\\ S'01-29. a-w 27&a l: } R '� I �D-R't PROJECT NO.: 05046 vnt � I 66.STntO vx run .0x' ti I \ s0am wM '; +i z_70 �0. µ 4 f 621F r PFR� PVC \ ' - . // •� �` , �>!• 1 I 5-0.5X � \ * DRAWN BY: CJB • ff r • 1 ISSUE DATE: OB-0N07 1 1 IX CONDffXM DEVBOP® CXVZ M EARTHWORK SUMMARY NEW WHEEL \ �� i C, bpi TRENDY1 SHEET REV.: OG-04 -08 TOTAL AREA 70 DRAINAGE AREA TO INFILTRATION TRENCH CFfAfR� Z C 1 /1 TOTAL EXCAVATION =4.947 CY. COURT YARD H07E1 TOTAL AREA=1.84 AG � \\�\ PARKING LOT DETENTION AIAERV,-1.14 Aa (AFTER COUN7NG PERVIOUS TOTAL FILL = 5f0 CY. I.P...91 A0. - 70 i 2*etF d921049320 1 PAVFAIE7iT CftLDli) NOTE THE ABOVE EARTHWORK CALCULATIN IS Ca �ppp AM IMPERV.-0.73 AG NEW 4' TREE 1 1 TILL GRAS�0.33 AC. TILL GRASS-R70 AC. BASED ON THE ELEVATION DIFFERENCE BETWEEN TILL PAS7URE=0.65 A0. THE FINISHED GRADE AND THE ENONG GROUND. NEW uN•4asaa CFOR M G� 1\ 1 � �� DRAINAGE AREA TO INFILTRATION TRENCH ca 1NV-aBs.Ot \ \ I I RAI'I TOTAL AREA=Q07 AG '4-40-52 It+vmasz.e, (six) ^EW 3S' N1DE - 1 IMPERV.-0.06 AC. (AFTER COUNTING PREVIOUS W-4%s-vu (w) LING DRIVEWAY FlL 1 TERFG/1 Tap, j i PALFJ4Gvr CRFi IT) - REMOVE nu G7ASS-0.01 AC. es STREET TREE I 1 DRAINAGE AREA iD INFNLTRATIN TRENCH 03 DO CB R "WE Ij • ♦ �l T (+� J ! 05046=-CO DWO TOTAL AREA••0.40 AC, (OFFSITE) ceI W/ fR41ME {! RDLIONG \ IMPERVIOUS ARF.A-0.17 A0. � 44Be11 57 (E) I VANED GRATE IfNa46142 (s) INV-458.7 TILL GRASS=a23 AG \ \ INV.-45EL73 (4' IN) ❑ j , \\��a� 4 INV.=45840 (B' PERF)C06 •/ G / SAHCUT MATCH .A'DEWALK AT EX. JCPIT I 4ti Surface plater Design Manual King County Requirements / Standards Department of Development and Environmental Services 9000akesdaleAvenue Southwest Adjustment* Request Renton, Washington 98055-1219 Project Name: DDES Project File No.: DDES Engineer/Planner Name: Him toy l�l Project Address: Desi n Engineer: Phone: 3 z zg �e�vr W w goo3 "717 �ApplicantlAgent: P one: Signatur . Date: o IfasI LLG �' s v o�8 Si nature: Date: Engineering Mrm e: M d►. � � L � 1 t'F.�k.1f T Address: City, State, Zip Code: Address. City, state. Zip Cade: s of 141" d g g 154+5 r3 Yd A v, 5� it e INSTRUCTIONS TO APPLICANT/DESIGN ENGINEER: Please be sure to include all plans (T.I.R., if available), sketches, photos and maps that may assist in complete review and consideration of this adjustment request. Failure to provide all pertinent information may result in delayed processing or denial of your request. Please submit two complete conies of this request, application form, and apnlicabte fee to the DDES Intake Counter, at 900 Oakesdale Avenue Southwest, Renton, Washington 98055-1219. For additional information, phone Randall Parsons, P.E., at (206) 296-7207. REFER TO: SECTION, 1. 4 iN CHAPTER_ 1 OF THE SURFACE: WATER DESIGN" MANUAL FOR, AD TUgTM=. S DESCRIPTION OF ADJUSTMENT REQUEST- ❑ Standard ❑ Complex 4 Experimental ❑ Blanket ❑ Pre -application APPLICABLE VERSION KCSW DM: ❑ 1990 (11/95) * 91998 (9/98) ❑ * (Note: the term "variance" replaced by "adjustment") APPLICABLE SECTION(S)'OF.STANDARDS: cklqtw 6 at K4 5 wtlm. JUSTIFICATION PER KCSWDM SECTION 1.4.2 K See attachments listed below. AUTHORIZATION SIGNATURES: DETERMINATION: ❑ Approval ❑ DNR/WLRD Approval Signed: ODES Staff Recommendation Signed: Conditions of Approval: ❑ See attached Memo Dated: ❑ Conditional Approval (see below) Date: _ Date: ❑ Denial (Experimental & Blanket variances DDES, Land Use Services Div., Engineering Review Supervisor: DDES, Bldg. Serv. Div., Site. Engineering & Planning Supervisor: Signed: Signed: Date: Date: F99/ERS/SWDM-ADT.doc F96/ERS/swrmF-S.cny22.doc 11/17/99 cic Filterra® Overview Stormwater Bl®retention Filtration System Remove Pollutants and Cmply with NPDES 1 af�• Ituffa Bioretention Systems Save valuable space with small footprint for urban sites Improve BNV aesthetics with attractive trees or shrubs Reduce lifetime cost with safer and less expensive maintenance Filterra® is well -suited for the ultra -urban environment with high removal efficiencies for many pollutants such as petroleum, heavy metals, phosphorus, nitrogen, TSS and bacteria. Filterra® is similar in concept to bioretention in its function and applications, with the major distinction that Filterra® has been optimized for high volume/flow treatment and high pollutant removal. It takes up little space (often 0.2% Filter Surface Area/Drainage Area) and may be used on highly developed sites such as landscaped areas, green space, parking lots and streetscapes. FilterrO is exceedingly adaptable and is the urban solution for Low Impact Development. Stormwater flows through a specially designed filter media mixture contained in a landscaped concrete container. The filter media captures and immobilizes pollutants; those pollutants are then decomposed, volatilized and incorporated into the biomass of the FilterrO system's micro/macro fauna and flora. Stormwater runoff flows through the media and into an underdrain system at the bottom of the container, where the treated water is discharged. Higher flows bypass the Filterra® via a downstream inlet structure, curb cut or other appropriate relief. Ex ected Ave e Pollutant Removal Rates (Ranges K&- ying with Particle Size Pollutant Loading and Site Conditions TSS Removal 85% Phosphorous Removal 73% Nitrogen Removal 43% Heavy Metal Removal 33% - 82% Fecal Coliform 57% - 76% Predicted Oil &Greasei > 85% www.Mterra.com * Standard Blend Bioretention Systems Table 1: Filterra® Quick Sizing Table {Western Zane - 0.2 in/hr Uniform Intensity Approachl Available Filterra® Box Sizes (feet) Recommended Commercial Contributing Drainage Area (acres) where C = 0.85 Outlet Pipe 4x6.5 ort.5x4 u �t0.35 p 4" DR 35 PVC 4x8 or 8x4 0.36 to 0.44 4" SDR-35 PVC Standard 6x6 0.45 to 0.49 4" SDR-35 PVC 6x8 or 8x6 0.50 to .65 4" SDR-35 PVC 6x10 or 10x6 0.66 to 0.82 6" SDR-35 PVC 6x12 or 12x6 0.83 to 0.98 6" SDR-35 PVC Available Filterra® Box Sizes (feet) Recommended Residential Contributing Drainage Area (acres) where C = 0.50 Outlet Pipe 4x6.5 or 6.5x4 up to 0.60 4" SDR-35 PVC 4x8 or 8x4 0.61 to 0.74 4" SDR-35 PVC Standard 6x6 0.75 to 0.83 4" SDR-35 PVC 6x8 or 8x6 0.84 to 1.11 4" SDR-35 PVC 6x10 or 10x6 1.12 to 1.39 6" SDR-35 PVC 6x12 or 12x6 1.40 to 1.67 6" SDR-35 PVC Notes: 1. All boxes are a standard 3.5 feet depth (INV to TC) 2. A standard SDR-35 PVC pipe coupling is cast into the wall for easy connection to discharge drain 3. Dimensions shown are internal. Please add 1' to each external (using 6" walls) 4. In line with TR55 data, for Commercial Developments a minimum (runoff coefficient) C factor of 0.85 is recommended. For Residential Developments, use of C factors less than 0.5 require individual site review by Filterra. 5. Please ask for Sizing Tables for other target treatment goals, e.g. 0.3 in/hr 6. This sizing table is valid only for CA, NV, AZ, OR, ID, AK & HI 2/5/08 www.ffiterra.com 11 Page 1 of 1 Jingsong Feng From: Richard Gutierrez [rg utie rrez@fi [terra. coml Sent: Wednesday, April 30, 2008 1:41 PM To: Jingsong Feng Cc: Peter Evans; Darrin Sanford Subject: Hampton Inn & Suites -Federal Way, WA plan review Jingsong, Thank you for specifying Filterra0 Bioretention Systems on the Hampton Inn & Suites project located in Federal Way, WA. As you are aware, part of Americast's operating procedure is to review all plans of our system to ensure best use and placement for your project. We appreciate your completing the Project Information Worksheet. We duly received the plans today 4/30/08 by email and would make the following comments: We find the placement and size appropriate for the following specified Filterra0 units as per plans dated 8/31 /07: F1: 4'x4' (recessed top) F2: 8'x4' (recessed top) . GENERAL NOTE: As part of Filterra plan review, we would ask if you could include the following details/notes in your plans: • FLP-2: Filterra Typical Flow Line and Outlet Pipe Relationship • CGT-4: Filterra Throat Opening and Gutter or Flume Detail • Filterra Standard Plan Notes Thanks again for specifying Filterra0 for your projects storm water needs, please feel free to contact me if you should require any additional information or assistance. Rich J. Gutierrez West Zone Engineering Support FilterraO Bioretention Systems Filterra West Zone Office 3380 La Sierra Ave.,Suite 104-284 Riverside, CA 92503-5225 Direct: (951) 359-1725 West Zone Toll Free: (866) 349-3458 Fax: (951) 359-3439 Email: rgutie...rrezaflterracom Web: www.filterra.com IMPORTANT NOTICE: This message (including any attachments) may be privileged and/or confidential and intended solely far the use of the individual or entity to whom they are addressed. Ifyou have received this a -mail in error please notes the .sender by return e-mail and delete this message from your system. Any unauthorized use or dissemination of this message or the attachments in whole or in part is strictly prohibited. Any views expressed in this e-mail are those of the individual sender, except where the sender specifies and with authority, states them to be the views ofAmericast. 7/21 /2008 Design Guidelines for Using Fil.terra° Bioretenfion Systems Do not place in a sump condition. The Filterra® cannot be used as a stand alone inlet — it will need effective bypass during higher intensity rainfall events. Plans MUST show Filterra® Top Curb (TC) and Flow Line (FL) spot elevations and also bypass TC (where applicable) and bypass FL spot elevations. The Filterra® TC and FL elevations MUST be higher than the bypass TC and FL elevations for effective bypass. Use Drawing FLP-2 (p.24) as a detail on the project plans. 2. - For proper trash collection ensure a minimum 4" an maximum 6" Filterrall oat opening depth and use Drawing CGT-04 (p.25) as a detail on the p 'ect plans. 3. Do not direct surface flow to the Filterra® in a "head-on" configuration. Refer to Guidelines GUI -A (p.12) and GU2 (p.13) for grading design that encourages flow to enter a Filterra® in a cross linear flow — left -to -right or right to -left in the gutter in front of the throat, as per a wet curb which prevents system damage. During extreme storm events the excess flow should continue past the Filterrae to a bypass inlet or other means of relief. Guideline GU3, Parking Lot Corners, shows common situations (p.14). 4. To calculate which size Filterra® is required, use Table 1, Filterra® Quick Sizing Table, appropriate to the project's geographical region and target treatment regime (p.11). The entire contributing drainage area to the Filterre should be considered and the minimum allowable C factors noted. The maximum contributing drainage area will vary with site conditions. For further information relating to sizing, please contact Filterra. 5. To ensure correct installation, include the Standard Filterra® Plan Notes (p.26-27) on your Filterra® detail project sheet, as well as detailed drawings FLP-2 and CGT 4 (p.24,25). 6. Positive drainage of each FilterraO unit's effluent treatment pipe is required to prevent free standing water from accumulating in the system or underdrain. This could occur due to tidal influences or improper connection of Filterra's effluent pipe to a bypass structure or other outfall. 7. Send puns and the completed Filterra® Project Information Form (p.9) to Americast for Filterralplacement review. Plan sheets should include grading, drainage areas, stormwater schedules or profiles, landscape sheets and Filterra® detail sheets. THIS REVIEW IS MANDATORY for warranty to apply and helps ensure that each Filterre system operates efficiently to maximize performance and minimize maintenance. Our staff also looks for value engineering opportunities. Methods of sending information for review are as follows: E-mail: design@filterra.com Mail or other: AutoCAD or PDF files Filterra Review Fax: (804) 798-8400 11352 Virginia Precast Road Toll Free: (866) 349-3458 Ashland, VA 23005 www.faterra.eom L l ! 11 Bioretention Systerns Filterra® StandardPlan Dotes Construction & Installation A. Each unit shall be constructed at the locations and elevations according to the sizes shown on the approved drawings. Any modifications to the elevation or location shall be at the direction of and approved by the Engineer. B. If the FilterrO is stored before installation, the top slab must be placed on the box using the 2x4 wood provided,'to prevent any contamination from the site. All internal fittings supplied (if any), must be left in place as per the delivery. C. The unit shall be placed on a compacted sub -grade with a minimum 6-inch gravel base matching the final grade of the curb line in the area of the unit. The unit is to be placed such that the unit and top slab match the grade of the curb in the area of the unit. Compact undisturbed sub -grade materials to 95% of maximum density at +1- 2% of optimum moisture. Unsuitable material below sub -grade shall be replaced to the site engineer's approval. D. Outlet connections shall be aligned and sealed to meet the approved drawings with modifications necessary to meet site conditions and local regulations. E. Once the unit is set, the internal wooden forms and protective mesh cover must be left intact. Remove only the temporary wooden shipping blocks between the box and top slab. The top lid should be sealed onto the box section before backfilling, using a non -shrink grout, butyl rubber or similar waterproof seal. The boards on top of the lid and boards sealed in the unit's throat must NOT be removed. The Supplier (Americast or its authorized dealer) will remove these sections at the time of activation. Backfilling should be performed in a careful manner, bringing the ap- propriate fill material up in 6" lifts on all sides. Precast sections shall be set in a manner that will result in a watertight joint. In all instances, installation of FilterrO unit shall conform to ASTM specification C891 "Standard Practice for Installation of Underground Precast Utility Structures", unless directed otherwise in contract documents. F. Curb and gutter construction (where present) shall ensure that the flow -line of the Filterra® units is at a greater elevation than the flow -line of the bypass structure or relief (drop inlet, curb cut or similar). Failure to comply with this guideline may cause failure and/or damage to the Filterra® environmental device. G. Each Filterra® unit must receive adequate irrigation to ensure survival of the living system during periods of drier weather. This may be achieved through a piped system, gutter flow or through the tree grate. 26 www.lflterra.com Activation Y g r ria, Bioretention Systems A. Activation of the Filterre unit is performed ONLY by the Supplier. Purchaser is responsible for Filterra® inlet protection and subsequent clean out cost. This process cannot commence until the project site is fully stabilized and cleaned (full landscaping, grass cover, final paving and street sweeping completed), negating the chance of construction materials contaminating the Filterra® system. Care shall be taken during construction not to damage the protective throat and top plates. B. Activation includes installation of plant(s) and mulch layers as necessary. Included Maintenance A. Each correctly installed Filterra® unit is to be maintained by the Supplier, or a Supplier approved contractor for a minimum period of 1 year. The cost of this service is to be included in the price of each Filterra® unit. Extended maintenance contracts are available at extra cost upon request. B. Annual included maintenance consists of a maximum of (2) scheduled visits. The visits are scheduled seasonally; the spring visit aims to clean up after winter loads that may include salts and sands. The fall visit helps the system by removing excessive leaf litter. C. Each Included Maintenance visit consists of the following tasks. 1. Filterre unit inspection 2. Foreign debris, silt, mulch & trash removal 3. Filter media evaluation and recharge as necessary 4. Plant health evaluation and pruning or replacement as necessary 5. Replacement of mulch 6. Disposal of all maintenance refuse items 7. Maintenance records updated and stored (reports available upon request) D. The beginning and ending date of Supplier's obligation to maintain the installed system shall be determined by the Supplier at the time the system is activated. Owners must promptly notify the Supplier of any damage to the plant(s), which constitute(s) an integral part of the bioretention technology. www.filterra.com 27 FILTERRA 12 STANDARD CURB AND GUTTER (TYP) TRANSITION FROM STANDARD TO DEPRESSED GUTTER (TYP) GUTTER FLOW DEPRESSED GUTTER AT THROAT OPENING (TYP) FILTERRA THROAT CURB INLET LLLLL LLLLLL LLLLL LLL J \ PLAN VIEW ELEV 'A' MUST RE HIGHER THAN ELEV 'S' FILTERRA 1, BYPASS CURB INLET FLOWLINE ELEV'N FLOWLINE ELEV'13' ELEVATION VIEW INTERLOCKING JOINT • ��'r-r'riri .'/' r/otii r �i�i ��i�i irirf'/'r�/ • `If �Il Il t.11�11'-'�'fl F��[.=i1111 �[�li'�It=l 1=11-11— II—II—fI=Ik=11.=II=11--li=11=II=lEI lal.i'1ll Ilaf I jlal l� El:�lai lff I II:II:�L[I fl;Il I�.II li II:�I II:�II -II=i€=11 1-II.=.11=II=11=11=I[=E1 ='I1=1l=i1= I�f1=11=;li=fE=11=N=�1=If=11=Il=li=l��il' 11-11.�11�:.=fl.lC�ll.=il.-11-11-f1:-11:-1i-; li;, PERFORATED• UNBY AMERICAST DERDRAIN SECTION MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA OUTLET PI (BY OTHEF TO STORM EFFLUENT INVERT OUT (3'-6") trrLUtrvI IN (MUST BE LOWER) STORMWATER STRUCTURE DATE: 07-07-06 DWG: FLP-2 ArLIL%IJIJG �L�J U® FILTERRA® TYPICAL FLOWLINE opyright©2o07byAmerieast AND OULET PIPE RELATIONSHIP US PAT 6,277,274 AND 6,569,321 24 CROWNED FLUME FLUME - SLOPED PRECAST FlLTERRA TOWARDS FILTERRA THROAT TOP SLAB (TYP) PRECAST FILTERRA FILTERRA THROAT TOP SLAB CURB ;i OPENING (TYP) °i ?-.s 4-6" FILTERRA `r,j yl'Zy•; T:y;�' e` sue;•. �a{`r ,,�- THROAT OPENING ~' i w 6" OPENING ,rb..•r� .r;, 4-6" OPENIN —NIN 'r•'.. >,!r4 :.{ -_: CAST —IN —PLACE �. FLUME & GUTTER (SLOPED TOWARD PRECASTS DOWEL FILTERRA THROAT) FILTERRA CAST —IN —PLACE f• (TYP) DOWEL BOX WALL FLUME & GUTTER PRECAST (TYP) (CROWNED AND SLOPED FILTERRA TOWARD FILTERRA THROATS) BOX WALL SECTIONS VIEWS OF FILTERRA IN TYPICAL FLUME APPLICATIONS SEE BELOW FOR DETAILS NOT SHOWN i STANDARD 90' NOSING (OTHER NOSING AVAILABLE UPON REQUEST) PRECAST may" - TOP SLAB 4-6" CLEAR THROAT OPENING .. • did• e , d d • e d v CAST -IN -PLACE a DEPRESSED GUTTER AND THROAT OPENING 4 4 (BY CONTRACTOR) #4 DOWEL BARS 0 12" O.C. BY AMERICAST TO BE BENT AS NECESSARY BY CONTRACTOR PRIOR TO INSTALLATION OF FIELD POURED GUTTER I DOC''AQT Dr%V IB/AI I THROAT PROTECTION DEVICE DO NOT REMOVE - LEAVE IN PLACE UNTIL SITE IS STABILIZED AND FILTERRA IS ACTIVATED IMPORTANT FILTERRA FL❑WLINE MUST BE AT A HIGHER SECTION VIEW ELEVATI❑N THAN BYPASS STANDARD FILTERRA THROAT OPENING FL❑WLINE❑THER) INLET OR r ODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED Y WRITTEN AUTHORIZATION FROM FILTERRA DRAWING AVAILABLE IN TIFF FILE FORMAT. AcagON89M078 Copyright 0 2007 by Americast DATE: 02-27-06 DWG: CGT-4 FILTERRA® THROAT ®PEN4NG�1��L!® AND GUTTER OR FLUME DETAIL US PAT 6,277,274 AND 6,569,321 25 V. Conveyance System Analysis Pipe network #1 An 8" and 12" pipe network (onsite pipe network #1) running along the west and south sides of the proposed hotel which pickups approximately west half of the roof runoff and the landscaping runoff west of the hotel. Total drainage area to this network is 0.52 acre. Impervious area = 0.24 acre, C = 0.90. Pervious area = 0.28 acre, C = 0.25. Using rational method to calculate the peak flows: Since the drainage area is relatively small, assume Tc = 6.3 minutes. For 25 year design storm, Ar = 2.66, Br = 0.65, P = 3.4 inches 125=Ar*Tc**(-Br)*P=2.66*6.3**(-0.65)*3.4=2.73 Q25y= CIA =(0.24*0.9+0.28*0.25)*2.73=0.78cfs For 100 year design storm, Ar = 2.61, Br = 0.63, P = 3.97 inches 1100=Ar*Tc**(-Br)*P=2.61 *6.3**(-0.63)*3.97=3.25 Q100y= CIA =(0.24*0.9+0.28*0.25)*3.25=0.93cfs 100 year peak on this network is approximately 0.93 cfs. The minimum slope of the 8" storm is 0.5%, the minimum capacity of the proposed storm is 0.93 cfs. Thus, this pipe network has the capacity to handle the 100 year flow. Pipe network #2 An 8" pipe network (on site pipe network #2) running along the east sides of the proposed hotel which picks up runoff from the east half of the roof of the hotel and a small landscaping area. Total drainage area to this network is 0.26 acres. Impervious area = 0.24 acre, C = 0.90. Pervious area = 0.02 acre, C = 0.25. Using rational method to calculate the peak flows: Since the drainage area is relatively small, assume travel time from the northwest corner of the site to the detention vault is 6.3 minutes. For 25 year design storm, Ar = 2.66, Br = 0.65, P = 3.4 inches 125=Ar*Tc**(-Br)*P=2.66*6.3**(-0.65)*3.4=2.73 Q25y = CIA = (0.24 * 0.9 + 0.02 *0.25) * 2.73 = 0.60 cfs For 100 year design storm, Ar = 2.61, Br = 0.63, P = 3.97 inches 1100=Ar*Tc**(-Br)*P=2.61 *6.3**(-0.63)*3.97=3.25 Q100y= CIA =(0.24*0.9+0.02*0.25)*3.25=0.72cfs 24 100 year peak on this network is approximately 0.72 cfs. The minimum slope of the 8" storm is 0.5%, the minimum capacity of the proposed storm is 0.93 cfs. Thus, this pipe network has the capacity to handle the 100 year flow. Pipe network #3 The minimum slope of the 12" storm outfall from the detention/infiltration trench (onsite pipe network #3) is 0.5%. Capacity of the pipe is 2.73 cfs which is larger than the 100 year detention release rate of 0.64 cfs. See the following backwater calculations for the conveyance system. Pipe network #1: The system has the capacity to handle the 100 year flow. Pipe network #2 to detention vault The system has the capacity to handle the 100 year flow. Pipe network #3 out from detention vault to new catch basin at Gateway Center Boulevard: The system has the capacity to handle the 100 year flow. 25 Pl VE 1ETWORK# BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:onsitel.bwp Surcharge condition at intermediate junctions Tailwater Elevation:459.26 feet Discharge Range:0.78 to 0.93 Step of 0.15 [cfs] Overflow Elevation:464.5 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1; 48 LF - 12"CP @ 2.10% OUTLET: 457.76 INLET: 458.77 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 463.00 BEND: 30 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI i0.78 0.53 459.30 * 0.012 0.37 0.26 1,50 1.50 0.50 0.53 0.44 0.93 0.54 459.31 * 0.012 0.41 0.28 1.50 1.50 0.50 0.54 0.47 PIPE NO. 2: 26 LF - 8"CP @ 0.88% OUTLET: 459.00 INLET: 459.23 INTYP: 5 JUNC NO. 2: OVERFLOW -EL: 464.05 BEND: 90 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.78 0.67 459.90 * 0.012 0.42 0.39 0.30 0.39 0.42 ***** 0.67 0.93 0.77 460.00 * 0.012 0.46 0.44 0.31 0.44 0.46 ***** 0.77 PIPE NO. 3: 26 LF - 8"CP @ 1.00% OUTLET: 459.23 INLET: 459.49 INTYP: 5 JUNC NO. 3: OVERFLOW -EL: 462.55 BEND: 90 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 0.78 0.70 460.19 * 0.012 0.42 0.38 0.67 0.67 0.46 0.70 0.67 0.93 0.84 460.33 * 0.012 0.46 0.42 0.77 0.77 0.63 0.84 0.77 r PIPE NO. 4: 25 LF - 8"CP @ 1.00% OUTLET: 459.49 INLET: 459.74 INTYP: 5 JUNC N0, 4: OVERFLOW -EL: 464.55 BEND:. 90 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 0.78 0.71 460.45 * 0.012 0.42 0.38 0.70 0.70 0.51 0.71 0.67 0.93 0.92 460.66 * 0.012 0.46 0.42 0.84 0.84 0.72 0.92 0.77 PIPE NO. 5: 9 LF - 8"CP @ 1.00% OUTLET: 459.74 INLET: 459.83 INTYP: 5 JUNC NO. 5: OVERFLOW -EL: 464.50 BEND: 90 DEG DIA/WIDTH: 1.0 O-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1 0.78 0.79 460.62 * 0.012 0.42 0.38 0.71 0.71 0.65 0.79 0.67 0.93 1.08 460.91 * 0.012 0.46 0.42 0.92 0.92 0.88 1.08 0.77 PIPE NO. 6: 60 LF - 8"CP @ 1.00% OUTLET: 459.83 INLET: 460.43 INTYP: 5 JUNC NO. 6: OVERFLOW -EL: 464.00 BEND: 90 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.78 0.67 461.10 * 0.012 0.42 0.38 0.79 0.79 0.42 ***** 0.67 0.93 0.99 461.42 * 0.012 0.46 0.42 1.08 1.08 0.79 0.99 0.77 PIPE NO. 7: 25 LF - 8"CP @ 0.88% OUTLET: 460.43 INLET: 460.65- INTYP: 5 JUNC NO. 7: OVERFLOW -EL: 464.50 BEND: 0 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 0.78 0.61 461.26 * 0.012 0.42 0.39 0.67 0.67 0.51 0.61 0.57 0.93 0.96 461.61 * 0.012 0.46 0.44 0.99 0.99 0.90 0.96 0.62 PIPE NO.. 8: 76 LF - 8"CP @ 0.50% OUTLET: 460.65 INLET: 461.03 INTYP: 5 JUNC NO, 8i OVERFLOW -EL: 464.50 BEND: 30 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.78 0.61 461.64 * 0.012 0.42 0.47 0.61 0.61 0.48 0.61 0.58 0.93 1.04 462.07 * 0.012 0.46 0.55 0.96 0.96 0.96 1.04 0.64 PIPE NO. 9: 56 LF - 8"CP @ 0.50% OUTLET: 461.03 INLET: 461.31 INTYP: 5 JUNC NO. 9: OVERFLOW -EL: 464.50 BEND: 30 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.78 0.62 461.93 * 0.012 0.42 0.47 0.61 0.61 0.51 0.62 0.58 0.93 1.12 462.43 * 0.012 0.46 0.55 1.04 1.04 1.04 1.12 0.64 PIPE NO.10: 62 LF - 8"CP @ 0.50% OUTLET: 461.31 INLET: 461.62 INTYP: 5 JUNC NO.10: OVERFLOW -EL: 464.50 BEND: 0 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.78 0.61 462.23 * 0.012 0.42 0.47 0.62 0.62 0.51 0.61 0.57 0.93 1.18 462.80 * 0.012 0.46 0.55 1.12 1.12 1.12 1.18 0.62 PIPE NO.11: 75 LF - 8"CP @ 0.51% OUTLET: 461.62 INLET: 462.00 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* r 0.78 0.54 462.54 * 0.012 0.42 0.47 0.61 0.61 0.48 0.54 0.50 0.93 1.21 463.21 * 0.012 0.46 0.55 1.18 1.18 1.18 1.21 0.59 �1P�.1CYW� L TE BACKWATER CQML�iJR PROGRAM FOR PIPES Pipe data from file:onsite2.bwp Surcharge condition at intermediate junctions Tailwater Elevation:459.31 feet Discharge Range:0.6 to 0.72 Step of 0.12 [cfs] • Overflow Elevation:464.5 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 66 LF - 8"CP @ 1.85% OUTLET: 459.00 INLET: 460.22 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 464.70 BEND: 0 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 0.60 0.49 460.71 * 0.012 0.37 0.27 0.31 0.31 0.37 ***** 0.49 0.72 0.54 460.76 * 0.012 0.41 0.30 0.31 0.31 0.41 ***** 0.54 PIPE NO. 2: 67 LF - 8"CP @ 0.43% OUTLET: 460.22 INLET: 460.51 INTYP: 5 JUNC NO. 2: OVERFLOW -EL: 464.40 BEND: 90 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.60 0.59 461.10 * 0.012 0.37 0.41 0.49 0.49 0.41 0.59 0.55 0.72 0.67 461.18 * 0.012 0.41 0.47 0.54 0.54 0.47 0.67 0.63 PIPE NO. 3: 19 LF - 8"CP @ 0.47% OUTLET: 460.51 INLET: 460.60 INTYP: 5 JUNC NO. 3: OVERFLOW -EL: 464.50 BEND: 90 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 0.60 0.64 461.24 * 0.012 0.37 0.40 0.59 0.59 0.53 0.64 0.55 ` 0.72 0.75 461.35 * 0.012 0.41 0.46 0.67 0.67 0.63 0.75 0.63 PIPE NO. 4: 79 LF - 8"CP @ 0.51% OUTLET: 460.60 INLET: 461.00 INTYP: 5 JUNC NO. 4: OVERFLOW -EL: 464.50 BEND: 90 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.60 0.59 461.59 * 0.012 0.37 0.39 0.64 0.64 0.42 0.59 0.55 �- 0.72 0.72 461.72 * 0.012 0.41 0.44 0.75 0.75 0.58 0.72 0.63 PIPE NQ•. 5: 7 LF - 8"CP @ 2.00% OUTLET: 461.00 INLET: 461.14 INTYP: 5 JUNC NO. 5: OVERFLOW -EL: 464.50 BEND: 90 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 0.60 0.55 461.69 * 0.012 0.37 0.27 0.59 0.59 0.37 ***** 0.55 0.72 0.72 461.86 * 0.012 0.41 0.29 0.72 0.72 0.59 0.72 0.63 PIPE NO. 6: 73 LF - 8"CP @ 0.49% OUTLET: 461.14 INLET: 461.50 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.60 0.44- 461.94 * 0.012 0.37 0.40 0.55 0.55 0.40 0.44 0.40 0.72 0.57 462.07 * 0.012 0.41 0.45 0.72 0.72 0.57 0.55 0.47 BMbAVCCO%UTVPROGRAM FOR PIPES Pipe data from file:vaultout.bwp Surcharge condition at intermediate junctions Tailwater Elevation:455.51 feet Discharge Range:0.36 to 0.64 Step of 0.36 [cfs] Overflow Elevation:461.26 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 140 LF - 1211CP @ 1.31% OUTLET: 454.71 INLET: 456.55 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 460.05 BEND: 30 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.36 0.33 456.88 * 0.012 0.25 0.20 0.80 0.80 0.25 ***** 0.33 l 0.72 0.48 457.03 * 0.012 0.36 0.28 0.80 0.80 0.36 ***** 0.48 r- lPIPE NO. 2: 42 LF - 12"CP @ 0.50% OUTLET: 456.55 INLET: 456.76 INTYP: 5 r Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 0.36 0.25 457.01 * 0.012 0.25 0.25 0.33 0.33 0.25 0.24 0.20 0.72 0.41 457.17 * 0.012 0.36 0.36 0.48 0.48 0.36 0.41 0.35 IF- E. 1/4, SW 1/4 AND S. 1/2, S.E. 1/4, SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST OF W.M. WASHINGTON CB #11 (TYPE 1) r} ` •'��.. _. • _ _ W/ FRAME & GRATE CB //9(iYPE 2, 46"0) RIM=463.30 IV-456.76± f SOLID LOCKING LID `J•+• _ -_ INV=460.30 (12") CA(1TION flf ~� INV=461.33 (8" OVERFLOW) M=46290 LOCATE EXISTING GAS MAIN PRIOR TO ':}, V.=458.80 (12" SE) - CONSTRUCTION. NOTIFY ENGINEER OF 10 ;D • - '� •1 1+� y a+� CB 110 (TYPE 1) V.=45Z76 (12" NW) ^,+,' < ANY CONFLICTS AND PROTECT IN PLACE. 'D fl 40 �. 4. p , i FWa - !0 W/ FRAME &SOLID (24• SW) y^ LOCKING COVER f rt , ti 7LF• {Y TOTAL « S/ RIM=463.50 CB //8(TYPE I) W/ GRAPHIC SCALE . •� - SOU 6`S9r _ INV=459.50 {$" PERF W & S) .:• r1:"!;:• ._. INV=459.50 {S` N) FRAME & SOLID "-f- -: ATIOR. ,$3FJ' 2LF 8" PERF PVC LOCKING COVER ` y SCALE: 1" = 20' C,i RIM=462.90 f vc ROW e- INV.=459.19 8" PERF. N & S) y71 'I svywIRV ,A'�i7 }� aL `J M ..+•�. I �•,`.F n _;INV=458.86 (12") v3LF X 71 Nam' i YY l�l�'il' G.. .-..1 S' y, ,� 19µ 6' ' �• v •{`[,•,,. 8LF 12" ST, S=1.OZ INFILTRATION r' 2D.2T' FRUf f� r �/ YKST _ 7-I50lAl1pN ROW (, CiZ- A1�A "'31i S7, S=0.0% !'• r-PASSIVE ROW { s c ' "§S' I �•,: /.; .�� 76 7O1AL-s MCM -t ra7.x Q:bb�+ - ! - F . i S�kOX ' SC-740 CH s •=M�. .. �JJ '• -12" q,.- � CB 7 TYPE I W PRSSTVz,: I�' {'Ll'rp£ "" ! .0 d.9 _ INV.=456. - y,� '• 1 FRAME &SOLID / I - - r $ / JETS N7! • - r� �..., n: LOCKING COVER ,~iry,•.4: -I 'B ]4O' T f 7 - 62(F J _ RIM=461.90 L 7 r r s-a.s6x 7. .�'- A vp,_. u.=asB.zs (B" pm� Er'i TO EX. L5 � {' _ - "i �� jj` ^I30CA IIQy-: ' � _� ,,= • i' '_,y` _ _<!.c_.'5--- . ••�•� S__ �'°,L.. �''� - � 5 - -S5� •YNY' fi 3---` - i T _ �'�' � � / `-' _ _--'.{�1P�2, F1osAcFt,. /4'("?'YPE rj WrAYi<,' k 1 • .. ;W d1D L OfG L!D I _--__ 7NV.>= ' !7'~ _ �' _ � �`. Y . � • � . .. ? •.. • fii.20 iI?' i F -? ST ..1 -• • 156; '?� . ,� .� . 5 ,•.L ' W vafiCll6 ip" E) ti� i65. I i1'�• + a96. � rR-459.16 2.¢ N) N_ I �4�°.'_ - +. 1 - _ _ •• _ a 5& FOE RRJ} >R (RECESSED TOP `t � ..•,* \ • - f .S s L' I _ - --A,A59�[-IiQW _ _ ,�� • ti, � .. �.-..:. Pa' WVtT Ski. _- +,L S>:, F _ '�+c.. `-'•;i: -'.gip `�' \ r ON, INY i@100 �CF-:� sr s -- • �s�.- - of ' \• J" NIGH 7� iAY.=46�,'T F'r�• _ _ � , • - " � _ �7 �,y,},,� 4• I . / ,., .� :- AMf-4fi is 1 . j13 TYPE-ii ` '.`Y lE\ T i"""' jkbraSl.r4 5 S=0.5% 1`i _ •pr LOLx a.. ,!' �,^ +l ,. ` .` •. '•+: j. 5.,' _ 171V _ if�l1 i 1 \z f D FLD YDi7 y ■ 4g L 35ze ' 'rs ib7 t i �'LS- _ 7 _ ,L, f V°✓{�-46JLd ly+y 46A72 ''� +` SyCti.. '� • tilt - ti .'� `'tom ,r•' IPlAf: f¢4;SB.• i"EW \ 1 5-2.201r•. `Pou..sdk 4��• 6TlF's9" SIt ir �5'/+(g'L 12LF GONG GBTreROPE W%L `l T 78. 3 y_..5=0. 57C 4�WJ,, (1D•..i S YD,93 CURB O'PENrNG 461 7f.P i RIM=464.50 •�� Jst� QQf, T AYV- {ri FOR FIL TERRAe �- \ ` 'A _ ` ❑ as INV=461.31 %LF-$ S 14'39'E F. i �•t�' �-' 470;BO*`' NEWC. 100/1 \ r 1J I7Jk40 - e • - �i•,.y. CON,^J�DEI dLx y - + ;\\ .P aB RIM=459. ♦ 1 9L r S� rLIIN�E/'A IN ,9l4 •' 4 YD Nwa4ss. RfM.464.s S •` (15�. 1 t'�I - - '�`•' ..4•- ^' \ C- rov2 _ INV. aFg. n Y� •\ \ k, _ : f RIM=464.50 - -• -� ��_ _ J - Y < 1 _ INV=467.03 r'�r TCf1 7 EX. i C ti ' ! waLxr C7 i i rr•. �`•� r _ �i 8'Psr �r� s=D.sz •L` lI+ » EX. CONC. CURB , �r EX. i -LJ_r'�:•o ' _ .85 • 1 y TO REMAIN k+ ..y �-y} �_ t •. ,2:! r7,• sflrrrl ! ( 1 `\. '! f , y - 750 LFS EX CRI'7Q CYRB • y - .'�J-:L_... ! t • 4 AND 51AE To, r {^ I F 1 �`\ � 7 REMAIN' { .'-. ;.�yy,/ C8 /2 [TYPE !• War NA. 7�`^^ 1 Wj 5'OW LOCKNG LFI3 � \ >• 51- X .• r 1NY,-45a0Y W PERF IN) I •^�: k \'/, ,ryr�ri} A7 EX. r �R. _ .'+D/6 s'�S r INV.=457.21 (24) 1 N- r t3. - F~ D � "• N -- 1J�W CONC. CURB, III• I' ~ INV-46E1+0 / INV.-07 P} (+NV. CF7AM8ER�,l+• N m WOD y I Q � U 250! WW IFll z N IDmW N W rroL LLL �EL to\.J •cT u, V) nFn nD WF'�1 �j cad P. PROJECT NO.: 05046 DRAWN BY: CJ13 ISSUE DATE: 08-31-07 SHEET REV.: EX. COND1110N DEVELOPED CONDl1iON I CNAw RAMP`' m� T _ aMLOERS �,c , _ 457.21 TOTAL AREA TO DRAINAGE AREA i0 INFILTRATION TRENCH //1 TOTAL EXCAVATION =4,947 CY. E, I ,.IyE- `-;'�•' �a'4; -;k\ . / i COURT YARD HOTEL TOTAL AREA=1.84 AC. TOTAL FILL = 510 CY. _ PARKING LOT DETENTION IMPERV=1.14 AC. (AFTER COUNTING PERVIOUS f _ \ TANK=7.91 AC. PAVEMENT CREDIT) NOTE: THE ABOVE EARTHWORK CALCULATION IS T ES TO [rI I \ ,• W,� s Q`92 0j49 `• 0 CIRADINQ AND IMPERV.=0.73 AC. TILL GRASS-0.70 AC. BASED ON THE ELEVATION DIFFERENCE BETWEEN :NEW 4' A. TRE€ RDi£S ip, iR]AI--v,IV ] ' DRAINAGE TILL GRASS=0.33 AC. THE FINISHED GRADE AND THE EXISTING GROUND. NEW 57 x+•=,t�`-S; r ♦ "WS F y}L Al T, I� PLAN TILL PASTURE-0.85 AC. DRAINAGE AREA TO INFILTRATION TRENCH #2 ce i . ""`� 1''' NEW 35' TOTAL AREA=0.07 AC. :m•-...•, , r ..,, •.....;. G• \i IMPERV=0.06 AC. (AFTER COUNTING PREVIOUS :?:- nra.o++:+; i CONG: DRIVEWAY .� ' •y,. • FMTVMA01 {RE STOP,) t //// Fr- i RLL�GRASSMENT =0E071 CREDIT) ow / •4 5iREEr TREE `, f ri S `a,% ii.'�4fi�, Yy_I L+"',}•Lw452. i1p+' 05046GOl-COG DNC (�' DRAINAGE AREA TO INFILTRATION TRENCH f3 li LH It (TYPE f] \ R;V,64,S,93 (4" lvlP l - N E-T Wolq<#- TOTAL AREA=0.40 AC. (OFFSITE) ! W% FAANE R LOCKING \\\+ � .: =• / VV � IMPERVIOUS AREA=0.17 AC. `•" VAHEO GHA7E 111 TILL GRASS=0.23 AC. ` INV 456.7 1 INV=458.73 (4" IN) !;� ,'"�•'ti ' h, ITT C06 t INV.=45A40 (B PERF) �" 4y p^�., -• PRELIMINARY SAWCUT MII7[7i EX. 3PEIYA- AT 6.7L ,Iviwr Cc' SIDEWALK �`�.•+:! 7 f 5-k D1L 'S•.�- r�r�st'F6 Y' _ I` ` y,; yf_•.I -Y�� rr _ 62LF 8" PERF:. PVC r, f ,y. �' r,l • '- E / INRLTRATION TRENCH #2 � �S EARTHWORK SUMMARY I NEW WHEEL �J T / 7-STORMTECH SC-740 �i o moo _60 6cAj- : �" _ ¢o� 4V s 1 .ro g b Ce RI B \ $ 1,7 Y IIW.454.i51(NE) E M.454.11 (NE) 24'D 24"F \ N \ 9320 \ 1049320 \\ \ 2 (D `� 1 \ 20'F r tl AO A� ero \ CB RIM=45B.76 INV_453-45 (NW) / \ Nf OUR CLAIM AND OF 44iEss (REM �1B) 9137 \ � 0921049137 z V1. Special Deports and Studies Special Reports and studies include the following. Geotechnical Report by Earth Solution NW LLC. 26 August 19, 2008 ES-1313 Royal Hospitality, LLC 15901 -West Valley Highway Tukwila, Washington 98188 Attention: Mr. Koong Cho ' Earth Solutions NW«, Earth Solutions NW LLC Subject: Infiltration Evaluation Pervious Pavement Hampton Inn - Federal Way South 317th Street and Gateway Center Boulevard Federal Way, Washington Reference: Pervious Pavement and Infiltration Trench Concept Plan Prepared by Pacific Engineering Design, LLC Sheet EX01 dated June 27, 2008 Dear Mr. Cho: e Geotechnical Engineering a Construction Monitoring • Environmental Sciences As requested, Earth Solutions NW, LLC (ESNW) has prepared this letter summarizing our infiltration evaluation for the subject site. A representative of ESNW was on -site on July 23, 2008 to observe, log and sample a series of test pits excavated within the proposed infiltration areas. Our fieldwork consisted of observing, logging and sampling a total of six test pits, conducting three EPA falling head infiltration test and performing textural analyses of representative soil samples. Proiect Descriution The subject site is located along the east side of Gateway Center Boulevard south of South 3171h Street in Federal Way, Washington, and consists of two adjoining tax parcels. The southern parcel is developed with asphalt paved parking, while the northern parcel is forested and otherwise undeveloped, accept for sewer and gas lines which cross through the property. The property will be redeveloped with a hotel and associated improvements. Runoff generated from new impervious surfaces will be directed to infiltration trenches and pervious pavement areas to allow runoff to infiltrate into native soils, where feasible. The pervious asphalt areas will be utilized primarily Within parking stall areas and infiltration trenches will be constructed in portions of the site perimeter. The City of Federal Way has adopted the King County Surface Water Design Manual (KCSWDM) for surface water design. Per Section 5.4.1, falling head infiltration testing is required to determine design infiltration rates. 2881 152nd Avenue NE • Redmond, WA 98052 ° (425) 284-3300 0 FAX (425) 284-2855 • Toll Free (866) 336-8710 Royal Hospitality, LLC ES-1313 August 19, 2008 Page 2 SITE CONDITIONS Surface The site is located in the southeast corner of the intersection of Gateway Center Boulevard and South 3171h Street in Federal Way, Washington, as shown on the Vicinity Map, Plate 1. The subject site is irregular in shape and is developed with asphalt pavement in the southern approximately one-half and forested elsewhere and is depicted on Plate 2 of this letter. Topography across the site is relatively level, to slightly undulating with a total vertical relief of about ten feet. Along the eastern site margin, a cut slope was recently created as part of improvements made to the South 320th Street exit of Interstate 5 southbound. Subsurface ESNW observed, logged and sampled a total of six test pits across the site and are represented on Plate 2 attached to this letter. We have attached the test pit logs to this letter for reference. The soils in these test sites consisted of medium dense to very dense silty sand with gravel (Unified soil classification SM) extending to the maximum exploration depth of nine feet below existing grades. The geologic map of the area identifies glacial till (Qvt) deposits across the site and surrounding areas. The referenced SCS map indicates the majority of the site is underlain by map unit Alderwood series (AgB) gravelly sandy loam. This soil unit formed in glacial till and presents a slight erosion hazard and exhibits slow runoff. The soil conditions observed at our test sites generally correlates with the geologic map and soil survey designations. We interpret the native soils encountered at the test sites to represent glacial till deposits. Groundwa#er No groundwater table or signs of groundwater were observed at the time of our fieldwork (July 23, 2008). Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater flow rates are higher during the wetter, winter months. PRELIMINARY INFILTRATION EVALUATION Our infiltration evaluation consisted of field infiltration testing and textural analyses of representative soils to assist in characterizing the soils to provide appropriate design infiltration rates conducted in accordance with the 2005 King County Surface Water Design Manual, Section 5.4. Earth Solutions NW, LLC Royal Hospitality, LLC August 19, 2008 Infiltration Testing ES-1313 Page 3 We conducted one infiltration test in accordance with the King County Surface Water Design Manual, section 5.4. The testing was conducted in accordance with the EPA Falling Head test method. This testing yielded an average infiltration rate of 2.0 inches per hour in the northern area of the site and effectively impermeable soils in the southern area. Based on the results of our textural analyses, the site soils are relatively consistent, and in our opinion, this infiltration rate is representative of the overall site drainage characteristics. Textural Analyses Textural analyses were performed on representative soil samples collected from the test sites at variable depths. The textural classifications were performed in accordance with the USDA sieve method. This classification differs from the USCS classification method in that the sand fraction of the sample is based on the minus #10 sieve fraction as opposed to the minus #4 sieve fraction used for USCS classification. Based on the results of our laboratory analyses, the site soils consist primarily of sandy loam with an isolated area of coarse sand (TP-2). However, given the dense nature of the site soils, in our opinion sandy loam would best characterize the site. Infiltration Recommendations Based on the results of our infiltration testing and textural analyses, an infiltration rate of 1.0 inches r_ per hour can be used for systems in the northern portion of the site. This infiltration rate includes a factor of safety reduction of one-half. If this infiltration rate yields an unacceptable trench size, dispersion or alternative method should be considered for treating stormwater. Based on the testing conducted at the site, the southern and eastern portion of the property is essentially impermeable and is not suitable for infiltration. Further testing can be conducted in the southwestern portion of the property to determine infiltration characteristics, upon request. A representative of ESNW should observe the final infiltration elevations to see that soil conditions are as anticipated. Based on conditions encountered, modifications to the infiltration design may be necessary. Slope Stabili Considerations There is a steep slope that borders the eastern portion of the existing developed area. The slopes descend to what appears to be a natural drainage that flows off -site. We understand that due to site constraints, infiltration/dispersion trenches will be located near the top of this slope area. The 2005 King County Surface Water Design Manual provides design criteria for infiltration/dispersion systems located near steep slopes. The slope is underlain by a relatively thin layer of loose soil transitioning to competent glacial till. These soils can maintain relatively steep angles of repose and are generally stable with respect to rotational slope failures. Earth Solutions NW, LLC Royal Hospitality, LLC ES-1313 August 19, 2008 Page 4 In our opinion, infiltration/dispersion systems should maintain a horizontal setback of at least ten feet from the top of the slope along the eastern property boundary, and should be designed to prohibit concentrated or point -source discharge over slope areas. We understand overflow mechanisms will include a tightline to an existing storm system in the event of overflow. This will essentially protect the slope from excessive overflow volumes, in our opinion. in our opinion, given the limited size of the proposed systems and associated discharge volumes, a setback of ten feet will allow adequate attenuation and dispersion of stormwater such that no increase in potential slope stability will result. We trust this letter meets your current needs. If you have any questions or require additional information, please call.,�`,r Sincerely, EARTH SOLUTIONS NW, LLC Rie G. �Pr j ct G cygist Attachments: Plate 1 — Vicinity Map Plate 2 — Test Pit Location Map Test Pit Logs cc: Pacific Engineering Design, LLC Attention: Mr. Dardn Sanford Robert S. Levinson, P.E. Principal Earth Solutions MN, LLC S !3 ilk w.mAtwx ' -Cme. �n M.4 ;v'Av P1 E tree V's IP-' F. �h 1)1--r - n 42, L., fe 51, xim 7—. — .41W N_. --MAE '*" ,A JS -ej . 4 .. J, D. TDff ' T �r 4�3 4t TA f 'W;;L _4x;I 3firk"Y.1%. _41 H D°9r-S•lo.t n-1—h- 314" k 1 bray 71fir I __ ; inJ. kt ITE' S yf ST —._ T I I A- 't - . — W4, U& I '-f yy A-�- — i5- E,. Iv, -S P k" IF JZ4 1, E 114 . _i"f m U. -04. L4 r4t:ai h WE 52MA L �-XttU M'4n' 4� 2I 7om.LrrI t..Q�7Fi 4AZEal Z' IZU Z; k F I S-SMH .r t mi7TW�Lm' ; N o i-t NORTH Reference: King County Map 745 By Thomas Brothers Maps Dated 2009 NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Earth Solutions, 6NWu-c L Vicinity Map Hampton Inn Federal Way Federal Way, Washington Drwn. GLS Date 08/05/2008-lProj. No. 1313 Checked SSR Date Aug. 2008 1 Plate 1 Earth Solutions NWLLC SOIL CLASSIFICATION CHART SYMBOLS TYPICAL MAJOR DIVISIONS DESCRIPTIONS GRAPH LETTER CLEAN WELL -GRADED GRAVELS. GRAVEL - GRAVEL GRAVELS 4cb"�500 W SAND MIXTURES, LITTLEOR NO FINES AND POORLY -GRADED GRAVELS, GRAVELLY SOILS (LITTLE OR NO FINES) OR p flN SAND MIXTURES, LITTLE OP Dd COARSE o a GRAINED GRAVELS WITH GM SILTY GRAVELS, GRAVEL - SAND - SOILS MORE THAN 50% FINES Q 0 SILT MIXTURES OF COARSE u FRACTION RETAINED ON NO. 4 SIEVE (APPRECIABLE G`► CLAYEY GRAVELS, GRAVEL - SAND - AMOUNT OF FINES) CLAY MIXTURES SAND CLEAN SANDS SW WELL -GRADED SANDS, GRAVELLY SANDS. LITTLE OR NO FINES MORE THAN 50% OF MATERIAL IS AND Sp POORLY -GRADED SANDS, GRAVELLY SAND. LITTLE OR NO LARGER THAN NO. 200 SIEVE SANDY SOILS (LITTLE OR NO FINES) SIZE FINES SANDS WITH SM SILTY SANDS, SAND- SILT MORE THAN 50% FINES MIXTURES OF COARSE FRACTION PASSING ON NO. 4SIEVE (APPRECIABLE SC CLAYEY SANDS, SAND -CLAY AMOUNT OF FINES) MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS INORGANIC CLAYS OF LOW TO FINE LIQUID LIMIT LAYS LESS THAN 50 CL MEDIUM PLASTICITY, GRAVELLY CLAYSCLAYS,SANDY SILTY GRAINED CLAYS, LEAN CLAYS SOILS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 500/6 INORGANIC SILTS, MICACEOUS OR OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR SMALLER THAN SILTY SOILS NO.200 SIEVE CH INORGANIC CLAYS OF HIGH SIZE SILTS LIQUID LIMIT GREATER THAN 50 PLASTICITY CLAYSAND OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS A!, `—'' '' PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS 111 �� „ DUAL SYMBOLS are used to indicate borderline soil classifications. The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. Earth Solutions NW TEST PIT NUMBER TP-1 2881 152nd Avenue N.E. PAGE 1 OF 1 Redmond, Washington 98052 Telephone: 425-284-3300 VAN Fax: 425-284-2855 CLIENT Royal Hosoltalinr PROJECT NAME Hampton Inn Federal Way PROJECT NUMBER 1313 PROJECT LOCATION Federal WaV, Washington DATE STARTED 7/23108 COMPLETED 7/23108 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Akins Excavatina GROUND WATER LEVELS: EXCAVATION METHOD _ AT 11ME OF EXCAVATION — LOGGED BY EDO CHECKED BY SSR AT END OF EXCAVATION _ NOTES Depth of Topsoil & Sod 2": landscaping AFTER EXCAVATION — w d U S rW _ w 1 2 TESTS y O MATERIAL DESCRIPTION g_ �z to 0 Brawn silty SAND with gravel, loose, moist (Fill) SM 12.5 -becomes medium dense Brown silty SAND with gravel, dense, moist MC 8.10% Fines = 31.40% SM _ '." '; a a [USDA Classification: gravelly sandy LOAM] 'test pit terminated at 4.0 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 4.0 feet. Earth Solutions NW TEST PIT NUMBER TP-2 2881 152nd Avenue N.E. PAGE 1 OF 1 Redmond, Washington 98052 Telephone: 425-284-3300 Fax: 425-284-2855 CLIENT Royal HospitalHospitaldy PROJECT NAME Hampton Inn Federal Way PROJECT NUMBER 1313 PROJECT LOCATION Federal Way, Washira ton DATE STARTED 7/23/08 COMPLETED 7123/08 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Atkins Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY EDD CHECKED BY SSR AT END OF EXCAVATION NOTES Depth of Topsoil & Sod 2": landscaping AFTER EXCAVATION a a W 00 TESTS v a O MATERIAL DESCRIPTION J Q Z C9 Q Brown silty SAND with gravel, loose, moist (Fill) SM 2.0 -becomes medium dense Brown poorly graded SAND with silt and gravel, dense, moist MC = 2.50% SP- Fines = 5.20% SM [USDA Classification: extremely gravelly coarse SAND] 4 n Test pit terminated at 4.0 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 4.0 feet. a a s� 1 w z w t7 Earth Solutions NW TEST PIT NUMBER TP-3 2881 152nd Avenue N.E. PAGE 1 OF 1 Redmond, Washington 98052 Telephone: 425-284-3300 Fax; 425-284-2855 CLIENT Royal Hos itafky PROJECT NAME Hampton Inn Federal Way PROJECT NUMBER 1313 PROJECT LOCATION Federal WaY Washington DATE STARTED 7123/08 COMPLETED 7123/08 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Aikins Excavating GROUND WATER LEVELS: EXCAVATION METHOD _ AT TIME OF EXCAVATION — LOGGED BY EDD CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth ofigimll R Sod 0% forest duff / brush AFTER EXCAVATION — w a v _ w rw _3 2 TESTS N ai =(9 O MATERIAL DESCRIPTION aZ) z (9 U) 0 Brown silty SAND with gravel, loose, moist -becomes medium dense SM MC = 22.50% Fines = 17.80% -becomes dense [USDA Classificafion: very gravelly sandy LOAM] Test pit terminated at 5.0 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 5.0 feet. Earth Solutions NW TEST PIT NUMBER TP4 2881 152nd Avenue N.E. PAGE 1 OF 1 Redmond, Washington 98052 Telephone: 425-284-3300 Fax 425-284-2855 CLIENT Royal Hospitality PROJECT NAME Hampton Inn Federal Way PROJECT NUMBER 1313 PROJECT LOCATION Fedora! Wa Washington DATE STARTED 7/23108 COMPLETED 7/23108 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Aikins Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY EDD CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth Of 190-0-11 & Sod 6": forest duff & bla_rktmtq brambles AFTER EXCAVATION w °. U UJ Co TESTS V a O MATERIAL DESCRIPTION a= f6 J ° az :zi 0 Brawn silty SAND with gravel, loose, moist -becomes medium dense SM MC = 6.90% Fines = 26.50% -becomes dense [USDA Classification: very gravelly sandy LOAM] 5.0 Test pit terminated at 5.0 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 5.0 feet. r� c� a L9 Cd x m x ue Earth Solutions NW 2881 152nd Avenue N.E. Redmond, Washington 98052 Telephone: 425-284-3300 Fax: 425-284-2855 CLIENT Royal Hospitality PROJECT NUMBER 1313 TEST PIT NUMBER TP-5 PAGE 1 OF 1 PROJECT NAME Hampton Inn Federal Way PROJECT LOCATION Federal Way, Wastrin ton _ DATE STARTED 7/23/08 COMPLETED 7/23/08 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Aiklns Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY EDD CHECKED BY SSR AT END OF EXCAVATION - NOTES Depth of Toll & Sod 6": duff & Blackberry brambles AFTER EXCAVATION — ul a. U V) aw g TESTS O MATERIAL DESCRIPTION ° z :j C7 Q 0 1 I i Brown silty SAND with gravel, loose, moist -becomes medium dense -becomes dense SM 5 MC = 5.90% Fines = 21.40% -becomes gray [USDA Classification: very gravelly sandy LOAM] MC = 6.80% Fines=19.80% Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 9.0 feet. 0 CJ ui L7 a M J a x m J LU W z w (9 Earth Solutions NW, LLC GRAIN SIZE DISTRIBUTION 2881 152nd Avenue N.E. Redmond, WA 98052 Telephone: (425) 284-3300 Fax: (425) 284-2855 CLIENT Royal Hospitality, LLC PROJECT NAME -Hampton Inn Federal Way PROJECT NUMBER ES-1313 PROJECT LOCATION Federal Way U.S. SIEVE OPENING IN INCHES 1 U.S. SIEVE NUMBERS I HYDROMETER 100 95 90 85 80 75 70 65 Ir z w 60 m 55 a: W 50 z u_ F- 45 z W 0 40 W a 35 30 25 20 15 10 5 0 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse I medium fine 01 Specimen Identification Classification LL PL PI Cc Cu TP-1 3.0ft. USDA: Brown gravelly sandy loam, USCS: SM j m TP-2 3.Oft. USDA: Brown extremely gravelly coarse sand, USCS: SP-SM 0.74 24.00 A TP-3 3.Oft. USDA: Brown very gravelly sandy loam, USCS: GM * TP-4 3.0ft. USDA: Brown very gravelly sandy loam, USCS: SM ' o7TP-5 6.Oft. USDA: Brown very gravelly sandy loam, USCS: SM Specimen Identification D100 D60 D30 D10 %Silt %Clay i • TP-1 3.Oft. 37.5 0.832 31.4 s m TP-2� 3.0ft. 37.5 5.758 1.013 0.24 5.2 A _ TP-3 3.0ft. 37.5 10.319 0.297 17.8 * TP-4 3.0ft. 37.5 3.524 0.124 26.5 O TP-5 6.Oft. 37.5 5.685 0.239 21.4 Solutions NWuc 11 HE Millillin 11 11MII Ills MEN lismillilolom liiiinmliii mollill Milli lism liiiiiimmiiiiii 0 HIM 1 11111111 lismi HE 111111 ISO liiimiiiiiiilmiiiii INN SODIUM kill I I I 1 0111111111 liiiiiino lismil omiiilii I iniLlillillin INN ME III ismiiiiiilm lllimillill HIM IN liiiiiism NINE 10 lmmiiiiii IN lismillillin 1111111111 11111111 1 mmii I SERUMS NEI liiiiiinmiii 11 solill 1 liiiiinm 111111 lism 11 liiiiiinmiiiiii liiiiiii Hills! lismillill 5 1111111 lismiluilin 11111111M liiiiinm Milli INN lism liiiiiinmiiiiiiiimmllill liiiiiin IINEIIIIIIII lllollomillillismillil 111 MEN gels, mum== MMMM I Specimen Identification Vil. Other Permits Other permits include water permit, sewer permit, grading permit, right of way improvement permit. 27 VIII. CSWPPP ANALYSIS AND DESIGN TEMPORARY EROSION AND SEDIMENT CONTROL Temporary Erosion and Sedimentation Control will be provided by utilizing BMPs selected from the 1998 King County Surface Water Design Manual. These BMPS will likely include, but are not necessarily limited to, sediment pond(s) and/or trap(s), silt fencing, construction safety fencing, interceptor v-ditches, rock check dams, plastic sheeting of stockpiles, straw mulch, hydro -seeding, catch basin protection, and rocked construction entrance, etc. The existing driveways and parking lot areas in lot 9031 can be used as temporary construction entrance and staging areas during construction period. A temporary sediment trap will be installed near the location of the proposed swim pool. See Temporary Erosion Control Plan for erosion and sediment control during construction. Temporary sediment trap sizing: Flow Frequency Analysis Time Series File:dev-15.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Flow Rate Rank Time of Peak - - Peaks (CFS) (CFS) 0.562 6 8/27/01 18:00 1.66 0.393 8 9/17/02 17:45 1.18 1.18 2 12/08/02 17:15 0.780 0.452 7 8/23/04 14:30 0.663 0.647 5 11/17/04 5:00 0.647 0.663 4 10/27/05 10:45 0.562 0.780 3 10/25/06 22:45 0.452 1.66 1 1/09/08 6 : 3 0 0.393 Computed Peaks 1.50 Frequency Analysis------- - - Rank Return Prob Period 1 100.00 0.990 2 25.00 0.960 3 10.00 0.900 4 5.00 0.800 5 3.00 0.667 6 2.00 0.500 7 1.30 0.231 8 1:10 0.091 50.00 0.980 Required sediment trap surface area: SA = FS(Q10/Vs) = 2 x Q10/0.00096 = 2080*Q2 = 2080 sf/cfs * 0.78 cfs = 1622 sf. PERMANENT EROSION AND SEDIMENT CONTROL For Permanent Erosion and Sedimentation Control, roads, driveways, Parking areas and walkways will be paved. Landscape areas will be covered with grass, trees and ground covers. Storm runoffs will be collected by catch basins and yard drains and conveyed to the detention/infiltration trenches for infiltration and flow control. Filterra bioretention filtration units will be used for water quality treatment. 28 r; Storrnwater Pollution Prevention Plan Owner Royal Hospitality, LLC. 15901 West Valley Highway For Hampton Inn Prepared For Northwest Regional Office 3190 - 160th Avenue SE Bellevue, WA 98008-5452 425-649-7000 Developer Royal Hospitality, LLC. Operator/Contractor Royal Hospitality, LLC. 15901 West Valley Highway 15901 West Valley Highway Tukwila, WA 98118 Tukwila, WA 98118 Tukwila, WA 98118 Project Site Location 31720 Gateway Center Boulevard South, Federal Way, WA 98003 Certified Erosion and Sediment Control Lead Scott Reid 503-535-0345 SWPPP Prepared By Pacific Engineering Design, LLC. 15445 53rd Avenue South Seattle, WA 98188 206-431-7970 Jingsong Feng, P.E., Project engineer SWPPP Preparation Date August 2008 Approximate Project Construction Dates September 2008 September 2009 I n Contents 1.0 Introduction .................................................. 2.0 Site Description........................................................................................................................3 2.1 Existing Conditions...........................................................................................................3 2.2 Proposed Construction Activities......................................................................................3 3.0 Construction Stormwater BMPs.................................................................. ......................,....5 3.1 The 12 BMP Elements.......................................................................................................5 3.1.1 Element #1 — Mark Clearing Limits................................................................5 3.1.2 Element #2 — Establish Construction Access ...................................................5 3.1.3 Element #3 — Control Flow Rates....................................................................6 3.1.4 Element #4 — Install Sediment Controls..........................................................6 3.1.5 Element #5 — Stabilize Soils............................................................................8 3.1.6 Element #6 — Protect Slopes............................................................................8 3.1.7 Element #7 — Protect Drain Inlets....................................................................9 3.1.8 Element #8 — Stabilize Channels and Outlets ..................................................9 3.1.9 Element #9 — Control Pollutants....................................................................10 3.1.10 Element #10 — Control Dewatering...............................................................11 3.1.11 Element #11— Maintain BMPs......................................................................11 3.1.12 Element #12 — Manage the Project................................................................12 3.2 Site Specific BMPs..........................................................................................................12 3.3 Additional Advanced BMPs............................................................................................12 4.0 Construction Phasing and BMP Implementation...................................................................13 5.0 Pollution Prevention Team......................................................................................................14 5.1 Roles and Responsibilities...............................................................................................14 5.2 Team Members................................................................................................................15 6.0 Site Inspections and Monitoring.............................................................................................17 6.1 Site Inspection.................................................................................................................17 6.1.1 Site Inspection Frequency..............................................................................17 6.1.2 Site Inspection Documentation......................................................................17 6.2 Stormwater Quality Monitoring......................................................................................18 6.2.1 Turbidity........................................................................................................18 6.2.2 pH...................................................................................................................18 7.0 Reporting and Recordkeeping................................................................................................18 7.1 Recordkeeping.................................................................................................................18 7.1.1 Site Log Book................................................................................................18 7.1.2 Records Retention..........................................................................................18 7.1.3 Access to Plans and Records..........................................................................18 ii n 7.1.4 Updating the SVWPPP......................................................................................18 7.2 Reporting.........................................................................................................................19 7.2.1 Discharge Monitoring Reports.......................................................................19 7.2.2 Notification of Noncompliance......................................................................19 7.2.3 Permit Application and Changes...................................................................20 AppendixA — Site Plans.........................................................................................................20 Appendix B — Construction BMPs........................................................................................21 AppendixC — Alternative BMPs............................................................................................23 AppendixD — General Permit................................................................................................25 Appendix E — Site Inspection Forms (and Site Log)..............................................................26 Appendix F — Engineering Calculations.................................................................................35 Appendix A Site plans ■ Vicinity map (with all discharge points) ■ Site plan with TESC measures Appendix B Construction BMPs ■ Possibly reference in BMPs, but likely it will be a consolidated list so that the applicant can photocopy from the list from the SWMM. Appendix C Alternative Construction BMP list ■ List of BMPs not selected, but can be referenced if needed in each of the 12 elements Appendix D General Permit Appendix E Site Log and Inspection Forms Appendix F Engineering Calculations (if necessary) ■ Flows, ponds, etc... lll Stormwater Pollution Prevention Plan 1.0 Introduction This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES Stormwater General Permit for the Hampton Inn project located at 31720 Gateway Center Boulevard South in Federalway, Washington. The proposed project is located in the Southeast quarter of Section 9, Township 21 North, Range 4 East, Willamette Meridian, King County, Washington. The site is comprised of two parcels: 092104-9185 and 092104-9031. Total area of the site is 2.4 acres. The proposed development consists of a four-story hotel building and its associated driveway, parking lots and utilities. Construction activity will include clearing, grading, installation of sanitary sewer, water, storm conveyance, infiltration trenches, Filterra units, curbs, gutters, sidewalks, paving and landscaping. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. Prevent violations of surface water quality, ground water quality, or sediment management standards. 3. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee's outfalls and downstream of the outfalls. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual for Western Washington (SWMMWW 2005). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in each of the main sections are: Section 1 — INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document. Section 2 — SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities and calculated stormwater flow rates for the existing and post -construction conditions. Section 3 — CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP(SWMMWW 2005). Stormwater Pollution Prevention Plan Section 4 — CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule. Section 5 — POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non -emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector. Section 6 — INSPECTION AND MONITROING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. Section 7 - RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Supporting documentation and standard forms are provided in the following Appendices: Appendix A — Site Plans Appendix B- Construction BMPs Appendix C — Alternative Construction BMP list. Appendix E — Site Log and Inspection Forms Appendix F- Engineering Calculations Stormwater Pollution Prevention Plan 2.0 Site Description 2.1 Existing Conditions The proposed site is located just south of South 317, Street, west of Interstate 5 (I-5) and east of Gateway Center Boulevard South in Federal Way, Washington. A site vicinity map is provided in Appendix A. The site is 2.4 acres in size. The north portion of the site is undeveloped and is mainly covered by pasture with some trees. The south portion of the site is developed as a parking lot for the Courtyard Hotel located in the adjacent south of the site. The topography of the site gently slopes to the southeast. Onsite soil can be classified as Alderwood series soil with slopes less than 6%. Surficial soils consist of silty sandy loam and gravelly sandy loam. The soil is poorly drained. Perched water was found in test pits in depths vary from 3 to 9 feet according to Geotechnical report by Cornerstone Geotechnical, Inc. Runoff from the site generally drains from northwest to southeast to the catch basins along the east edges of the parking lot. The catch basins convey runoff to a 182' long 60" diameter storm detention tank that is located south of the site and north of the Courtyard Hotel. The detention tank has an outfall that discharges to a drainage swale that drains to the Interstate 5 (I-5) drainage system. This I-5 drainage system drains to the East Hylebos Creek at approximately 1.4 miles downstream of the site. Several flow control and water quality treatment facilities along the I-5 drainage system treat the storm runoff before it reach the East Hylebos Creek. East Hylebos Creek is listed as a Category 5 polluted water of the state under the State's Clean Water Act Section 303(d) list, due to fecal coliform bacteria contamination. There are no critical areas on the site such as high erosion risk areas, wetlands, streams, or steep slopes (potential landslide area). There is a steep slope (30 to 50%) area east of the east property line of the site all the way to the edge of I-5 freeway. This slope area is the result of the construction of the I-5 freeway. The slope is stable and is covered with vegetation. 2.2 Proposed Construction Activities The proposed development consists of a four-story hotel building and its associated driveway, parking lots and utilities. Construction activity will include clearing, grading, installation of sanitary sewer, water, storm conveyance, infiltration trenches, Filterra units, curbs, gutters, sidewalks, paving and landscaping. Stormwater runoff was calculated using the King County Runoff Times Series Model (KCRTS). The temporary sedimentation trap that will be used during construction was designed using the 10-year storm. Stormwater Pollution Prevention Plan Two Filterra stormwater biofiltration units are used to provide Resource Stream Protection water quality treatment. Porous asphalt pavements are used in the parking areas. Three infiltration trenches are used to provide flow control. StormTech SC-740 chambers are used in the infiltration trenches to provide storage volume. Infiltration trench #3 at the northeast corner of the site is designed to handle offsite upstream runoff from the two 18" concrete culverts from 28th Avenue South, it has an overflow path to infiltration trench #2. Infiltration trench #2 is designed to handle the majority of the onsite runoff. It has a flow control structure with a multiple orifices riser that provides Level 1 flow control. The outfall of the flow control structure drains to an existing catch basin that drains to the existing 182 feet 60" detention tank in the Courtyard Hotel parking lot. Infiltration trench #3 is designed to handle runoff from the driveway entrance at the southwest corner of the site. The following summarizes details regarding site areas: ■ Total site area: 1.84 acres ■ Percent impervious area before construction: 40 % ■ Percent impervious area after construction: 62 % ■ Disturbed area during construction: 1.84 acres ■ Disturbed area that is characterized as impervious (i.e., access roads, staging, parking): 1.14 acres ■ 2-year stormwater runoff peak flow prior to construction (existing): 0.232 cfs ■ 10-year stormwater runoff peak flow prior to construction (existing): 0.276 cfs " 2-year stormwater runoff peak flow during construction: 0.562 cfs ■ 10-year stormwater runoff peak flow during construction: 0.78 cfs a 2-year stormwater runoff peak flow after construction: 0.229 cfs ■ 10-year stormwater runoff peak flow after construction: 0.275 cfs All stormwater flow calculations are provided in Appendix F. 4 Stormwater Pollution Prevention Plan 3.0 Construction Storniwater BMPs 3.1 The 12 BMP Elements 3.1.1 Element #1— Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land -disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: High Visibility Plastic or Metal Fence (BMP C103) • Silt fence (BMP` C233) Prior to commencement of project construction, limits of clearing will be delineated and demarcated with orange native growth fencing and silt fence. As the project construction progresses, straw and plastic will be used to protect exposed soils. Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.2 Element #2 — Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: a Stabilized Construction Entrance (BMP C 105) Construction Road/Parking Area Stabilization (BMP C 107) Stormwater Pollution Prevention Plan Alternate construction access BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.3 Element #3 — Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project include: 0 Sediment Trap (BMP C240) S Infiltration Trench Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to combined sewer systems). 3.1.4 Element #4 — Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: • Straw Bale Barrier (BMP C230) 0 Silt Fence (BMP C233) Stormwater Pollution Prevention Plan ■ Sediment Trap (BMP C240) a Storm Drain Inlet Protection (BMP C220) Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. The following BMPs will be implemented as end -of -pipe sediment controls as required to meet permitted turbidity limits in the site discharge(s). Prior to the implementation of these technologies, sediment sources and erosion control and soil stabilization BMP efforts will be maximized to reduce the need for end -of -pipe sedimentation controls. Construction Stormwater Filtration (BMP C251) Stormwater Pollution Prevention Plan 3.1.5 Element #5 — Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: Temporary and Permanent Seeding (BMP C120) a Mulching (BMP C 121) • Nets and Blankets (BMP C 122) Plastic Covering (BMP C123) Sodding (BMP C124) ■ Topsoiling (BMP C125) Dust Control (BMP C140) Early application of gravel base on areas to be paved Materials on Hand (BMP C150) may also be applicable. Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. 3.1.6 Element #6 — Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The following specific BMPs will be used to protect slopes for this project: Stormwater Pollution Prevention Plan • Temporary and Permanent Seeding (BMP C120) ■ Interceptor Dike and Swale (BMP C200) Y Grass -Lined Channels (BMP C201) Pipe Slope Drains (BMP C204) ■ Check Dams (BMP C207) • Materials on Hand (BMP C 150) Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.7 Element #7 — Protect Drain Inlets Drop Inlet Protection Catch Basin Filters If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 3.1.8 Element #8 — Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: • No BMPs to be implemented The outfall of the onsite flow control structure connects to an existing catch basin that drains to an existing detention tank. Stormwater Pollution Prevention Plan 3.1.9 Element #9 — Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing: ■ All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. • On -site fueling tanks and petroleum product storage containers shall include secondary containment. ■ Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. ■ In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. ■ Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Excavation and tunneling spoils dewatering waste: Demolition: Dewatering BMPs and BMPs specific to the excavation and tunneling (including handling of contaminated soils) are discussed under Element 10. Dust released from demolished sidewalks, buildings, or structures will be controlled using Dust Control measures (BMP C 140). Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will be protected using Storm Drain Inlet Protection (BMP C220 as described above for Element 7). Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and Surfacing Pollution Prevention measures (BMP C152). 10 Stormwater Pollution Prevention Plan Concrete and grout: Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under the Federal regulations of the Clean Water Act (CWA). 3.1.10 Element #10 — Control Dewatering There will be no dewatering as part of this construction project. Alternate dewatering control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.11 Element #11— Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP's specifications. Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any rainfall event that causes a discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. 11 Stormwater Pollution Prevention Plan 3.1.12 Element #12 — Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: Design the project to fit the existing topography, soils, and drainage patterns. ■ Emphasize erosion control rather than sediment control. ■ Minimize the extent and duration of the area exposed. ■ Keep runoff velocities low. Retain sediment on site. ■ Thoroughly monitor site and maintain all ESC measures. a Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site specific plan sheets will be updated annually. 3.3 Additional Advanced BMPs 12 Stormwater Pollution Prevention Plan 4.0 Construction Phasing and SNIP Implementation The BMP implementation schedule will be driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. Royal Hospitality, LLC. to insert the construction schedule here. 13 Stormwater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles and Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: Certified Erosion and Sediment Control Lead (CESCL) — primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. Resident Engineer — For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative ■ Emergency Ecology Contact — individual to be contacted at Ecology in case of emergency. IN Emergency Owner Contact — individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. ■ Non -Emergency Ecology Contact — individual that is the site owner or representative of the site owner than can be contacted if required. ■ Monitoring Personnel — personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. 14 Stormwater Pollution Prevention Plan 5.2 Team Members Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) Scott Reid 503-535-0345 Resident Engineer Jingsong Feng 206-431-7970 Emergency Ecology Contact Washington State DOE 24 hour Oil/spill 425-649-7000 Emergency Owner Contact Koong Cho 425-226-1812 Non -Emergency Ecology Contact Elaine Worthen 360-407-7229 Monitoring Personnel Scott Reid 503-535-0345 15 Stormwater Pollution Prevention Plan 6.0 Site Inspections and .Monitoring Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on -site construction activities and will include: A record of the implementation of the SWPPP and other permit requirements; Site inspections; and, Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on -site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 Site Inspection Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any rainfall event which causes a discharge of stormwater from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on -site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 17 Stormwater Pollution Prevention Plan 6.2 Stormwater Quality Monitoring 7.1 Recordkeeping 7.1.1 Site Log Book A site log book will be maintained for all on -site construction activities and will include: A record of the implementation of the SWPPP and other permit requirements; Site inspections; and, Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of 18 Stormwater Pollution Prevention Plan determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. 7.2 Reporting 7.2.1 Discharge Monitoring Reports Discharge Monitoring Report (DMR) forms will not be submitted to Ecology because water quality sampling is not being conducted at the site. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. 19 Stormwater Pollution Prevention Plan Appendix A — Site Plans 20 i 501-F x 6.25' Infiltration Trench 7 - Stormtech SC-740 Chambers Splash Pads 5'x5'x1' / 1 TP-4 �\ / ! I I 1 TP-5 I 1 / I + r Ir TTP-3 1 I Q / I / r TTP� -1� / 271 LF x 6.25' Infiltration Trench 38 - Stormtech SC-740 Chambers NORTH c CU d O -0 CU � a) LL J C (6 LL O Cn CL 0 30 60 120 ~ a li 1 "=60' t.11111110- _ -. Scale in Feet LEGEND TP-1 Approximate Location of _ ESNW Test Pit, Proj. No. ES-1313, July 2008 i ---� - LU I Subject Site - — Proposed Building`'" 0 Proposed Infiltration Trench 0 NOTE: The graphics shown on this plate are not intended for design purposes or precise scale measurements, but only to illustrate the approximate test locations ►elaJve to the approximate locations of existing and / or proposed site features. The information illustrated Drwn. By GLS Checked By is largely based on data provided by the client at the time of our study. ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. SSR Date 08/06/2008 NOTE: This plate may contain areas of color. ESNW cannot be Proj. No. responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 1313 Plate 2 S.E. 1/4, SW 1/4 AND S. 1/2, S.E. 1/4, SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST OF W.M. WASHINGTON I -/ - of I� J �1� m I 41111: I'.: W HAMPTON INN AND SUITES _ � motif 4 -�-•.' ..•... . 58672'23'E 22252' ro / LOT 5 �. PARCEL P / 092104 9 m s f / j HOTEL / FFr465.0 r ; _ (TO BE RELI N8B70'47JV r, d N / o � w � r LOT. 8 `xa FARCE Ur f 9"� ,II el, ry�r � J 30 9 +9 L] GRAM -EC SCALE SITE PLAIN SCALE: 1' - 30' FEDERAL WAY, WA. LEGAL DE,9CRFT Laws PARM NPr049184 E i PARCEL A. THAT PORTION OF THE SOUTH ONE-HALF OF THE SOUTHEAST 7/4 OF SEC71ON 9, TOWNSHIP 21 •"" , NORTH. RANGE 4 EAST, W.N., DES13iJ9E0 AS FOLLOWS •�• BEGINNING AT THE SOUTHWEST CORNER OF SAID SU80N WON; THENCE NORTH 0179'18' EAST e ALONG THE WEST LINE THEREOF A DISTANCE OF 54077 FEET TO THE EASTERLY MARGIN OF 23RD �. AVENUE SOUTH: THENCE NORTH 2S'1029' EAST ALONG SAID EASTERLY MARGIN A DISTANCE OF • _. ,1 7099 FEET TO A POINT OF CURVE: THENCE NORTHERLY CGIYRNUINO ALONG SAID EASTERLY MARGIN ALONG THE ARC OF A CURVE IV THE LEFT, So CURVE HAVING A RADIUS OF 39CG4 FEET THROUGH A CENTRAL ANGLE OF ZT55'14' A &STANCE OF 152.64 FEET; THENCE SOUTH W74'I5' EAST A DISTANCE OF 304,98 FEET; 7HENLE NORTH 017978' EAST A i DISTANCE OF 11.49 FEET; THENCE SOUTH 8824'15' FAST A DISTANCE OF 26aG O FEET THENCE NORT74 O179Y5• EAST A DISTANCE OF IM91 FEET, THENCE SOUTH 88=127' EAST A 015TANCE OF 1 - 45250 FEET, THENCE NORTH 01208' EAST A DISTANCE OF 27.55 FEET TO THE TRUE POINT OF TRACT, ■may Irf I ll I MAP BEGINNING OF THE HEREIN DESK EEO THENCE CON71NULNG NORTH 012998" EAST A DISTANCE OF 19095 FEET TO THE SOUTH MARGIN SrA1 r. NIS OF SOUTH 3T7M STREET, THENCE SOUTH 887227' FAST ALONG SAID SOUTH MARGIN A DISTANCE OF 41-0 FEET 70 A POINT OF CURW-- BOWL' EASTERLY AND NORTHERLY ADM M SAID SOUTH VEH WAL DATM MAWRf AND THE LAST MARGIN OF 28M AVENUE SOUTH ALONG THE ARC OF A CURVE TO THE (NGVD l929] LEFT. SAID CARVE HAVING A RADIUS OF 23MOD FELT THROUGH A CENTRAL ANGLE OF 8tT4'49" A DISTANCE OF 32G15 FEET TO AN INTERSECTION WITH WE NORTH LINE OF THE SOUTH 16100 FEET OF THE NORTH HALF OF THE NORTH HALF IV THE SOUTHEAST 1/4 OF SAID SOUTHEAST 1/4 OF l4F� SECTION 9; THENCE SOUTH 6='27r EAST ALONG SAID NORTH LINE A DISTANCE OF mm FEET WASHINGTON MORDIHA7E SYSTLV. NORTH 2ON& RAO 83/§I. TO THE WEST MARGIN OF PRIMARY STATE HIGHWAY HO T (W701STATE 5) AS NOW ESTABUSHEU,' THENCE SOUTH 183730' REST ALONG SAID NEST MARGIN A DISTANCE OF 374;94 FIST TO THE EAST LWE OF THE HEST 3D FEET OF SAID SOUTHEAST 1/4 OF THE SDUTFlAST 1/4 OF SECT= 9. SAW OF BEARM THENCE SOUTH 0145I5' WEST ALONG SAND FAST LINE AND CONTINUING ALONG SAID HEST MARGIN A DISTANCE OF 19.03 FEET; THENCE SOUTH 21U6'15' HEST CONTINUING ALONG SAID REST AWGgI RECORD NORTH: BASED UPON RECORD OF SURVEY FOR A DISTANCE OF K38 FEET; THENCE NORTH 8824'I5' NEST A DISTANCE OF 248.95 FEET M THE WASHINGTTN! STATE DEPARTMENT OF TRANSPORTATION, SR-5 RIGHT OF WAY ALIGNMENT, RECORDING NUMBER 2G0j13-MMfL CC1-8 TRUE POINT OF BEGINNING, THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SECTION 4 T. (ALSO KNOW14 AS LOT 5 (REHSEA APR&- 22. 1987) OF XING COUNTY LOT LINE ADJUSTMENT 21 M. R. 4 E, W.M. RECORAM UNDER KING COUNTY RECORDING NO. 87A51209401- BEARING. NW20'477E D(CEPT THAT PORTION THEREOF CONDEMNED FOR SOUND TRAAVT IN KING COUNTY SUPERIOR COURT CAUSE NOS 03-2-12827--7 KNT AND 04-2-0 468-8 KI17; SITUATE W THE CITY OF FEDERAL WAY, COUNTY OF KING, STATE OF WASHINGTON. WASRNCTON STATE DEPARTMENT OF 7RANSpORTARON, GEOGRAPHIC PARCEL & SERVICES SURVEY INFORMA71ON SYSTEM, GENERAL DESIGNATION AN EASEMENT FOR Wd1E5S AND EGRESS AS DESCRIED W KING COUNTY RECORDRG NOS. BM77W5--4-RESET, MONUMENT ID-1974, Di SIR= AS A NSDOT B7O5150734 AND 8705150754, AS AMENDED BY KING COUNTY RECORDING NOS 87092ZWn BRA DISK CEVENTED INTO A DRILL HOLE IN AND LEVEL KITH 88042I0192 AND 8910101211. RECORDS OF KING COUNTY.• THE SURFACE OF THE TOP OF THE ABUTMENT WALL FOUND NEAR SITUATE IN THE CITY OF FEDERAL WAY, COUNTY OF KING STATE OF WASHINGTON. THE NORTHERLY END OF THE NESIFRLY ABUTMENT NVLLL OF OVERPASS BRIDGE FOR SOUTH 3207H STREET OVER SR-S PARCFZ 092UM22 1: ELEVATION-4 aw8 CONVERTED FROM NAVD ELEVATION 45f 433'. PER PACIFIC NORTHWEST TITLE INSURANCE COMPANY, NO COMMITMENT FOR TITLE INSURANCE PaF?0PE l Y INF FMTXW ORDER No. BIBI75L POLICY Na 1093-241567, DATED MAY 31, 2006. ADDRESS 31520 267H AVENUE SOUTH PARGEJ_ A: THAT PORTION OF THE SOUTNW£ST QUARTER OF THE SOUTHEAST WARIER OF SECTION 9, FEDE7RAL WAY, WA 9B003 TOWNSHIP 21 NORTH. RANGE 4 EAST, WLL. W WING COUNTY. WWSNINGR}FC DESO4= AS PARCEL NUMBER 0921049185 AND 0921049031 FOLLOWS BEGINNING A THE sOUTHTWisT COWER OF SAID sU8DM57ft 7HD= NORTIE 01708' EAST ALONG THE NEST UNE THEREOF; A DISTANCE OF 54077 FEET TO THE EASTERLY MAItGIAI OF ZONING: CC (CITY CFNflF-CORE) 2AW AVENUE SOUTH: THENCE NORTH 2S'40'29' EAST ALONG SAID EASTERLY MARGIN A JN5IANCE OF 111.99 FEET TO A POINT OF C11 M ?HENCE NORTHERLY CONTINUING ALONG SAID EASTERLY SIZE AREA: 1OZ212 SO. FT. / 2-35 ACRES MARGIN ALONG THE ARC OF A CURVE TO THE LEFT. SAID CURVE HAVING A RADIUS OF 390.D4 FEET THROUGH A CENTRAL ANGLE OF 23'55 N" A DISTANCE W T6284 FEET: THENCE SOUTH CLIENT: ROYAL HOSPITALITY LLC W2415' EAST A DISTANCE OF 304.98 FEET,• THMOF NORTH 012918' EAST A DISTANCE OF 11.49 15M NEST VALLEY HIGHWAY FEET. 7HENCF SOUTH 8874"15' EAST A DISTANCE OF 265.00 FEET; THENCE NORTH 0179'18' EAST TUKWILA, WA 98168 A DISTANCE OF 1d9T FEET• THENCE SOUTH 887227' EAST A DISTANCE OF 45250 FEL7 TO THE PH. (425) 226-1812 TRUE POINT OF aErawmG OF THE HEREIN DESCPAMD TRACT., THENCE NORTH 0179'14r FAST A FAX (425) 255-7850 DWANCE OF 27,65 FEET' THENCE SOUTH 8824'15' EAST A DISTANCE OF 24&S5 FEET TD THE CIVIL PACIFIC E7NGNDFING DESIGIV, LLC NEST MARCH OF PRIMARY STATE WCHWAY 1NO, I (WTERSTATE 5) AS NOW ESTABLISHED; THENCE ENGINEER.' 15445 53RO AVE S. SOUTH 2f176`15' NEST ALONG SAID HEST MARGIN A DISTANCE OF 125 Of FEET,' THENCE SOUTH SEATIM WA 9086 2872'30' NEST CONTINUING ALONG SAID WEST MARGIN A DISTANCE OF 142.36 FEET; THENCE FA1DVr• (2X) 4d"-7970 NORTH 6938:56' VKSr A OWTANCF OF 25477 FEET: THENCE NORTH 52'4545' EAST A DISTANCE FAX {200J 3e8-1646 OF t2242 FEET; THENCE NORTH 012970' EAST A DISTANCE OF 61.02 FEET TO THE TRUE POINT CONTACT: JHGSOMC FERNS OF BEGINNING; (ALSO KNOWN AS PARCEL 8 OF KING COUNTY LOT LINE ADJUSTMENT RECORDED UNDER RECCROI.YG NUMBER 8705120940). ARCHITECT.- ABBOTT HEYS AND ARWATES 630 47H AVENUE $WIN, SUITE 201 PARCEL A-1: AN EASEMENT FOR INGRESS AND EGRESS AS DESCRIBED IN KING COUNTY RECORDING NUMBERS SEA'TLF, WA 98134 PRCNIE (205) 285-1224 8705160734 AND 87C5150735 AS AMENDED BY RECOftD2NC NUMBERS 87Cl92?3tl65, 86042I069? FAX (208) 263-6766 AND 8910101211, AND AS AMENDED BY STIPULATED „IJDGMENT AND DECREE OF APPROPRIATION IN KING COUNTY SUPERIOR COURT CASE NO. 04-2-00456-6, RECORDED UNDER RECORDING NUMBER 200.50504001748. BH-f INDEXI COI COVER SHEET CO2 COMPOSITE U71UTY PLAN CO3 TEMPORARY r;RG90411t2MM-NTARON CONTROL PLAN C04 TEWPORARY CONTROL DETAILS COS STANDARD NOTES COO GRADING AND DRAINAGE PLAN C07 SCORN DETAILS COB STORM DETAILS COO S70W DETAILS CIO STORM SECTIONS AND DETAILS Cif STORM SEC71CMS C12 STDRMIECH DETAILS CI3 97E DETAILS C14 SIZE DETAILS C15 DOSIING COND17ICNS :m I GO U ¢ ui Eli 0) (0 Z 1�7<0axZmU N NLZ.1a1.53:9. D3 mu Q% q I •'��n • Y-I 5 U ^Cd, w� WA Cj a SURVEYOR : HANSEN SURVEYING PROJECT NO.: 05MG LAND S:1RVE71}RS & CONSULTANTS 17420 1187H AVE SE RENTON, WA 980M DRAWN BY: '1LR PHONE (42S) 235-6440 FAX (425) 235-02M ISSUE DATE: 09- -07 UTILITY PROWDERS BLE TELEVISION: COMCAST CABLE 425-398-6131 SHEET REV.: 09-04-M ECTRIGTY: PUGET SOUND ENERGY 888.225-5773 S: PUGET SOUND ENERGY 888.225-5773 NITARY SEWER: LAKEHAVEN UTILITY DISTRICT 253-941-1516 ORM DRAIN: CITY OF FEDERAL WAY 253-835-2700 COVER SHEET LEPHONE3 OWEST 800-573-1311 ,TER: LAKEHAVEN UTILITY DISTRICT 253-941-1516 l•P-3tM11IT Nn- 05046C.M-O0ULWC APYHOYED _ col I,AiE: L-. S.E. 1/4, SW 1/4 AND S. 1/2, S.E. 1/4, SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST OF W.M. WASHINGTON— , yM.1}m2Yi11 AtFJmC S. (CER ITEMS 023 k 124) ji10, IRC (DISTURBED) �.9! '3 0.9G SOUTH 1.24' EAST 20 0 10 20 40 .. j' GB — �„ (TYPE Q S%H RIM=461.47 GRAPHC SCALE INV=449.93 (N) FIND, MC ►6422 0.37' ' INV-449.93 (W) ItuNnl ass' FAST p/�-, C p M INV=449.75 (5) pCAL 1 I - 20' co _ F y ..11 p49♦-f (ITEMS1]20, }ZS) UNN i(riCEy 20' INGRESS/EGRESS 5Y111sP79'IY fi CHA1H 6bE - ..I � 1tt1•� -.e..� PIG— ' rY •i�A`• I + '� i ` P 111I1yJ N,.N•� ~ I ` �L'_ ' I WI r3 �111� �: ,6 4 O,J R01.461,Pi �, �� • 1 I �I i; �!', IE=450.08 [YIJ N LE=450.03 (SEj I f 3 � , ' z I (• - � � 10' SEWER E$M'T. I (ITEM 113) I Try • I I �o m PELF - ►r 4 00921049031 4 0921049185 _� I INV ww .. 1 • • �' . I IY , . yyf�Wllt _ � 1 I I f `\ � ' LEGEND 12" D.I. FF- 4g5.00 FINISHED FLOOR ELEVATION �gB51_ FINISHED GRADE: 10' xA FsuT. 1? .ii•,' \ '�465 EXISTING GRADE 4 —ECT TO��'} i fT. REL mw'v M&F MR CIAU N!D OF AC= (REM f10) mao SPOT ELEVATION I ?. EX 12' 1W7ER Ny! I " = n— I I I a V• - \--- ' '--•� TYPE I CATCHBASIN W/ FRAME AND GNATS TYPE II CATCHBASIN W/ FRAME AND GRATE �. . a 1 E ► . 1 I I' �_ •'� '//j IJ I yE }�'�L '_' - i * . zY TYPE I CATCHBASIN W/ SOLID, LOCKING. LID. _ ® r �- TYPE II CATCHBA9N W/ SOLID. 24'0, LOCKING LID • : ND18it •f� �. a----- YARD DRAIN AREA DRAIN B' STORM CLEANOUT ' 11111� 5,014'18'W 17g•R' I { .,, >* �.v.'Px !WL �0.�cqg SANITARY SEWER MANHOLE . BUILDING CLEANOUT (SS 92E SERVICE) '•� — �� — _ � — � /I�1 � WA70 \ """" 0.o 1' Xk- 12 CON I \ IN -LINE CLEANOUT (MAIN OR SIDE SERVICE) F,- BEND WITH CONC. BLOOIDNG TEE WITH CONC. BLOCKING SSMH \ CAP WITH CONC. BLOCKING RIM=469.13 GATE VALVE INV=451.35 Yr } ) FIRE HYZRA14T ASMJ13LY INV=451.13 ( INV=451.08 (E) FIRE DEPARTMENT CONNECT I f ' f-- WATER METER [OPCS, oRa1NAGE ar UIILTRLS erv-4t —VI:iC "DRAINAGE wrir+r ~i. - pYr.ti PRESSURE REDUCING VALVE (PR1Q pr6al ®20) CBRIM-4 S 92 I arv.4� ® POST INDICATOR VALVE (PIV) INV.462.00 (W) LINE REDUCER a7 BLOW -OFF ASSMY. OR AIR VACUUM ASSMY. I I EN }7RE— NEW CLASS B ASPHALT PAVEMENT I H i CROSS Cs RIM.465 e7 �I DOUBLE DETECTOR CHECK VALVE VAULT (DDCV)- •I NEW POROUS ASPHALT PAVEMENT NVV-461m461.57 (E; 9321 IN.42 (5 10' FlLTERRA UNIT AS NOTED NEW CONCRETE SIDEWALK 1) SSMH RIM-461.03 INV=448.63 (N) INV-448-53 (S) 18' CONC. CB Rai-us9a IhW ❑I 3a FWD. IRC ►6422 0.01' NORTH O01' FAST 24' ST Li CEL (TYPE 1) it ST 5.1' W _ FENCE AL q CONNECT TO EX C8 ce .., _ NEW FW 'F►"'•r \ 'VAIN WIN NEW 1 � , 1rJ�lNNtl(F I \ Y �►J \ I \ 24 /' ► \ f�j, CUD 1n ' m1FDDFuIIU ¢ co Z .4Oox0m0 DWiova839 tou •^ n M . 1y}"�InE� •'r.4 p.,1 w.J b 60 W � U 03 ILI 0 0 Q Z 0� C G In � v kip LL Q 2 � r (Ty Iti [E� , yL] PROJECT NO,: 0SO4d / 48' 1) \9T T y DRAWN BY: 7L R \ ISSUE DATE: Oe-0I-07 \ SHEET REV.: 09-04'OIS �1HFIL177A7)012 TRENCHJ2 0921049320 oo1AP08rrEUiLrrY PLAN TERRA IT 4'x4' rsR o. D504acu--007J>MO i\ \ Arrnan CO2 S.E. 1/4, SW 1/4 AND S. 1/2, S.E. 1/4, SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST OF W.M. WASHINGTON 1' DOWN SLOPE WCOT CH MAX _ A S M GRADE 4' EXCAVATED SOILS �T 1, CROW ELOPE V-DffcH SPALLS ---.... TEMP ROCKED, CONSTRUCTION ENTRANCE SURFACE AREA DETERMINED RETRIEVAL STRAP {SUP AT THE TOP OF NOR. THROUGH SLOT IN GRAZE) 1,0' OK Ovm 1.0' MIN. PLACE INSERT ATE O OF FRAME, FLOW DEPTH AND PLACE GRATE CEEB INSERT MAP ,TOP �, 70 HOLD IT IN PUCE ELEY- 46200 4B' 20' SETTLING DEPTH L,r�;-Z SEDIMENT yr AOAP7ER SKIRT (FOR GRATE STORAGE A PERFECT FIT) OVERRFLOW (TO BYPASS 1.0 DEP7H OF 2'-4' RD �• PEAK STORM NXUMES) 1.O' DEP7H OF 3/4 =1 T, WASHED GRAVEL GEO7EXRLE FAD! SEDIMENT ACCUMULATION TRAP 901700 MAXIMUM FLOW RATE OF 500 GPM, INSM73 WILL NOT CAUSE ELCY-45&5 PONDIN0. FI75 ANY SIZE CATrHBASIN UP TO 30' x40' SEDIMENT FILTER INSERT V-DITCH ROCK MUST COMPLE7ELY COVM BOTTOM AND SIDES OF DITCH 10.8• i r�2.0' MIN. 20' IlIN.---1 �.-�_ 2 : 1 SLOPES FB 2'-4'ROCK L = THE DISTANCE SUCH THAT POINTS A' AND 'B' ARE OF EQUAL ELEVA71ON CPMOC DAM SPACNO ROCK CHECK DAM NOTE TRAP MAY BE FCRMED GY BERM OR BY PARTIAL OR COMPLETE EXCAVATION. 4.0' MIN. Row 6.0' MIN. MD7H x1UTN � ELEY=4eao0 1 _a 1.0' MINIMUM DEPTH OVERFLOW SPILLWAY s 1}s ..: .': POND BOTTOM `:.•G:�:;r .�i. 'S'''�ti'''�a - '�' (MAX) 1 2 NATIVE SOIL OR COLIpACTp7 BACITj' (BACKFILL 1D BE 1.0' MIN. DEPTH OF 3/4'- 1 ]/1' x OFPTN'O 4x-' FX0AFN4�. TYj Dsx OF wa91m GRAVEL. QUARRY SPALLS GEOTDMLE LINER 1.0' MIN. DEPTH OF 2'-4' ROCK DISCHARGE TO 5TAaLMl CDNVEYANCE OUiIET OR LEVEL SPEADER. TEMPORARY EROSION CONTROL TRAP FILTER FABRIC MATERIAL 1LJ13I`47)� IN 90' WIDE ROLLS TO RETAIN SEDIMENT FROM VERY 0.5' 2 x2' BY 14 GA. %IRE OR L' 4VALENT IF SMALL DISTURBED AREAS BY CONSTRUCTION OF A TEMPORARY FILTER FAEM MATERIAL �� (ATTALH TO W1� STANDARD STRENGTH FABRIC USED BAITMADE FROM RESIDUE MATERIAEMA LS AVAILABLE FROM CLEARING AND CRUD&N'G THE SITE COND171ONS WHERE PRAC710E APPLIES 20' 20r BELOW DISTURBED AREAS SUBJECT TO _ f; •^Y� SHEET AND RILL EROSION, WHERE ENOUGH RESIDUE MATERIAL IS F.40 YBE J/4' - 1,5' w,LViFD �:? gp' AVAILABLE FOR CONSRRUG710M OF GRAVEL BACJLR !N TRENCH SUCH A BAPJ7 rER• AND ON BOIK 90E5 OF FILTER a+ 1.0 ^ NOTE DOES NOT REPLACE THE NEED FENCE FABRIC ON THE SURFACE FOR A SEDIMENT TRAP OR POND. GRAVEL OR NAIVE MATERIAL 25' CAN BE LS' x4' DESIGN CRITPIVA/5PEC�F4AT01ft- 2 WOOD POST a, 0.0., MAXIMUM MINIMUM HEIGHT- 10'. POST Ste- FENCE POST SPACING MAY BE INCREASED MAXIMUM HEIGHT- SO'. TO B' IF WERE BACKNG IS USED MINIMUM WIDTH- 5.0' AT 173 BASE 8' MIN. MAXIMUM WIDTH- 1&0*. BURY BOTTOM OF A FILTER FENCE ANCHORED OVER THE FABRIC MATERIAL BRUSH BERM MAY BE REQUIRED BY 1N 8' x12' TRENCH KING COUNTY INSPECTOR TO ENHANCE THE FILTRATION ABILITY OF THE BAFR.rER. SILT FENCE 8LT FHVCE BPECT7CA7M 1. SEE DETAIL LEFT 2 THE GEOTE)COLE USED MUST MEET THE STANDARDS USED BELOW. A COPY OF THE MANUFACTURERS FABRIC SPECIFICATIONS MUST BE AVAILABLE ON-97E ADS (ASTM D4751) f00-400 SIEVE SIZE (R8-0.15MM) FOR SILT FILM 50-IW SEW SIZE (0.3-0.15MM) FOR OTHER FABRICS WATER PERMITDVITY (ASTM D4491) 0.02 SEC-' MINIMUM GRAB TENSILE STRENGTH (ASIM D4832) 'BULBS MIN. FOR EXTRA STRENGTH FABRIC 100 LB& MIN. FOR STANDARD STRENGTH FABRIC GRAB TENSILE ELONGA71ON (ASTIII D4832) JOX MAX ULTRAVIOLET RESISTANCE (ASTM 043W) 70.S MILL 3. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE WIRE BACKING OR CLOSER POST SPACING MAY BE REOUlHED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRAIY73 A STRONGER FENCE NOTES- 1. SEDIMENT SHALL BE REMOVED FROM WE POND WHIN IT REACHES I' DEPTH. 2 MY DAMAGE TO THE POI' EMMANKUPM OR SLOPES SHALL BE P "A1RL'D. W� Q rn i U Z Wco Z0 (Om1W aW A 5� U a 3 Q 3 coco Z Q Z 0�a Q cc � 2 � PROJECT NO.: 05046 DRAWN BY: iLR ISSUE DATE: 05-91-M SHEET REV.: 08-15-M TEWORAFIY 8EI)FF34TATION C)ONFFIOL DE_TALB 05='E-DErAJU-C".0M C04 S.E. 1/4, SW 1/4 AND S. 1/2, S.E. 1/4, SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST OF W.M. WASHINGTON GENERAL NOTES: I. ALL CONSTRUCTION SHALL BE IN ACCORDANCE MTN INC FEDERAL WAY CITY CODE (I =), APPLICABLE ORDINANCES AND THE CITY CQlINOL OONDITIONS OF PROTECT APPROVAL THESE DOCUMENTS ARE SIJi�PIF7MEHIED BY THE STANDARD SPECIFICATIONS POR ROAD, BRIDGE, AND MUNRCIPAL CONSTRUCTION (WSDOT/APWAI THE KING COUNTY ROAD STANDARDS OCORS), AND THE KING COUNTY SURFACE WATER DESIGN MANUAL (KCSWDM). IT SHALL BE THE SOLE RESPAVSr&LJ Y OF THE APPLICANT AND THE PROFESSIONAL ENGINEER 70 CORRECT ANY ERROR, OMISSION, OR VARIATION FROM THE ABOVE REQUV20AE7NTS FOUND IN THESE PLANS ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST OR LIABILITY TO THE CITY OF FEDERAL WAY. 2. THE DESIGN ELEMENTS WITHIN THESE PLANS HAVE BEEN REVIEWED ACCORDING TO THE FEDERAL WAY ENGINEERING REVIEW CHECKLIST. SOME ELEMENTS MAY HAVE BEEN OVERLOOKED OR MISSED BY THE CITY ENGINEERING PLAN REVIEWER. ANY VARIANCE FROM ADOPTED STANDARDS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY OF FEDERAL WAY, PRIOR TO CONSTRUCTION. 3. APPROVAL OF THIS ROAD, GRADING AND DRAINAGE PLAN DOES NOT CONS71TUTE AN APPROVAL OF ANY OTHER CONSTRUCTOH (LE DOMESTIC WATER CCNWYANGF_ SEWER WNWANOL GAS ELECTRICYLY. £TC.) 4. BEFCNIE ANY OLNSRLUCRON OR DEVELOPMENT ACTIVITY, A PRED'O NSTRUCDON MEETING MUST RE HEI+D BETWEEN THE CITY OF FEDERAL WHY, THE APPLICANT, AND THE APPLICANT'S CONSTRUCTION REPRESENTATIVE 5 A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS 6. CONSTRUCTION NOISE SHALL BE UNITED AS PER FWCC (SECTION 22-10081' NORMALLY THIS IS 7 A.M. TO e RAO.. MONDAY THROUGH FRIDAY AND 9 A.M. TO 8 P.M., SATURDAY, 7. IT SHALL BE THE APPLICANT'S/CONTRACTORS RE.spONsEE1.1TY To OBTAIN ALL CONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF-97E WORK M7HIN THE ROAD RIGHTS OF WAY. e. FRANCHISED UTILITIES OF OTHER INSTALLATIONS THAT ARE NOT SHOWN ON THESE APPROVED PLANS SHALL NOT BE CONSTRUCTED UNLESS AN APPROVED SET OF PLANS THAT MEET ALL CITY REQUIREMENTS AND THE RF.OrJ:REVENTS OF KCRS CHAPTER 8 ARE SUBMITTED TO THE CITY OF FEDERAL WAY AT LEAST THREE DAYS PRIOR TO CONSTRUCTION. 9. VERTICAL DATUM SHALL BE KCAS OR NGI4}29. 10. GROUNDWATER SYSTEM CGNS7RUCTION SHALL BE WITHIN A RIGHT OF WAY OR APPROPRIATE DRAINAGE EASEMENTS BUT NOT UNDERNE47H THE ROADWAY SECTION. ALL GROUNDWATER SYSTEMS MUST BE CONSTRUCTED IN ACCORDANCE WITH 714E WWOT/APWA STANDARD SPECIFICATIONS IL ALL U71LITY TRENCHES IN THE RiCHT OF WAY SHALL BE RMOWFTLLED WITH 5JB INCH CRUSHED ROCK. 12. ALL UTILITY TRENCHES SHALL BE RACWWLLED AND CLWPACTI37 70 96X DENSITY. 13. ALL ROADWAY SUBGRADE SHALL BE BACKFILLED AND COMPACTED TO 95x DENSITY IN ACCORDANCE WITH WWOT 2-05.3 14. OPEN CUTTING OF E70S71NG ROADWAYS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE PUBLIC WORKS DIRECTOR AND NOTED ON THESE APPROVED PLANS ANY OPEN CUT SHALL BE RESTWtED IN ACCORDANCE WITH KCIRS 8.03(B)3. 15. WE CONTRACTOR SHALL BE RESPONSIBLE FOR PROWaNNG ADEQUATE SAFEGUARDS, SAFETY D"C€% FR07ECRW EQUIPMENT, FL4GG1ERA AND ANY OTHER NEEDED ACTIONS TO PROTECT LIFE HEALTH AND SAFETY OF THE PUBLIC AND M PROTECT PROPERTY IN CONNECTION KITH THE PERFO1WlAN'CE OF WORK COVERED RY THE CONTRACTOR. ANY WORK MINN THE TRAVELED PJC 1T OF WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC AFFECTED. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-07.23-7RAFFIC CONTROL, SHALL APPLY. 16 CONTRACTOR SHALL PROVIDE AND INSTALL ALL REGULATORY AND WARNING SIGNS PER THE LATEST EDITION OF MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES 17. ALL UTILITIES SHALL BE ADJUSTED 70 FINAL GRADE AFTER PAYING ASPHALT WEARING COURSE 18. ROCKERIES ARE CRVS'DERED TO BE A METHOD OF BANK STABIUZ47ION AND EROSION ONLY. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS ALL ROCKERIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH CFW DRAWING NUMBERS 3-22, 3-23. ROCKERIES MAY NOT EXCEED SIX FEET IN HEIGHT FOR CUT SECTIONS OR FOUR FEET IN HEIGHT FOR FILL SECTIONS UNLESS DESIGNED BY A GEOTECHNICAL OR STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHING70N. DRAINAGE NOTES: PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY PRIOR TO THE PRECONSTRUC710N MEETING ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH WSDOT 7-623(I). THIS SHALL INCLUDE LEVELING AND COMPACTING THE TRENCH BOTMK ENE TOP OF FWNDATION MATERIAL. AND REQUIRED DUPE BEDOIHG 70 A UNIFORM CRAVE SO THAT THE ENTIRE PIPE IS SUPPOR7E0 BY A UNIFORMLY DENSE UNYIELDING BASE = PIPE SHALL RF GALVAMZ0 AND RAVE ASPHALT 7REATMENT /1 OR &7W? INSIDE AND OUTSIDE. ALL DRAINAGE STRUCTURES SUCH AS CA RCN BASINS ANO MANHOLES NOT LOCATED WITHIN A TRAVELED ROADWAY OR SIDEWALK, SHALL HAVE SOLID LOCKING LIDS ALL DRAINAGE STRUCTURES ASSOCIATED WITH A PERMANENT RETENTION/DEMYTION FACILITY SHALL HAVE SCUD LOCKING UDS ALL CATCH BASIN GRATES SHALL CONFO" TO CSW DRAWDNG NUMBERS 4-1. 3L A 4 OR 5. ALL DRIVEWAY CULVERTS LOCATED MTHAN TIHE RIGHT OF WAY SHALL BE OF SUFFACENT LENGTH 70 PROVIDE A MINIMUM art SLOPE FROM THE EDGE OF THE DOVEiVAY TO THE BOTTOM OF THE DITCH. CULVERTS MAU HAVE BEVELED END SECTIONS TO MATCH THE SIDE SLOPES ROCK FOR EROSION PROTECTION OF DITCHES CHANNELS AND SWAT M WHERE REWIRED, MUST BE OF SOUND QUARRY ROCK, PLACED TO A DEPTH OF ONE FOOT AND MUST MEET THE FOLLOWING SPECIFICATIONS 4'-B' ROC4140> -MX PASSW4` 2"-4' ROCK/SOX-40% PASSNG, AND -2' ROCK/TOX lox PHASNG INSTALLATION SHALL BE IN ACCORDANCE WITH KCRS DRAWING NUyEro? 51 OR AS AMEN4ED BY THE APPROVED PLANS RECYTYED ASPHALT OR CONCRETE RUBBLE SHALL NOT BE USED. LOTS NOT APPROVED FOR 7NFIL7RATION SHALL. BE PROVIDED WITH DRAINAGE OUTLETS (STUB-OU75). STUB -OUTS STALL CONFORM TO THE FOLLOWING A EACH OUTLET SHALL BE SUITABLY LOCATED AT THE LOWEST ELEVATION ON THE LOT So AS M SERVCE ALL FUTURE ROVE DOWNSPOUTS AND FOOTING DRAWS DRIVEWAYS YARD DRAINS AND ANY OTHER SURFACE OR SUB -SURFACE` DRAINS NEOE55ARY TO RENDER THE LOTS SUITABLE FOR THEIR INTENDED USE EACH OUTLET SHALL HAVE FREE -FLOWING POSITIVE DRAINAGE TO AN APPROVED STORMWATER CONVEYANCE SYSTEM OR TO AN APPROVED OUTFALL LOCATION. B. OUTLETS ON EACH LOT SHALL BE LOCATED WITH A FIVE-FOOT HIGH, 2 X 4 STAKE MARKED STORM'. THE STUB -OUT SHALL EXTEND ABOVE SURFACE LEVEI, BE VISIBLE AND BE SECURED TO THE STAKE G PIPE MATERIAL SHAH L' +WrORY TO UNOFRORAW SPEG'FTCAADIiS DESME'M IN KCRS Z04 AND, IF NONMETALLIC 771E APE SHAD. O'ON7AW WE OR OTHER ACCEPTABLE DETECTION. D. DRAINAGE EASEMENTS ARE REQUIRED FOR DRAINAGE SYSTEMS DESIGNED TO CONVEY FLOWS THROUGH INDIVIDUAL LO7S B THE APPLICANT/CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE LOCATIONS OF ALL STUB -OUT CONVEYANCE LINES WITH RESPECT TO THE UTILITIES V.E PUI1. GAS, TELEPHONE TETEMSONj F. ALL INDWNOVAL SM-OUTS SHALL BE PRIVATELY OWNED AND MAINTAINED BY THE LOT HOMEOWNER. EROSION/SEDIMENTATION CONTROL NOTES. I. APPROVAL OF THIS EROSION/SEVI,VENTATION CONTROL (ESO) PLAN DOES Nor CONSTITUTE' AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (LE SIZE AND LOCATION OF ROADS, PIPES` RESTRICTORS CHANNELS RETENTION FACILITIES UTILITIES ETC.). 2 THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE; REPLACEMENT, AND UPGRADING OF THESE ESC FACW71ES IS THE RFSPpN5B1LITY OF THE APPLICANT/CONTRACTOR UN71L ALL CONSTRUCTION IS APPROVED. 3 THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSMUC710N PERIOD, NO DISTURBANCE BEYOND THE FLAGGED CLEARING UNITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANT/CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 4. THE ESC FAOU77ES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES AND IN SUCH A MANNER AS TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM OR VIOLATE APPLICABLE WATER STANJAR,'FL 5. THE ESC FAOU71ES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS WRING THE CONSTRUCTION PERIOD, THESE ESC FACILITES SHALL BE UPGRADED aE. ADDITIONAL SUMPS RELOCATION OF DITCHES AND SILT FENCES, ETC.) AS NEEDED FOR UNEXPECTED S70RM EVENTS 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING 7. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS WHERE NO FURTHER WORK IS ANTICIPATED OR A PERIOD OF 15 DAYS SHALL BE IMMEDIATELY STABIUZED 07H THE APPROVED ESC METHODS (LE. SEEDING, MULCHING NETTING, EROSION BLANKET; M) 8. ANY AREA NEEDING ESC MEASURES NOT REQUIRING IMMEDIATE ATTENTION, SMALL BE ADDRESSED WITHIN 15 DAYS 9. THE ESC FACILITIES ON INACTIVE 97ES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR M7HIN THE 48 HOURS FOLLOWING A STORM EVENT 10. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR 70 PAYING THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. IL STA8ILLIED CONSTRUCTION ENTRANCES AND WASH PADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT LEAN FOR THE DURATION OF THE PROJECT. 12 DURING THE TIME PERIOD OF OCTOBER 1 THROUGH APRIL 31, ALL PROECT DISTURBED AREAS GREATER THAN 5,000 SQUARE FEET, THAT ARE LEFT UNNORKED FOR MORE THEN 12 HOURS SHALL BE COVERED BY ONE OF THE FOLLOWING COWER MEASURES: MULCH, SOD, OR PLASTIC COVERING 13. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO FUNC710N ULTIMATELY AS AN INFILTRATION OR 0SPERSLW SYSTEM, THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. NO UNDERGROUND DETENTION TANKS OR VAULTS SHALL BE USED AS A TEMPORARY SETTUNG BASIN. 14. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE Q.E, ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY BO POUNDS PER ACRE). 15. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF TWO INCHES 16. MANAGEMENT PRACTICES PROVIDING SIGNIFICANT TREE PROTECTION SHALL BE PROVIDED PER SECTION 22-ISOB (C) (6) (A-G) OF FWOG CONSTRUC770N SEOUENCE: I. BEFORE ANY CONSTRUCTION OR DEVELOPMENT AC7INTY, A PRECONSTRUCTION MEETING MUST BE HELD BETWEEN THE CITY OF FEDERAL WAY, THE APPLICANT AND APPLICANT'S CONSTRUCTION REPRESENTATIVE 2 FLAG CLEARING LIMITS 3. INSTALL STABILIZED CONSTRUCTION ENTRANCE 4. INSTALL FILTER FABRIC FENCE AS INDICATED ON PLAN. 5. INSTALL OFFSITE CATCH BASIN PROTECTION. 6. CONSTRUCT SEDIMENT TRAP/POND. 7. CLEAR AND GRUB AREAS OF THE 517E TO BE ROUGH GRADED OR FILLED. 8. INSTALL INTERCEPTOR SWALES119MUS AND CHECK DAMS 9. ROUGH GRADE SITE AND INSTALL STORM CONVEYANCE SYSTEM AND RETENTION/DETENTION FACILITIES PROVIDE INLET PRO7EC71CN WHERE INDICATED. 10. INSTALL REMAINING UTILITIES AND BUILDING 11. FINISH GRADE SITE AND CONSTRUCT ASPHALT PARKING AREAS ACCESS DRIVES SIDEWALKS CURBS AND GUTTERS IZ COMPLETE 517E STABIUZA71ON IN ACCORDANCE WITH LANDSCAPE PLANS 13. CLEAN S70RM DRAINAGE SYSTEM, ON AND OFF SITE; OF ALL SEDIMENT AND DEBRIS 14. REMOVE TEMPORARY EROSION CONTROL FACILITIES WHEN SITE IS COMPLETELY STASs L1r_D, WET SEASON SPECIAL PROVISIONS 1. THE ALLOWED TIME THAT A DISTURBED AREA CAN REMAIN UNWORKED WITHOUT COVER MEASURES IS REDUCED TO TWO DAM RATHER THAN SEVEN (SECTION D.421 Z STOCKPILES AND STEEP CUT AND FILL SLOPES ARE TO BE PROTECTED IF UNWORKED FOR MORE THAN 12 HOURS (SECTION D.4.21 3. COVER MATERIALS SUFFICIENT TO COVER ALL Or TT.R6ED AREAS SHALL G STOCKPILED ON SITE (SECTION D.4,2). 4. ALL AREAS THAT ARE TO BE UNWORKED DURING THE WET SEASON SHALL BE SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON (SECTION 0). 5 MULCH IS REWIRED TO PROTECT ALL SEEDED AREAS (SECTION 0). 6. FIFTY LINEAR FEET OF SILT FENCE (AND THE NECESSARY STAKES) PER ACRE OF DISTURBANCE MUST BE STOCKPILED ON SITE (SECTION D.4.3.7). 7. CONSTRUCTION ROAD AND PARKING LOT STABIUZA710N ARE REWIRED FOR ALL SITES UNLESS THE SITE IS UNDERLAIN BY COARSE -GRAINED SOIL (SECTION D.4.42). 8. SEDIMENT REMV710N IS REQUIRED UNLESS NO OFFEITE DISCHARGE IS ANTICIPATED FOR THE SPECIFIED DESIGN FLOW (SECTION D.A5). 9. SURFACE WATER CONTROLS ARE REQUIRED UNLESS NO OFFSITE DISCHARGE IS AN77CIPA7ED FOR THE SPECIFIED DESIGN FLOW (SECTION 0). 10. PHASING AND MORE CONSERVATIVE BMPS MUST BE EVALUATED FOR CONSTRUCTION ACTIVITY NEAR SURFACE WATERS (SECTION D.5.3} 11. ANY RUNOFF GENERATED BY DEWATFRING SHALL BE TREATED THROUGH CONSTRUCTION OF A SEDIMENT TRAP (SECTION D.4,5.1) WHEN THERE IS SUFFICIENT SPACE OR BY RELEASEING THE WATER TV A WELL -VEGETATED, GENTLY SLOPING AREA. SINCE PUMPS ARE USED FOR DEWATERING IT MAY BE POSSIBLE TO PUMP THE SEDIMENT -LADEN WATER WELL AWAY FROM THE SURFACE WATER SO THAT VEGETATION CAN BE MORE EFFECTIVELY UTILIZED FOR TREATMENT. A STRAW BALE FILTER SHALL BE PLACED AROUND THE DISCHARGE FROM THE DEWATERING PUMP. IF THERE IS NOT SPACE FORA SEDIMENT TRAP OR 25 FEET OF SUITABLE VEGETATION, OTHER FILTRATION METHODS SHALL BE REWIRED CONSISTENT WITH KCC III IZ THE FREQUENCY OF MAINTENANCE REVIEW INCREASES FROM MONTHLY TO WEEKLY (SECTION D.5.4). U1 ca O1 03 ro o Q I T {�W-J V W� Sd z ipk mwo N NW LWnIL-U..,3Ill. wu Cd •rl .,.I pi bA 9 U b 15O WA >� U a+ 3 Q 3 o� LL W 0 N Z Q R Z)t�)t O pp yy��pppppp�� JgNn ��3Q3bbN� n N Q ¢ S ILL 2 � PROJECT NO.: 05W DRAWN BY: TLR ISSUE DATE: 09-OF07 SHEET REV.: 08-15-00 SITAMAM NOTES 0701EKIOI�:OSOPO C05 S.E. 1/4, SW 1/4 AND S. 1/2, S.E. 1/4, SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST OF W.M. WASHINGTON- , La ,"I firrPE n Wj FRAME d GRATE -- W/ SOLID LOCKING LID • INV,-465.30 (12) CAUTION N � . - :� r �. ^�'^ - • • . • • • INV.-4B1.33 (8- OVERFLOW)RIM-4S2.90 CAUTION INV.=458.80 j ,12' SE LOCATE EbSTING GAS MAIN PR10R i0 • F � ^ - r 83= w /)0 (TYPE 1) INV.=457.76 1N IRC (OURIRBE OONS7RUC710N. NO71FY ENGINEER OF ,w 20 a 10 20 ' < r• - 1 , �os�; �.�,.� , :•;rrF .:. 4d4.6 OCKIh� INV.=45B.7Bf (24' S11� ANY CONFLICTS AND PROTECT IN PLACE JLF,. S (7 RIM=483.50 C8 TYPE I SCALE INV.=459.50 (8 PERF W d S) i8( ) W/ n10. iqC #6422 0 3 a 3 N N Z Q a Z Z 0 W�a•�a, IY j 7111I 11L�+- y1'19'LE'-W 27830" t - _SIDEWALK l_ 24' STo • ~ S-D•x PROJECT NO.: 050" if \ ` (1 souiN 0.0 wESr - xp Sr0. ` i 82LF 8- PERF\PVC {\ DRAWN BY: C.S Is • .., 1 1 V • "ti �' n1 \ ISSUE DATE: O9-01-07 EX C.OwnM DEVELOP® CONDUM EARTHWORK SUMMARY NEW rNNEEL - �• 7.25 E , p1�TtTar'7M era+ \ 1 SHEET REV: O9-04-03 TOTAL AREA TO DRAINAGE AREA TO INFlL7RARON TRENCH CHAIR To. I i1. i S SC-740 ` 1 COURT YARD HOTEL TOTAL GE AR 1.84 All if TOTAL EXCAVATION -4,947 CY. I 'RLW; ` E ;-21 L 1 PARKING LOT DE7FNRON TOTAL FILL = 510 CY. �- 1 IMPERV.=1.14 AC. (AFTER COUNTING PERVIOUS TANK-1.91 AIM IMPERV.-0.73 AC. AAVEMENT CREDIT] NOTE: THE ABOVE EARTHWORK CALCULATION IS Rt71 - \ 2BLF CURa S d921049320 1 TILL GRASS=a33 AC. �• CRA -R7O Aa BASED ON THE ELEVATION DIFFERENCE BETWEEN I 4' )A• TREE NOLES I�•qi d G WI B�� { 1 GFtADff4G AM TILL AN PASTURE a85 AG THE FINISHED GRADE AND THE DOS71NG GROUND. NEW SIDLE CURB OP IIG 1 \ \ DFIANA(;E DRAINAGE AREA 70 INFlL7RA710N TRENCH 12 an'.�53-24 •� l FOR FIT. r \ TOTAL AREA-CLI37 Aa. G6 IW-45a.01NEW ♦ R- PA 41FMk7Y-R CAE,YX (AFTTR COUNTING PREVIOUS M=/6200 (1V) INV=452.91 D IL'EW , a� ( 1 ) \ NOC r OLNLG. �•' FRTERRA,I, 7GP II I TRL GRASS-QOf AC, Q N 57RREk7�TRfIXE // DRAINAGE AREA 70 INFlL7RARON TRENCH �i 1DJ OU 11 (TYPE 1) ♦ yyZ a. (4, J ! Dmlacm�oenwp TOTAL AREA-IL4O Ar (OFFSI7E) f FAWF d LoryGNc 1 C IMPERVIOUS AREA-a17 AG TILL GRASS-a23 AC, iti\'-a01 77 (E) VANED GRATE C06 INV=A61 42 s) RIM- - ♦ k r d 5 / INY.=45EL745873 (4' IN) � \ � � ♦ � INV.-45a40 (a- PERO •I S �r SAWCUT MATCH EX C.,"ALK AT EX. JMT a Stormwater Pollution Prevention Plan Appendix B — Construction BMPs High Visibility Plastic or Metal Fence (BMP C103) Stabilized Construction Entrance (BMP C105) Construction Road/Parking Area Stabilization (BMP C107) Sediment Trap (BMP C240) Infiltration Trench Straw Bale Barrier (BMP C230) Silt Fence (BMP C233) Sediment Trap (BMP C240) Storm Drain Inlet Protection (BMP C220) Temporary and Permanent Seeding (BMP C120) Mulching (BMP C 121) Nets and Blankets (BMP C122) Plastic Covering (BMP C123) Sodding (BMP C 124) Topsoiling (BMP C125) Dust Control (BMP C140) Early application of gravel base on areas to be paved Materials on Hand (BMP C150) may also be applicable. Temporary and Permanent Seeding (BMP C120) 21 Interceptor Dike and Swale (BMP C200) Grass -Lined Channels (BMP C201) Pipe Slope Drains (BMP C204) Check Dams (BMP C207) Materials on Hand (BMP C150) Stormwater Pollution Prevention Plan 22 BMP C103: High Visibility Plastic or Metal Fence Purpose Fencing is intended to: (1) restrict clearing to approved limits; (2) prevent disturbance of sensitive areas, their buffers, and other areas required to be left undisturbed; (3) limit construction traffic to designated construction entrances or roads; and, (4) protect areas where marking with survey tape may not provide adequate protection. Conditions of Use To establish clearing limits, plastic or metal fence may be used: At the boundary of sensitive areas, their buffers, and other areas required to be left uncleared. As necessary to control vehicle access to and on the site. Design and o High visibility plastic fence shall be composed of a high -density Installation polyethylene material and shall be at least four feet in height. Posts Specifications for the fencing shall be steel or wood and placed every 6 feet on center (maximum) or as needed to ensure rigidity. The fencing shall be fastened to the post every six inches with a polyethylene tie. On long continuous lengths of fencing, a tension wire or rope shall be used as a top stringer to prevent sagging between posts. The fence color shall be high visibility orange. The fence tensile strength shall be 3601bs./ft. using the ASTM D4595 testing method. Metal fences shall be designed and installed according to the manufacturer's specifications. • Metal fences shall be at least 3 feet high and must be highly visible. • Fences shall not be wired or stapled to trees. Maintenance If the fence has been damaged or visibility reduced, it shall be Standards repaired or replaced immediately and visibility restored. 4-6 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C105: Stabilized Construction Entrance Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a stabilized pad of quarry spalls at entrances to construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. On large commercial, highway, and road projects, the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SVWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. Design and . See Figure 4.2 for details. Note: the 100' minimum length of the Installation entrance shall be reduced to the maximum practicable size when the Specifications size or configuration of the site does not allow the full length (100'). • A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength (ASTM D4751) 200 psi min. Grab Tensile Elongation (ASTM D4632) 30% max. Mullen Burst Strength (ASTM D3786-80a) 400 psi min. AOS (ASTM D4751) 20-45 (U.S. standard sieve size) • Consider early installation of the first lift of asphalt in areas that will paved; this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. • Hog fuel (wood -based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. • Fencing (see BMPs C103 and C104) shall be installed as necessary to restrict traffic to the construction entrance. 4-8 Volume 11 — Construction Stormwater Pollution Prevention February 2005 • Whenever possible, the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance • Quarry spalls (or hog fuel) shall be added if the pad is no longer in Standards accordance with the specifications. • If the entrance is not preventing sediment from being tracked onto pavement, then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. • Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, the construction of a small sump shall be considered. The sediment would then be washed into the sump where it can be controlled. • Any quarry spalls that are loosened from the pad, which end up on the roadway shall be removed immediately. • If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing (see BMPs C103 and C104) shall be installed to control traffic. • Upon project completion and site stabilization, all construction accesses intended as permanent access for maintenance shall be ermanently stabilized. Dmreway shall meet the ragvlroments of the permitting agency It Is recommended that the entrance be crowned so that runoff P oad drains off the pad i r I0 i Install driveway culvert if the Is a roadside ditch present 4"4' quarry spells Geolextlle 12" min. thickness Provide full width of ingress/egress area Figure 4.2 — Stabilized Construction Entrance February 2005 Volume ll — Construction Stormwater Pollution Prevention 4-9 BMP C107: Construction Road/Parking Area Stabilization Purpose Stabilizing subdivision roads, parking areas, and other onsite vehicle transportation routes immediately after grading reduces erosion caused by construction traffic or runoff. Conditions of Use ° Roads or parking areas shall be stabilized wherever they are constructed, whether permanent or temporary, for use by construction traffic. ■ Fencing (see BMPs C103 and C104) shall be installed, if necessary, to limit the access of vehicles to only those roads and parking areas that are stabilized. Design and • On areas that will receive asphalt as part of the project, install the first Installation lift as soon as possible. Specifications . A 6-inch depth of 2- to 4-inch crushed rock, gravel base, or crushed surfacing base course shall be applied immediately after grading or utility installation. A 4-inch course of asphalt treated base (ATB) may also be used, or the road/parking area may be paved. It may also be possible to use cement or calcium chloride for soil stabilization. If cement or cement kiln dust is used for roadbase stabilization, pH monitoring and BMPs are necessary to evaluate and minimize the effects on stormwater. If the area will not be used for permanent roads, parking areas, or structures, a 6-inch depth of hog fuel may also be used, but this is likely to require more maintenance. Whenever possible, construction roads and parking areas shall be placed on a firm, compacted subgrade. • Temporary road gradients shall not exceed 15 percent. Roadways shall be carefully graded to drain. Drainage ditches shall be provided on each side of the roadway in the case of a crowned section, or on one side in the case of a super -elevated section. Drainage ditches shall be directed to a sediment control BMP. Rather than relying on ditches, it may also be possible to grade the road so that runoff sheet -flows into a heavily vegetated area with a well - developed topsoil. Landscaped areas are not adequate. If this area has at least 50 feet of vegetation, then it is generally preferable to use the vegetation to treat runoff, rather than a sediment pond or trap. The 50 feet shall not include wetlands. If runoff is allowed to sheetflow through adjacent vegetated areas, it is vital to design the roadways and parking areas so that no concentrated runoff is created. G Storm drain inlets shall be protected to prevent sediment -laden water entering the storm drain system (see BMP C220). Maintenance • Inspect stabilized areas regularly, especially after large storm events. Standards . Crushed rock, gravel base, hog fuel, etc. shall be added as required to maintain a stable driving surface and to stabilize any areas that have eroded. • Following construction, these areas shall be restored to pre -construction condition or better to prevent future erosion. 4-12 Volume 11— Construction Stormwater Pollution Prevention February 2005 BMP C120: Temporary and Permanent Seeding Purpose Seeding is intended to reduce erosion by stabilizing exposed soils. A well -established vegetative cover is one of the most effective methods of reducing erosion. Conditions of Use Seeding may be used throughout the project on disturbed areas that have reached final grade or that will remain unworked for more than 30 days. • Channels that will be vegetated should be installed before major earthwork and hydroseeded with a Bonded Fiber Matrix. The vegetation should be well established (i.e., 75 percent cover) before water is allowed to flow in the ditch. With channels that will have high flows, erosion control blankets should be installed over the hydroseed. If vegetation cannot be established from seed before water is allowed in the ditch, sod should be installed in the bottom of the ditch over hydromulch and blankets. • Retention/detention ponds should be seeded as required. • Mulch is required at all times because it protects seeds from heat, moisture loss, and transport due to runoff. • All disturbed areas shall be reviewed in late August to early September and all seeding should be completed by the end of September. Otherwise, vegetation will not establish itself enough to provide more than average protection. • At final site stabilization, all disturbed areas not otherwise vegetated or stabilized shall be seeded and mulched. Final stabilization means the completion of all soil disturbing activities at the site and the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures (such as pavement, riprap, gabions or geotextiles) which will prevent erosion. Design and Seeding should be done during those seasons most conducive to Installation growth and will vary with the climate conditions of the region. Specifications Local experience should be used to determine the appropriate seeding periods. • The optimum seeding windows for western Washington are April 1 through June 30 and September 1 through October 1. Seeding that occurs between July 1 and August 30 will require irrigation until 75 percent grass cover is established. Seeding that occurs between October 1 and March 30 will require a mulch or plastic cover until 75 percent grass cover is established. • To prevent seed from being washed away, confirm that all required surface water control measures have been installed. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-13 The seedbed should be firm and rough. All soil should be roughened no matter what the slope. If compaction is required for engineering purposes, slopes must be track walked before seeding. Backblading or smoothing of slopes greater than 4:1 is not allowed if they are to be seeded. New and more effective restoration -based landscape practices rely on deeper incorporation than that provided by a simple single -pass rototilling treatment. Wherever practical the subgrade should be initially ripped to improve long-term permeability, infiltration, and water inflow qualities. At a minimum, permanent areas shall use soil amendments to achieve organic matter and permeability performance defined in engineered soil/landscape systems. For systems that are deeper than 8 inches the rototilling process should be done in multiple lifts, or the prepared soil system shall be prepared properly and then placed to achieve the specified depth. Organic matter is the most appropriate form of "fertilizer" because it provides nutrients (including nitrogen, phosphorus, and potassium) in the least water-soluble form. A natural system typically releases 2-10 percent of its nutrients annually. Chemical fertilizers have since been formulated to simulate what organic matter does naturally. In general, 10-4-6 N-P-K (nitrogen -phosphorus -potassium) fertilizer can be used at a rate of 90 pounds per acre. Slow -release fertilizers should always be used because they are more efficient and have fewer environmental impacts. It is recommended that areas being seeded for final landscaping conduct soil tests to determine the exact type and quantity of fertilizer needed. This will prevent the over -application of fertilizer. Fertilizer should not be added to the hydromulch machine and agitated more than 20 minutes before it is to be used. If agitated too much, the slow -release coating is destroyed. There are numerous products available on the market that take the place of chemical fertilizers. These include several with seaweed extracts that are beneficial to soil microbes and organisms. If 100 percent cottonseed meal is used as the mulch in hydroseed, chemical fertilizer may not be necessary. Cottonseed meal is a good source of long-term, slow -release, available nitrogen. Hydroseed applications shall include a minimum of 1,500 pounds per acre of mulch with 3 percent tackifier. Mulch may be made up of 100 percent: cottonseed meal; fibers made of wood, recycled cellulose, hemp, and kenaf; compost; or blends of these. Tackifier shall be plant - based, such as guar or alpha plantago, or chemical -based such as polyacrylamide or polymers. Any mulch or tackifier product used shall be installed per manufacturer's instructions. Generally, mulches come in 40-50 pound bags. Seed and fertilizer are added at time of application. 4-14 Volume 11 — Construction Stormwater Pollution Prevention February 2005 • Mulch is always required for seeding. Mulch can be applied on top of the seed or simultaneously by hydroseeding. ■ On steep slopes, Bonded Fiber Matrix (BFM) or Mechanically Bonded Fiber Matrix (MBFM) products should be used. BFM/MBFM products are applied at a minimum rate of 3,000 pounds per acre of mulch with approximately 10 percent tackifier. Application is made so that a minimum of 95 percent soil coverage is achieved. Numerous products are available commercially and should be installed per manufacturer's instructions. Most products require 24-36 hours to cure before a rainfall and cannot be installed on wet or saturated soils. Generally, these products come in 40-50 pound bags and include all necessary ingredients except for seed and fertilizer. BFMs and MBFMs have some advantages over blankets: • No surface preparation required; • Can be installed via helicopter in remote areas; On slopes steeper than 2.5:1, blanket installers may need to be roped and harnessed for safety; They are at least $1,000 per acre cheaper installed. in most cases, the shear strength of blankets is not a factor when used on slopes, only when used in channels. BFMs and MBFMs are good alternatives to blankets in most situations where vegetation establishment is the goal. • When installing seed via hydroseeding operations, only about 1/3 of the seed actually ends up in contact with the soil surface. This reduces the ability to establish a good stand of grass quickly. One way to overcome this is to increase seed quantities by up to 50 percent. • Vegetation establishment can also be enhanced by dividing the hydromulch operation into two phases: 1. Phase 1- Install all seed and fertilizer with 25-30 percent mulch and tackifier onto soil in the first lift; 2. Phase 2- Install the rest of the mulch and tackifier over the first lift. An alternative is to install the mulch, seed, fertilizer, and tackifier in one lift. Then, spread or blow straw over the top of the hydromulch at a rate of about 800-1000 pounds per acre. Hold straw in place with a standard tackifier. Both of these approaches will increase cost moderately but will greatly improve and enhance vegetative establishment. The increased cost may be offset by the reduced need for: 1. Irrigation 2. Reapplication of mulch 3. Repair of failed slope surfaces February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-15 This technique works with standard hydromulch (1,500 pounds per acre minimum) and BFM/MBFMs (3,000 pounds per acre minimum). Areas to be permanently landscaped shall provide a healthy topsoil that reduces the need for fertilizers, improves overall topsoil quality, provides for better vegetal health and vitality, improves hydrologic characteristics, and reduces the need for irrigation. This can be accomplished in a number of ways: Recent research has shown that the best method to improve till soils is to amend these soils with compost. The optimum mixture is approximately two parts soil to one part compost. This equates to 4 inches of compost mixed to a depth of 12 inches in till soils. Increasing the concentration of compost beyond this level can have negative effects on vegetal health, while decreasing the concentrations can reduce the benefits of amended soils. Please note: The compost should meet specifications for Grade A quality compost in Ecology Publication 94-038. Other soils, such as gravel or cobble outwash soils, may require different approaches. Organics and fines easily migrate through the loose structure of these soils. Therefore, the importation of at least 6 inches of quality topsoil, underlain by some type of filter fabric to prevent the migration of fines, may be more appropriate for these soils. Areas that already have good topsoil, such as undisturbed areas, do not require soil amendments. • Areas that will be seeded only and not landscaped may need compost or meal -based mulch included in the hydroseed in order to establish vegetation. Native topsoil should be re -installed on the disturbed soil surface before application. ■ Seed that is installed as a temporary measure may be installed by hand if it will be covered by straw, mulch, or topsoil. Seed that is installed as a permanent measure may be installed by hand on small areas (usually less than 1 acre) that will be covered with mulch, topsoil, or erosion blankets. The seed mixes listed below include recommended mixes for both temporary and permanent seeding. These mixes, with the exception of the wetland mix, shall be applied at a rate of 120 pounds per acre. This rate can be reduced if soil amendments or slow - release fertilizers are used. Local suppliers or the local conservation district should be consulted for their recommendations because the appropriate mix depends on a variety of factors, including location, exposure, soil type, slope, and expected foot traffic. Alternative seed mixes approved by the local authority may be used. 4-16 Volume 11— Construction Stormwater Pollution Prevention February 2005 Table 4.1 represents the standard mix for those areas where just a temporary vegetative cover is required. Table 4.1 Temporary Erosion Control Seed Mix % Weight % Purity % Germination Chewings or annual blue grass 40 98 90 Festuca rubra var. commutate or Poa anna Perennial rye - 50 98 90 Lolium perenne Redtop or colonial bentgrass 5 92 85 Agrostis alba or Agrostis tenuis White dutch clover 5 98 90 Table 4.2 provides just one recommended possibility for landscaping seed. Table 4.2 Landscapinq Seed Mix % Weight % Purity % Germination Perennial rye blend 70 98 90 Lolium perenne Chewings and red fescue blend 30 98 90 Festuca rubra var. commutata or Festuca rubra This turf seed mix in Table 4.3 is for dry situations where there is no need for much water. The advantage is that this mix requires very little maintenance. Table 4.3 Low -Growing Turf Seed Mix % Weight % Purity % Germination Dwarf tall fescue (several varieties) 45 98 90 Festuca arundinacea var. Dwarf perennial rye (Barclay) 30 98 90 Lolium perenne var. Barclay _ Red fescue 20 98 90 Festuca rubra Colonial bentgrass 5 98 _ 90 Av,,rostis tenuis Table 4.4 presents a mix recommended for bioswales and other intermittently wet areas. Table 4.4 Bioswale Seed Mix* % Weight % Purity % Germination Tall or meadow fescue 75-80 98 90 Festuca arundinacea or Festuca elation Seaside/Creeping bentgrass 10-15 92 85 Agrostis valustris Redtop bentgrass 5-10 90 80 Agrostis alba or Agrostis gigantea k Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-17 The seed mix shown in Table 4.5 is a recommended low -growing, relatively non-invasive seed mix appropriate for very wet areas that are not regulated wetlands. Other mixes may be appropriate, depending on the soil type and hydrology of the area. Recent research suggests that bentgrass (agrostis sp.) should be emphasized in wet -area seed mixes. Apply this mixture at a rate of 60 pounds per acre. Table 4.5 Wet Area Seed Mix* % Weight % Purity % Germination Tall or meadow fescue 60-70 98 90 Festuca arundinacea or Festuca elatior Seaside/Creeping bentgrass 10-15 98 85 A ostis palustris Meadow foxtail 10-15 90 80 Alepocurus pratensis Alsike clover 1-6 98 90 Trifolium hybridum Redtop bentgrass _ 1-6 92 85 Agrostis alba *Modified Briargreen, Inc. Hydroseeding Uuide Wetlands Deed Mzx The meadow seed mix in Table 4.6 is recommended for areas that will be maintained infrequently or not at all and where colonization by native plants is desirable. Likely applications include rural road and utility right- of-way. Seeding should take place in September or very early October in order to obtain adequate establishment prior to the winter months. The appropriateness of clover in the mix may need to be considered, as this can be a fairly invasive species. If the soil is amended, the addition of clover may not be necessary. Table 4.6 Meadow Seed Mix % Weight % Purity % Germination Redtop or Oregon bentgrass 20 92 85 Agrostis alba or AQ_ rostis oregonensis Red fescue 70 98 90 Festuca rubra White dutch clover 10 98 90 Trifolium repens Maintenance + Any seeded areas that fail to establish at least 80 percent cover (100 Standards percent cover for areas that receive sheet or concentrated flows) shall be reseeded. If reseeding is ineffective, an alternate method, such as sodding, mulching, or nets/blankets, shall be used. If winter weather prevents adequate grass growth, this time limit may be relaxed at the discretion of the local authority when sensitive areas would otherwise be protected. 4-18 Volume 11 — Construction Stormwater Pollution Prevention February 2005 After adequate cover is achieved, any areas that experience erosion shall be reseeded and protected by mulch. If the erosion problem is drainage related, the problem shall be fixed and the eroded area reseeded and protected by mulch. Seeded areas shall be supplied with adequate moisture, but not watered to the extent that it causes runoff. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-19 BMP C121: Mulching Purpose The purpose of mulching soils is to provide immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There is an enormous variety of mulches that can be used. Only the most common types are discussed in this section. Conditions of Use As a temporary cover measure, mulch should be used: A On disturbed areas that require cover measures for less than 30 days. As a cover for seed during the wet season and during the hot summer months. • During the wet season on slopes steeper than 3H:1V with more than 10 feet of vertical relief. Mulch may be applied at any time of the year and must be refreshed periodically. Design and For mulch materials, application rates, and specifications, see Table 4.7. Installation Note: Thicknesses may be increased for disturbed areas in or near Specifications sensitive areas or other areas highly susceptible to erosion. Maintenance Standards Mulch used within the ordinary high-water mark of surface waters should be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities (densities) than straw, wood, or chipped material. a The thickness of the cover must be maintained. Y Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related, then the problem shall be fixed and the eroded area remulched. 4-20 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Table 4.7 Mulch Standards and Guidelines Mulch Application Material Quality Standards Rates Remarks Straw Air-dried; free from 2"-3" thick; 5 Cost-effective protection when applied with adequate undesirable seed and bales per 1000 sf thickness. Hand -application generally requires greater coarse material. or 2-3 tons per thickness than blown straw. The thickness of straw may be acre reduced by half when used in conjunction with seeding. In windy areas straw must be held in place by crimping, using a tackifier, or covering with netting. Blown straw always has to be held in place with a tackifier as even light winds will blow it away. Straw, however, has several deficiencies that should be considered when selecting mulch materials. It often introduces and/or encourages the propagation of weed species and it has no significant long-term benefits. Straw should be used only if mulches with long-term benefits are unavailable locally. It should also not be used within the ordinary high-water elevation of surface waters (due to flotation). Hydromulch No growth Approx. 25-30 Shall be applied with hydromulcher. Shall not be used inhibiting factors. lbs per 1000 sf without seed and tackifier unless the application rate is at or 1500 - 2000 least doubled. Fibers longer than about 3/a-1 inch clog lbs per acre hydromulch equipment. Fibers should be kept to less than'/a inch. Composted No visible water or 2" thick min.; More effective control can be obtained by increasing Mulch and dust during approx. 100 tons thickness to 3". Excellent mulch for protecting final grades Compost handling. Must be per acre (approx. until landscaping because it can be directly seeded or tilled purchased from 800 lbs per yard) into soil as an amendment. Composted mulch has a coarser supplier with Solid size gradation than compost. It is more stable and practical Waste Handling to use in wet areas and during rainy weather conditions. Permit (unless exempt). Chipped Site Average size shall 2" minimum This is a cost-effective way to dispose of debris from Vegetation be several inches. thickness clearing and grubbing, and it eliminates the problems Gradations from associated with burning. Generally, it should not be used on fines to 6 inches in slopes above approx. 10% because of its tendency to be length for texture, transported by runoff. It is not recommended within 200 variation, and feet of surface waters. If seeding is expected shortly after interlocking mulch, the decomposition of the chipped vegetation may tie properties. up nutrients important to grass establishment. Wood -based No visible water or 2" thick; approx. This material is often called "hog or hogged fuel." It is Mulch dust during 100 tons per acre usable as a material for Stabilized Construction Entrances handling. Must be (approx. 800 lbs. (BMP C105) and as a mulch. The use of mulch ultimately purchased from a per cubic yard) improves the organic matter in the soil. Special caution is supplier with a Solid advised regarding the source and composition of wood - Waste Handling based mulches. Its preparation typically does not provide Permit or one any weed seed control, so evidence of residual vegetation in exempt from solid its composition or known inclusion of weed plants or seeds waste regulations. should be monitored and prevented (or minimized). February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-21 BMP C122: Nets and Blankets Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can become well established. In addition, some nets and blankets can be used to permanently reinforce turf to protect drainage ways during high flows. Nets (commonly called matting) are strands of material woven into an open, but high -tensile strength net (for example, coconut fiber matting). Blankets are strands of material that are not tightly woven, but instead form a layer of interlocking fibers, typically held together by a biodegradable or photodegradable netting (for example, excelsior or straw blankets). They generally have lower tensile strength than nets, but cover the ground more completely. Coir (coconut fiber) fabric comes as both nets and blankets. Conditions of Use Erosion control nets and blankets should be used: ■ To aid permanent vegetated stabilization of slopes 2H:1V or greater and with more than 10 feet of vertical relief. For drainage ditches and swales (highly recommended). The application of appropriate netting or blanket to drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established. Nets and blankets also can capture a great deal of sediment due to their open, porous structure. Synthetic nets and blankets can be used to permanently stabilize channels and may provide a cost-effective, environmentally preferable alternative to riprap. 100 percent synthetic blankets manufactured for use in ditches may be easily reused as temporary ditch liners. Disadvantages of blankets include: • Surface preparation required; • On slopes steeper than 2.5:1, blanket installers may need to be roped and harnessed for safety; • They cost at least $4,000-6,000 per acre installed. Advantages of blankets include: Can be installed without mobilizing special equipment; Can be installed by anyone with minimal training; • Can be installed in stages or phases as the project progresses; • Seed and fertilizer can be hand -placed by the installers as they progress down the slope; ■ Can be installed in any weather; • There are numerous types of blankets that can be designed with various parameters in mind. Those parameters include: fiber blend, mesh strength, longevity, biodegradability, cost, and availability. 4-22 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Design and a See Figure 4.4 and Figure 4.5 for typical orientation and installation of Installation blankets used in channels and as slope protection. Note: these are Specifications typical only; all blankets must be installed per manufacturer's installation instructions. • Installation is critical to the effectiveness of these products. If good ground contact is not achieved, runoff can concentrate under the product, resulting in significant erosion. • Installation of Blankets on Slopes: 1. Complete final grade and track walk up and down the slope. 2. Install hydromulch with seed and fertilizer. 3. Dig a small trench, approximately 12 inches wide by 6 inches deep along the top of the slope. 4. Install the leading edge of the blanket into the small trench and staple approximately every 18 inches. NOTE: Staples are metal,"U"-shaped, and a minimum of 6 inches long. Longer staples are used in sandy soils. Biodegradable stakes are also available. 5. Roll the blanket slowly down the slope as installer walks backwards. NOTE: The blanket rests against the installer's legs. Staples are installed as the blanket is unrolled. It is critical that the proper staple pattern is used for the blanket being installed. The blanket is not to be allowed to roll down the slope on its own as this stretches the blanket making it impossible to maintain soil contact. In addition, no one is allowed to walk on the blanket after it is in place. 6. If the blanket is not long enough to cover the entire slope length, the trailing edge of the upper blanket should overlap the leading edge of the lower blanket and be stapled. On steeper slopes, this overlap should be installed in a small trench, stapled, and covered with soil. With the variety of products available, it is impossible to cover all the details of appropriate use and installation. Therefore, it is critical that the design engineer consults the manufacturer's information and that a site visit takes place in order to insure that the product specified is appropriate. Information is also available at the following web sites: 1. WSDOT: hgp:llwww.wsdot.wa.goy/eesc/environmental/ 2. Texas Transportation Institute: http:llwww.dot.state.tx.us/insdtdotiorjzchart/cmd/erosion/contents. htm February 2005 Volume ll — Construction Stormwater Pollution Prevention 4-23 Jute matting must be used in conjunction with mulch (BMP C121). Excelsior, woven straw blankets and coir (coconut fiber) blankets may be installed without mulch. There are many other types of erosion control nets and blankets on the market that may be appropriate in certain circumstances. • In general, most nets (e.g., jute matting) require mulch in order to prevent erosion because they have a fairly open structure. Blankets typically do not require mulch because they usually provide complete protection of the surface. • Extremely steep, unstable, wet, or rocky slopes are often appropriate candidates for use of synthetic blankets, as are riverbanks, beaches and other high-energy environments. If synthetic blankets are used, the soil should be hydromulched first. • 100 percent biodegradable blankets are available for use in sensitive areas. These organic blankets are usually held together with a paper or fiber mesh and stitching which may last up to a year. • Most netting used with blankets is photodegradable, meaning they break down under sunlight (not LTV stabilized). However, this process can take months or years even under bright sun. Once vegetation is established, sunlight does not reach the mesh. It is not uncommon to find non -degraded netting still in place several years after installation. This can be a problem if maintenance requires the use of mowers or ditch cleaning equipment. In addition, birds and small animals can become trapped in the netting. Maintenance e Good contact with the ground must be maintained, and erosion must Standards not occur beneath the net or blanket. • Any areas of the net or blanket that are damaged or not in close contact with the ground shall be repaired and stapled. • If erosion occurs due to poorly controlled drainage, the problem shall be fixed and the eroded area protected. 4-24 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Longitudinal Anchor Trench Terminal Slope and Channel Anchor Trench P Stake at 3'-5' (1-1.5m) intervals. P � P � � Check slot at 25' (7.6m) intervals Isometric View Initial Channel Anchor Trench Intermittent Check Slot NOTES: 1. Check slots to be constructed per manufacturers specifications. 2. Staldng or stapling layout per manufacturers specifications. Figure 4.4 - Channel Installation Slope surface shall be smooth before placement for proper soil contact. Stapling pattern as per manufacturer's recommendations. Min. 2" Overlap r/ Tr-1 1 rat 11 Do not: stretch blanketslmattings tight - allow the rolls to mold to any irregularities. For slopes less than 3HAV, rolls maybe placed in horizontal strips. "Anchor in 6"W' min. Trench and staple at 12" intervals. Min. 6" overlap. If there is a berm at the top of slope, anchaF upslope of the berm. v- r r Staple overlaps max. 5" spacing. Bring material down to a level area, turn the end under 4" and staple at 12" intervals. Lime, fertilize, and seed before installation. Planting of shrubs, trees, etc. Should occur after installation. Figure 4.5 - Slope Installation February 2005 Volume 11 - Construction Stormwater Pollution Prevention 4-25 BMP C123: Plastic Covering Purpose Plastic covering provides immediate, short-term erosion protection to slopes and disturbed areas. Conditions of . Plastic covering may be used on disturbed areas that require cover Use measures for less than 30 days, except as stated below. • Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note: The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable for long-term (greater than six months) applications. ■ Clear plastic sheeting can be used over newly -seeded areas to create a greenhouse effect and encourage grass growth if the hydroseed was installed too late in the season to establish 75 percent grass cover, or if the wet season started earlier than normal. Clear plastic should not be used for this purpose during the summer months because the resulting high temperatures can kill the grass. ■ Due to rapid runoff caused by plastic sheeting, this method shall not be used upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. • While plastic is inexpensive to purchase, the added cost of installation, maintenance, removal, and disposal make this an expensive material, up to $1.50-2.00 per square yard. Whenever plastic is used to protect slopes, water collection measures must be installed at the base of the slope. These measures include plastic -covered berms, channels, and pipes used to covey clean rainwater away from bare soil and disturbed areas. At no time is clean runoff from a plastic covered slope to be mixed with dirty runoff from a project. • Other uses for plastic include: 1. Temporary ditch liner; 2. Pond liner in temporary sediment pond; 3. Liner for bermed temporary fuel storage area if plastic is not reactive to the type of fuel being stored; 4. Emergency slope protection during heavy rains; and, 5. Temporary drainpipe ("elephant trunk") used to direct water. 4-26 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Design and Installation Specifications Maintenance Standards • Plastic slope cover must be installed as follows: 1. Run plastic up and down slope, not across slope; 2. Plastic may be installed perpendicular to a slope if the slope length is less than 10 feet; 3. Minimum of 8-inch overlap at seams; 4. On long or wide slopes, or slopes subject to wind, all seams should be taped; 5. Place plastic into a small (12-inch wide by 6-inch deep) slot trench at the top of the slope and backfill with soil to keep water from flowing underneath; 6. Place sand filled burlap or geotextile bags every 3 to 6 feet along seams and pound a wooden stake through each to hold them in place; 7. Inspect plastic for rips, tears, and open seams regularly and repair immediately. This prevents high velocity runoff from contacting bare soil which causes extreme erosion; 8. Sandbags may be lowered into place tied to ropes. However, all sandbags must be staked in place. • Plastic sheeting shall have a minimum thickness of 0.06 millimeters. • If erosion at the toe of a slope is likely, a gravel berm, riprap, or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. • Tom sheets must be replaced and open seams repaired. • If the plastic begins to deteriorate due to ultraviolet radiation, it must be completely removed and replaced. • When the plastic is no longer needed, it shall be completely removed. • Dispose of old tires appropriately. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-27 BMP C124: Sodding Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Conditions of Use Sodding may be used in the following areas: • Disturbed areas that require short-term or long-term cover. • Disturbed areas that require immediate vegetative cover. • All waterways that require vegetative lining. Waterways may also be seeded rather than sodded, and protected with a net or blanket. Design and Sod shall be free of weeds, of uniform thickness (approximately 1-inch Installation thick), and shall have a dense root mat for mechanical strength. Specifications The following steps are recommended for sod installation: • Shape and smooth the surface to final grade in accordance with the approved grading plan. The swale needs to be overexcavated 4 to 6 inches below design elevation to allow room for placing soil amendment and sod. ■ Amend 4 inches (minimum) of compost into the top 8 inches of the soil if the organic content of the soil is less than ten percent or the permeability is less than 0.6 inches per hour. Compost used should meet Ecology publication 94-038 specifications for Grade A quality compost. • Fertilize according to the supplier's recommendations. • Work lime and fertilizer 1 to 2 inches into the soil, and smooth the surface. • Lay strips of sod beginning at the lowest area to be sodded and perpendicular to the direction of water flow. Wedge strips securely into place. Square the ends of each strip to provide for a close, tight fit. Stagger joints at least 12 inches. Staple on slopes steeper than 3H:IV. Staple the upstream edge of each sod strip. • Roll the sodded area and irrigate. When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. Maintenance If the grass is unhealthy, the cause shall be determined and appropriate Standards action taken to reestablish a healthy groundcover. If it is impossible to establish a healthy groundcover due to frequent saturation, instability, or some other cause, the sod shall be removed, the area seeded with an appropriate mix, and protected with a net or blanket. 4-28 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C125: Topsoiling Purpose To provide a suitable growth medium for final site stabilization with vegetation. While not a permanent cover practice in itself, topsoiling is an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Native soils and disturbed soils that have been organically amended not only retain much more stormwater, but they also serve as effective biofilters for urban pollutants and, by supporting more vigorous plant growth, reduce the water, fertilizer and pesticides needed to support installed landscapes. Topsoil does not include any subsoils but only the material from the top several inches including organic debris. Conditions of Native soils should be left undisturbed to the maximum extent Use practicable. Native soils disturbed during clearing and grading should be restored, to the maximum extent practicable, to a condition where moisture -holding capacity is equal to or better than the original site conditions. This criterion can be met by using on -site native topsoil, incorporating amendments into on -site soil, or importing blended topsoil. Design and Installation Specifications • Topsoiling is a required procedure when establishing vegetation on shallow soils, and soils of critically low pH (high acid) levels. • Stripping of existing, properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable. If an existing soil system is functioning properly it shall be preserved in its undisturbed and uncompacted condition. • Depending on where the topsoil comes from, or what vegetation was on site before disturbance, invasive plant seeds may be included and could cause problems for establishing native plants, landscaped areas, or grasses. • Topsoil from the site will contain mycorrhizal bacteria that are necessary for healthy root growth and nutrient transfer. These native mycorrhiza are acclimated to the site and will provide optimum conditions for establishing grasses. Commercially available mycorrhiza products should be used when topsoil is brought in from off -site. If topsoiling is to be done, the following items should be considered: Maximize the depth of the topsoil wherever possible to provide the maximum possible infiltration capacity and beneficial growth medium. Topsoil depth shall be at least 8 inches with a minimum organic content of 10 percent dry weight and pH between 6.0 and 8.0 or matching the pH of the undisturbed soil. This can be accomplished either by returning native topsoil to the site and/or incorporating organic amendments. Organic amendments should be incorporated to a minimum 8-inch depth except where tree roots or other natural February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-29 features limit the depth of incorporation. Subsoils below the 12-inch depth should be scarified at least 2 inches to avoid stratified layers, where feasible. The decision to either layer topsoil over a subgrade or incorporate topsoil into the underlying layer may vary depending on the planting specified. • If blended topsoil is imported, then fines should be limited to 25 percent passing through a 200 sieve. • The final composition and construction of the soil system will result in a natural selection or favoring of certain plant species over time. For example, recent practices have shown that incorporation of topsoil may favor grasses, while layering with mildly acidic, high -carbon amendments may favor more woody vegetation. • Locate the topsoil stockpile so that it meets specifications and does not interfere with work on the site. It may be possible to locate more than one pile in proximity to areas where topsoil will be used. • Allow sufficient time in scheduling for topsoil to be spread prior to seeding, sodding, or planting. • Care must be taken not to apply to subsoil if the two soils have contrasting textures. Sandy topsoil over clayey subsoil is a particularly poor combination, as water creeps along the junction between the soil layers and causes the topsoil to slough. • If topsoil and subsoil are not properly bonded, water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation. The best method to prevent a lack of bonding is to actually work the topsoil into the layer below for a depth of at least 6 inches. • Ripping or re -structuring the subgrade may also provide additional benefits regarding the overall infiltration and interflow dynamics of the soil system. • Field exploration of the site shall be made to determine if there is surface soil of sufficient quantity and quality to justify stripping. Topsoil shall be friable and loamy (loam, sandy loam, silt loam, sandy clay loam, clay loam). Areas of natural ground water recharge should be avoided. • Stripping shall be confined to the immediate construction area. A 4- to 6- inch stripping depth is common, but depth may vary depending on the particular soil. All surface runoff control structures shall be in place prior to stripping. Stockpiling of topsoil shall occur in the following manner: • Side slopes of the stockpile shall not exceed 2:1. An interceptor dike with gravel outlet and silt fence shall surround all topsoil stockpiles between October 1 and April 30. Between May 1 4-30 Volume 11— Construction Stormwater Pollution Prevention February 2005 and September 30, an interceptor dike with gravel outlet and silt fence shall be installed if the stockpile will remain in place for a longer period of time than active construction grading. ® Erosion control seeding or covering with clear plastic or other mulching materials of stockpiles shall be completed within 2 days (October 1 through April 30) or 7 days (May 1 through September 30) of the formation of the stockpile. Native topsoil stockpiles shall not be covered with plastic. • Topsoil shall not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed sodding or seeding. • Previously established grades on the areas to be topsoiled shall be maintained according to the approved plan. • When native topsoil is to be stockpiled and reused the following should apply to ensure that the mycorrhizal bacterial, earthworms, and other beneficial organisms will not be destroyed: 1. Topsoil is to be re -installed within 4 to 6 weeks; 2. Topsoil is not to become saturated with water; 3. Plastic cover is not allowed. Maintenance Inspect stockpiles regularly, especially after large storm events_ Standards Stabilize any areas that have eroded. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-31 BMP C140: Dust Control Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways, and surface waters. Conditions of Use In areas (including roadways) subject to surface and air movement of dust where on -site and off -site impacts to roadways, drainage ways; or surface waters are likely. Design and • Vegetate or mulch areas that will not receive vehicle traffic. In areas Installation where planting, mulching, or paving is impractical, apply gravel or Specifications landscaping rock. • Limit dust generation by clearing only those areas where immediate activity will take place, leaving the remaining area(s) in the original condition, if stable. Maintain the original ground cover as long as practical. • Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources. • Sprinkle the site with water until surface is wet. Repeat as needed. To prevent carryout of mud onto street, refer to Stabilized Construction Entrance (BMP C105). • Irrigation water can be used for dust control. Irrigation systems should be installed as a first step on sites where dust control is a concern. • Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is prohibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM. • PAM (BMP C126) added to water at a rate of 0.5 lbs. per 1,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due to the increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily transported by wind. Adding PAM may actually reduce the quantity of water needed for dust control, especially in eastern Washington. Since the wholesale cost of PAM is about $ 4.00 per pound, this is an extremely cost- effective dust control method. Techniques that can be used for unpaved roads and lots include: Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. • Upgrade the road surface strength by improving particle size, shape, and mineral types that make up the surface and base materials. 4-40 Volume 11 — Construction Stormwater Pollution Prevention February 2005 • Add surface gravel to reduce the source of dust emission. Limit the amount of fine particles (those smaller than .075 mm) to 10 to 20 percent. ■ Use geotextile fabrics to increase the strength of new roads or roads undergoing reconstruction. • Encourage the use of alternate, paved routes, if available. • Restrict use by tracked vehicles and heavy trucks to prevent damage to road surface and base. • Apply chemical dust suppressants using the admix method, blending the product with the top few inches of surface material. Suppressants may also be applied as surface treatments. ■ Pave unpaved permanent roads and other trafficked areas. • Use vacuum street sweepers. • Remove mud and other dirt promptly so it does not dry and then turn into dust. • Limit dust -causing work on windy days. • Contact your local Air Pollution Control Authority for guidance and training on other dust control measures. Compliance with the local Air Pollution Control Authority constitutes compliance with this BMP. Maintenance Respray area as necessary to keep dust to a minimum. Standards February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-41 BMP C150: Materials On Hand Purpose Quantities of erosion prevention and sediment control materials can be kept on the project site at all times to be used for emergency situations such as unexpected heavy summer rains. Having these materials on -site reduces the time needed to implement BMPs when inspections indicate that existing BMPs are not meeting the Construction SWPPP requirements. In addition, contractors can save money by buying some materials in bulk and storing them at their office or yard. Conditions of Use Construction projects of any size or type can benefit from having materials on hand. A small commercial development project could have a roll of plastic and some gravel available for immediate protection of bare soil and temporary berm construction. A large earthwork project, such as highway construction, might have several tons of straw, several rolls of plastic, flexible pipe, sandbags, geotextile fabric and steel "T" posts. • Materials are stockpiled and readily available before any site clearing, grubbing, or earthwork begins. A large contractor or developer could keep a stockpile of materials that are available to be used on several projects. • If storage space at the project site is at a premium, the contractor could maintain the materials at their office or yard. The office or yard must be less than an hour from the project site. Design and Depending on project type, size, complexity, and length, materials and Installation quantities will vary. A good minimum that will cover numerous situations Specifications includes: Material Measure Quantity Clear Plastic 6 mil 100 foot roll 1-2 Drainpipe, 6 or 8 inch diameter 25 foot section 4-6 Sandbags, filled each 25-50 Straw Bales for mulching, approx. 50# each 10-20 Quarry S alls ton 2-4 Washed Gravel cubic yard 2-4 Geotextile Fabric 100 foot roll 1-2 Catch Basin Inserts each 2-4 Steel "T" Posts each 1 12-24 Maintenance All materials with the exception of the quarry spalls, steel "T" posts, Standards and gravel should be kept covered and out of both sun and rain. • Re -stock materials used as needed. 4-42 Volume 11 — Construction Stormwater Pollution Prevention February 2005 4.2 Runoff Conveyance and Treatment BMPs BMP C200: Interceptor Dike and Swale Purpose Provide a ridge of compacted soil, or a ridge with an upslope swale, at the top or base of a disturbed slope or along the perimeter of a disturbed construction area to convey stormwater. Use the dike and/or swale to intercept the runoff from unprotected areas and direct it to areas where erosion can be controlled. This can prevent storm runoff from entering the work area or sediment -laden runoff from leaving the construction site. Conditions of Use Where the runoff from an exposed site or disturbed slope must be conveyed to an erosion control facility which can safely convey the stormwater. • Locate upslope of a construction site to prevent runoff from entering disturbed area. • When placed horizontally across a disturbed slope, it reduces the amount and velocity of runoff flowing down the slope. Locate downslope to collect runoff from a disturbed area and direct it to a sediment basin. Design and e Dike and/or swale and channel must be stabilized with temporary or Installation permanent vegetation or other channel protection during construction. Specifications a Channel requires a positive grade for drainage; steeper grades require channel protection and check dams. Review construction for areas where overtopping may occur. Can be used at top of new fill before vegetation is established. May be used as a permanent diversion channel to carry the runoff. • Sub -basin tributary area should be one acre or less. Design capacity for the peak flow from a 10-year, 24-hour storm, assuming a Type lA rainfall distribution, for temporary facilities. Alternatively, use 1.6 times the 10-year, 1-hour flow indicated by an approved continuous runoff model. For facilities that will also serve on a permanent basis, consult the local government's drainage requirements. Interceptor dikes shall meet the following criteria: Top Width 2 feet minimum. Height 1.5 feet minimum on berm. Side Slope 2:1 or flatter. Grade Depends on topography, however, dike system minimum is 0.5%, maximum is 1%. Compaction Minimum of 90 percent ASTM D698 standard proctor. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-57 Horizontal Spacing of Interceptor Dikes: Average Slope Slope Percent Flowpath Length 20H:1V or less 3-5% 300 feet (10 to 20)H:1V 5-10% 200 feet (4 to 10)H:1V 10-25% 100 feet (2 to 4)H:1 V 25-50% 50 feet Stabilization depends on velocity and reach Slopes <5% Seed and mulch applied within 5 days of dike construction (see BMP C121, Mulching). Slopes 5 - 40% Dependent on runoff velocities and dike materials. Stabilization should be done immediately using either sod or riprap or other measures to avoid erosion. • The upslope side of the dike shall provide positive drainage to the dike outlet. No erosion shall occur at the outlet. Provide energy dissipation measures as necessary. Sediment -laden runoff must be released through a sediment trapping facility. • Minimize construction traffic over temporary dikes. Use temporary cross culverts for channel crossing. Interceptor swales shall meet the following criteria: Bottom Width 2 feet minimum; the bottom shall be level. Depth 1-foot minimum. Side Slope 2:1 or flatter. Grade Maximum 5 percent, with positive drainage to a suitable outlet (such as a sediment pond). Stabilization Seed as per BMP C120, Temporary and Permanent Seeding, or BMP C202, Channel Lining, 12 inches thick of riprap pressed into the bank and extending at least 8 inches vertical from the bottom. Inspect diversion dikes and interceptor swales once a week and after every rainfall. Immediately remove sediment from the flow area. • Damage caused by construction traffic or other activity must be repaired before the end of each working day. Check outlets and make timely repairs as needed to avoid gully formation. When the area below the temporary diversion dike is permanently stabilized, remove the dike and fill and stabilize the channel to blend with the natural surface. 4-58 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C201: Grass -Lined Channels Purpose To provide a channel with a vegetative lining for conveyance of runoff. See Figure 4.7 for typical grass -lined channels. Conditions of Use This practice applies to construction sites where concentrated runoff need; to be contained to prevent erosion or flooding. • When a vegetative lining can provide sufficient stability for the channel cross section and at lower velocities of water (normally dependent on grade). This means that the channel slopes are generally less than 5 percent and space is available for a relatively large cross section. • Typical uses include roadside ditches, channels at property boundaries, outlets for diversions, and other channels and drainage ditches in low areas. • Channels that will be vegetated should be installed before major earthwork and hydroseeded with a bonded fiber matrix (BFM). The vegetation should be well established (i.e., 75 percent cover) before water is allowed to flow in the ditch. With channels that will have high flows, erosion control blankets should be installed over the hydroseed. If vegetation cannot be established from seed before water is allowed in the ditch, sod should be installed in the bottom of the ditch in lieu of hydromulch and blankets. Design and Locate the channel where it can conform to the topography and other Installation features such as roads. Specifications • Locate them to use natural drainage systems to the greatest extent possible. • Avoid sharp changes in alignment or bends and changes in grade. • Do not reshape the landscape to fit the drainage channel. • The maximum design velocity shall be based on soil conditions, type of vegetation, and method of revegetation, but at no times shall velocity exceed 5 feet/second. The channel shall not be overtopped by the peak runoff from a 10-year, 24-hour storm, assuming a Type lA rainfall distribution." Alternatively, use 1.6 times the 10-year, 1-hour flow indicated by an approved continuous runoff model to determine a flow rate which the channel must contain. • Where the grass -lined channel will also function as a permanent stormwater conveyance facility, consultant the drainage conveyance requirements of the local government with jurisdiction. ■ An established grass or vegetated lining is required before the channel can be used to convey stormwater, unless stabilized with nets or blankets. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-59 • If design velocity of a channel to be vegetated by seeding exceeds 2 ft/sec, a temporary channel liner is required. Geotextile or special mulch protection such as fiberglass roving or straw and netting provide stability until the vegetation is fully established. See Figure 4.9. • Check dams shall be removed when the grass has matured sufficiently to protect the ditch or swale unless the slope of the swale is greater than 4 percent. The area beneath the check dams shall be seeded and mulched immediately after dam removal. • If vegetation is established by sodding, the permissible velocity for established vegetation may be used and no temporary liner is needed. • Do not subject grass -lined channel to sedimentation from disturbed areas. Use sediment -trapping BMPs upstream of the channel. • V-shaped grass channels generally apply where the quantity of water is small, such as in short reaches along roadsides. The V-shaped cross section is least desirable because it is difficult to stabilize the bottom where velocities may be high. • Trapezoidal grass channels are used where runoff volumes are large and slope is low so that velocities are nonerosive to vegetated linings. (Note: it is difficult to construct small parabolic shaped channels.) • Subsurface drainage, or riprap channel bottoms, may be necessary on sites that are subject to prolonged wet conditions due to long duration flows or a high water table. • Provide outlet protection at culvert ends and at channel intersections. • Grass channels, at a minimum, should carry peak runoff for temporary construction drainage facilities from the 10-year, 24-hour storm without eroding. Where flood hazard exists, increase the capacity according to the potential damage. • Grassed channel side slopes generally are constructed 3:1 or flatter to aid in the establishment of vegetation and for maintenance. • Construct channels a minimum of 0.2 foot larger around the periphery to allow for soil bulking during seedbed preparations and sod buildup. Maintenance During the establishment period, check grass -lined channels after every Standards rainfall. • After grass is established, periodically check the channel; check it after every heavy rainfall event. Immediately make repairs. • It is particularly important to check the channel outlet and all road crossings for bank stability and evidence of piping or scour holes. • Remove all significant sediment accumulations to maintain the designed carrying capacity. Keep the grass in a healthy, vigorous condition at all times, since it is the primary erosion protection for the channel. 4-60 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Typical V-Shaped Channel Cross-section Filters Fabric With Rock Center Typical Parabolic Channel Cross -Section YY ILII %J11aI 11 IV "II IGI fC` (150-225mm) \ � Key In Fabric f With Rock Center for Base Flow Typical Trapezoidal Channel Cross -Section Dvercut channel 2" (50mm) to allow bulking during - seedbed preparation and growth of vegetation. Filter Fabric (150-225mm) Key in Fabric Filter Fabric With Rock Center For Base Flow Figure 4.8 - Typical Grass -Lined Channels February 2005 Volume 11 - Construction Stormwater Pollution Prevention 4-61 Overlap 6" (150mm) minimum 1 Excavate Channel to Design Grade and Cross Section Design Depth OVERCUT CHANNEL ' 2"(50mm) MALLOW BULKING DURING SEEDBED PREPARATION TYPICAL INSTALLATION WITH EROSION CONTROL BLANKETS OR TURF REINFORCEMENT MATS Intermittent Check Slot Shingle -lap spliced ends or begin new roll in an intermittent check slot �V Prepare soil and apply seed before installing blankets, mats or other temporary channel liner system / \4 4 %f/ Longitudinal anchor trench Longitudinal Anchor Trench NOTES: If 1. Design velocities exceeding 2 ft/sec (0.5m/sec) require temporary blankets, mats or similar liners to protect seed and soil until vegetation becomes established. 2. Grass -lined channels with design velocities exceeding 6 ft/sec (2m/sec) should include turf reinforcement mats. Figure 4.9 — Temporary Channel Liners M 4-62 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C204: Pipe Slope Drains Purpose To use a pipe to convey stormwater anytime water needs to be diverted away from or over bare soil to prevent gullies, channel erosion, and saturation of slide -prone soils. Conditions of Use Pipe slope drains should be used when a temporary or permanent stormwater conveyance is needed to move the water down a steep slope to avoid erosion (Figure 4.10). On highway projects, they should be used at bridge ends to collect runoff and pipe it to the base of the fill slopes along bridge approaches. These can be designed into a project and included as bid items. Another use on road projects is to collect runoff from pavement and pipe it away from side slopes. These are useful because there is generally a time lag between having the first lift of asphalt installed and the curbs, gutters, and permanent drainage installed. Used in conjunction with sand bags, or other temporary diversion devices, these will prevent massive amounts of sediment from leaving a project. Water can be collected, channeled with sand bags, Triangular Silt Dikes, berms, or other material, and piped to temporary sediment ponds. Pipe slope drains can be: Connected to new catch basins and used temporarily until all permanent piping is installed; • Used to drain water collected from aquifers exposed on cut slopes and take it to the base of the slope; • Used to collect clean runoff from plastic sheeting and direct it away from exposed soil; • Installed in conjunction with silt fence to drain collected water to a controlled area; ■ Used to divert small seasonal streams away from construction. They have been used successfully on culvert replacement and extension jobs. Large flex pipe can be used on larger streams during culvert removal, repair, or replacement; and, • Connected to existing down spouts and roof drains and used to divert water away from work areas during building renovation, demolition, and construction projects. There are now several commercially available collectors that are attached to the pipe inlet and help prevent erosion at the inlet. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-67 Design and Size the pipe to convey the flow. The capacity for temporary drains shall be Installation sufficient to handle the peak flow from a 10-year, 24-hour storm event, Specifications assuming a Type lA rainfall distribution. Alternatively, use 1.6 times the 10-year, 1-hour flow indicated by an approved continuous runoff model. Consult local drainage requirements for sizing permanent pipe slope drains. • Use care in clearing vegetated slopes for installation. ■ Re-establish cover immediately on areas disturbed by installation. • Use temporary drains on new cut or fill slopes. • Use diversion dikes or swales to collect water at the top of the slope. • Ensure that the entrance area is stable and large enough to direct flow into the pipe. • Piping of water through the berm at the entrance area is a common failure mode. • The entrance shall consist of a standard flared end section for culverts 12 inches and larger with a minimum 6-inch metal toe plate to prevent runoff from undercutting the pipe inlet. The slope of the entrance shall be at least 3 percent. Sand bags may also be used at pipe entrances as a temporary measure. • The soil around and under the pipe and entrance section shall be thoroughly compacted to prevent undercutting. • The flared inlet section shall be securely connected to the slope drain and have watertight connecting bands. • Slope drain sections shall be securely fastened together, fused or have gasketed watertight fittings, and shall be securely anchored into the soil. • Thrust blocks should be installed anytime 90 degree bends are utilized. Depending on size of pipe and flow, these can be constructed with sand bags, straw bales staked in place, "t" posts and wire, or ecology blocks. • Pipe needs to be secured along its full length to prevent movement. This can be done with steel "t" posts and wire. A post is installed on each side of the pipe and the pipe is wired to them. This should be done every 10-20 feet of pipe length or so, depending on the size of the pipe and quantity of water to diverted. • Interceptor dikes shall be used to direct runoff into a slope drain. The height of the dike shall be at least 1 foot higher at all points than the top of the inlet pipe. • The area below the outlet must be stabilized with a riprap apron (see BMP C209 Outlet Protection, for the appropriate outlet material). 4-68 Volume 11 — Construction Stormwater Pollution Prevention February 2005 If the pipe slope drain is conveying sediment -laden water, direct all flows into the sediment trapping facility. • Materials specifications for any permanent piped system shall be set by the local government. Maintenance Check inlet and outlet points regularly, especially after storms. Standards The inlet should be free of undercutting, and no water should be going around the point of entry. If there are problems, the headwall should be reinforced with compacted earth or sand bags. • The outlet point should be free of erosion and installed with appropriate outlet protection. • For permanent installations, inspect pipe periodically for vandalism and physical distress such as slides and wind -throw. • Normally the pipe slope is so steep that clogging is not a problem with smooth wall pipe, however, debris may become lodged in the pipe. Dike material compacted 90% modified proctor CPEP or equivalent pipe Imlll � II l— Il Interceptor Dike I1—III 12' MIN. Provide riprap pad or equivalent energy dissipation 1 Discharge to a stabilized watercourse, sediment retention Standard flared end section €acillt or stabilized outlet Inlet and all sections must be securely fastened together with gasketed watertight fittings Figure 4.10 - Pipe Slope Drain February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-69 BMP C207: Check Dams Purpose Construction of small dams across a swale or ditch reduces the velocity of concentrated flow and dissipates energy at the check dam. Conditions of Use Where temporary channels or permanent channels are not yet vegetated, channel lining is infeasible, and velocity checks are required. • Check dams may not be placed in streams unless approved by the State Department of Fish and Wildlife. Check dams may not be placed in wetlands without approval from a permitting agency. • Check dams shall not be placed below the expected backwater from any salmonid bearing water between October 1 and May 31 to ensure that there is no loss of high flow refuge habitat for overwintering juvenile salmonids and emergent salmonid fry. Design and Whatever material is used, the dam should form a triangle when viewed Installation from the side. This prevents undercutting as water flows over the face of Specifications the dam rather than falling directly onto the ditch bottom. Check dams in association with sumps work more effectively at slowing flow and retaining sediment than just a check dam alone. A deep sump should be provided immediately upstream of the check dam. • In some cases, if carefully located and designed, check dams can remain as permanent installations with very minor regrading. They may be left as either spillways, in which case accumulated sediment would be graded and seeded, or as check dams to prevent further sediment from leaving the site. • Check dams can be constructed of either rock or pea -gravel filled bags. Numerous new products are also available for this purpose. They tend to be re -usable, quick and easy to install, effective, and cost efficient. • Check dams should be placed perpendicular to the flow of water. • The maximum spacing between the dams shall be such that the toe of the upstream dam is at the same elevation as the top of the downstream dam. Y Keep the maximum height at 2 feet at the center of the dam. • Keep the center of the check dam at least 12 inches lower than the outer edges at natural ground elevation. • Keep the side slopes of the check dam at 2:1 or flatter. • Key the stone into the ditch banks and extend it beyond the abutments a minimum of 18 inches to avoid washouts from overflow around the dam. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-75 Use filter fabric foundation under a rock or sand bag check dam. If a blanket ditch liner is used, this is not necessary. A piece of organic or synthetic blanket cut to fit will also work for this purpose. Rock check dams shall be constructed of appropriately sized rock. The rock must be placed by hand or by mechanical means (no dumping of rock to form dam) to achieve complete coverage of the ditch or swale and to ensure that the center of the dam is lower than the edges. The rock used must be large enough to stay in place given the expected design flow through the channel. In the case of grass -lined ditches and swales, all check dams and accumulated sediment shall be removed when the grass has matured sufficiently to protect the ditch or swale - unless the slope of the swale is greater than 4 percent. The area beneath the check dams shall be seeded and mulched immediately after dam removal. Ensure that channel appurtenances, such as culvert entrances below check dams, are not subject to damage or blockage from displaced stones. Figure 4.13 depicts a typical rock check dam. Maintenance Check dams shall be monitored for performance and sediment Standards accumulation during and after each runoff producing rainfall. Sediment shall be removed when it reaches one half the sump depth. • Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam. • If significant erosion occurs between dams, install a protective riprap liner in that portion of the channel. 4-76 Volume 11 — Construction Stormwater Pollution Prevention February 2005 View Looking Upstream NOTE: Key stone into channel banks and extend it beyond the abutments a minimum of 18" (0.5m) to prevent flow around dam. Section A - A PI nIAI Il A 18" (0.5m) l r r 12" (150mm) 0 Spacing Between Check Dams 'L' = the distance such that points Wand 'EI' are of equal elevation. 94, adp, f—POINT'A' Figure 4.13 — Check Dams 24" (0.6m) POINT El' NOT TO SCALE February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-77 BMP C220: Storm Drain Inlet Protection Purpose To prevent coarse sediment from entering drainage systems prior to permanent stabilization of the disturbed area. Conditions of Use Where storm drain inlets are to be made operational before permanent stabilization of the disturbed drainage area. Protection should be provided for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless the runoff that enters the catch basin will be conveyed to a sediment pond or trap. Inlet protection may be used anywhere to protect the drainage system. It is likely that the drainage system will still require cleaning. Table 4.9 lists several options for inlet protection. All of the methods for storm drain inlet protection are prone to plugging and require a high frequency of maintenance. Drainage areas should be limited to 1 acre or less. Emergency overflows may be required where stormwater ponding would cause a hazard. If an emergency overflow is provided, additional end -of -pipe treatment may be required. Table 4.9 Storm Drain Inlet Protetion Applicable for Type of Inlet Emergency Paved/ Earthen Protection Overflow Surfaces Conditions of Use Drop Inlet Protection Excavated drop inlet Yes, Earthen Applicable for heavy flows. Easy protection temporary to maintain. Large area flooding will Requirement: 30' X 30'/acre occur Block and gravel drop Yes Paved or Earthen Applicable for heavy concentrated inlet protection flows. Will not pond. Gravel and wire drop No Applicable for heavy concentrated inlet protection flows. Will pond. Can withstand traffic. Catch basin filters Yes Paved or Earthen Frequent maintenance required. Curb Inlet Protection Curb inlet protection Small capacity Paved Used for sturdy, more compact with a wooden weir overflow installation. Block and gravel curb Yes Paved Sturdy, but limited filtration. inlet protection Culvert Inlet Protection Culvert inlet sediment 18 month expected life. tra 4-82 Volume // — Construction Stormwater Pollution Prevention February 2005 Design and Excavated Drop Inlet Protection - An excavated impoundment around the Installation storm drain. Sediment settles out of the stormwater prior to entering the Specifications storm drain. • Depth 1-2 ft as measured from the crest of the inlet structure. • Side Slopes of excavation no steeper than 2:1. • Minimum volume of excavation 35 cubic yards. • Shape basin to fit site with longest dimension oriented toward the longest inflow area. • Install provisions for draining to prevent standing water problems. • Clear the area of all debris. • Grade the approach to the inlet uniformly. • Drill weep holes into the side of the inlet. • Protect weep holes with screen wire and washed aggregate. Seal weep holes when removing structure and stabilizing area. • It may be necessary to build a temporary dike to the down slope side of the structure to prevent bypass flow. Block and Gravel Filter - A barrier formed around the storm drain inlet with standard concrete blocks and gravel. See Figure 4.14. • Height 1 to 2 feet above inlet. Recess the first row 2 inches into the ground for stability. • Support subsequent courses by placing a 2x4 through the block opening. ■ Do not use mortar. • Lay some blocks in the bottom row on their side for dewatering the pool. • Place hardware cloth or comparable wire mesh with %-inch openings over all block openings. • Place gravel just below the top of blocks on slopes of 2:1 or flatter. • An alternative design is a gravel donut. • Inlet slope of 3:1. • Outlet slope of 2:1. • 1-foot wide level stone area between the structure and the inlet. • Inlet slope stones 3 inches in diameter or larger. • Outlet slope use gravel %- to 3/a-inch at a minimum thickness of 1-foot. February 2005 Volume // — Construction Stormwater Pollution Prevention 4-83 Plan View A Drain Grate 40 0 d�4 •p ❑_�/� p�op0� oQa' Q P o°G1tiJ°U(j114' °p ': ��Q �Qa p o0 4.Oq�ao Concrete '0 •�°• oOQp4 — Block .cA rQFo 0 Qo�QC> Q° '�� d Gravel 4-D O p d o Backfill v Q� a 4�n• �Op� °ao, ado •o ' •a 'o, _ _off • a. ""� 4 4 C 4 4 Qm A � y�o Section A - A Concrete Block Wire Screen or Filter Fabric Gravel Backfill Overflow Water Ponding Height %0 .i Water Drop Inlet Notes: 1. Drop inlet sediment barriers are to be used for small, nearly level drainage areas. (less than 5%) 2. Excavate a basin of sufficient size adjacent to the drop inlet. 3. The top of the structure (ponding height) must be well below the ground elevation downslope to prevent runoff from bypassing the inlet. A temporary dike may be necessary on the dowslope side of the structure. Figure 4.14 — Block and Gravel Filter Gravel and Wire Mesh Filter.- A gravel barrier placed over the top of the inlet. This structure does not provide an overflow. Hardware cloth or comparable wire mesh with t/2-inch openings. Coarse aggregate. Height 1-foot or more, 18 inches wider than inlet on all sides. • Place wire mesh over the drop inlet so that the wire extends a minimum of 1-foot beyond each side of the inlet structure. • If more than one strip of mesh is necessary, overlap the strips. Place coarse aggregate over the wire mesh. • The depth of the gravel should be at least 12 inches over the entire inlet opening and extend at least 18 inches on all sides. 4-84 Volume 11— Construction Stormwater Pollution Prevention February 2005 Catchbasin Filters - Inserts should be designed by the manufacturer for use at construction sites. The limited sediment storage capacity increases the amount of inspection and maintenance required, which may be daily for heavy sediment loads. The maintenance requirements can be reduced by combining a catchbasin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights -of - way. • 5 cubic feet of storage. • Dewatering provisions. • High -flow bypass that will not clog under normal use at a construction site. • The catchbasin filter is inserted in the catchbasin just below the grating. Curb Inlet Protection with Wooden Weir — Barrier formed around a curb inlet with a wooden frame and gravel. • Wire mesh with t/z-inch openings. • Extra strength filter cloth. • Construct a frame. • Attach the wire and filter fabric to the frame. • Pile coarse washed aggregate against wire/fabric. • Place weight on frame anchors. Block and Gravel Curb Inlet Protection — Barrier formed around an inlet with concrete blocks and gravel. See Figure 4.14. • Wire mesh with''/z-inch openings. • Place two concrete blocks on their sides abutting the curb at either side of the inlet opening. These are spacer blocks. • Place a 2x4 stud through the outer holes of each spacer block to align the front blocks. • Place blocks on their sides across the front of the inlet and abutting the spacer blocks. • Place wire mesh over the outside vertical face. • Pile coarse aggregate against the wire to the top of the barrier. Curb and Gutter Sediment Barrier — Sandbag or rock berm (riprap and aggregate) 3 feet high and 3 feet wide in a horseshoe shape. See Figure 4.16. • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the outside of the berm sized to sediment trap standards for protecting a culvert inlet. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-85 Maintenance Catch basin filters should be inspected frequently, especially after Standards storm events. If the insert becomes clogged, it should be cleaned or replaced. • For systems using stone filters: If the stone filter becomes clogged with sediment, the stones must be pulled away from the inlet and cleaned or replaced. Since cleaning of gravel at a construction site may be difficult, an alternative approach would be to use the clogged stone as fill and put fresh stone around the inlet. Do not wash sediment into storm drains while cleaning. Spread all excavated material evenly over the surrounding land area or stockpile and stabilize as appropriate. 4-86 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Plan View Se`if.v.. - r,% (2omm) 3/4' Drain Gravel (20mm) Ponding Meight Conciete.Block Overfl.. Curb -I Wire Screen or Filter Fabric Catch Basin 4 Wood Stud (100x50 Timber Stud) NOTES: 1. Use block and gravel type sediment barrier when curb inlet is located in gently sloping street segment, where water can pond and allow sediment to separate from runoff. 2. Barrier shall allow for overflow from severe storm event. 3. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. Figure 4.15 — Block and Gravel Curb Inlet Protection February 2005 Volume Il — Construction Stormwater Pollution Prevention 4-87 Plan View Back of Sidewalk Burlap Sacks to Catch Basin Overlap onto Curb Curb Inlet Back of Curb RUNOFF i RUNOFF SPILLWAY Gravel Filled Sandbags Stacked Tightly NOTES: 1. Place curb type sediment barriers on gently sloping street segments, where water can pond and allow sediment to separate from runoff. 2. Sandbags of either burlap or woven 'geotextile' fabric, are filled with gravel, layered and packed tightly. 3. Leave a one sandbag gap in the top row to provide a spillway for overflow. 4. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. Figure 4.16 — Curb and Gutter Barrier 4-88 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C230: Straw Bale Barrier Purpose To decrease the velocity of sheet flows and intercept and detain small amounts of sediment from disturbed areas of limited extent, preventing sediment from leaving the site. See Figure 4.17 for details on straw bale barriers. Conditions of Use Below disturbed areas subject to sheet and rill erosion. • Straw bales are among the most used and least effective BMPs. The best use of a straw bale is hand spread on the site. • Where the size of the drainage area is no greater than 1/4 acre per 100 feet of barrier length; the maximum slope length behind the barrier is 100 feet; and the maximum slope gradient behind the barrier is 2:1. • Where effectiveness is required for less than three months. • Under no circumstances should straw bale barriers be constructed in streams, channels, or ditches. ■ Straw bale barriers should not be used where rock or hard surfaces prevent the full and uniform anchoring of the barrier. Design and Bales shall be placed in a single row, lengthwise on the contour, with ends Installation of adjacent bales tightly abutting one another. Specifications All bales shall be either wire -bound or string -tied. Straw bales shall be installed so that bindings are oriented around the sides rather than along the tops and bottoms of the bales in order to prevent deterioration of the bindings. ■ The barrier shall be entrenched and backfilled. A trench shall be excavated the width of a bale and the length of the proposed barrier to a minimum depth of 4 inches. The trench must be deep enough to remove all grass and other material that might allow underflow. After the bales are staked and chinked (filled by wedging), the excavated soil shall be backfilled against the barrier. Backfill soil shall conform to the ground level on the downhill side and shall be built up to 4 inches against the uphill side of the barrier. • Each bale shall be securely anchored by at least two stakes or re -bars driven through the bale. The first stake in each bale shall be driven toward the previously laid bale to force the bales together. Stakes or re -bars shall be driven deep enough into the ground to securely anchor the bales. Stakes should not extend above the bales but instead should be driven in flush with the top of the bale for safety reasons. • The gaps between the bales shall be chinked (filled by wedging) with straw to prevent water from escaping between the bales. Loose straw scattered over the area immediately uphill from a straw bale barrier tends to increase barrier efficiency. Wedging must be done carefully in order not to separate the bales. February 2005 Volume Il — Construction Stormwater Pollution Prevention 4-89 Maintenance Straw bale barriers shall be inspected immediately after each runoff - Standards producing rainfall and at least daily during prolonged rainfall. • Close attention shall be paid to the repair of damaged bales, end runs, and undercutting beneath bales. • Necessary repairs to barriers or replacement of bales shall be accomplished promptly. Sediment deposits should be removed after each runoff -producing rainfall. They must be removed when the level of deposition reaches approximately one-half the height of the barrier. • Any sediment deposits remaining in place after the straw bale barrier is no longer required shall be dressed to conform to the existing grade, prepared and seeded. Straw bales used as a temporary straw bale barrier shall be removed after project completion and stabilization to prevent sprouting of unwanted vegetation. 4-90 Volume II — Construction Stormwater Pollution Prevention February 2005 Section A - A 5'-6' (1.5-1.8m) Ponding Height Embed Straw Bale t�. 4" (100mm) Minimum into Soil f.� Angle Stake Toward Previous Bale to Section B - B Provide Tight Fit XI Wooden Stake or Rebar Driven Through Bale. Plan u_ 3 B a e 3 NOTES: 1. The straw bales shall be placed on slope contour. 2. Bales to be placed in a row with the ends tightly abutting. 3. Key in bales to prevent erosion or flow under bales. Figure 4.17 Straw Bale Barrier February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-91 BMP C233: Silt Fence Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. See Figure 4.19 for details on silt fence construction. Conditions of Use Silt fence may be used downslope of all disturbed areas. Design and Installation Specifications Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence, rather than by a sediment pond, is when the area draining to the fence is one acre or less and flow rates are less than 0.5 cfs. • Silt fences should not be constructed in streams or used in V-shaped ditches. They are not an adequate method of silt control for anything deeper than sheet or overland flow. Joints in filter fabric shall be spliced at posts. Use staples, wire rings or equivalent to attach fabric to posts 2"x2" by 14 Ga. wire or equivalent if standard strength fabric used Filter fabric - I B' maxim I Minimum 4"x4" trench J- f Backfill trench with native soil' Post spacing may be increased or 3/4"-1.5" washed gravel to 8' if wire backing is used 2"x2" wood posts, steel fence posts, or equivalent Figure 4.19 — Silt Fence c E N c E [V ® Drainage area of 1 acre or less or in combination with sediment basin in a larger site. • Maximum slope steepness (normal (perpendicular) to fence line) 1:1. • Maximum sheet or overland flow path length to the fence of 100 feet. • No flows greater than 0.5 cfs. • The geotextile used shall meet the following standards. All geotextile properties listed below are minimum average roll values (i.e., the test result for any sampled roll in a lot shall meet or exceed the values shown in Table 4.10): 4-94 Volume // — Construction Stormwater Pollution Prevention February 2005 Table 4.10 Geotextile Standards Polymeric Mesh AOS 0.60 mm maximum for slit film wovens (#30 sieve). 0.30 (ASTM D4751) mm maximum for all other geotextile types (#50 sieve). 0.15 mm minimum for all fabric types (#100 sieve). Water Permittivity (ASTM D4491) 0.02 sec' minimum 180 lbs. Minimum for extra strength fabric. Grab Tensile Strength (ASTM D4632) 100 lbs minimum for standard strength fabric. 30% maximum Grab Tensile Strength (ASTM D4632) Ultraviolet Resistance 70% minimum (ASTM D4355) a Standard strength fabrics shall be supported with wire mesh, chicken wire, 2-inch x 2-inch wire, safety fence, or jute mesh to increase the strength of the fabric. Silt fence materials are available that have synthetic mesh backing attached. 6 Filter fabric material shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life at a temperature range of 0°F. to 120°F. a 100 percent biodegradable silt fence is available that is strong, long lasting, and can be left in place after the project is completed, if permitted by local regulations. a Standard Notes for construction plans and specifications follow. Refer to Figure 4.19 for standard silt fence details. The contractor shall install and maintain temporary silt fences at the locations shown in the Plans. The silt fences shall be constructed in the areas of clearing, grading, or drainage prior to starting those activities. A silt fence shall not be considered temporary if the silt fence must function beyond the life of the contract. The silt fence shall prevent soil carried by runoff water from going beneath, through, or over the top of the silt fence, but shall allow the water to pass through the fence. The minimum height of the top of silt fence shall be 2 feet and the maximum height shall be 21/z feet above the original ground surface. The geotextile shall be sewn together at the point of manufacture, or at an approved location as determined by the Engineer, to form geotextile lengths as required. All sewn seams shall be located at a support post. Alternatively, two sections of silt fence can be overlapped, provided the Contractor can demonstrate, to the satisfaction of the Engineer, that the overlap is long enough and that the adjacent fence sections are close enough together to prevent silt laden water from escaping through the fence at the overlap. February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-95 The geotextile shall be attached on the up -slope side of the posts and support system with staples, wire, or in accordance with the manufacturer's recommendations. The geotextile shall be attached to the posts in a manner that reduces the potential for geotextile tearing at the staples, wire, or other connection device. Silt fence back-up support for the geotextile in the form of a wire or plastic mesh is dependent on the properties of the geotextile selected for use. If wire or plastic back-up mesh is used, the mesh shall be fastened securely to the up -slope of the posts with the geotextile being up -slope of the mesh back-up support. The geotextile at the bottom of the fence shall be buried in a trench to a minimum depth of 4 inches below the ground surface. The trench shall be backfilled and the soil tamped in place over the buried portion of the geotextile, such that no flow can pass beneath the fence and scouring can not occur. When wire or polymeric back-up support mesh is used, the wire or polymeric mesh shall extend into the trench a minimum of 3 inches. The fence posts shall be placed or driven a minimum of 18 inches. A minimum depth of 12 inches is allowed if topsoil or other soft subgrade soil is not present and a minimum depth of 18 inches cannot be reached. Fence post depths shall be increased by 6 inches if the fence is located on slopes of 3:1 or steeper and the slope is perpendicular to the fence. If required post depths cannot be obtained, the posts shall be adequately secured by bracing or guying to prevent overturning of the fence due to sediment loading. Silt fences shall be located on contour as much as possible, except at the ends of the fence, where the fence shall be turned uphill such that the silt fence captures the runoff water and prevents water from flowing around the end of the fence. If the fence must cross contours, with the exception of the ends of the fence, gravel check dams placed perpendicular to the back of the fence shall be used to minimize concentrated flow and erosion along the back of the fence. The gravel check dams shall be approximately 1- foot deep at the back of the fence. It shall be continued perpendicular to the fence at the same elevation until the top of the check dam intercepts the ground surface behind the fence. The gravel check dams shall consist of crushed surfacing base course, gravel backfill for walls, or shoulder ballast. The gravel check dams shall be located every 10 feet along the fence where the fence must cross contours. The slope of the fence line where contours must be crossed shall not be steeper than 3:1. Wood, steel or equivalent posts shall be used. Wood posts shall have minimum dimensions of 2 inches by 2 inches by 3 feet minimum length, and shall be free of defects such as knots, splits, or gouges. 4-96 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Steel posts shall consist of either size No. 6 rebar or larger, ASTM A 120 steel pipe with a minimum diameter of 1-inch, U, T, L, or C shape steel posts with a minimum weight of 1.35 lbs./ft. or other steel posts having equivalent strength and bending resistance to the post sizes listed. The spacing of the support posts shall be a maximum of 6 feet. Fence back-up support, if used, shall consist of steel wire with a maximum mesh spacing of 2 inches, or a prefabricated polymeric mesh. The strength of the wire or polymeric mesh shall be equivalent to or greater than 180 lbs. grab tensile strength. The polymeric mesh must be as resistant to ultraviolet radiation as the geotextile it supports. Silt fence installation using the slicing method specification details follow. Refer to Figure 4.20 for slicing method details. The base of both end posts must be at least 2 to 4 inches above the top of the silt fence fabric on the middle posts for ditch checks to drain properly. Use a hand level or string level, if necessary, to mark base points before installation. Install posts 3 to 4 feet apart in critical retention areas and 6 to 7 feet apart in standard applications. Install posts 24 inches deep on the downstream side of the silt fence, and as close as possible to the fabric, enabling posts to support the fabric from upstream water pressure. Install posts with the nipples facing away from the silt fence fabric. Attach the fabric to each post with three ties, all spaced within the top 8 inches of the fabric. Attach each tie diagonally 45 degrees through the fabric, with each puncture at least 1 inch vertically apart. In addition, each tie should be positioned to hang on a post nipple when tightening to prevent sagging. Wrap approximately 6 inches of fabric around the end posts and secure with 3 ties. No more than 24 inches of a 36-inch fabric is allowed above ground level. The rope lock system must be used in all ditch check applications. The installation should be checked and corrected for any deviation before compaction. Use a flat -bladed shovel to tuck fabric deeper into the ground if necessary. Compaction is vitally important for effective results. Compact the soil immediately next to the silt fence fabric with the front wheel of the tractor, skid steer, or roller exerting at least 60 pounds per square inch. Compact the upstream side first and then each side twice for a total of four trips. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-97 a Any damage shall be repaired immediately. Maintenance 0 If concentrated flows are evident uphill of the fence, they must be Standards intercepted and conveyed to a sediment pond. a It is important to check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment. a Sediment deposits shall either be removed when the deposit reaches approximately one-third the height of the silt fence, or a second silt fence shall be installed. a If the filter fabric (geotextile) has deteriorated due to ultraviolet breakdown, it snail ne re iacea. Ponding height POST SPACING: max 24' 7' maw. an open rune 4' max on pooling areas r Belt I Attach fabric to f upstream olds er post t 8' FLOW--- Prlve over each at" of POST DEPTH: arIt fence 2 to s tlrneo r As much below ground vdth device emrdng � as fabric above ground ee paJ, or greater r (ILxgorwl atL)L'hrmn[ 10e%, cwap-941 1069E comp.caon dWCWss rangh. `��//\��\�i AifACHMENT OETAIM a Gather fabric at posts. W needed. . Utilize three ties per post, a9 wltldn top li' of tabde. a Position each tie dlagonaly, puncturing holes vedir-BUY a rrdnYrarn of r apart. a Hang each tie on a post ripple and tighten securely. No more than 24' of a 36' fabric Use cable nos (Sobs) Q Solt wife• is allowed above ground. Rog of silt fence Opgration Post installed after compaction Fabric on $lilt Fence ground O n � � r 200.300mm V��'�+�"•��7A��"�a'4'Ufy��~ f/,4 ic�'�/,per/.y ��ia�!��ti,� `M1•:��.�� @� C �.• �a' '� . Hodwrital chisel point Slicing blade (76 mm width) (1 S mIn width) Completed Installation Vibratory plow is not acceptable because of hofaontal compaction Figure 4.20 — Silt Fence Installation by Slicing Method 4-98 Volume 11— Construction Stormwater Pollution Prevention February 2005 BMP C240: Sediment Trap Purpose A sediment trap is a small temporary ponding area with a gravel outlet used to collect and store sediment from sites cleared and/or graded during construction. Sediment traps, along with other perimeter controls, shall be installed before any land disturbance takes place in the drainage area. Conditions of Use Prior to leaving a construction site, stormwater runoff must pass through a sediment pond or trap or other appropriate sediment removal best management practice. Non -engineered sediment traps may be used on -site prior to an engineered sediment trap or sediment pond to provide additional sediment removal capacity. It is intended for use on sites where the tributary drainage area is less than 3 acres, with no unusual drainage features, and a projected build -out time of six months or less. The sediment trap is a temporary measure (with a design life of approximately 6 months) and shall be maintained until the site area is permanently protected against erosion by vegetation and/or structures. Sediment traps and ponds are only effective in removing sediment down to about the medium silt size fraction. Runoff with sediment of finer grades (fine silt and clay) will pass through untreated, emphasizing the need to control erosion to the maximum extent first. Whenever possible, sediment -laden water shall be discharged into onsite, relatively level, vegetated areas (see BMP C234 — Vegetated Strip). This is the only way to effectively remove fine particles from runoff unless chemical treatment or filtration is used. This can be particularly useful after initial treatment in a sediment trap or pond. The areas of release must be evaluated on a site -by -site basis in order to determine appropriate locations for and methods of releasing runoff. Vegetated wetlands shall not be used for this purpose. Frequently, it may be possible to pump water from the collection point at the downhill end of the site to an upslope vegetated area. Pumping shall only augment the treatment system, not replace it, because of the possibility of pump failure or runoff volume in excess of pump capacity. All projects that are constructing permanent facilities for runoff quantity control should use the rough -graded or final -graded permanent facilities for traps and ponds. This includes combined facilities and infiltration facilities. When permanent facilities are used as temporary sedimentation facilities, the surface area requirement of a sediment trap or pond must be met. If the surface area requirements are larger than the surface area of the permanent facility, then the trap or pond shall be enlarged to comply with the surface area requirement. The permanent pond shall also be divided into two cells as required for sediment ponds. 4-102 Volume 11— Construction Stormwater Pollution Prevention February 2005 Either a permanent control structure or the temporary control structure (described in BMP C241, Temporary Sediment Pond) can be used. If a permanent control structure is used, it may be advisable to partially restrict the lower orifice with gavel to increase residence time while still allowing dewatering of the pond. A shut-off valve may be added to the control structure to allow complete retention of stormwater in emergency situations. In this case, an emergency overflow weir must be added. A skimmer may be used for the sediment trap outlet if approved by the Local Permitting Authority. Design and . See Figures 4.22 and 4.23 for details. Installation . If permanent runoff control facilities are part of the project, they Specifications should be used for sediment retention. • To determine the sediment trap geometry, first calculate the design surface area (SA) of the trap, measured at the invert of the weir. Use the following equation: SA = FS(Q2/VS) where Q2 = Design inflow based on the peak discharge from the developed 2-year runoff event from the contributing drainage area as computed in the hydrologic analysis. The 10-year peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. If no hydrologic analysis is required, the Rational Method may be used. Vs = The settling velocity of the soil particle of interest. The 0.02 min (medium silt) particle with an assumed density of 2.65 g/cm3 has been selected as the particle of interest and has a settling velocity (VS) of 0.00096 ft/sec. FS = A safety factor of 2 to account for non -ideal settling. Therefore, the equation for computing surface area becomes: SA = 2 x Q2/0.00096 or 2080 square feet per cfs of inflow Note: Even if permanent facilities are used, they must still have a surface area that is at least as large as that derived from the above formula. If they do not, the pond must be enlarged. To aid in determining sediment depth, all sediment traps shall have a staff gauge with a prominent mark 1-foot above the bottom of the trap. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-103 Sediment traps may not be feasible on utility projects due to the limited work space or the short-term nature of the work. Portable tanks may be used in place of sediment traps for utility projects. Maintenance a Sediment shall be removed from the trap when it reaches 1-foot in Standards depth. Any damage to the pond embankments or slopes shall be repaired. Surface area at top of weir �y'G 3T 7 .5'-5' ! 1.5' Min. + Flat Bottom 1 !Vote: Trap may be formed by berm or by partial or complete excavation Native soil or compacted backfill �.4'Min.� \ 1'Min. Overfil 3/4' - 1.5" Washed gravel 2"-4" Rock Geotextile Figure 4.22 Cross Section of Sediment Trap Geotextile 6' Min. 1' Min. depth overflow spillway Figure 4.23 Sediment Trap Outlet Discharge to stabilized conveyance, outlet, or level spreader �— Min. 1' depth =,rr 2"4"' rock Min. 'I'depth 3/4"-1.5" {' washed gravel 4-104 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Stormwater Pollution Prevention Plan Appendix C — Alternative BMPs The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 - Mark Clearing Limits Stake and Wire Fence (C 104) Element #2 - Establish Construction Access Wheel Wash (C106) Water Bars (C203) Element #3 - Control Flow Rates Temporary Sediment Pond (C241) Element #4 - Install Sediment Controls Brush Barrier (C231) Gravel Filter Berm (C232) Vegetated Strip (C234) Straw Wattles (C235) Construction Stormwater Chemical Treatment (C250)* Advanced BMPs: Element #5 - Stabilize Soils Sodding (C124) Polyacylamide for Soil Erosion (C126) Surface Roughening (C130) Gradient Terraces (C 131) Element #6 - Protect Slopes Surface Roughening (C130) Gradient Terraces (C 131) Level Spreader (C206) Triangular Silt Dike (C208) Straw Wattles (C235) Element #7 — Excavated Drop Inlet Protection Block & Gravel Drop Inlet Protection Gravel & Wire Drop Inlet Protection 23 Stormwater Pollution Prevention Plan Element #8 - Stabilize Channels and Outlets N/A Element #10 - Control Dewatering Additional Advanced BMPs to Control Dewatering: Concrete Handling (C 151) Temporary Sediment Pond (C241) Construction Stormwater Chemical Treatment (C250)* Construction Stormwater Filtration (C251) Infiltration Temporary pumping Use of sedimentation bag, with outfall to a ditch or swale for small volumes of localized dewatering * Formal written approval from Ecology and the Local Permitting Authority is required. 24 BMP C104: Stake and Wire Fence Purpose Fencing is intended to: (1) restrict clearing to approved limits; (2) prevent disturbance of sensitive areas, their buffers, and other areas required to be left undisturbed; (3) limit construction traffic to designated construction entrances or roads; and, (4) protect any areas where marking with survey tape may not provide adequate protection. Conditions of Use To establish clearing limits, stake or wire fence may be used: At the boundary of sensitive areas, their buffers, and other areas required to be left uncleared. As necessary, to control vehicle access to and on the site. Design and O See Figure 4.1 for details. Installation More substantial fencing shall be used if the fence does not prevent Specifications encroachment into those areas that are not to be disturbed. Maintenance a If the fence has been damaged or visibility reduced, it shall be Standards repaired or replaced immediately and visibility restored. Survey Flagging Baling Wire Do Not Nail or Staple Wire to Trees T 7' 3' MIN. Metal Fence Post !I 11 f 1 1-1 1 1-1 1 1-1 1 i—1 1 11 1 i 1 1-1 1 I' —"'I 1 1"— t I—" I I I 2« MIN. 1 Figure 4.1 - Stake and Wire Fence February 2005 Volume 11 - Construction Stormwater Pollution Prevention 4-7 BMP C106: Wheel Wash Purpose Wheel washes reduce the amount of sediment transported onto paved roads by motor vehicles. Conditions of Use When a stabilized construction entrance (see BMP C105) is not preventing sediment from being tracked onto pavement. Wheel washing is generally an effective BMP when installed with careful attention to topography. For example, a wheel wash can be detrimental if installed at the top of a slope abutting a right-of-way where the water from the dripping truck can run unimpeded into the street. • Pressure washing combined with an adequately sized and surfaced pad with direct drainage to a large 10-foot x 10-foot sump can be very effective. Design and Suggested details are shown in Figure 4.3. The Local Permitting Installation Authority may allow other designs. A minimum of 6 inches of asphalt Specifications treated base (ATB) over crushed base material or 8 inches over a good subgrade is recommended to pave the wheel wash. Use a low clearance truck to test the wheel wash before paving. Either a belly dump or lowboy will work well to test clearance. Keep the water level from 12 to 14 inches deep to avoid damage to truck hubs and filling the truck tongues with water. Midpoint spray nozzles are only needed in extremely muddy conditions. Wheel wash systems should be designed with a small grade change, 6 to 12 inches for a 10-foot-wide pond, to allow sediment to flow to the low side of pond to help prevent re -suspension of sediment. A drainpipe with a 2- to 3-foot riser should be installed on the low side of the pond to allow for easy cleaning and refilling. Polymers may be used to promote coagulation and flocculation in a closed -loop system. Polyacrylamide (PAM) added to the wheel wash water at a rate of 0.25 - 0.5 pounds per 1,000 gallons of water increases effectiveness and reduces cleanup time. If PAM is already being used for dust or erosion control and is being applied by a water truck, the same truck can be used to change the wash water. Maintenance The wheel wash should start out the day with fresh water. Standards The wash water should be changed a minimum of once per day. On large earthwork jobs where more than 10-20 trucks per hour are expected, the wash water will need to be changed more often. Wheel wash or tire bath wastewater shall be discharged to a separate on - site treatment system, such as closed -loop recirculation or land application, or to the sanitary sewer with proper local sewer district approval. 4-10 Volume 11 — Construction Stormwater Pollution Prevention February 2005 " Schedule 40 1 '/z' schedule 40 for sprayers y , II 2% 5:1 5:1 11 2% Slope Slope Slope r Slope Il Il 1 1Slope Wheel Wash Plan 1-157--716 20' -15'- 501 Elevation View Water level 1:1 Slope Section A -A N.T.S. Figure 4.3 Wheel Wash Notes: 1. Asphalt construction entrance 6 in. asphalt treated base (ATB). 2. 3-inch trash pump with floats on the suction hose. 3. Midpoint spray nozzles, if needed. 4. 6-inch sewer pipe with butterfly valves. Bottom one is a drain. Locate top pipe's invert 1 foot above bottom of wheel wash. 5. 8 foot x 8 foot sump with 5 feet of catch. Build so can be cleaned with trackhoe. 6. Asphalt curb on the low road side to direct water back to pond. 7. 6-inch sleeve under road. 8. Ball valves. 9. 15 foot. ATB apron to protect ground from splashing water. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-11 BMP C126: Polyacrylamide for Soil Erosion Protection Purpose Polyacrylamide (PAM) is used on construction sites to prevent soil erosion. Applying PAM to bare soil in advance of a rain event significantly reduces erosion and controls sediment in two ways. First, PAM increases the soil's available pore volume, thus increasing infiltration through flocculation and reducing the quantity of stormwater runoff. Second, it increases flocculation of suspended particles and aids in their deposition, thus reducing stormwater runoff turbidity and improving water quality. Conditions of Use PAM shall not be directly applied to water or allowed to enter a water body. In areas that drain to a sediment pond, PAM can be applied to bare soil under the following conditions: • During rough grading operations. • Staging areas. • Balanced cut and fill earthwork. • Haul roads prior to placement of crushed rock surfacing. • Compacted soil roadbase. • Stockpiles. • After final grade and before paving or final seeding and planting. ■ Pit sites. ■ Sites having a winter shut down. In the case of winter shut down, or where soil will remain unworked for several months, PAM should be used together with mulch. Design and PAM may be applied in dissolved form with water, or it may be applied in Installation dry, granular or powdered form. The preferred application method is the Specifications dissolved form. PAM is to be applied at a maximum rate of 2/3 pound PAM per 1000 gallons water (80 mg/L) per 1 acre of bare soil. Table 4.8 can be used to determine the PAM and water application rate for a disturbed soil area. Higher concentrations of PAM do not provide any additional effectiveness. Table 4.8 PAM and Water Application Rates Disturbed Area (ac) PAM (lbs) Water (gal) 0.50 0.33 500 1.00 0.66 1,000 1.50 1.00 1,500 2.00 1.32 2,000 2.50 1.65 2,500 3.00 2.00 3,000 3.50 2.33 3,500 4.00 2.65 4,000 4.50 3.00 4,500 5.00 3.33 5,000 4-32 Volume 11 — Construction Stormwater Pollution Prevention February 2005 The Preferred Method: • Pre -measure the area where PAM is to be applied and calculate the amount of product and water necessary to provide coverage at the specified application rate (2/3 pound PAM11000 gallons/acre). ' PAM has infinite solubility in water, but dissolves very slowly. Dissolve pre -measured dry granular PAM with a known quantity of clean water in a bucket several hours or overnight. Mechanical mixing will help dissolve the PAM. Always add PAM to water - not water to PAM. • Pre -fill the water truck about 1/8 full with water. The water does not have to be potable, but it must have relatively low turbidity -- in the range of 20 NTU or less. • Add PAM /Water mixture to the truck • Completely fill the water truck to specified volume. • Spray PAMIWater mixture onto dry soil until the soil surface is uniformly and completely wetted. An Alternate Method: PAM may also be applied as a powder at the rate of 51bs. per acre. This must be applied on a day that is dry. For areas less than 5-10 acres, a hand-held `organ grinder" fertilizer spreader set to the smallest setting will work. Tractor -mounted spreaders will work for larger areas. The following shall be used for application of PAM: • PAM shall be used in conjunction with other BMPs and not in place of other BMPs. • Do not use PAM on a slope that flows directly into a stream or wetland. The stormwater runoff shall pass through a sediment control BMP prior to discharging to surface waters. • Do not add PAM to water discharging from site. • When the total drainage area is greater than or equal to 5 acres, PAM treated areas shall drain to a sediment pond. • Areas less than 5 acres shall drain to sediment control BMPs, such as a minimum of check dams per acre. The total number of check dams used shall be maximized to achieve the greatest amount of settlement of sediment prior to discharging from the site. Each check dam shall be spaced evenly in the drainage channel through which stormwater flows are discharged off -site. • an all sites, the use of silt fence shall be maximized to limit the discharges of sediment from the site. ■ All areas not being actively worked shall be covered and protected from rainfall. PAM shall not be the only cover BMP used. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-33 • PAM can be applied to wet soil, but dry soil is preferred due to less sediment loss. • PAM will work when applied to saturated soil but is not as effective as applications to dry or damp soil. Keep the granular PAM supply out of the sun. Granular PAM loses its effectiveness in three months after exposure to sunlight and air. Proper application and re -application plans are necessary to ensure total effectiveness of PAM usage. • PAM, combined with water, is very slippery and can be a safety hazard. Care must be taken to prevent spiIIs of PAM powder onto paved surfaces. During an application of PAM, prevent over -spray from reaching pavement as pavement will become slippery. Powder gets on skin or clothing, wipe it off with a rough towel rather than washing with water -this only makes cleanup messier and take longer. ■ Some PAMS are more toxic and carcinogenic than others. Only the most environmentally safe PAM products should be used. The specific PAM copolymer formulation must be anionic. Cationic PAM shall not be used in any application because of known aquatic toxicity problems. Only the highest drinking water grade PAM, certified for compliance with ANSIINSF Standard 60 for drinking water treatment, will be used for soil applications. Recent media attention and high interest in PAM has resulted in some entrepreneurial exploitation of the term "polymer." All PAM are Polymers, but not all polymers are PAM, and not all PAM products comply with ANSIINSF Standard 60. PAM use shall be reviewed and approved by the Iocal permitting authority. The Washington State Department of Transportation (WSDOT) has listed approved PAM products on their web page. PAM designated for these uses should be "water soluble" or "linear" or "non-crosslinked". Cross -linked or water absorbent PAM, polymerized in highly acidic (pH<2) conditions, are used to maintain soil moisture content. The PAM anionic charge density may vary from 2-30 percent; a value of 18 percent is typical. Studies conducted by the United States Department of Agriculture (USDA}TARS demonstrated that soil stabilization was optimized by using very high molecular weight (12- 15 mglmole), highly anionic (>20% hydrolysis) PAM. PAM tackifers are available and being used in place of guar and alpha plantago. Typically, PAM tackifiers should be used at a rate of no more than 0.5-1 lb, per 1000 gallons of wafter in a hydromulch machine. Some tackif er product instructions say to use at a rate of 3 -- 4-34 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Maintenance Standards 5 lbs. per acre, which can be too much. In addition, pump problems can occur at higher rates due to increased viscosity. • PAM may be reapplied on actively worked areas after a 48-hour period. Reapplication is not required unless PAM treated soil is disturbed or unless turbidity levels show the need for an additional application. If PAM treated soil is left undisturbed a reapplication may be necessary after two months. More PAM applications may be required for steep Slopes, silty and clayey soils (USDA Classification Type "C„ and "D" soils), long grades, and high precipitation areas. When PAM is applied first to bare soil and then covered with straw, a reapplication may not be necessary for several months. Loss of sediment and PAM may be a basis for penalties per RCW 90.48.080. February 2005 Volume ll - Construction Stormwater Pollution Prevention 4-35 BMP C130: Surface Roughening Purpose Surface roughening aids in the establishment of vegetative cover, reduces runoff velocity, increases infiltration, and provides for sediment trapping through the provision of a rough soil surface Horizontal depressions are created by operating a tiller or other suitable equipment on the contour or by leaving slopes in a roughened condition by not fine Conditions for Use grading them. All slopes steeper than 3:1 and greater than 5 vertical feet require surface roughening. • Areas with grades steeper than 3:1 should be roughened to a depth of 2 to 4 inches prior to seeding. • Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. • Slopes with a stable rock face do not require roughening. Design and • Slopes where mowing is planned should not be excessively roughened. There are different methods for Installation achieving a roughened soil surface on a slope, and the selection of an Specifications appropriate method de ends u on the p type of slope. Roughening methods include stair-stepadze cont ur furrows, and tracking. See Figure 4.6 for tracking and contour r furrows Factors to be considered in choosing a method are slope steepness, mowing requirements, and whether the slope is formed by cutting or filling. • Disturbed areas that will not require mowingmay be stair -step y P graded, grooved, or left rough after filling. • Stair -step grading is particularly appropriate in soils containing large amounts of soft rock. Each "step' atches material that sloughs from above, and provides a level site where vegetation can become established. Stairs should be wide enough to work with standard earth moving equipment. Stair steps must be on contour or gullies will form on the slope. • Areas that will be mowed (these areas should have slopes less steep than 3:1) may have small furrows left by disking, harrowing, raking, or seed -planting machinery operated on the contour. • Graded areas with slopes greater than 3:1 but less than 2:1 should be roughened before seeding. This can be accomplished in a variety of ways, including "track walking," or driving a crawler tractor up and down the slope, leaving a pattern of cleat imprints parallel to slope contours. • Tracking is done by operating equipment up and down the slope to leave horizontal depressions Maintenance Standards in the soil. . Areas that are graded in this manner should be seeded possible. as quickly as • Regular inspections should be made of the area. If rills appear, they should be re -graded and re -seeded immediately. 4-36 Volume ll — Construction Stormwater Pollution Prevention February 2005 Tracking e. e. 'TRACKING' with machinery up and down e the slope provides grooves that will catch e e seed, rainfall and reduce runoff. e. e, Figure 4.6 — Surface Roughening by Tracking and Contour Furrows February 2005 Volume // — Construction Stormwater Pollution Prevention 4-37 BMP C131: Gradient Terraces Purpose Gradient terraces reduce erosion damage by intercepting surface runoff and conducting it to a stable outlet at a non -erosive velocity. Conditions of Use Gradient terraces normally are limited to denuded land having a water erosion problem. They should not be constructed on deep sands or on soils that are too stony, steep, or shallow to permit practical and economical installation and maintenance. Gradient terraces may be used only where suitable outlets are or will be made available. See Figure 4.7 for gradient terraces. Design and Installation The maximum spacing of gradient terraces should be determined by the fallowing Specifications method: VI = (0.8)s + y Where: VI = vertical interval in feet y = land rise per 100 feet, expressed in feet = a soil and cover variable with values from 1.0 to 4.0 Values of "y" are influenced by soil erodibility and cover practices. The lower values are applicable to erosive soils where little to no residue is left on the surface. The higher value is applicable only to erosion -resistant soils where a large amount of residue (1 %2 tons of straw/acre equivalent) is on the surface. • The minimum constructed cross-section should meet the design dimensions. • The top of the constructed ridge should not be lower at any point than the design elevation plus the specified overfill for settlement. The opening at the outlet end of the terrace should have a cross section equal to that specified for the terrace channel. ■ Channel grades may be either uniform or variable with a maximum grade of 0.6 feet per 100 feet length. For short distances, terrace grades may be increased to improve alignment. The channel velocity should not exceed that which is nonerosive for the soil type with the planned treatment. All gradient terraces should have adequate outlets. Such an outlet may be a grassed waterway, vegetated area, or tile outlet. In all cases the outlet must convey runoff from the terrace or terrace system to a point where the outflow will not cause damage. Vegetative cover should be used in the outlet channel. ■ The design elevation of the water surface of the terrace should not be lower than the design elevation of the water surface in the outlet at their junction, when both are operating at design flow. 4-38 Volume lI — Construction Stormwater Pollution Prevention February 2005 • Vertical spacing determined by the above methods may be increased as much as 0.5 feet or 10 percent, whichever is greater, to provide better alignment or location, to avoid obstacles, to adjust for equipment size, or to reach a satisfactory outlet. • The drainage area above the top should not exceed the area that would be drained by a terrace with normal spacing. • The terrace should have enough capacity to handle the peak runoff expected from a 2-year, 24-hour design storm without overtopping. • The terrace cross-section should be proportioned to fit the land slope. The ridge height should include a reasonable settlement factor. The ridge should have a minimum top width of 3 feet at the design height. The minimum cross -sectional area of the terrace channel should be 8 square feet for land slopes of 5 percent or less, 7 square feet for slopes from 5 to 8 percent, and 6 square feet for slopes steeper than 8 percent. The terrace can be constructed wide enough to be maintained using a small cat. Maintenance Maintenance should be performed as needed. Terraces should be Standards inspected regularly; at least once a year, and after large storm events. Slope to adeauate nutipt Figure 4.7 - Gradient Terraces February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-39 BMP C203: Water Bars Purpose A small ditch or ridge of material is constructed diagonally across a road or right-of-way to divert stormwater runoff from the road surface, wheel tracks, or a shallow road ditch. Conditions of use Clearing right-of-way and construction of access for power lines, pipelines, and other similar installations often require long narrow right-ofways over sloping terrain. Disturbance and compaction prorr�otes gully formation in these cleared strips by increasing the volume and velocity of runoff. Gully formation may be especially severe in tire tracks and rats. To prevent I runoff can often be diverted across the width of the right-of-way to undisturbed areas by using small predesigned diversions. Design and Installation Specifications Give special consideration to each individual outlet area, as well as to the cumulative effect of added diversions. Use gravel to stabilize the diversion where significant vehicular traffic is anticipated. Height: 8-inch minimum measured from the channel bottom to the ridge top • Side slope of channel: 2:1 maximum; 3:1 or flatter when vehicles will cross. ■ Base width of ridge: 6-inch minimum. ■ Locate them to use natural drainage systems and to discharge into well vegetated stable areas. + Guideline for Saacin,,- 51=35 cin it125 5100 175 250 lined ditch Grade of water bar and angle: Select angle that results in ditch slope less than 2 percent. • Install as soon as the clearing and grading is complete. Reconstruct when construction is complete on a section when utilities are being installed. ■ Compact the ridge when installed. • Stabilize, seed and mulch the portions that are not subject to traffic. Gravel the areas crossed by vehicles. February2005 Volume 11 —Construction Stormwater Pollution Prevention 4-65 Maintenance Periodically inspect right-of-way diversions for wear and after every heavy Standards rainfall for erosion damage. Immediately remove sediment from the flow area and repair the dike. Check outlet areas and make timely repairs as needed. When permanent road drainage is established and the area above the temporary right-of-way diversion is permanently stabilized, remove the dike and fill the channel to blend with the natural ground, and appropriately stabilize the disturbed area. 4-66 Volume /l — Construction Stormwater Pollution Prevention February 2005 BMP C206: Level Spreader Purpose To provide a temporary outlet for dikes and diversions consisting of an excavated depression constructed at zero grade across a slope. To convert concentrated runoff to sheet flow and release it onto areas stabilized by existing vegetation or an engineered filter strip. Conditions of Use Used when a concentrated flow of water needs to be dispersed over a large area with existing stable vegetation. ■ Items to consider are: 1. What is the risk of erosion or damage if the flow may become concentrated? 2. Is an easement required if discharged to adjoining property? 3. Most of the flow should be as ground water and not as surface flow. 4. Is there an unstable area downstream that cannot accept additional ground water? • Use only where the slopes are gentle, the water volume is relatively low, and the soil will adsorb most of the low flow events. Design and Use above undisturbed areas that are stabilized by existing vegetation. Installation If the levels reader has points, flow will concentrate create Specifications an low p y p � , channels and may cause erosion. Discharge area below the outlet must be uniform with a slope of less than 5H:IV. • Outlet to be constructed level in a stable, undisturbed soil profile (not on fill). • The runoff shall not reconcentrate after release unless intercepted by another downstream measure. ■ The grade of the channel for the last 20 feet of the dike or interceptor entering the level spreader shall be less than or equal to 1 percent. The grade of the level spreader shall be 0 percent to ensure uniform spreading of storm runoff. • A 6-inch high gravel berm placed across the level lip shall consist of washed crushed rock, 2- to 4-inch or 3/4-inch to 1 Yz-inch size. ■ The spreader length shall be determined by estimating the peak flow expected from the 10-year, 24-hour design storm. The length of the spreader shall be a minimum of 15 feet for 0.1 cfs and shall be 10 feet for each 0.1 cfs there after to a maximum of 0.5 cfs per spreader. Use multiple spreaders for higher flows. • The width of the spreader should be at least 6 feet. February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-73 • The depth of the spreader as measured from the lip should be at least 6 inches and it should be uniform across the entire length. • Level spreaders shall be setback from the property line unless there is an easement for flow. ■ Level spreaders, when installed every so often in grassy swales, keep the flows from concentrating. Materials that can be used include sand bags, lumber, logs, concrete, and pipe. To function properly, the material needs to be installed level and on contour. Figures 4.11 and 4.12 provide a cross-section and a detail of a level spreader. Maintenance The spreader should be inspected after every runoff event to ensure that it Standards is functioning correctly. • The contractor should avoid the placement of any material on the structure and should prevent construction traffic from crossing over the structure. ■ If the spreader is damaged by construction traffic, it shall be immediately repaired. Densely vegetated for a Min. of 100' and slope less than 5:1 o.,.,....._- T-- 3' Min Figure 4.11 — Cross Section of Level Spreader "xi 01- mabe abutted to Spreader must be level Treated end for2max. spreader length f 50' 6" min. 1" min. =�! f 6" min. ICF11, i I ICI I If 'I I ICI �Il1.�lil.�If ili�lil�ffl 18" min. rebar supports 8' max. spacing Figure 4.12 - Detail of Level Spreader 4-74 Volume 11 — Construction Stormwater Pollution Prevention February 2005 BMP C208: Triangular Silt Dike (Geotextile-Encased Check Dam) Purpose Triangular silt dikes may be used as check dams, for perimeter protection, for temporary soil stockpile protection, for drop inlet protection, or as a temporary interceptor dike. Conditions of use May be used in place of straw bales for temporary check dams in ditches of any dimension. • May be used on soil or pavement with adhesive or staples. • TSDs have been used to build temporary: 1. sediment ponds; 2. diversion ditches; 3. concrete wash out facilities; 4. curbing; 5. water bars; 6. level spreaders; and, 7. berms. Design and Made of urethane foam sewn into a woven geosynthetic fabric. Installation Specifications It is triangular, 10 inches to 14 inches high in the center, with a 20-inch to 28-inch base. A 2—foot apron extends beyond both sides of the triangle along its standard section of 7 feet. A sleeve at one end allows attachment of additional sections as needed. • .Install with ends curved up to prevent water from flowing around the ends. • The fabric flaps and check dam units are attached to the ground with wire staples. Wire staples should be No. l l gauge wire and should be 200 mm to 300 mm in length. • When multiple units are installed, the sleeve of fabric at the end of the unit shall overlap the abutting unit and be stapled. • Check dams should be located and installed as soon as construction will allow. Check dams should be placed perpendicular to the flow of water. • When used as check dams, the leading edge must be secured with rocks, sandbags, or a small key slot and staples. • In the case of grass -lined ditches and swales, check dams and accumulated sediment shall be removed when the grass has matured sufficiently to protect the ditch or swale unless the slope of the swale is greater than 4 percent. The area beneath the check dams shall be seeded and mulched immediately after dam removal. Maintenance Triangular silt dams shall be monitored for performance and sediment Standards accumulation during and after each runoff producing rainfall. 4-78 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Sediment shall be removed when it reaches one half the height of the dam. ■ Anticipate submergence and deposition above the triangular silt dam and erosion from high flows around the edges of the dam. Immediately repair any damage or any undercutting of the dam. February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-79 BMP C231: Brush Barrier Purpose The purpose of brush barriers is to reduce the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use e Brush barriers may be used downslope of all disturbed areas of less than one -quarter acre. Brush barriers are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a barrier, rather than by a sediment pond, is when the area draining to the barrier is small. • Brush barriers should only be installed on contours. Design and Height 2 feet (minimum) to 5 feet (maximum). Installation , width 5 feet at base (minimum) to 15 feet (maximum). Specifications • Filter fabric (geotextile) may be anchored over the brush berm to enhance the filtration ability of the barrier. Ten -ounce burlap is an adequate alternative to filter fabric. • Chipped site vegetation, composted mulch, or wood -based mulch (hog fuel) can be used to construct brush barriers. • A 100 percent biodegradable installation can be constructed using 10- ounce burlap held in place by wooden stakes. Figure 4.18 depicts a typical brush barrier. Maintenance There shall be no signs of erosion or concentrated runoff under or Standards around the barrier. If concentrated flows are bypassing the barrier, it must be expanded or augmented by toed -in filter fabric. • The dimensions of the barrier must be maintained. If required, drape filter fabric over brush and secure in 4"x4" min. trench with compacted backfill.�_ Min. 5' wide brush barrier with max. 6" diameter woody debris. Alternatively topsoll strippings may be used to farm the barrier. f�. *tit*tQt :tr+Ff if+Anchor downhill edge of - filter sandbags,or equivalent. 2'Min. Height �i Figure 4.18 — Brush Barrier 4-92 Volume 11— Construction Stormwater Pollution Prevention February 2005 BMP C232: Gravel Filter Berm Purpose A gravel filter berm is constructed on rights -of -way or traffic areas within a construction site to retain sediment by using a filter berm of gravel or crushed rock. Conditions of Use Design and Installation Specifications Maintenance Standards Where a temporary measure is needed to retain sediment from rights -of - way or in traffic areas on construction sites. • Berm material shall be 3/4 to 3 inches in size, washed well -grade gravel or crushed rock with less than 5 percent fines. • Spacing of berms: — Every 300 feet on slopes less than 5 percent — Every 200 feet on slopes between 5 percent and 10 percent — Every 100 feet on slopes greater than 10 percent • Berm dimensions: — 1 foot high with 3:1 side slopes — 8 linear feet per 1 cfs runoff based on the 10-year, 24-hour design storm Regular inspection is required. Sediment shall be removed and filter material replaced as needed. February 2005 Volume 11— Construction Stormwatier Pollution Prevention 4-93 BMP C234: Vegetated Strip Purpose Vegetated strips reduce the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use Vegetated strips may be used downslope of all disturbed areas. Vegetated strips are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a strip, rather than by a sediment pond, is when the following criteria are met (see Table 4.11): Table 4.11 Ve jetated Stri s Mess loe Slope Percent Flowpath Length r less 67% or less 100 feet ess 50% or less 115 feet ess 25% or less 150 feet 16.7% or less 200 feet 1 OH:1 V or less 10% or less 250 feet Design and . The vegetated strip shall consist of a minimum of a 25-foot wide Installation continuous strip of dense vegetation with a permeable topsoil. Grass - Specifications covered, Iandscaped areas are generally not adequate because the volume of sediment overwhelms the grass. Ideally, vegetated strips shall consist of undisturbed native growth with a well -developed soil that allows for infiltration of runoff: • The slope within the strip shall not exceed 4H:IV. • The uphill boundary of the vegetated strip shall be delineated with clearing limits. Maintenance Standards • Any areas damaged by erosion or construction activity shall be seeded immediately and protected by mulch. • If more than 5 feet of the original vegetated strip width has had vegetation removed or is being eroded, sod must be installed. ■ If there are indications that concentrated flows are traveling across the buffer, surface water controls must be installed to reduce the flows entering the buffer, or additional perimeter protection must be installed. February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-99 BMP C235: Straw Wattles Purpose Straw wattles are temporary erosion and sediment control barriers consisting of straw that is wrapped in biodegradable tubular plastic or similar encasing material. They reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. Straw wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. The wattles are placed in shallow trenches and staked along the contour of disturbed or newly constructed slopes. See Figure 4.21 for typical construction details. Conditions of Use ■ Disturbed areas that require immediate erosion protection. • Exposed soils during the period of short construction delays, or over winter months. ■ On slopes requiring stabilization until permanent vegetation can be established. ® Straw wattles are effective for one to two seasons. • If conditions are appropriate, wattles can be staked to the ground using willow cuttings for added revegetation. 9 Rilling can occur beneath wattles if not properly entrenched and water can pass between wattles if not tightly abutted together. Design Criteria • It is critical that wattles are installed perpendicular to the flow direction and parallel to the slope contour. ■ Narrow trenches should be dug across the slope on contour to a depth of 3 to 5 inches on clay soils and soils with gradual slopes. On loose soils, steep slopes, and areas with high rainfall, the trenches should be dug to a depth of 5 to 7 inches, or 1/2 to 2/3 of the thickness of the wattle. • Start building trenches and installing wattles from the base of the slope and work up. Excavated material should be spread evenly along the uphill slope and compacted using hand tamping or other methods. • Construct trenches at contour intervals of 3 to 30 feet apart depending on the steepness of the slope, soil type, and rainfall. The steeper the slope the closer together the trenches. ■ Install the wattles snugly into the trenches and abut tightly end to end. Do not overlap the ends. • Install stakes at each end of the wattle, and at 4-foot centers along entire length of wattle. • If required, install pilot holes for the stakes using a straight bar to drive holes through the wattle and into the soil. • At a minimum, wooden stakes should be approximately 3/4 x 3/4 x 24 inches. Willow cuttings or 3/8-inch rebar can also be used for stakes. 4-100 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Maintenance • Stakes should be driven through the middle of the wattle, leaving 2 to 3 Standards inches of the stake protruding above the wattle. • Wattles may require maintenance to ensure they are in contact with soil and thoroughly entrenched, especially after significant rainfall on steep sandy soils. • Inspect the slope after significant storms and repair any areas where wattles are not tightly abutted or water has scoured beneath the wattles. 3'-4' t J � (1.2m) N, 4 Straw Rolls Must Be Placed Along \jf Slope Contours Adjacent rolls shall tightly abut 1 10'-25' (3-8m) �y Spacing Depends f on Soil Type and Sediment, organic matter, Slope Steepness and native seeds are l / captured behind the rolls. 3"-5" (75-125mm) 8"-10" DIA. (200-250mm) .1 Live Stake _ter 1" X 1" Stake not to scale (25 x 25mm) A, NOTE: 1. Straw roll installation requires the placement and secure staking of the roll in a trench, 3"-5" (75-125mm) deep, dug on contour. runoff must not be allowed to run under or around roll. Figure 4.21 — Straw Wattles February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-101 BMP C241: Temporary Sediment Pond Purpose Sediment ponds remove sediment from runoff originating from disturbed areas of the site. Sediment ponds are typically designed to remove sediment no smaller than medium silt (0.02 mm). Consequently, they usually reduce turbidity only slightly. Conditions of Use Prior to leaving a construction site, stormwater runoff must pass through a sediment pond or other appropriate sediment removal best management practice. A sediment pond shall be used where the contributing drainage area is 3 acres or more. Ponds must be used in conjunction with erosion control practices to reduce the amount of sediment flowing into the basin. Design and . Sediment basins must be installed only on sites where failure of the Installation structure would not result in loss of life, damage to homes or Specifications buildings, or interruption of use or service of public roads or utilities. Also, sediment traps and ponds are attractive to children and can be very dangerous. Compliance with local ordinances regarding health and safety must be addressed. If fencing of the pond is required, the type of fence and its location shall be shown on the ESC plan. • Structures having a maximum storage capacity at the top of the dam of 10 acre-ft (435,600 ftm) or more are subject to the Washington Dam Safety Regulations (Chapter 173-175 WAC). • See Figure 4.24, Figure 4.25, and Figure 4.26 for details. • If permanent runoff control facilities are part of the project, they should be used for sediment retention. The surface area requirements of the sediment basin must be met. This may require enlarging the permanent basin to comply with the surface area requirements. if a permanent control structure is used, it may be advisable to partially restrict the lower orifice with gravel to increase residence time while still allowing dewatering of the basin. Use of infiltration facilities for sedimentation basins during construction tends to clog the soils and reduce their capacity to infiltrate. If infiltration facilities are to be used, the sides and bottom of the facility must only be rough excavated to a minimum of 2 feet above final grade. Final grading of the infiltration facility shall occur only when all contributing drainage areas are fully stabilized. The infiltration pretreatment facility should be fully constructed and used with the sedimentation basin to help prevent clogging. Determining Pond Geometry Obtain the discharge from the hydrologic calculations of the peak flow for the 2-year runoff event (Q2). The 10-year peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. If no hydrologic analysis is required, the Rational Method may be used. February 2005 Volume-1-1— Construction Stormwater Pollution Prevention 4-105 Determine the required surface area at the top of the riser pipe with the equation: SA = 2 x Q210.00096 or 2080 square feet per cfs of inflow See BMP C240 for more information on the derivation of the surface area calculation. The basic geometry of the pond can now be determined using the following design criteria: Required surface area SA (from Step 2 above) at top of riser. • Minimum 3.5-foot depth from top of riser to bottom of pond. • Maximum 3:1 interior side slopes and maximum 2:1 exterior slopes. The interior slopes can be increased to a maximum of 2:1 if fencing is provided at or above the maximum water surface. • One foot of freeboard between the top of the riser and the crest of the emergency spillway. ■ Flat bottom. Minimum 1-foot deep spillway. • Length -to -width ratio between 3:1 and 6:1. • Sizing of Discharge Mechanisms. The outlet for the basin consists of a combination of principal and emergency spillways. These outlets must pass the peak runoff expected from the contributing drainage area for a 100-year storm. If, due to site conditions and basin geometry, a separate emergency spill -way is not feasible, the principal spillway must pass the entire peak runoff expected from the 100-year storm. However, an attempt to provide a separate emergency spillway should always be made. The runoff calculations should be based on the site conditions during construction. The flow through the dewatering orifice cannot be utilized when calculating the I00-year storm elevation because of its potential to become clogged; therefore, available spillway storage must begin at the principal spillway riser crest. The principal spillway designed by the procedures contained in this standard will result in some reduction in the peak rate of runoff. However, the riser outlet design will not adequately control the basin discharge to the predevelopment discharge limitations as stated in Minimum Requirement #7: Flow Control. However, if the basin for a permanent stormwater detention pond is used for a temporary sedimentation basin, the control structure for the permanent pond can be used to maintain predevelopment discharge limitations. The size of the basin, the expected life of the construction project, the anticipated downstream effects and the anticipated weather conditions during construction, should be considered to determine the need of additional discharge control. See Figure 4.28 for riser inflow curves. 4-106 Volume /I — Construction Stormwater Pollution Prevention February 2 005 Key divider into slope to prevent flow ar The pond length sto 6ha]! be 3 to 6 107� times the maximum pond width Pon'll length Inflow Silt fence or _qaequivalent divider Note: Pond may be formed by berm or by partial or complete excavation edimenttiser Ili! Figure 4.24 — Sediment Pond Plan View Emergency overflow Discharge to slab lllzed conveyance, outet, or level spreader Riser pipe (principal spillway) Crest of open at top with emergen spillway F min. Width trash rack e Embankment compacted 95% Dewatering device v _ _ envious materials such as (see riser detail) gravel or clean sand shall not be used -z!iI1=rI=P=jI1=jI=I7"='{"='="'= Discharge tastabilized Wire -backed silt fence Dewatenng Concrete base conveyance outlet or staked haybales wrapped orifice (see riser detail) level spreader with filter fabric, or equivalent divider Figure 4.25 — Sediment Pond Cross Section Polyethylene cap Provide adequate strapninq Perforated polyethylene Corrugated = drainage tubing, diameter = metal riser min. 2" larger than - dewatering orifice. _- Tubing shall comply = Watertight with ASTM F667 and = cou !ng - Tack weld AASHTO M294 1 6" min. r--- 18" min. T Concrete base 2X riser dia. Min. — 3.5' min. i Dewatering orifice, schedule, _4r 40 steel stub min. Diameter asper calculations Altematively, metal stakes and wire may be used to prevent flotation Figure 4.Zb — 5eaiment tuna Kiser uezau February 2005 Volume 1l — Construction Stormwater Pollution Prevention 4-107 "Vul U E+•Af —Kiser irinow curves 4-108 Volume // — Construction Stormwater Pollution Prevention February 2005 Principal Spillway: Determine the required diameter for the principal spillway (riser pipe). The diameter shall be the minimum necessary to pass the pre -developed 10-year peak flow (Q10). Use Figure 4.28 to determine this diameter (h = 1-foot). Note: A permanent control structure may be used instead of a temporary riser. Emergency Overflow Spillway: Determine the required size and design of the emergency overflow spillway for the developed 100-year peak flow using the method contained in Volume III. Dewatering Orifice: Determine the size of the dewatering orifice(s) (minimum 1-inch diameter) using a modified version of the discharge equation for a vertical orifice and a basic equation for the area of a circular orifice. Determine the required area of the orifice with the following equation: AS (2h)"" A° 0.6x3600Tga.s where Ao = orifice area (square feet) As = pond surface area (square feet) h = head of water above orifice (height of riser in feet) T = dewatering time (24 hours) g - acceleration of gravity (32.2 feet/second) Convert the required surface area to the required diameter D of the orifice: D = 24x FAKC =13.54x A° The vertical, perforated tubing connected to the dewatering orifice must be at least 2 inches larger in diameter than the orifice to improve flow characteristics. The size and number of perforations in the tubing should be large enough so that the tubing does not restrict flow. The orifice should control the flow rate. • Additional Design Specifications The pond shall be divided into two roughly equal volume cells by a permeable divider that will reduce turbulence while allowing movement of water between cells. The divider shall be at least one- half the height of the riser and a minimum of one foot below the top of the riser. Wire -backed, 2- to 3-foot high, extra strength filter fabric supported by treated 4"x4"s can be used as a divider. Alternatively, staked straw bales wrapped with filter fabric (geotextile) may be used. If the pond is more than 6 feet deep, a different mechanism must be proposed. A riprap embankment is one acceptable method of separation for deeper ponds. Other designs that satisfy the intent of February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-109 this provision are allowed as long as the divider is permeable, structurally sound, and designed to prevent erosion under or around the barrier. To aid in determining sediment depth, one -foot intervals shall be prominently marked on the riser. If an embankment of more than 6 feet is proposed, the pond must comply with the criteria contained in Volume III regarding dam safety for detention BMPs. The most common structural failure of sedimentation basins is caused by Piping. Piping refers to two phenomena: (1) water seeping through fine-grained soil, eroding the soil grain by grain and forming pipes or tunnels; and, (2) water under pressure flowing upward through a granular soil with a head of sufficient magnitude to cause soil grains to lose contact and capability for support. The most critical construction sequences to prevent piping will be: 1. Tight connections between riser and barrel and other pipe connections. 2. Adequate anchoring of riser. 3. Proper soil compaction of the embankment and riser footing. 4. Proper construction of anti -seep devices. Maintenance • Sediment shall be removed from the pond when it reaches 1—foot in Standards depth. • Any damage to the pond embankments or slopes shall be repaired. 4-110 Volume // — Construction Stormwater Pollution Prevention February 2005 BMP C250: Construction Stormwater Chemical Treatment Purpose Turbidity is difficult to control once fine particles are suspended in stormwater runoff from a construction site. Sedimentation ponds are effective at removing larger particulate matter by gravity settling, but are ineffective at removing smaller particulates such as clay and fine silt. Sediment ponds are typically designed to remove sediment no smaller than medium silt (0.02 mm). Chemical treatment may be used to reduce the turbidity of stormwater runoff. Conditions of Use Chemical treatment can reliably provide exceptional reductions of turbidity and associated pollutants. Very high turbidities can be reduced to levels comparable to what is found in streams during dry weather. Traditional BMPs used to control soil erosion and sediment loss from sites under development may not be adequate to ensure compliance with the water quality standard for turbidity in the receiving water. Chemical treatment may be required to protect streams from the impact of turbid stormwater discharges, especially when construction is to proceed through the wet season. Formal written approval from Ecology and the Local Permitting Authority is required for the use of chemical treatment regardless of site size. The intention to use Chemical Treatment shall be indicated on the Notice of Intent for coverage under the General Construction Permit. Chemical treatment systems should be designed as part of the Construction SWPPP, not after the fact. Chemical treatment may be used to correct problem sites in limited circumstances with formal written approval from Ecology and the Local Permitting Authority. The SEPA review authority must be notified at the application phase of the project review (or the time that the SEPA determination on the project is performed) that chemical treatment is proposed. If it is added after this stage, an addendum will be necessary and may result in project approval delay. Design and See Appendix II-B for background information on chemical treatment. Installation Specifications Criteria for Chemical Treatment Product Use: Chemically treated stormwater discharged from construction sites must be nontoxic to aquatic organisms. The following protocol shall be used to evaluate chemicals proposed for stormwater treatment at construction sites. Authorization to use a chemical in the field based on this protocol does not relieve the applicant from responsibility for meeting all discharge and receiving water criteria applicable to a site. • Treatment chemicals must be approved by EPA for potable water use. • Petroleum -based polymers are prohibited. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-111 Prior to authorization for field use, jar tests shall be conducted to demonstrate that turbidity reduction necessary to meet the receiving water criteria can be achieved. Test conditions, including but not limited to raw water quality and jar test procedures, should be indicative of field conditions. Although these small-scale tests cannot be expected to reproduce performance under field conditions, they are indicative of treatment capability. • Prior to authorization for field use, the chemically treated stormwater shall be tested for aquatic toxicity. Applicable procedures defined in Chapter 173-205 WAC, Whole Effluent Toxicity Testing and Limits, shall be used. Testing shall use stormwater from the construction site at which the treatment chemical is proposed for use or a water solution using soil from the proposed site. ■ The proposed maximum dosage shall be at least a factor of five lower than the no observed effects concentration (NOEC). • The approval of a proposed treatment chemical shall be conditional, subject to full-scale bioassay monitoring of treated stormwater at the construction site where the proposed treatment chemical is to be used. • Treatment chemicals that have already passed the above testing protocol do not need to be reevaluated. Contact the Department of Ecology Regional Office for a list of treatment chemicals that have been evaluated and are currently approved for use. Treatment System Design Considerations: The design and operation of a chemical treatment system should take into consideration the factors that determine optimum, cost-effective performance. It may not be possible to fully incorporate all of the classic concepts into the design because of practical limitations at construction sites. Nonetheless, it is important to recognize the following: • The right chemical must be used at the right dosage. A dosage that is either too low or too high will not produce the lowest turbidity. There is an optimum dosage rate. This is a situation where the adage "adding more is always better" is not the case. • The coagulant must be mixed rapidly into the water to insure proper dispersion. ■ A flocculation step is important to increase the rate of settling, to produce the lowest turbidity, and to keep the dosage rate as low as possible. • Too little energy input into the water during the flocculation phase results in flocs that are too small and/or insufficiently dense. Too much energy can rapidly destroy floc as it is formed. 4-112 Volume 11 — Construction Stormwater Pollution Prevention February 2005 • Since the volume of the basin is a determinant in the amount of energy per unit volume, the size of the energy input system can be too small relative to the volume of the basin. • Care must be taken in the design of the withdrawal system to minimize outflow velocities and to prevent floc discharge. The discharge should be directed through a physical filter such as a vegetated swale that would catch any unintended floc discharge. Treatment System Design: Chemical treatment systems shall be designed as batch treatment systems using either ponds or portable trailer - mounted tanks. Flow -through continuous treatment systems are not allowed at this time. A chemical treatment system consists of the stormwater collection system (either temporary diversion or the permanent site drainage system), a storage pond, pumps, a chemical feed system, treatment cells, and interconnecting piping. The treatment system shall use a minimum of two lined treatment cells. Multiple treatment cells allow for clarification of treated water while other cells are being filled or emptied. Treatment cells may be ponds or tanks. Ponds with constructed earthen embankments greater than six feet high require special engineering analyses. Portable tanks may also be suitable for some sites. The following equipment should be located in an operations shed: • the chemical injector; • secondary containment for acid, caustic, buffering compound, and treatment chemical; • emergency shower and eyewash, and • monitoring equipment which consists of a pH meter and a turbidimeter. Sizing Criteria: The combination of the storage pond or other holding area and treatment capacity should be large enough to treat stormwater during multiple day storm events. It is recommended that at a minimum the storage pond or other holding area should be sized to hold 1.5 times the runoff volume of the 10-year, 24-hour storm event. Bypass should be provided around the chemical treatment system to accommodate extreme storm events. Runoff volume shall be calculated using the methods presented in Volume 3, Chapter 2. If no hydrologic analysis is required for the site, the Rational Method may be used. Primary settling should be encouraged in the storage pond. A forebay with access for maintenance may be beneficial. There are two opposing considerations in sizing the treatment cells. A larger cell is able to treat a larger volume of water each time a batch is February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-113 processed. However, the larger the cell the longer the time required to empty the cell. A larger cell may also be less effective at flocculation and therefore require a longer settling time. The simplest approach to sizing the treatment cell is to multiply the allowable discharge flow rate times the desired drawdown time. A 4-hour drawdown time allows one batch per cell per 8-hour work period, given 1 hour of flocculation followed by two hours of settling. The permissible discharge rate governed by potential downstream effect can be used to calculate the recommended size of the treatment cells. The following discharge flow rate limits shall apply: • If the discharge is directly or indirectly to a stream, the discharge now rate shall not exceed 50 percent of the peak flow rate of the 2-year, 24- hour event for all storm events up to the 10-year, 24-hour event. • If discharge is occurring during a storm event equal to or greater than the 10-year, 24-hour event, the allowable discharge rate is the peak flow rate of the 10-year, 24-hour event. • Discharge to a stream should not increase the stream flow rate by more than 10 percent. • If the discharge is directly to a lake, a major receiving water listed in Appendix C of Volume I, or to an infiltration system, there is no discharge flow limit. • If the discharge is to a municipal storm drainage system, the allowable discharge rate may be limited by the capacity of the public system. It may be necessary to clean the municipal storm drainage system prior to the start of the discharge to prevent scouring solids from the drainage system. • Runoff rates shall be calculated using the methods presented in Volume 3, Chapter 2 for the predeveloped condition. If no hydrologic analysis is required for the site, the Rational Method may be used. Maintenance Monitoring: The following monitoring shall be conducted. Test results Standards shall be recorded on a daily log kept on site: Operational Monitorin • pH, conductivity (as a surrogate for alkalinity), turbidity and temperature of the untreated stormwater • Total volume treated and discharged • Discharge time and flow rate • Type and amount of chemical used for pH adjustment • Amount of polymer used for treatment • Settling time 4-114 Volume II — Construction Stormwater Pollution Prevention February 2005 Com liance Monitorin • pH and turbidity of the treated stormwater pH and turbidity of the receiving water Biomonitgngg Treated stormwater shall be tested for acute (lethal) toxicity. Bioassays shall be conducted by a laboratory accredited by Ecology, unless otherwise approved by Ecology. The performance standard for acute toxicity is no statistically significant difference in survival between the control and 100 percent chemically treated stormwater. Acute toxicity tests shall be conducted with the following species and protocols: Fathead minnow, Pimephales promelas (96 hour static -renewal test, method: EPA/600/4-90/027F). Rainbow trout, Oncorhynchus mykiss (96 hour static -renewal test, method: EPA/600/4-90/027F) may be used as a substitute for fathead minnow. Daphnid, Ceriodaphnia dubia, Daphnia pulex, or Daphnia magna (48 hour static test, method: EPA/600/4-90/027F). All toxicity tests shall meet quality assurance criteria and test conditions in the most recent versions of the EPA test method and Ecology Publication # WQ-R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria. Bioassays shall be performed on the first five batches and on every tenth batch thereafter, or as otherwise approved by Ecology. Failure to meet the performance standard shall be immediately reported to Ecology. Discharge Compliance: Prior to discharge, each batch of treated stormwater must be sampled and tested for compliance with pH and turbidity limits. These limits may be established by the water quality standards or a site -specific discharge permit. Sampling and testing for other pollutants may also be necessary at some sites. Turbidity must be within 5 NTUs of the background turbidity. Background is measured in the receiving water, upstream from the treatment process discharge point. pH must be within the range of 6.5 to 8.5 standard units and not cause a change in the pH of the receiving water of more than 0.2 standard units. It is often possible to discharge treated stormwater that has a lower turbidity than the receiving water and that matches the pH. Treated stormwater samples and measurements shall be taken from the discharge pipe or another location representative of the nature of the treated stormwater discharge. Samples used for determining compliance with the water quality standards in the receiving water shall not be taken February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-115 from the treatment pond prior to decanting. Compliance with the water quality standards is determined in the receiving water. Operator Training: Each contractor who intends to use chemical treatment shall be trained by an experienced contractor on an active site for at least 40 hours. Standard BMPs: Surface stabilization BM,Ps should be implemented on site to prevent significant erosion. All sites shall use a truck wheel wash to prevent tracking of sediment off site. Sediment Removal And Disposal: Sediment shall be removed from the storage or treatment cells as necessary. Typically, sediment removal is required at least once during a wet season and at the decommissioning of the cells. Sediment remaining in the cells between batches may enhance the settling process and reduce the required chemical dosage. Sediment may be incorporated into the site away from drainages 4-116 Volume // — Construction Stormwater Pollution Prevention February 2005 BMP C251: Construction Stormwater Filtration Purpose Filtration removes sediment from runoff originating from disturbed areas of the site. Conditions of Use Traditional BMPs used to control soil erosion and sediment loss from sites under development may not be adequate to ensure compliance with the water quality standard for turbidity in the receiving water. Filtration may be used in conjunction with gravity settling to remove sediment as small as fine silt (0.5 µm). The reduction in turbidity will be dependent on the particle size distribution of the sediment in the stormwater. In some circumstances, sedimentation and filtration may achieve compliance with the water quality standard for turbidity. Unlike chemical treatment, the use of construction stormwater filtration does not require approval from Ecology. Filtration may also be used in conjunction with polymer treatment in a portable system to assure capture of the flocculated solids. Design and Background Information Installation Specifications Filtration with sand media has been used for over a century to treat water and wastewater. The use of sand filtration for treatment of stormwater has developed recently, generally to treat runoff from streets, parking lots, and residential areas. The application of filtration to construction stormwater treatment is currently under development. Two types of filtration systems may be applied to construction stormwater treatment: rapid and slow. Rapid sand filters are the typical system used for water and wastewater treatment. They can achieve relatively high hydraulic flow rates, on the order of 2 to 20 gpm/sf, because they have automatic backwash systems to remove accumulated solids. In contrast, slow sand filters have very low hydraulic rates, on the order of 0.02 gpm/sf, because they do not have backwash systems. To date, slow sand filtration has generally been used to treat stormwater. Slow sand filtration is mechanically simple in comparison to rapid sand filtration but requires a much larger filter area. Filtration Equipment. Sand media filters are available with automatic backwashing features that can filter to 50 µm particle size. Screen or bag filters can filter down to 5 µm. Fiber wound filters can remove particles down to 0.5 µm. Filters should be sequenced from the largest to the smallest pore opening. Sediment removal efficiency will be related to particle size distribution in the stormwater. Treatment Process Description. Stormwater is collected at interception point(s) on the site and is diverted to a sediment pond or tank for removal of large sediment and storage of the stormwater before it is treated by the February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-117 filtration system. The stormwater is pumped from the trap, pond, or tank through the filtration system in a rapid sand filtration system. Slow sand fItration systems are designed as flow through systems using gravity. If large volumes of concrete are being poured, pH adjustment may be necessary. Maintenance Rapid sand filters typically have automatic backwash systems that are Standards triggered by a pre-set pressure drop across the filter. If the backwash water volume is not large or substantially more turbid than the stormwater stored in the holding pond or tank, backwash return to the pond or tank may be appropriate. However, land application or another means of treatment and disposal may be necessary. ■ Screen, bag, and fiber filters must be cleaned and/or replaced when they become clogged. • Sediment shall be removed from the storage and/or treatment ponds as necessary. Typically, sediment removal is required once or twice during a wet season and at the decommissioning of the ponds. 4-118 Volume 11 —Construction Stormwater Pollution Prevention February 2005 BMP C151: Concrete Handling Purpose Concrete work can generate process water and slurry that contain fine particles and high pH, both of which can violate water quality standards in the receiving water. This BMP is intended to minimize and eliminate concrete process water and slurry from entering waters of the state. Conditions of Use Any time concrete is used, these management practices shall be utilized. Concrete construction projects include, but are not limited to, the following: e Curbs ■ Sidewalks c Roads • Bridges Foundations Floors Design and Installation Specifications Maintenance Standards m Runways a Concrete truck chutes, pumps, and internals shall be washed out only into formed areas awaiting installation of concrete or asphalt. Unused concrete remaining in the truck and pump shall be returned to the originating batch plant for recycling. e Hand tools including, but not limited to, screeds, shovels, rakes, floats, and trowels shall be washed off only into formed areas awaiting installation of concrete or asphalt. Equipment that cannot be easily moved, such as concrete pavers, shall only be washed in areas that do not directly drain to natural or constructed stormwater conveyances. ■ Washdown from areas such as concrete aggregate driveways shall not drain directly to natural or constructed stormwater conveyances. When no formed areas are available, washwater and leftover product shall be contained in a lined container. Contained concrete shall be disposed of in a manner that does not violate groundwater or surface water quality standards. Containers shall be checked for holes in the liner daily during concrete pours and repaired the same day. February 2005 Volume 11— Construction Stormwater Pollution Prevention 4-43 BMP C152: Sawcutting and Surfacing Pollution Prevention Purpose Sawcutting and surfacing operations generate slurry and process water that contains fine particles and high pH (concrete cutting), both of which can violate the water quality standards in the receiving water. This BMP is intended to minimize and eliminate process water and slurry from entering waters of the State. Conditions of Use Anytime sawcutting or surfacing operations take place, these management practices shall be utilized. Sawcutting and surfacing operations include, but are not limited to, the following: • S awing • Coring • Grinding • Roughening • Hydro -demolition • Bridge and road surfacing Design and Installation • Slurry and cuttings shall be vacuumed during cutting and surfacing Specifications operations. • Slurry and cuttings shall not remain on permanent concrete or asphalt pavement overnight. ■ Slurry and cuttings shall not drain to any natural or constructed drainage conveyance. • Collected slurry and cuttings shall be disposed of in a manner that does not violate groundwater or surface water quality standards. • Process water that is generated during hydro -demolition, surface roughening or similar operations shall not drain to any natural or constructed drainage conveyance and shall be disposed of in a manner that does not violate groundwater or surface water quality standards. • Cleaning waste material and demolition debris shall be handled and disposed of in a manner that does not cause contamination of water. If the area is swept with a pick-up sweeper, the material must be hauled out of the area to an appropriate disposal site. Maintenance Continually monitor operations to determine whether slurry, cuttings, or Standards process water could enter waters of the state. If inspections show that a violation of water quality standards could occur, stop operations and immediately implement preventive measures such as berms, barriers, secondary containment, and vacuum trucks. 4-44 Volume 11— Construction Stormwater Pollution Prevention February 2005 BMP C153: Material Delivery, Storage and Containment Purpose Prevent, reduce, or eliminate the discharge of pollutants from material delivery and storage to the stormwater system or watercourses by minimizing the storage of hazardous materials onsite, storing materials in a designated area, and installing secondary containment. Conditions of Use These procedures are suitable for use at all construction sites with delivery and storage of the following materials: • Petroleum products such as fuel, oil and grease Soil stabilizers and binders (e.g. Polyacrylamide) • Fertilizers, pesticides and herbicides • Detergents • Asphalt and concrete compounds • Hazardous chemicals such as acids, lime, adhesives, paints, solvents and curing compounds • Any other material that may be detrimental if released to the environment Design and The following steps should be taken to minimize risk: Installation Temporary storage area should be located away from vehicular traffic, Specifications near the construction entrance(s), and away from waterways or storm drains. • Material Safety Data Sheets (MSDS) should be supplied for all materials stored. Chemicals should be kept in their original labeled containers. • Hazardous material storage on -site should be minimized. • Hazardous materials should be handled as infrequently as possible. • During the wet weather season (Oct 1 — April 30), consider storing materials in a covered area. • Materials should be stored in secondary containments, such as earthen dike, horse trough, or even a children's wading pool for non -reactive materials such as detergents, oil, grease, and paints. Small amounts of material may be secondarily contained in "bus boy" trays or concrete mixing trays. • Do not store chemicals, drums, or bagged materials directly on the ground. Place these items on a pallet and, when possible, in secondary containment. February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-45 • If drums must be kept uncovered, store them at a slight angle to reduce ponding of rainwater on the lids to reduce corrosion. Domed plastic covers are inexpensive and snap to the top of drums, preventing water from collecting. Material Storage Areas and Secondary Containment Practices: • Liquids, petroleum products, and substances listed in 40 CFR Parts 110, 117, or 302 shall be stored in approved containers and drums and shall not be overfilled. Containers and drums shall be stored in temporary secondary containment facilities. • Temporary secondary containment facilities shall provide for a spill containment volume able to contain precipitation from a 25 year, 24 hour storm event, plus 10% of the total enclosed container volume of all containers, or 110% of the capacity of the largest container within its boundary, whichever is greater. • Secondary containment facilities shall be impervious to the materials stored therein for a minimum contact time of 72 hours. • Secondary containment facilities shall be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spills shall be collected and placed into drums. These liquids shall be handled as hazardous waste unless testing determines them to be non -hazardous. • Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. • During the wet weather season (Oct 1— April 30), each secondary containment facility shall be covered during non -working days, prior to and during rain events. • Keep material storage areas clean, organized and equipped with an ample supply of appropriate spill clean-up material (spill kit). • The spill kit should include, at a minimum: • 1-Water Resistant Nylon Bag • 3-Oil Absorbent Socks 3"x 4' • 2-Oil Absorbent Socks 3"x 10' • 12-Oil Absorbent Pads 17"xl9" 1-Pair Splash Resistant Goggles • 3-Pair Nitrile Gloves • 10-Disposable Bags with Ties • Instructions 4-46 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Stormwater Pollution Prevention Plan Appendix D —General Permit 25 NOTICE OF INTENT (NOI) Check if applicable: APPLICATION FORM Ej Change or Update Permit Information DEPARTMENT OF Construction Stormwater Ej Modification of Permit Coverage ECOLOGY General Permit Permit #WAR State of Washington Please PAint or We all sections of this application. I. Operator/Permittee (Operator: Party with operational control over plans and specifications; or day-to-day operational control of activities which ensure compliance with SWPPP and permit conditions.) Name Koong Cho Company Royal Hospitality, LLC Unified Business Identifier (UBI) 602-400425 UBI is a nine digit number used identify a business entity. Write "none" if ou do not have a UBI number. iwauing Haaress: 15901 West Valley Highway City =WA e Zip Tukwila 98118 Business Phone: 425-226-1812 Ext. Cell Phone (Optional): Fax (Optional): E-mail:koongc@c;omcast.net III. On -site Contact Person (Typically same as Certified Erosion & Sediment Control Lead) Name Scott Reid Title Supervisor Company Mega Pacific Co Mailing Address: P.O. Box 82186 City State Zip Portland OR 97282 Business Phone: 503-535-0345 Ext. Cell Phone (Optional): Fax (Optional): E-mail: All fields are r quireci unless otherwise marked. II. Site Owner (If different than Operator/Permittee) Name Same as Operator/Permittee Company Unified Business Identifier (UBI) UBI is a nine digit number used identify a business entity. Write "none" if you do not have a UBI number. Mailing Address: City State pf,p— Business Phone: Ext. Cell Phone Optional): Fax (Optional} E-mail: IV. Billing Information Name Koong Cho Title Owner Company Royal Hospitality, LLC Mailing Address: 15901 West Valley Highway City State Zip Tukwila WA � 98118 Business Phone: 425-226-1812 Ext. Cell Phone (Optional): Fax (Optional): E-mail : koongc@comcast.net ECY 020-85 (Rev. 5/08) V. Site Information Site or Project Name Hampton Inn & Suites Street Address or Location Description (If the project or site lacks a street address, indicate the general location of the site. For example, Intersection of Highways 61 and 34.) 31720 Ga ?Wav Center Boulevard S.-(parcels 0921019185 & 0927049035 Type of Construction Activity (check all that apply): Total area of soil disturbance for site or project: 2.25 acres. (Provide the estimated total area to be disturbed during the life of the project, including grubbing, excavation, grading, utilities and infrastructure installation. Note: 1 acre = 43,560 ft2.) Is the site or project a part or parcel of a "larger common plan of development"? (For example, subdivision, commercial development.) ❑ Yes ® No ❑ Single Family If Yes, estimate total area of soil disturbance for entire ❑ ® Multi -Family Residential Commercial common plan of development: acres. ❑ ❑ Industrial Highway How many cubic yards of concrete will be poured? ❑ Utilities (specify): 1,000 yd3 estimate) ❑ Other: (specify): How many cubic yards of recycled concrete will be used? 0 yd3((estimate) Will any engineered soils be used on your project? (For example: cement treated base, cement kiln dust, etc.) _ ❑ Yes © No City (or nearest city): Federa11111av Zip Code: 98003 Estimated project start-up date (mm/dd/yy): 07/15/08 County: King Estimated project completion date (mm/dd/yy): 10/31 /09 Record the latitude and —Iongitudei of the main entrance to the site. For projects without a main entrance (for example, pipelines or roads), record the approximate center of site. Latitude degrees, minutes, seconds 47019' 03"N Longitude degrees, minutes, seconds 1220 17' 53"W t * For assistance with latitude and longitude refer to any of the following websites: www.topozone.com http:I/cfpubl.epa.gov/npdeslstormwaterllatlong.c m, or hitp.I/www.epa.govltrilreportlsiting toollindex.htm. VI. Stormwater Pollution Prevention Plan (SWPPP) Have you developed a SWPPP that includes a narrative description and drawings of best management 1 practices to prevent stormwater pollution? ® Yes ❑ No If no, you must develop a SWPPP prior to starting construction activity ECY 020-85 (Rev. 5/08) VII. Discharge/Receiving Water Information Dlscharge: Indicate whether your site's stormwater and/or dewatering water could enter surface waters, either directly and/or indirectly: ❑ Directly into a surface water body (bodies)? Water body means wetlands, named and unnamed creeks, streams, rivers, ponds, lakes, estuaries, and salt waters and all other surface waters and water courses ® Indirectly into a surface water body (bodies)? (for example, a discharge to a storm drain system, ditch, and/or pipe that may ultimately flow to a water body.) If the discharge is to a storm sewer system, the name of the operator of the storm sewer system (e.g., City of Tacoma): WSDOT Storm S stem ❑ To ground with 100% infiltration, with no potential to reach surface waters under any condition? Provide locations on the next page or on a separate sheet, if necessary. NOTE: If your stormwater discharges to a storm sewer system operated by the City of Seattle, King County, Snohomish County, City of Tacoma, Pierce County, or Clark County, you must also submit a copy of this NOI to the appropriate jurisdiction. Does your project include dewatering? ❑ Yes ® No You must include dewatering plans and discharge locations in your site Stormwater Pollution Prevention Plan. Location of Discharge into Surface Water Body Enter the water body name and latitude/longitude* of the point(s) where the site has the potential to discharge into a water body (enter all locations). Include the names and locations of both direct and/or indirect discharges to surface water bodies; even if the risk of discharge is low or limited to periods of extreme weather. V Water body means wetlands, named and unnamed creeks, streams, rivers, ponds, lakes, estuaries, and salt waters and all other surface waters and water courses. Y Some large construction projects (for example, subdivisions, roads, or pipelines) may discharge into several water bodies. If the creek or tributary is unnamed, use a format such as "unnamed tributary to Bull Run Creek." Attach a separate list if necessary. Surface IiVater Body Name WSDOT Storm System WSDOT Storm System Creek Latitude degrees, minutes, seconds 470 18' 59N 470 18' 57N 47° 18' 45N Longitude degrees, minutes, seconds 1220 17' 53W 122° 17' 51 W 1220 17' 51 W NJ a W 'For assistance with latitude and longitude refer to any of the following websites: www.toAozone.com, W hft :Ilef ub1.e a. o�/n deslstormwaterllatlon .cfm or http:llwww.epa.govltrilreporflsrfing toollindex.htm. ECY 020-85 (Rev. 5/08) To the best of your knowledge, are any of the water bodies listed above included on Ecology's list of water bodies that are impaired for the following pollutants: turbidity, fine sediment, phosphorus or pH? Specifically, are any of the water bodies listed above on Ecology's 303(d) list for turbidity, fine sediment, phosphorus or pH or does it have an approved total daily maximum load (TMDL) for turbidity, fine sediment, phosphorus or pH)? ❑ Yes ® No Information on impaired water bodies is available at. httpJ/www. ecy. wa.gov/programs/wq/stormwater/construction/impaired.htmL Vill. State Environmental Policy Act (SEP This Notice of Intent (NOI) is incomplete and cannot be approved until the applicable SEPA requirements under Chapter 197-11 WAC are met. 1. Have you submitted an environmental checklist to the SEPA lead agency? ® Yes ❑ No ❑ Exempt* If Yes: provide the name of SEPA lead agency: City of Federal Way Date of checklist submittal February 29, 2008 If No: you must submit an environmental checklist to the SEPA lead agency before Ecology can process your application. * The SEPA lead agency is typically the local government (city or county). For private projects where no local permit or license is required, Ecology is the SEPA lead agency. For public projects, the project proponent (government agency) is the SEPA lead agency. *If Exempt: Check type of exemption, skip question 2, and proceed to Section IX.: ❑ Watershed Restoration & Fish Habitat Enhancement Exemption (RCW 43.21 C.0382). ❑ Infill Development Exemption (RCW 43.21C.229). ❑ Planned Action Exemption (RCW 43.21 C.031). Note: If the Construction Stormwater General Permit is required, no other SEPA exemptions apply. 2. Has the SEPA lead agency issued a final decision on your checklist? ®Yes ❑No If Yes: Type of SEPA decision issued: ® Determination of Non -Significance (DNS) ❑ Mitigated DNS (MDNS) ❑ Determination of Significance (DS) ❑ Final Environmental Impact Statement (EIS) ❑ Other: * Date of final SEPA decision: June 4. 2008 Project Proponent Name used during SEPA process: Ed Alabott. Abbott Heys & Associates • SEPA Lead Agency file number: 07-105270-00-SE m If a supplemental EIS, SEPA addendum, or some other type of additional SEPA review was required, please describe: If applicable, date of Final SEPA Document: If No to #2 above: The NOI is incomplete. Ecology will hold the application until a final SEPA decision is made or the Construction Stormwater NOI public comment period ends, whichever is later. More information regarding SEPA is available at: http://www,ecM.wa..Qov/p-ro.grams/sea/sepa/e review.html. ECY 020-85 (Rev. 5108) IX. Public Notice You must publish a public notice at least once a week for two consecutive weeks with seven days in between publications, in at least a single newspaper of general circulation in the county in which the construction is to take place. Ecology can not grant permit coverage sooner than the end of the 30 day public comment period, which begins on the date of the second public notice. Submit (or fax: 360-407-6426) the NOI to Ecology on or before the date of the first public notice. If you fax the public notice to Ecology, you must follow up with hard copy by mail. Failure to do so may delay the issuance of your permit. Provide the exact dates (mm/dd/yy) that the first and second public notices will appear in the newspaper(s) First notice: 06/25 /2008 Second notice: 07/02 /2008 Begins 30 day public comment period. Name of the newspaper(s) publishing the notices: Federal Way Mirror Go to the next page to complete the Public Notice Template. ECY 020-85 (Rev. 5/08) X. Certification of Permittees "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qual f ed personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility offine and imprisonmentfor knowing violations. " vl7 Prirxfed Name * 6?aln-e� Title 6//.I /08 Date * Federal regulations require this application is signed by one of the following: A. For a corporation: by a principal executive officer of at least the level of vice president; B. For a partnership or sole proprietorship: by a general partner or the proprietor, respectively or C. For a municipality, state, federal, or other public facility: by either a principal executive officer or ranking elected official. Please sign and return this document to the following address: Washington Department of Ecology - Stormwater P.O. Box 47696 Olympia, WA 98504-7696 If you have questions about this form, contact the following Ecology staff: Location Contact Name Phone E-mail. City of Seattle, Kitsap, Pierce, and Josh Klimek 360-407-7451 ok1461 ec .wa. ov Thurston counties J ewor461(a)-ecy.wa.gov Island, King, and San Juan counties J Elaine Worthen 360-407-7229 Carrol Johnston 360-407-6437 carr461 Caecy.wa.gov Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Skagit, Snohomish, Spokane, Stevens, Walla, Whatcom, and Whitman counties. Benton, Chelan, Clallam, Clark, Joyce Smith 360-407-6858 iosm461 _ecy.wa.uoy Cowlitz, Douglas, Grays Harbor, Jefferson, Kittitas, Klickitat, Lewis, Mason, Okanogan, Pacific, Skamania, Wahkiakum, and Yakima counties. More information is available at: http://www.ecy,wa.gov/programs/wq/stormwater/construction/. If you need this document in an alternate format, please contact the Water Quality Program at 360-407-6401. Persons with hearing loss can call 711 for Washington Relay Service. Persons with a speech disability can call 877-833-6341. ECY 020-85 (Rev. 5/06) STATE Of WASHINGTON DEPARTMENT OF ECOLOGY PO @ax 47600 •Olympias, WA 98504-7600.360.407-6000 711 for Washington Relay Service a Persons with a speech disability can call 877-833-6341 August 5,, 2008 Koong Cho Rgdty Hospitality LLC 15901 West Valley Highway Tukwila WA 98118 Dear Koong Cho: RE: Construction Stormwater General Permit Permit Number: WAIL-011001 - Site Name: Hampton Inn & Suites Federal Way Location: 31720 Gateway Center Blvd S FedeW Way wA King Co Disturbed Acres: 2.25 Receiving Water: Hylebos Creek. The Washington Department of Ecology (Ecology) has reviewed your application for coverage under the Construction Stormwater General Permit, and has decided to issue permit coverage effective 08/05/2008. Please retain this permit coverage letter with your permit (enclosed), stormwater pollution pOvention plan (SWPPP), and site log book. It is the official record of permit coverage for your. site. This letter explains sor de of the new requirements in the new general permit for cotistrilction sites that disturb from one to less than five acres. Please take time to read'the new permit, and contact Ecology if you have any questions. Inspections (Special Condition S4, pages 10-12 for additional infprmatiou)• to You must conduct weekly visual inspections of your site to ensure your best management practices (13U Ps)• are -functioning properly. • A, CeA fled Erosion .aud Sediment Control Lead (CESCL) must inspect your site. Ecology maintains a list of training classes to obtain CESCL certification on its website: h :/Iwww.ecK.-wa-g2y/pro /w lstvrmwatezlcesc .htm. Sanap%ag and Analysis (Special Condition S4, pages 10-I2 for additional info�rwation) •. Beginning October 1, 2009, operators of sites from one to less than five=acres must sample stormwater discharges for turbidity using a turbidity meter or transparency tube, unless the discharge goes to an :impaired waterbody. Note that the time frame for this condition •ii under appeal and may change. You will be notified prior to October 2008 if there is a change. • Lea K.00rig Cho Page 2 08/05/2008 Pemittees must sample stomiwater discharges for pH if the project involves any amount of engineered soils (cement treated base, cement kiln dust, fly ash, etc.) or over 1,000 cubic yards of poured or recycled concrete. A, discharge monitoring report (DM R) is attached. The permit sets benchmark (target) levels for turbidity, transparency, and pH. When discharge samples exceed a benchmark, additional permit requirements must be followed. Discharges to Impaired Waterbodies (Special Condition S9, pages 18 21 for additional information) If your site discharges into a water body that is on the impaired waterbodies list (i.e., the "303(d)" list) for turbidity, fm.e sediment, high pH, or phosphorus, additional sampling is required: EPA recently alrproved the 2004 303(d) list, which includes water bodies not previously listed. Ecology will be reviewing the newly approved list and will notify you if any additional sampling requirements apply to you. Stormwater Pollution Prevention Plan (Special Condition 89; pages 7-1.29 for additional information) ® Each site must have a complete Storrnwaie r Pollution prevention Plan (SWPPP) on the site prior to the start of wnstruction. This plan describes the erosion and sediment control measures used on the site to protect water quality. s Femembez to keep yonr S PPP updated. The permit contains specif c tiuzelines for . SWPP? updates based on inspection results by the CECSL or Ecology inspector. Permit Transfer When you sell or transfer operational control of all, or a portion, of your site to one or more new operator(s), you must also transfer pexinit coverage. e To transfer rera;Lt boverage, s,i,,,,it a T, fifer of Coverage f^ - to Fc+31ogy. Yn download the form off our website listed at the end of this letter. Notice of Termination (Special Condition 810, page 29 for additional information) 0 You may request termiriation (cancel) when the site has undergone final stabilization with permanent. vegetation or equivalent measures that prevent erosion or when all unstabilized portions of the site have been sold. To request termination Hof permit coverage, submit a Notice of Termination (NOT) to Ecology. If you do not submit an NOT, you will remain responsible for permit compliance and permit fees: Appeal of Permit CbWrage You may appeal the terzus and conditions of a general permit, as they apply to an in discharger, within 30 days of the effective date of coverage of that discharger (see Chapter 43.218 RCW). This appeal is limited to the general permit's applicability or non -applicability to a specific discharger. 2 Koong Cho Page 3 08/05/2008 The Revised Code of Washington (RCW) 43.21331 Q; contains the procedures and requirements for the appeal process.Appeals should be directed to: Pollution Control Hearings Board PO Box 40903 Olympia, Washington 98504-0903 Department of Ecology Appeals Coordinator P.O. Box 47608 Olympia, Washington 985044608 Additional Information Ecology is committed to providing assistance to you. Please review our web page at h ://vnnvw.e4zy.wa ovl ra rams/w /stormwater/.ronstructionl. Now available — a sormwater sampling video that demonstrates appropriate sampling methods! Questions For questions about transfers, tem)imtions, and other administrative issues, Please contact Elaine Worthen at 360-407-7229 or ewor46l@eey.wa.gov.- Ecology Regional Assistance I.f'you have questions -regarding stormwater management issues at your construction site, please contact Megan Darrow (425-649-4485) of Ecology's Northwest Regional Of fide its Bellevue. If you have questions regaxdiog this letter, please call Elaine Worthen at 360-407-7229. Sincerely, Bill Moore, P.E., Manager Program Development Services Section Water Quality Program Enclosure: . Construction Stormwater General Permit cc: Ecology Permit Fee Unit, HQ Stormwater File, KQ 3 PERMU NUMBER• WAR 011001 CONSTRUCTION STORMWATER GENERAL PERMIT DISCHARGE MONITORING REPORT (DMR) ,,I%OnCT lNVOMAT>ioly Site Name: Hampton -Inn & Suites Federal Way Owner Name: Royal Hospitality J--LC Disturbed A,c,reage:2.25 Permittee/Operator: Koong Cbo Location: 31720 Gateway Center Blvd, Federal Way Mailing Address: 15901 West Valley Hig11w$y County: King Tukwila WA 98118 MONITORING DOCUMENTATION Unique Discharge/Monitoring Point: Monitoring Period: (Use same description each month, (MOnlb/Ycsr) vie one DMR for cath monitor* point) Please send your Discharge Monitoring Report ()DMR) to Ecology every month, evert if flrere_is kig discbarA. Also, read the attached instructions before completing the DMR. If a section does not apply, please annotate "N/A7, leavi ag no blanks. Week 1 Week2 Week 3 Week 4 Week S I I I I - . ❑ No soil disturbing construction activities have taken place on the site yet. Construction is expected to begin on p There was no discharge during normal working hours this month (provide comments or explanation below) /k PLWATIONS (ATrAChi UTU SWET V N1< MARY): NAME / PHOM NUMBER OF CV-S rE CONTACT PERSON WHO CAN ANSWER QUSST10NS RELATED TO TW9 RWRT: I GgfiUn VATEK YEIVALTY OF%AW TEAT I HAVE FERS0NA3.LY EXAldno AM ANYAM M M WrM TM WOR�'t UOS SU$"n7' D IiE>t IX AND RA5E0 ON MY 7I UGEM FW OR MY INQUIRY OF THOS81HIirVnlVns R1t mnATELY RE5POt+[ MLE FOR OaTAri4l 4i Tim tr4F0lilUU0Ni I wLmW TIC SUaXrn- D INi' P-MA n0K XS'IRUR, ACCURATE, AM COMPLETE I AXAwARE THATTHERE ARE S1G14MCANTVMUTrEB FOR WEMrMNG MM MW4h"ON INCLUDING TO POS5] M i"!' flF FM AND "RT50WEN.F. S£x #8 VSC J 10D1 MM 33 V5C § ]3L9. IPF.N4= UNAEE THESE SIR7ilE4dL3YlIY�I�E'FIlYY1r4 UPTi7 EIC 9�A.Q��IlYQA hf.4�i�dflbfl&iPFL4QNbIE'N?'dFDETF!'1,'liN5J�l MONT2rStRNA F7Y6'YP.rIRf:J OF PMWN WITH SIGNATORTY AAIHOR= tSE)a ]NsmucriONs) I DATE: mom DAY YM M,rl.� $Oa.R.DhLR �'AUT IN57RUCT,7UNS�PAG� Tt7: DEPARTMWffOFECOLOGY. !PATER 12UALrZTP-ZOGRASI-Coar,RUCTt0N,4It7EMWA7-SX ,P•O. BOX47096 OLEOA WA 9RM706 PERNTr NUMBER WA 11001 DAILY TURBIDITY/TRANSPARENCY SAMPLING LOG ATnfn. il..Ivp aam-i-. �e i..:erne l aamnl;no TAaivite nVAr Tin NTT T'S_ Or transuHrenev results lass Af4a YOVE DAM (1P &Off6► 17C77OWFAM Tip! j)jEpARnMTOFECOGOCA,►ArXRaOiarMpRpmt4m-COA37w 17oNsTom 9iMP.O..8O 47696,0.6XWJ4,WA9"047696 INSTRUCTIONS AND FREQUENTLY ASKED QUESTIONS FOR COMPLETING THB AMR I+ORM PROJECT INFORMATION 1. How can I update contact information and/or inaiJi" addresses? You can update any project information by shb mitt ug a Notice of batent (NOI;) App)lcadoa Form aad cbeciCkg the box in the upper right hand corner next to "Chahge/Update Perwit b.(Cy=a1ioV11 Complete only the boxes that are being updated and sabmit the signed form to the same address as the DMR. MONITORING DOCUMENTATION 1. 'How often do I sample? Once you disturb the soil, you must conduct sampling at least once every calendar week whet, stormwater (or author2ed rron-stormwater) flows oiTof the site. 2. Whe do sample? Yotimust take samples from all discharge po%u where-stormwater (or authorized non-stormwater such as de -watering water) flows off -site. 3. When stormwater leaves my site from more than one location, what do I need to do? a. Use a separate DMR sheet for each location where stormwater is discharged from the site. b.' Enter a unique name or description of the monitoring location (for example: Pond 1; or West)Ditch). You must use the same monitoring location name each month. c. Identify all sampling point(s) on the map in your Storm Water Pollution Prevention Plan (SWFFP). You must also clearly mark each sample point in the field with a flag, tape, stake or other visible marker. 4. What if I don't have a discharga_off site for an entire week? If there was no discharge during a calendar week, you need not take a sample. Mark an X in.the "No Discharge" column for that week on the 1) form. If there was no discharge during a calendar month, mark the "No Discharge" box at the bottom of the table. 5. If it rains at 3 AM oxi my sits-do-1-bave to cet w3 and sam le at that hoar? You need not sample outside of normal working b.oms or-dtaiag urssafe conditions. If you are unable to sample daring a monitoring period, you must include a brief eVlauadon in the "Commentl,Vxplaaation" box of the DM& lc' 8 r rm d' s ng do 1 lLave to da? If construction activity disturbs 5 acres or more, the permit requires you to conduct turbidity sampling, using a turbidity meter. If construction activity disturbs greater than or e4aa1 tb 1 acre, but less than S acres, you may use either a transparency tube or a turbidity meter. You must enter turbidity or transparency values collected each week on the DMR. 7.. What if my turbidity result is er Haan 250 NTV or m tra than 6 cmtimeten cm ? If any discharge is greater.than 250 NTT] or -less than 6 centimeters (cm) ixarrspazanc� you must begin daiily sampling. You must also record the values in the attached sampling log (on page 2). Write the date, sampling result (value), and unit (NTU or cm). C.oawiae to sample daily unili: a. Turbidity is 25 NTU (or lower); or b. Transparency is 31 cm (or greater); or c. The CESCL hag determined compliance with the water quality standard for turbidity: 1. No more than S NTU'owx background turbidity, if background is less thou 50 NTU, or 2. No more than 10% over background turbidity, if background is 50 NTU or greaten, or d. The dischrge stops or is eliminated. 8. When do 1 havc to sample fnr_pM If construction activity will result in the disturbance of 1 acre or more, and involves significant concrete work or the use of engineered soils, and stormwater from the affected area drains to swbw watats of the state onto a stom sewer system, the Perroittee must conductpHmonitaring: . a. Definitions: --�- o Srgnicant Concrete Work means greater than 1,000 cubic yards poured or recycled concrete" o For poured concrete, the 1,000 cubic yard threshold is met if a single or multiple concrete pours on the site results in greater than 1,00D cubic yards of concrete curing at tho same time. Typical curing time is less than 30 days. If -individual concrete pours smaller than 1,000 cubic Yards occur more than 30 days apart, pH sampling is not required unless ruquired by Ecology order. 4 For recycled concrete, the 1,000 cubic yard threshold is met if greater'than 1,000 cubic yards of concrete is recycled or cmmbod ou-site. o Engineered Soils means the use of soil amendments iucluding, but tint United to, Portland cement treated base (CTB), cement kihi dust (CKD), or fly ash to achieve certain desirable soil characteristics. b.For significant concrete work, pH monitoring begins when the concrete is first exposed to precipitation and continues weekly until stormwater pH is 8.5 or less prior to discharge. F. For sites with engineered soils, the pH monitoring period commences when the soil amendments are first exposed to precipitation and continues until the area of engioeezed soils is fully stabiliasd. d.During the pH monzrozing period, the Permittee must obtain a representative sample of stormwater and conduct pH analysis at least once per week e_ The Permittee must monitor pH in the sediment trap/pond(s) or other locations prior to discharge from the site. £ The benchmark value for pH is s.5 standard units. Any time sampling indicates that pH is 8.5 or greater, the Permittee must: 1. Prevent the high pH water (8.5 or above) from entering the storm sewer systems or surface waters; and 2. If necessary, adjust ar neutralize the high pH water using an appropriate treatment BMP such as carbon dioxide (CO2) sparging or dry ice. The permittee must obtain wrircera approval from Ecology prior to using tmy form of chemical treatment ❑thextlian CO2 sparging or dry ice. I ormadon on CDx sparging / dry ice BUT can be ?found on Ecola�y's well site at �yww.acy.wa.aoyfpso>;ramslwglatormwater. ;. The Permittee sball perform pH analysis on -site with a ca[rbrated pH meter, pH lest kit; or wide range pH indicator paper. The Permitter, must record pH tlnonitoriog results in the site log book. 9. 'Wiaat do a tree em $ letter codes on the farm mean? For nay discharge; report the type of treatment Best Management Practice(s) (BMPs) applied m the stomiwater (or non-sta mwater) prior to discharge from the site. Use the letter code (e.g., P for Pond) that corresponds to the type of BMP used for the specific discharge. ' BMP codes are listed on the DUR. If multiple treatment BMPs are used,.Hst the letter code for each type of BUR 9. VAht it ye 't started clearin or ggdigg my site Ifyou have not began initial soil disturbing activity yet, mark an X in the applicable box. Indicate estimated construction start date, and continue to submit the DMR each month. 10. who_ should -n the report? A. TVs report must.be signed as follows: 1. Corporations, by a responsible corporate officer of at least the level of vice president of a corporation or a duly " a4oriaed representative; 2. Partnerships, by a gemeral partner of a partnership or a duly authorized representative; 3. Sole proprietorships, by the proprietor or a duly authorized representative; or 4. Municipal, state, or other public facility, by either a principal executive officer, ran elected official or a duly euthorked representative. ' B. A petson'is a duly authorized representative only if 1. Tate authorization is made iu writing by a person described above and submilted'to the Ecology. 2. 'ftte aathvrization,specifies either an individual br aposition having responsibility for. the overall operation of the regulated facility or having overall responsibility for environmental matters. C. Charges to authorization: if as authorization is no longer adcurate, submit a new -authorization to Ecology prior to (or together with) any' reports, information, or applications to be signed by an authorized representative. ADDIL—IIGNAL SAAi IiiNG I. 16atifj take additional samples or have more infarniation to submit than will fit on the oAded farms? You can submit any additional information on separate sheets of paper. You may also attach lab sheets, if you use a lab for analysis. Please sign, date, and document the site information on those sheets so that they can be included in your file. ADDITIONAL RCMRMATION 1. Mail the DMR to: Department of Ecology, Water Quallty Program- Construction 5tormwater, P.O. Boa 47696, Olympia, WA 98504-7696 2. "Who can I call for assistance? If y6u have questions or.concerns, please contact Ecology's Water Quality Reception Desk at (360) 407-6600. Please have your site name„ location, aril permit number available when calling. For more information, additional forms and/or additional copies of the permit; please visit our web site: hit�:l/wwti'y.eCY.wa. oQyfpingams/wglstnrmvvererlconstruclian. Stormwater Pollution Prevention Plan Appendix E — Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. C. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii. the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason(s) why A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP r repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the 26 Stormwater Pollution Prevention Plan remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief'. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S51 of the permit. 27 Stormwater Pollution Prevention Plan Site Inspection Form General Information Project Name: Inspector Name: Title: CESCL#: Date: Time: Inspection Type: After a rain event D Weekly Turbidity/transparency benchmark exceedance Other Weather Precipitation Since last inspection In last 24 hours Description of General Site Conditions: Inspection of BMPs Element I: Mark Clearing Limits BMP: Location Inspected Functioning Y N Y N NIP P i Location Inspected Functioning Y N FY N NIP Element 2: Establish Construction Access BMP: Location Location Inspected Y N Inspected Y N Functioning Y N NIP Functioning Y N NIP Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action 28 Stormwater Pollution Prevention Plan Element 3: Control Flow Rates BMP: Location Inspected Y N Functioning Y N NIP Problem/Corrective Action BMP: Location Inspected Y N Functioning Y N NIP Problem/Corrective Action Element 4: Install Sediment Controls BMP: Location Inspected Z' N Functioning Y N NIP Problem/Corrective Action BMP: Location Inspected Y N Functioning Y N NIP Problem/Corrective Action BMP: Location Inspected Functioning Y N Y N NIP Problem/Corrective Action BMP: Location Inspected Y N Functioning Y N NIP Problem/Corrective Action BMP: Location Inspected Y N Functioning Y N NIp Problem/Corrective Action 29 Ele►nent S: Stabilize Soils BMP.- Location Inspected Y N BMP: Location BMP: Location BMP: Location Inspected Y N Inspected Y N Inspected Y N Eletnent 6: Protect Slopes BMP: Location Inspected Y N BMP: Location BMP: Location Inspected Y N Inspected Y N Functioning Y N NIP M Functioning Y N Nip Ti Functioning M Functioning M Functioning Y N NIP M Functioning M Functioning Y N NIP Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action 30 Element 7.• Protect Drain Inlets BMP: Location Inspected Y N BMP: Location BMP: Inspected Y N Functioning IN N1P Functioning Y N NIP M Location Inspected Functioning Y N Y N NIP ElcI'llent 8: Stabilize Channels and Outlets BMP: Location Inspected Functioning Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Y N y N NIP Problem/Corrective Action BMP: Location Inspected Functioning Y N y N NIP Problem/Corrective Action BMP: Location Inspected Functioning Y N Y N NIP Problem/Corrective Action BMP: Location Inspected Fu��ctioning Y N y N NIP Problem/Corrective Action 31 Stormwater Pollution Prevention Plan Element 9: Control Pollutants BMP: Location Inspected Y N BMP: Location Inspected Y N Element 10: Control Dewatering BMP: Location Inspected Y N BMP: Location BMP: Location Inspected Y N Inspected Y N Functioning Y N NIP Functioning Y 7N NIP Functioning Y NI NIP Functioning Y N NIP Functioning Y N NIP Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action 32 Stormwater Pollution Prevention Plan Stormwater Dischar es From the Site Observed? Y 0 ProblenVCorrective Action Location Turbidity Discoloration Sheen Location Turbidity Discoloration Sheen 33 Stormwater Pollution Prevention Plan Water Quality Monitoring Was any water quality monitoring conducted? ❑ Yes ❑ No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? ❑ Yes ❑ No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone #: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? ❑ Yes ❑ No If photos taken, describe photos below: 34 Stormwater Pollution Prevention Plan Appendix F — Engineering Calculations See the following Technical Information Report prepared by Pacific Engineering Design LLC on August 18, 2008. 35 IX. Bond Quantities, Facility Summaries and Declaration Of Covenant 29 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORI MW" A` ER AiCIL11 TY SUMMARY SIB- EET ENGINEER Dame -I Address Phone (249J6) 4-�,1 - Developed Site: Acres Z :- Date DEVELOPER Name y� Firm Address ---[Phone Number of lots_ Number of detention facilities on site: Number of infiltration facilities on site: ponds ponds 3 i n- .I��Pt �e-� tanks tanks vaults vaults w Sort7�ec SG-7D Flow control provided in regional facility (give location) No flow control required Exemption number Downstream Drainage Basins Immediate Basin A Basin B Basin G Basin D Number & type of water quality facilities on site: biofiltration Swale (regular/wed or continuous inflow?) combined detention/WQ pond (WQ portion basic or large?) combined detention/wetvault compost filter filter strip flow dispersion farm management plan landscape management plan Basin sand filter (basic or large?) sand filter, linear (basic or large?) sand filter vault (basic or large?) stormwater wetland wetpond (basic or large?) wetvault oil/water separator (baffle or coalescing plate?) catch basin inserts: 1Vlanufacturer pre -settling pond Pre -settling structure: Manufacturer flow-splitter catchbasin DESIGNGRMATIoN MIVMUAL BASIN A B G D Water Quali design flow Water Quality treated volume or wet and Vr Q' XP r i f-CyYc., C(Yl•;,fi S,P.)-ViG2 aAea\ a, 3 6 .4 e- . �' x�- 7=� (-�vYal, �� Stir✓ice, cvYtao,, v, v6 �� . 1998 Surface Water Design Manual ��. _.v _ � _ -- • .. _.. _.. _.._ _ _ ._ ._.._ � . _ __ _ ...v. ,_ _..__..___ __ -- ---__ 9/1/98 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL, DESIGN .uvrvt[1►A 11UN, cont'd Drainage basin(s) Onsite area Offsite area T e of Storage Facility Live Storage Volume Predeveloped Runoff hate runoff rate T e of restrictor Size of orifice rm-t TOTAL V 2- ear 10- ear , 2. 100- ear , 5 2- ear 10- ear 7-7 100-year U 1 6 - Z" 15 No. I No.2 a.a�.. No. 3 No. 4 INDIVIDUAL BASIN G, z' z•vU "10 v v d�di7 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 tip or to left) m D9# © Plat name or short plat number m Address (nearest) ® Date drawn (or updated) ©Thnmac 32P.,r1.e� __ 2. Label CBS and MHs with the plan and profile designation. babel 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: ® ® ®® ®®® a Rip rap 000000 000000 Fences --x--- x--- x--- x--- xx_-- 0 Ditches —D----erg--- D---D 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 Iot Iines 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 oriented heading. 11. Indicate driveways or features that may impact access, maintenance or replacement. 9/l/98 -- 2 1998 Surface Water Design Manual Q.S.E. �� 1/4, SW 1/4 AND S. 1/2, S.E. 1/4, SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST OF W.M. WASHINGTON s C8 jt1 (TYPE I) • - 1 .: �_h Ri461J0GRA� Sco AD LOCKING•LID C.i►llI7Ci1V III + - • yrR . • �'� pq 9 INV.-480.30 , RIM-462.90 LDCA7E E7Q5'RNC GAS MAIN PRIOR TO ~fir - ••�r.�•. �.1,y •+ E9 INV.-461.33 (8' OVERFLOW) 7NY.-438.DD T2" SE) rno" IRC (01MRBED) • -\ . 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CIWRERa h 3 a 3 co H (13 Q aaj Z �TwTw3 0;� 510 2�U � J a�7�7pxv c G 2 1 ti - - - NO73R <6 •E 19D 7T' & GUTTER 10 - • " L IA I 3LF ' ST 1 E SIDEWALK _ -iG ' 24t, r/I 1 11\\ - - s xsT •w ars.sup' _ � rPp< 61L57 A PK IOU I+ �f 50tmt CIA �lzp 10. 1` 8 I 1 82LF 8' PERF. PVC 1\ �� I 1 r2.. 1 '.• , MF 7.25'12- 1 ^rmn1 1TION EARTHWORK SUMMARY NEW 1�f E� °� PROJECT NO.: 05046 DRAWN BY: CJ9 ISSUE DATE: 00-01-07 SHEET REV.: 09-04-06 IX con®may DEy mL. GHIEIR RAAEP- , p1Al[BF1PS 1 TOTAL AREA TO DRAINAGE AREA TO INFILTRATION TRENCH #I TOTAL EXCAVATION =4,947 CY a r r ♦ � E w0 ;,1 II ` COURT YARD HOTEL TOTAL AREA=1.B4 AG TOTAL FILL - 510 CY. PARKING LOT DETENTION IMPERV.=1.14 AG (AFTER COUNTING PERVIOUS 2gLF 1 l TANK AG PAVEMENT CREDIT) NOTE. THE ABOVE EARTHWORK CALCULATION IS },� [5s • \ & W/ D-, d921049320 1 GRADeru AM IMPERV.-0.73 AG RLL GRASS-0.70 AG BASED ON THE ELEVATION DIFFERENCE BETWEEN TILL GRASS=0.33 AG THE FINISHED GRADE AND THE EXISTING GROUND. NEW CURB G 1 , I DFiANAG TILL PASTURE=0.B5 AG DRAINAGE AREA TO INFILTRATION TRENCH 12 Ce 1f�,m yob FOR R1 I I �N TOTAL AREA-0.07 AG RIM-405.92 INvmasz.s, NEW 35XiOE \ mpo�w 1 1 J IMPERY.-006 AG (AFTER COUN71NG PREVIOUS INV-46200 (w) -: REMOVE �, FILT•�+ ) I PAVEMENT CREDIT) p / TU GRASS-0.01 AG I} S7REET TREE , ♦ r oeowcm-caaowo DRAINAGE AREA TO INFILTRATION TRENCH JU It0 GO 11 (TYPE 11 \ A"4W83 (4' / r TOTAL AREA-0.40 AC (OFFSITE) RIM-465 87 W/ FRAME & LOG7ElNC _ C06 10U5 A.AG NV467 "52 (E) I VANED CRATE \ TILL GGA55=0.23 AC. nv-461,42 (s) N?V-45&7J (4- IN) INV.-4840 (8- PERF) W� SIDE*" AT EX r Wff L CITY rJf � Federal Way Public Works Department BOND QUANTITIES WORKSH EET Project Name: Hampton Inn Project No.: 07-106838-00-MF Site Address:31720 Gateway Blvd. S. Fill in those items which pertain to this project and return to the Public Works Department SITE STABILIZATION/ EROSION CONTROL Quarry Spalls TN 75.0( Seeding/Mulch Acre 3000.00 Silt Fence LF 4.0( Netting Jute Mesh SY 13.0( Sediment Pond Standpipe EA 200.0( Sensitive Area Fencing LF 3.0( Catch basin inserts EA 70.0( ROAD CONSTRUCTION Public Roadway Private On -Site Improvements I Improvements $0.00 167 $12,525.00 $0.00 0.53 $1,590.00 $0.00 1020 $4,080.00 $0.00 $0.00 $0.00 1 $200.00 $0.00 $0.00 3 $210.00 8 $560.00 Subtotal $18,955.00 Clearing & Grubbing LS Bid Estimate Sawcutting LF 1.30 Excavation & Embankment CY 18.00 AC Pavement TN 70.00 CSTC TN 20.00 Cement Concrete Curb/Gutter LF 15.00 Extruded Asphalt Curb LF 5.00 Concrete Sidewalk SY 25.00 Concrete driveway approach SY 45.00 Monument in case EA 155.00 Adjust ex. monument to grade EA 330.00 Adjust ex. cb to grade EA 500,00 DRAINAGE PIPE 6" Pipe LF 12.00 8" Pipe LF 28.00 12" Pipe LF 44.00 18" Pipe LF 44.00 24" Pipe LF 58.00 36" Pipe LF 101.0C 48" Pipe LF 94.00 54" Pipe LF 117.00 60" Pipe LF 143.00 72" Pipe LF 235.00 CATCH BASINS $0.00 $0.00 $0.00 $0.001 $0.001 $0.00 1 $0.00 $0.00 j $0.00 $0.00 $0.00 RA05046 Hampton Innlcostestimate\HamptonlnnBQWS.xls Last Revised. Page 1 u*v ar Federal Way Fill in those items which pertain to this project and return to the Public Works Department Inlet & Grate EA 475.0 CB Type I & Grate EA 900.0 CB Type II 48" & Grate EA 1900.0 CB Type II 54" & Grate EA 2000.0 CB Type II 60" & Grate EA 3200.0 CB Type II 72" & Grate EA 5000.0 CB Type II 84" & Grate EA 9100.0 CB Type II 96" & Grate EA Bid Estimat Round solid locking lid EA 360.0 Abandon existing cb EA 325.0 RETENTION/DETENTION CONTROL Pond Excavation & Spillway CY 7.0( Restrictor/Separator EA 750.00 Vault EA Bid Estimate Gravel Access Road LF 15.0( Rip Rap Outfall Protection CY 17.0( Bollards EA 500.00 Fencing (around pond) LF 12.0( Infiltration Trench w/12" Perf LF 18.0C Flow Spreader LF 20.00 Trash Racks EA 200.0C WATER QUALITY Bioswale EA Bid Estim Wetvault EA Bid Estim Stormfilter Vault EA Bid Estim Stormwater wetland EA Bid Estim Sand Filter EA Bid Estim Catch basin inserts EA 800 Oil/Water Separator EA Bid Estim High Flow Bypass EA Bid Estim Public Works Department Public Roadway Improvements $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 RETAINING WALLS & STRUCTURES Retaining Walls SF 23.001 $0.00 Bridges LS Bid Estimate TRAFFIC & LIGHTING Signalization LS Bid Estimate RA05046 Hampton Inn\costestimate\HamptonlnnBQWS.xls Last Revised. Page 2 Private On -Site Improvements ClT OF ,9A� Federal Way Fill in those items which pertain to this project and return to the Public Works Department Channelization LS Bid Estim Signs EA 100 Streetlights (City Center) EA 5000 Streetlights (Standard) EA 300C RIGHT-OF-WAY LANDSCAPING Public Works Department Public Roadway Improvements $0.00 $0.00 $0.00 Street Trees EA 300.00 $0.00 Sod SY 10.00 $0.00 Shrubs (City Center) EA 6.00 $0.00 Tree Grates (City Center) EA 700.00 $0.00 Private On -Site Improvements From Private On -Site Improvements Section (Paae 1) Subtotal I I Subtotal "A" $210.00 "B" 1 $18,955.00 Signature Date Company Name Telephone No. The following information will be completed by the City of Federal Way Public Works Department: Public Roadway Improvements (Subtotal "A"): Private Erosion/Sedimentation Control (Subtotal "B"): Subtotal ("A" + "B"): $ 19,165.00 CONTINGENCY (20%): TOTAL BOND AMOUNT: Cash Deposit: 5% (Up to $20,000) 4% ($20,001-%50,000) 3% (%50,001-$100,000) 2.5% ($100,001 and up) RA05046 Hampton Inn\costestimate\HamptonlnnBQWS.xls Last Revised: Page 3 $ 210.00 $ 18,955.00 $ 3,833.00 $ 22,998.00 $0.00 $919.92 $0.00 $0.00 X. Operations and Maintenance Manual 30 Wiltration Facilities Checklist Date Drainage Conditions That Should Frequency System Problem Conditions to Check For Exist Feature ✓ ✓ ✓ ✓ Any trash and debris which exceed 5 cubic feet per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size garbage can). Trash and debris cleared M,S General Trash &Debris In general, there should be no from site. visual evidence of dumping. If less than threshold all trash E and debris will be removed as part of next scheduled maintenance. I No danger of poisonous vegetation where Any poisonous or nuisance maintenance personnel or vegetation which may the public might normally constitute a hazard to maintenance personnel or the be. Coordinate with local Poisonous public. Any evidence of health department) A General Vegetation and noxious weeds as defined by Complete eradication of noxious weeds State or local regulations. noxious weeds may not (Apply requirements of be possible. Compliance adopted IIPM policies for the use of herbicides). with State or local eradication policies required No contaminants or pollutants present. M,S General Contaminants and Any evidence of oil, gasoline, Coordinate contaminants or other Pollution pollutants removal/cleanup with local water quality response agency). Rodents destroyed and Any evidence of rodent holes dam or berm repaired. if facility is acting as a dam or (Coordinate with local M General Rodent Holes berm, or any evidence of health department, water piping through dam or coordinate with Ecology berm via rodent holes. Dam Safety Office if pond exceeds 1 acre-feet.) Facility is returned to design function. M General Beaver Dams Dam results in change or (Coordinate trapping of function of the facility. beavers and removal of dams with appropriate permitting agencies) Insects destroyed or When insects such as wasps removed from site. Apply A General Insects and hornets interfere with insecticides in maintenance activities. compliance with adopted IPM policies. Water ponding in infiltration pond after rainfall ceases and appropriate time allowed for Sediment is removed Muration. (A percolation test andlor facility is cleaned Storage pit or test of facility indicates so that infiltration system Area facility is only working at 9D% works according to of its designed capabilities. If design. two inches or more sediment is present, remove). Filter Bags Filled with Sediment Sediment and debris fill bag Filter bag is replaced or M (iipplicab3e) and Debris more than'/z full. system is redesigned. M,S Rock Filters Sediment and Debris By visual inspection, little or Gravel in rock filter is no water flows through filter replaced. IM during heavy rain storms. Side Erosion Eroded damage over 2 inches Slopes should be Federal Way Stormwater Maintenance Manual Page 16 Infiltration Facilities Checklist Infiltration Facififies C,I"iecklist (Continued) Date Drainage Conditions That Should Frequency System Problem Conditions to Check For Exist Foa4i ira ✓ c� ,i ✓ --- Slopes of lee where cause of damage stabilized using Pond is still present or where there appropriate erosion is potential for continued control measure(s); e.g., erosion. rock reinforcement, planting of grass, compaction. Any part of berm which has settled 4 inches lower than the design elevation. If settlement is apparent, measure berm to determine Pond amount of settlement. Dike is built back to the A Berms (Dikes) Settlements Settling can be an indication design elevation. of more severe problems with the berm or outlet works. A licensed civil engineer should be consulted to determine the source of the settlement. Discernable water flow through pond berm. Ongoing erosion with potential for Pond erosion to continue. Piping eliminated. A Berms Piping (Recommend a Goethechnical Erosion potential (Dikes) engineer be called in to resolved. inspect and evaluate condition and recommend repair of condition. Trees should be removed. If root system is small (base less than 4 inches) Tree growth on emergency the root system may be Emergency spillways creates blockage left in place. Otherwise A Overflow/ Tree Growth problems and may cause the roots should be Spillway failure of the berm due to removed and the berm uncontrolled overtopping. restored. A licensed civil engineer should be consulted for proper berm/spillway restoration. Federal Way StormwaterMaintenance Manual Page 17 Infiltration Facilities Checklist Infiltration Facilities Checklist (ContFnued) If you are unsure whether a problem exists, please contact a Professional Engineer. Comments: Key: (M) Monthly from November through April. (A) Once in late summer (preferable September) (S) After any major storm (use 1-inch in 24 hours as a guideline). Federal Way Stonnwater Maintenance Manual Page 18 Infiltration Facilities Checklist i'los d Detention Systems (Wanks/Vaults) ,'Checklist Date Frequency Drainage System Problem Conditions That Should Conditions to Check For Exist Feature - ✓ ✓ ✓ __. W One-half of the cross M Storage Area Plugged Air Vents section of a vent is Vents open and blocked at any point or the functioning. vent is damaged. Accumulated sediment depth exceeds 10% of the diameter of the storage area for''/z length of storage vault or any point All sediment and M Storage Debris and depth exceeds 15% of debris removed from Area Sediment diameter. (Example: 72- storage area. inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of tank.) Any openings or voids allowing material to be All joint between A Storage Joints Between transported into facility. tank/pipe sections are Area Tank/Pipe Section (Will require engineering sealed. analysis to determine structural stability). Any part of tank/pipe is bent out of shape more Storage Tank Pipe Bent than 10% of its design Tank/pipe repaired or A Area Out of Shape shape. (Review required replaced to design. by engineer to determine structural stability). Cracks wider than 1/2-inch and any evidence of soil Vault Structure particles entering the Vault replaced or Storage g Includes Cracks in structure through the repaired to design A Area Wall, Bottom, cracks, or specifications and is Damage to Frame maintenance/inspection structurally sound. and/or Top Slab personnel determines that the vault is not structurally sound. Cracks wider than 1/2-inch at the joint of any No cracks more than Storage inlet/outlet pipe or any 1/4-inch wide at the A Area evidence of soil particles joint of the inleVoutlet entering the vault through pipe. the walls Cover is missing or only A Manhole Cover Not in Place partially in place. Any Manhole is closed. open manhole requires maintenance. Mechanism cannot be opened by one Locking maintenance person with Mechanism opens with A Manhole Mechanism Not proper tools. Bolts into proper tools. Working frame have less than 1/2 inch of thread (may not ap2ly to self-locking lids). Federal Way Stormwater Maintenance Manual Page 20 Closed Detention Systems (Tanks/Vaults) Checklist �O ed Detention Systems Janks/Va ilts) Checkiist (Continued) Date Drainage Conditions That Should FregUency System Problem Conditions to Check For Exist Feature ✓ ✓ I.,/TT-. One maintenance person cannot remove lid after Cover can be removed A Manhole Cover Difficult to applying normal lifting and reinstalled by one Remove pressure. Intent is to keep maintenance person. cover from sealing off access to maintenance. Ladder is unsafe due to Ladder meets design A Manhole Ladder Rungs missing rungs, standards. Allows misalignment, not securely Unsafe maintenance person attached to structure wall, safe access. rust, or cracks. If you are unsure whether a problem exists, please contact a Professional Engineer. Comments: Key: (M) Monthly from November through April. (A) Once in late summer (preferable September) (S) After any major storm (use 1-inch in 24 hours as a guideline). Federal Way Stormwater Maintenance Manual Page 21 Closed Detention Systems (TanksNaults) Checklist control Structure/Flow Restrictor Checklist gate Drainage Conditions That Should Frequency System Problem Conditions to Check For Exist Feature ✓ ✓ ✓ -- Control structure orifice is not blocked. Trash and Debris Material exceeds 25% of M General (Includes sump depth or 1 foot All trash and debris Sediment) below orifice plate. removed. A General Structural Damage Structure is not securely Structure securely attached to wall and attached to manhole wall. outlet pipe. Structure is not in upright Structure in correct A General Structural Damage position (allow up to 10% position. from plumb). Connections to outlet Connections to outlet pipe pipe are water tight; A General Structural Damage are not watertight and structure repaired or show signs of rust. replaced and works as designed. Any holes --other than Structure has no holes A General Structural Damage designed holes --in the other than designed structure. holes. Cleanout Damaged or Cleanout gate is not Gate is watertight and A Gate Missing watertight or is missing. works as designed. Gate cannot be moved up Gate moves up and A Cleanout Damaged or and down by one down easily and is Gate Missing maintenance person. watertight. Cleanout Damaged or Chain/rod leading to gate Chain is in place and A Gate Missing is missing or damaged. works as desicined. Cleanout Damaged or Gate is rusted over 50% of Gate is repaired or replaced to meet A Gate Missing its surface area. design standards. Control device is not Orifice Damaged or working properly due to Plate is in place and A Plate Missing missing, out of place, or works as designed. bent orifice plate. Any trash, debris, Plate is free of all M'S Orifice Obstructions sediment, or vegetation obstructions and Plate blocking the plate. works as designed. Any trash or debris Pipe is free of all Overflow Obstructions blocking (or having the obstructions and Pi Pipe potential of blocking) the works as designed. overflow Pipe. Cover is missing or only A Manhole Cover Not in Place partially in place. Any open manhole requires Manhole is closed. maintenance. Federal Way Storrnwater Maintenance Mancral Page 23 Control Structure/Flow Restrictor Checklist il Control Structure/Row estrictor Checlk s (r7o flnu d Drainage Frequency System Feature A Manhole A I Manhole A I Manhole Ntc ✓ ✓ ✓ ✓ problem Conditions to Check For Conditions That Should Exist Mechanism cannot be opened by one Locking maintenance person with Mechanism opens with Mechanism Not proper tools. Bolts into proper tools. Working frame have less than 1/2 inch of thread (may not apply to self-locking lids). One maintenance person cannot remove lid after Cover can be removed Cover Difficult to applying normal lifting and reinstalled by one Remove pressure. Intent is to keep maintenance person. cover from sealing off access to maintenance. Ladder is unsafe due to Ladder meets design Ladder Rungs missing rungs, misalignment, not securely standards. Allows Unsafe attached to structure wall, maintenance person safe access. rust, or cracks. If you are unsure whether a problem exists, please contact a Professional Engineer. Comments: Key: (M) Monthly from November through April. (A) Once in late summer (preferable September) (S) After any major storm (use 1-inch in 24 hours as a guideline). Federal Way Storm water Main ten ance Manual Page 24 Control Structure/Flow Restrictor Checklist Catch Basins Checklist Date Drainage Conditions That Frequency System V V ✓ Problem Conditions to Check For Should Exist Feature Warning signs (e.g., "Dump No Waste - "Dump no Drains to Stream") j A General pollutants " Stencil Stencil or stamp should be shall be painted or or stamp not visible and easily read embossed on or visible adjacent to all storm drain inlets. Trash or debris which is located immediately in No trash or debris front of the catch basin located immediately in M,S General Trash & Debris opening or is blocking front of catch basin or inletting capacity of the on grate opening. basin by more than 10%. Trash or debris (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe No trash or debris in M General Trash & Debris into or out of the basin, but the catch basin. in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet Inlet and outlet pipes M General Trash & Debris or outlet pipe blocking free of trash or debris. more than 1/3 of its height. Dead animals or vegetation that could No dead animals or M General Trash & Debris generate odors that could vegetation present cause complaints or within the catch basin. dangerous gases (e.g., methane). Sediment (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of No sediment in the M General Sediment the basin, but in no case catch basin less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Top slab has holes larger Structure Damage than 2 square inches or cracks wider than 1/4 inch Top slab is free of A General to Frame and/or (intent is to make sure no holes and cracks. Top Slab material is running into basin). Federal Way Stormwater Maintenance Manual Page 26 Catch Basins Checklist mate Drainage Conditions That Frequency System ✓ ✓ ✓ ✓ Problem Conditions to Check For Should Exist Feature _ Frame not sitting flush on top slab, i.e., separation of Frame is sitting flush Structure Damage more than 3/4 inch of the on the riser rings or top A General to Frame and/or frame from the top slab. slab and firmly Top Slab Frame not securely attached. attached. Fractures or Maintenance person Basin replaced or A General Cracks in Basin judges that structure is repaired to design Walls/ Bottom unsound. standards. Grout fillet has separated or cracked wider than 1 /2 inch and longer than 1 foot Fractures or at the joint of any Pipe is re -grouted and A General Cracks in Basin inlet/outlet pipe or any secure at basin wall. Walls/ Bottom evidence of soil particles entering catch basin through cracks. If failure of basin has Basin replaced or A General Settlement / created a safety, function, repaired to design Misalignment or design problem. standards. Vegetation growing across No vegetation blocking M General Vegetation and blocking more than opening to basin. p g 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that No vegetation or root M General Vegetation is more than six inches tall growth present. and less than six inches apart. Any evidence of oil, gasoline, contaminants, or Contamination and other pollutants No contaminants or M General Pollution (Coordinate removal/cleanup with local pollutants present. water quality response agency). Any open catch basin Catch Cover is missing or only requires maintenance. A Basin Cover Not in Place partially in place. Catch basin cover is Cover closed Mechanism cannot be Catch Locking opened by one maintenance person with Mechanism opens with A Basin Mechanism Not proper tools. Bolts into proper tools. Cover Working frame have less than 1 /2 inch of thread. One maintenance person cannot remove lid after Catch Cover Difficult to applying normal lifting Cover can be removed A Basin Remove pressure. (Intent is to by one maintenance Cover keep cover from sealing person. off access to maintenance.) T' Federal Way Stormwater Maintenance Manual Page 27 Catch Basins Checklist Catch Basins Checklist (Continued) Frequency Drainage System Feature Date ✓ ✓ Problem Conditions to Check For Conditions That Should Exist Ladder is unsafe due to Ladder meets design Ladder Rungs missing rungs, not securely attached to basin standards and allows A Ladder Unsafe wall, misalignment, rust, maintenance person cracks, or sharp edges. safe access. Grate opening Grate with opening wider Grate opening meets Grates Unsafe than 7/8 inch. design standards. Trash and debris that is blocking more than 20% of Grate free of trash and M,S Grates Trash and Debris grate surface inletting debris. capacity. Grate is in place and A Grates Damaged or Grate missing or broken meets design Missing member(s) of the grate. standards. If you are unsure whether a problem exists, please contact a Professional Engineer, Comments: Key: (M) Monthly from November through April. (A) Once in late summer (preferable September) (S) After any major storm (use 1-inch in 24 hours as a guideline). Federal Way Stormwater Maintenance Manual Page 28 Catch Basins Checklist andscaping is an essential component of stormwater management. Bare soil areas generate higher levels of stormwater runoff and sedimentation in stormwater facilities. The following check list gives some general guidance for landscape management. Grounds (Lan sca?.A1n..) Checf,dist Date Drainage Conditions That Should Frequency System Problem Conditions to Check For Exist Feature ✓ ✓ ✓ ✓ Weeds growing in more than Weeds present in less M General Weeds 20% of the landscaped area than 5% of the landscaped (nonpoisonous) (trees and shrubs only). area. Any presence of poison ivy or No poisonous vegetation M General Insect hazard other poisonous vegetation or or insect nests present in insect nests. landscaped area. M,S General Trash or litter See Ponds Checklist. See Ponds Checklist. Causes of erosion are identified and steps taken Erosion of Ground Noticeable rills are seen in to slow down/spread out M,S General Surface landscaped areas. the water. Eroded areas are filled, contoured, and seeded. Limbs or parts of trees or Trim trees/shrubs to shrubs that are split or broken restore shape. Replace A Trees and Damage which affect more than 25% of trees/shrubs with severe shrubs the total foliage of the tree or damage. shrub. Replant tree, inspecting Trees or shrubs that have for injury to stem or roots. M Trees and Damage been blown down or knocked Replace if severely shrubs over. damaged. Trees or shrubs which are not Place stakes and rubber - Trees and Damage adequately supported or are coated ties around young shrubs leaning over, causing exposure treestshrubs for support. of the roots. If you are unsure whether a problem exists, please contact a Professional Engineer. Comments: Key: (M) Monthly from November through April. (A) Once in late summer (preferable September) (S) After any major storm (use 1-inch in 24 hours as a guideline). Federal Wlay Stormwater Maintenance Manual Page 68 Grounds (Landscaping) Checklist Filterra" Maintenance Steps 1. Inspection of Filterra and surrounding area 3. Removal of debris, trash and mulch 5. Clean area around Filterra 1 1 1' ct1 � 2. Removal of tree grate and erosion control stones 4. Mulch replacement 6. Complete paperwork and record plant height and width For additional information please contact your local Filterra sales representative. Eastern Zone: 866-349-3458, Western Zone: 877-345-1450. © 2007 Filterra f. S* 2.0 Isolator Row Inspection/Maintenance StormTech*, 2.1 INSPECTION The frequency of Inspection and Maintenance varies by location, A routine inspection schedule needs to be established for each individual location based upon site specific variables, The type of land use (i.e. industrial, commercial residential), anticipated pollutant load, per- cent imperviousness, climate, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspec- tions. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to deter- mine the depth of sediment. When the average depth of sediment exceeds 3 incites throughout the length of the Isolator Row, clean -out should be performed. 2.2 MAINTENANCE The Isolator Row was designed to reduce the cost of periodic maintenance. By "isolating" sediments to just one row, costs are dramatically reduced by eliminating the need to clean Out each row of the entire storage bed. If inspection indicates the potential need for main- tenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. StormTech Isolator Row (not to scale) Examples of culvert cleaning noules appropriate For Isolator Row maintenance. ahese are not StormTech products.) Maintenance is accomplished with the JetVac process. The .{etvac process utilizes a high pressure water noz- zle to propel itself down the Isolator Row. white scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the man- hole for vacuuming. Most sewer and pipe maintenance companies have vacuumlJetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for cul- verts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45" are hest. Most JetVac reefs have 400 feet of hose allow- ing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 9 woven geotextile (as specified by StormTech) over their angular base stone. COVER ENTIRE ROW WITH AASHTO ri A- n AinAi Wn\=hl r,FnTFXTII F WOVEN GEOTEXTILE THAT MEETS AASHTO M288 CLASS 1 REQUIREMENTS, BETWEEN STONE BASE AND CHAMBERS SC-740— 5'-6' WIDE STRIP SC-310 — 4' WIDE STRIP STORMTECH ENDCAP Call StormTech at 888.892.2694 or visit our website at www.starmtech.com for technical and product information. 3 3.0 Isolator Row Step By Step Maintenance Procedures Step 1) Inspect Isolator Row for sediment StormTech Isolator Row (not to scale) A) Inspection ports (if present) 1) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod, measure depth of sediment and record results on maintenance log. iv. If sediment is at, or above, 3 inch depth proceed to Step 2. If not a proceed to step 3. B) All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2, Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches) proceed to Step 2. If not proceed to Step 3. Step 2) Clean out Isolator Row using the JetVac process A) A fixed culvert cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required Step 3) Replace all caps, lids and covers, record observations and actions Step 4) Inspect & clean catch basins and manholes upstream of the StormTech system Sample Maintenance Log r StormTeche Detention • Retention • Recharge Subsurface Stormwater Management'" 20 Beaver Road, Suite 104 ! Wethersfield I Connecticut 06109 860.529.8188 ; 888.892,2694 ` fax 866.328.8401 www.stormtech.com StormTech products are covered by one or more of the fallowing patents: U.S. Patents: 5,401,459: 5,511,903; 5,716,163: 5,588,778; 5,839,844; Canadian Patents: 2,158,418 Other U.S. and Foreign Patents PendingPrinted in U.S.A. CD Copyright. All rights reserved. StormTech LLC, 2004 S090104-1 - --------- --I---,-- I __ - __ --- ,-,------ I __ I � - I— - --------------,-- - --"' ��-- -_ ----------I-- -_ - I - . - I ____ - I , I'll I � I � I , I I I � I I . . � I - I . . � I I I I � � � . . I . � I . I - � I I I � I � � . � I . � . � . ------- , I I __ ____ __ PON 11 I I I 11 I I vim IN "I 11 I - I 111111 � ____ 8111111 I I I 11 -10 RIM I -.1 I ` � "', I I - oil I'll South (255^31) 661-4G00.www.cUederaj-vm.wa.uS I . � CITY OF FEDERAL WAY SWM ATLAS -Map Date: March 2002 (Reprinted: February, 22'03). City of Federal Way, SWM Division. 33530 First Way M. L11 I ! ! I I I I I . I . I I . I . 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End of Pipe e map: rrn Seer 1. 0 87 & 88 Other Cit)( Property Fp-mify COrl-PIOX 25' Index Contour, R and D Facilf 200 F et 71 5-SE min,or: dy N This Map is intended for use as a gWhical represmAafion ow The City of Federal Way makes no warranty as to its a=jracy. I'll I I ills= CITY, OF FEDERAL WrA_ Y S WIM" ATLAS Map Date: March 2002 (Reprinted: February, 2003). City of Federal Way, SWM Division. 33530 First Way South, Federal Way, WA 98003. (253) 661-4000.www.cf.federal-vM.waus M A *1 W - 1273M. 343 SW09 21-U4 CXP W - 1276M. 795 NI Er CQ f ......... 6 C14 z, co 2400 co 6. F 7156 T640 rvn __1J17,. �, -F 7 7 _VIZ04 _-ZUS 7 77 - 7f; 7zl 710 _77 .......... 7,7 7% 73 28 --- ---- 737 AWI�o - - - - - - - 67A 6725 9 6 7�3 TO 6750 so 7 -0764 It '1754 736 NN, 320M 6752 760 766 E A T 911ALL TT)10 712 -7 78 f 1785 ML 1789- 02 01 6 9 A. -68 -% - - -12,- 8 _"20 19 822 0 83 3 2 7 857 872 77 81 1883 7 a,94 90 68i �Z 9 0 6916 2 v 9 11 932 25 28 4T 921 9 6922 1.952 95 7 96 6963 -697 -6973 74 .-AOL 12 976 V 98 7 S %983 sAlk 997 993 -6.999 2300 7 7029 -P37 -7028 0 33 1035 -7034 17 70 -11 Or 2 -705 1 7031 CD 7028 -7053 058 3 qe4- CU CL 84 _70 c::) 711 7120 z Z� BELMOR NIOBILE H 0 YM 2 PAR K LLJ Uj (VINGED FOOT WP) 7139 F DE < LAZA S 0 TH U Lqo ?42 > SEIVIN01 E LN,) 73 ------------- - -- 7 7 72 1170 t7 -7 7 Jrl A 32530 -NV. I fE RIO /< S EO 8 -326 4 0 7 2041 2 10 �2 tUL IOU \138 7 32 4 (COLONk BLVD 400 Eli U IZI OBILE K 328 t jr �32818 "EF-KCON (S, 323th PL lip 4z f F -I W - 1273093. 34-3 0"I r% S W 21 -`4 6 W - 1278M 795" U r__1T co lzms (z Watland stata Park Drainage Basin Botindary ------ Private Storm wer Response Area Number E) Micellaneous Feature rea: WH A City SWM Property Public; Sr.,hool 70 Drainage Sub-Basit'i Boundary Storm Sewe r Tru n k- Lin 6 00 Manholes t,�) Wetland Feature Subarea: VVIH 10 &,j 1 Cfty Park ndrnark 1 to 2400 D' t'r i t: 3 Steams 6V Emergency Response "Area C Other La Scale CD Catch Basins 1 Inch equals 200 Feet City Open Space Private Tract R and D Tank IV V 5Contour A End of Pipe 0 200 Fe apw "7n17-N'TAW" M* 129 &13U (D et inor: Other City Pro plerty Multi-Fami mple. IY Co x A/ Storm Sewer LaterF I ntour 11�v R and D Facility This map Is intended for use as a graphical represmUtion only. The City of Federal Way makes no warranty as to its �qcuracy. A 06 ire t5w AN 1 N WN%�H1Fmmmh' 4"4'1 Nu H FiAlNkwi EA% %ts; T M CiTON ao;F We a IN I t.", L) I rl A V C- Il #23 e� #24) 1.24) EAST RM 461 .47 I N V 4-4-9-93 (N) Aj =449.93 I NV- (w) -=44-9.75 (S) I NV:� 0. ESMT. (ITEMS #20, #25) INGRESS/EGRESS % IQUIT 44 CIAIM AND OF ACCESS I(ITEM # 1 8) /* c 0 II0 70 R7.ITOP L,pf WATF-#�), I TOE N10 IIss IN'30-' Esm sh I(ITEM 8 IE M .......... I7-a 3"D 41 "i o 2' I4 s /* 4 0 SE) IIII4 6 "D II/ IIV 'F 1 2 I D 44j 0 '01 24 I Wok'[EIR 2 4 L410M 0=0 *One 7 4mwo doom L 0,02 FND. PK NAI I1 1p I 2"'D 0,01' WEST 1 2) C 0 Ile Is s m I m 6 9 I)Nj v 3 5 (w) i N v (S . 1) "'. -+_1 I FND. IRC #6422 0.37' NORTH 0,55' LEAST 0 I 24 J�F- 20 P�t) P4 v 5�D 4� C 0 *I Nv 4 5 3. 2 6 R I M 6 9 2 C� AN) I N V 4 2. 9 (sw) I iIl V 4. F;,I N 6 (E) I20 0 10 20,, V 4, 42 (S) GAP"HIC SCALE Now dim SCAL= 1 n i i 'r i-4 r) n v, A c 8 FRIM==437.08 CB RIM=-437.11 4" D20"F LEGEND SS mow SANITARY SEWER SD = STORM SEWER G = GAS LINE OHP= OVERHEAD POWER LINE W WATER LINE GAS VALVE WATER VALVE WATER METER C@ momm S S M F1 R I M 46 1 0,-7i tr = FIRE HYDRANT INV=:4-4-8-63 (N) = CATCH BASIN I NV=-= 448.53 �S 0 = MANHOLE = UTILITY POLE = LIGHT POST = GUY ANCHOR SIGN POWER vAULT/TRANSFORMER 18 TELE-/TV PED. PARKING METER SECTION CORNER R I M =. 4,3i 6. 93 QUARTER CORNER INV=431 58 FND- MON. IN CASE O FND- PROP. COR. AS NOTED O SET 1/2" I.R. W/CAP #21464 FND. IRC #6422 50-00 = SPOT ELEVATION 0.0-1 ' NORTH D = DECIDUOUS 0.52" EAST F = FIR CEMENT CONCRETE PAVING ow or IF u V h vrj All L46ND SURVEYORS & CONSULTANTS 17420 116TH * S. E. RENTON WA 98058 AVE . ..... .. 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T0mqSHIP 21 % NORTH., RANGE 4 EAST, WM., DESCRIBED AS FOLLOWS: � BEGINNING AT THE SOUTHWEST CORNER OF SAID SUBDIWSION; THENCE NORTH 01*29 * ic" EAST � ALONG THE WEST LINE THEREOF A DISTANCE OF 540,77 FEET TO THE EASTERLY MARGIN OF 23RD , I AVENUE SOUTH; THENCE NORTH 25*40**29" EAST ALONG SAID EASTERLY MARGIN A DISTANCE OF � 1 10,99 FEET TO A POINT OF CURVE; THENCE NORTHERLY CON77NUING ALONG SAID EASTERLY I MARGIN ALONG THE ARC OF A CURVE TO THE LEFT SAID CURVE HAWNG A RADIUS OF 390.04 �", I � I e i FEET THROUGH A CENTRAL ANGLE OF 23*55'14" A DISTANCE OF 162-84 FEET; 1* I THENCE SOUTH 88*24`15" EAST A DISTANCE OF 304.98 FEET; THENCE NORTH 01*29 18" EAST A I DISTANCE OF 11.49 FEET; THENCE SOUTH 88*240150* EAST A DISTANCE OF 265-00 FEET; THENCE � - Aq LA P " I � I F-1 cc , 0 1 )** CT A � 1 mdNc. # L A I% .-I � I wwa.-z--i.--I 11-117%, at Imwl"Le . . 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" � , , L 1, f u P..IIIIIIi- , F � -- rI I - - - - 0 1 1 I i < I %%b. �5; wb I I >m- I I < I I 3ro I i 1 mi � I I � 4 cc I I ; I : I I I I i I , � I I , I I I , I wo I'll I i I p� I I I I :�, - 1, I I I � 01 11 ; I � , I � I , , I � I . ; I i i i ] I 1 � I I >- < 1 � I 1 �: I I 1 � ; z I 0 () . .j .j I � �0 I I I >- (D i I . j 2 C-4 'W' I N-- TOM N 1 I ' -j 00 00 . I < I I <k Too I I � �� ill, 0) 1^ - LIL i 0I > I I 0. < (0 W) I ,� � N 04 i V) �: 04 , I 0 tz) 0 1 11 . '001I I W < tc) cy J Zt -J 04 I 1 swomm i I I 00- %we too 47 I < Too O;p %-I - - I I i >- Q �4 . ; 0 101. � �i - - cr TV5 p U. : I � � I.- I mmm&.- 1-1-1-1---l- I \,./ I $0 I I i I 2 "A � I �l I I I I 11 �1111 I I I 'I'll 1-- - I ---- FrIF, PROJECT NO. - I DRAWN By. TLR � I S S U E D A E: O8*m3lmmO7 � � 19I I i � --l- W www��Oa w I I ml:;; I I I 11 I w I V 9 I I I 00 6 40 a I a * " 0 40 go A _r _w wwf-ll,%I,% I SPALLS TE&4P, ROCKED, CONSTRUCTION fENTRANCE RETRIEVAL STRAP (SLIP THROUGH SLOT IN GRATE) PLACE INSERT INSIDE OF FRAME., AND PLACE GRATE OVER INSERT 36" TO HOLD IT IN PLACE 4—m- —Now ADAPTER SKIRT (FOR GRATE A PERFECT FIT) OVERFLOW (TO BYPASS i t, PEAK STORM VOLUMES) ry SEDIMENT ACCUMULATION MAXIMUM FLOW RATE OF 500 GPM, INSERTS WILL NOT CAUSE PONDING. FITS ANY SIZE CATCHBASIN UP TO 3000 x40" SEDIMEN'u FIL 11 1 f= INSERT FILTER FABRIC MATERIAL (ATTACH TO MRE) PROVIDE 314"" 1.5" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE GRAVEL OR NATIVE MATERIAL CAN BE USED 2" x4" WOOD POST ALT., STEEL FENCE POST. FILTER FABRIC MATERIAL IN 60" WIDE ROLLS. It DOWW SLOPE V-CWrCH, MAX SURFACE AREA DETERMINELIF A T THE TOP OF WEIR. 1.0* MIN. OVER 1.0* MIN. FLOW DEPTH TRAP TOP ELEV. mom" 462. 00 2 Op TTLING WN ,At 4ft m iii i ''I 40�4 all I At 14 z! Imam 1,11077E� TRAP MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION, 4. 0 1 MIN. BERM MD TH ELEV. ANWAO 463.00 F y y y DEPTH ;swip Now =40j 1. 5 " SEDIMEN T d STORAGE !wu 6. 0 * MIN. WIDTH T-7 - ---- ----- -- { � loot MINIMUM DEPTH OVERFLOW SPILLWAY I 1 74% M—M POND BOTTOM 77 famm � 2 ELEV. 458.5 2 NATIVE SOIL OR COMPACTED—J 1.0* DEPTH OF 2"-4" ROCK BACKFILL (BACKFILL TO BE 1,0* DEPTH OF 314"— 1 112" SPLASHPAD. 10* x lot COMPACTED TO 951wo OF WASHED GRA VEL. ? x l' DEP TH OF 4 "— 6" MAX DEN TY.) GEOTEXTILE FABRIC::: QUARRY SPALLS. GEOTEXTILE LINER TRAP BOTTOM DISCHARGE TO STABILIZED CONVEYANCE OUTLET OR ELE V. 40mom 458.5 1-2 xe. BY 14 GA. MRE OR EQUIVALENT IF STANDARD STRENGTH FABRIC USED 6* O.C., MAXIMUM POST SPACING MAY BE INCREA2.0 TO 8" IF WIRE BACKING IS US4 OAK, FABRIC MA TERIAL IN 8" xl2*** TRENCH SILT FENCE Lot VtL ZOMAUtffo TEMPORARYEROSION CONTROL TRAP ap IN ♦ A W A, Mp W so A A A mp ir 1LOLL.Ansuiv Ali fit 14* CON0177ONS WHERE PRAC77CE APPLIES. - BELOW DISTURBED AREAS SU&� TO SHEET AND RILL EROSION., WHERE ENOUGH RESIDUE MATERIAL IS AVAILABLE FOR CONSTRUCTION SUCH A BARRIER. NOTE: DOES NOT REPLACE THE NFED FOR A SEDIMENT TRAP OR POND.,, DESIGN CRITERIAISPECIFICA77ONS.' 0 MINIMUM HEIGHT= 3.0. .op MAXIMUM HEIGHT= 5 0 MINIMUM MDTHOW" 5.0' AT ITS BAZ MAXIMUM WIDTH.Wom 15.0'0 A FILTER FENCE ANCHORED OVER' THE 1.0* MIN. DEP774 OF 314 "— 1 112 WASHED GRA VEL 0 1.0* IN. DEPTH OF 2***-4" ROCK AOS (ASTM D4751) 100-400 SIEVE SIZE (0.6-0.15MM) FOR SIL T FILM 50-100 SIEVE SIZE (0.3-0-15MM) FOR OTHER FABRICS WATER PERMITTIVITY (ASTM D4491) 0. 02 SEC MINIMUM ---------- - GRAB TENSILE STRENGTH (ASTM D4632) 180LBS. MIN. FOR EXTRA STRENGTH FABRIC 100 LBS. MIN. FOR STANDARD STRENGTH BRIC GRAB TENSILE ELONGATION (ASTM D4632) ULTRAVIOLET RESISTANCE (ASTM D4355) BRUSH BERM MAY BE REQUIRED BY KING COUNTY INSPECTOR TO ENHANCE 3. STANDARD STRENG774 FABRIC REQUIRES MRE BACKING TO THE FILTRATION ABILITY OF THE BARRIER. INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE. it ItIII 1111► 1. SEDIMENT SHALL BE REMOVED FROM THE POND WHEN IT REACHES 1* DEPTH. 2. ANY DAMAGE TO THE POND EMBANKMENTS OR SLOPES SHALL BE REPAIRED. I Lu VI AAAAAI A$ UJI 0 J I p. W J o4 (0 CL > (10 ^ I cq 0 C4 W cq J q1 N 0 x 0 CL LL PROJECT NO.: 05046 DRAWN BY: TLR ISSUE DATE: 08*w3l�07 SHEET REV 07mmw3l�08 Wool 50,59T -f)F1A,1LS-004.D !A Mw L # F ! r AM ! ! ! ! ! illl/ Ma � x ♦ or aw A i 1 ♦ ♦ i ♦ A ♦ J A A i A A ! ,r MR i y ♦ f A A # ♦ ! li { r i } ♦ i ♦ J c » ! ! 1 a ; M A ,J ! A J A R ! ! ! ! ! ! ♦ ♦ ♦ • ! ! A # # , ! r J w Irr �' �► +� ♦ 1 A a Al 111 .M11 '�r Air aw , a► r ♦ A` y N ♦ ♦ i A: y ♦ J A A ♦ I ! ! Mb a ! ♦ ♦ J ♦ i A A ♦ A r AV so All um "01111 Ap l A � ♦ r J # i A ! 1 A x w air ! • j I i i A A • ♦ A ! rrA Ai A 1Mr 111 •' ■Ilr MY !� y , Ai i1M : i1r aw 1 IMl a 1 A ♦ 1 < i i A A ♦ y # A ; r A A MOP A A i ♦ ♦ J o ♦ A A ♦ s A 1 11MISO♦ ♦ ! A w MP !' ! A ire' A A w so A So rr A!P �t Nr w �r �' # A �' � '�" 11 11 � � 9i, L� !► r�i► !r AM"' ,� i �► � � y A � �" ! !'" A y ♦ ! 1 A A y y r Amp A # ♦ A J A b Aap A ! ! . . . • A - ! # ♦ ! Amp! y A ! A y y y ! y 1 A y •! A # A! ! A M Amop A AR A 10 w A # ! ! ! A ! A M A ! ! A ~ x =rn :r t �M r, as r moo .rr MOP r ton J A A A i a. :, ♦ ! A A ♦ A a ♦ i I 1 A ♦ y ♦ t / ♦ ♦ ! y y y IMF ! • A! a A A pr i M ar ar ! ! 1Mr ! A I 1 ♦ ♦ A ♦ ♦ ♦ A ! IMb ! ! ♦ ♦ x d ! ! ♦ ♦ ♦ x J ! ! i ♦ ♦ A A ♦ 11F ! ! , r as J ♦ ar Nr err y ! ♦ ■► ! ill. wr x y r !� err �► rr A A 1 A M ! ♦ / { y MV ! 1 • ! A job ALL W, # ♦ 1 1 ♦ x' A A i r r ♦ ♦ ♦ ♦ l A i J ! ♦ M x ♦ A M a !r 1 i A i ♦ 1 i ♦ A A ♦ ! ♦ ♦ �t ! ! ♦ ♦ ♦ J ♦ A A ! ! ♦: I A ! IF �► ♦: ♦ ♦ ♦ • A iN ! y ♦ � A A A 1 ♦ A x t a ♦ lIN 1 i J �, ! !♦ A A � A y !1► A � �► ! ! ! A A ♦ A ♦ x c ♦ M !: ■r r rr +r► ! ! r rr ! 1wr Ilr J y �' �' 1 ! ♦ y A � !' J MN � Af y A �' ar an ! i A 1 A x i A A i ! ! ♦ A A / ♦ A 1 ! ! ♦ A A �b is �' �` " � � • �' ` M �' +�' 1 i A ♦ A x ♦ � A BEFORE ANY CONSTRUC77ON OR DEVELOPMENT ACTIVITY, *yam PRECONSTRUC71ON MEE77NG MUST BE HELD BETWEEN THE CITY OF REPRES N TA TI . APPLICANTS CONS TRH E FEDERAL � A #�,r► ., E APPLICANT 2. FLAG CLEARING LIMITS 3. INSTALL STABILIZED CONS UC O E CE. 4. INSTALL FILTER FENCE AS INDICATED ON PLAN. 5. INSTALL OFFSI CATCH BASIN PROTECTION. 6. CONS T R'Cd C T SEDIMENT TRAPIPOND. 7SITE TO E ROUGH RDE OR FILLED. 8. INSTALL IN RCEP TOR S ALESIBER S AND CHECK DAMS. .. ROUGH GRADE SITE AND INSTALL STORM CONVEYANCE SYSTEM AND RETENTIONIDETEN77ON FACILITIES. PROVIDE INLET PROTECTION WHERE INDICATED. 10. INSTALL REMAINING UTILITIES AND BUILDING. I SIDEWALKS, CURBS AND 11, FINISH GRADE'! SITE AND CONSTRUCT ASPHALT PARKINGPARKINGARE S', ACCESS DRIVES, S OE LS UR GU T TERS. N P 1 COMPLETE SITE STABILIZATIO IN ACCORDANCE Tl�i LANDSCAPE PLANS • I OF SEDIMENT A DEBRIS. 13. CLEAN STORMDRAINAGE SYSTEM, ON AND OFF , Tip' ALL ELF E 14. REMOVE EROSION CONTROL FACILITIES WHEN SITE IS COMPLETELY STABILIZED. Falwa welvi of 01 1 ■ FM ^M i%CqCD R5 1► • 0 cq • a: 0. U. PROJECT NO.,-. 05046 DRAWN BY: TLR ISSUE DATE: 0 0 w ri 0 0 00 Ul (C) w W 0 m C) 0