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HomeMy WebLinkAboutPermit PL18-0080 - CHAND SHORT PLAT - LAND DIVISIONCHAND SHORT PLAT 0040000501 PARENT FILE PL18-0080 THIS FILE L18-0094 LAND DIVISION/SHORT PLAT City of Tukwila Allan Ekberg, Mayor Department of Community Development - Nora Gierloff, AICP, Director September 1, 2021 Dan Touma, Touma Engineers Sunny Kohli, Owner/Applicant toumaengineering@gmail.com sunk98168@yahoo.com RE: Correction Letter #4 for Chand Short Plat, file # L18-0094 (Parcel # 004000-0501) Dear Mr. Touma and Mr. Kohli, The City of Tukwila has completed review of materials resubmitted in response to the third correction letter for the Chand Short Plat to subdivide one lot into three Tots. Additional corrections to plans and materials are needed prior to preliminary short plat approval. The corrections below are grouped by department. Contact information for the reviewer in each department is included at the end of this letter. Fire Department 1. SEE REDLINED COMMENTS ON THE ENCLOSED SHORT PLAT SURVEY SHEETS. J TtD- 2. PROVIDE SIGNED WATER AVAILABILITY LETTER FROM WD125, SHOWING SUFFICIENT WATER TO EACH HOUSE TO SUPPORT RESIDENTIAL FIRE SPRINKLERS. (see. Nib IZrVal oA-ffi 3. LIST HOUSE ADDRESSES ON BOTH CIVIL AND SHORT PLAT PLANS, ADDRESSES LISTED ON COVER SHEET AND ON EACH LOT. o Lot #1: Parcel number: TBD BY KING COUNTY EXISTING ADDRESS: 4651 S 144 ST TUKWILA 98168 `AVCIII.T7 o Lot #2: Parcel number: TBD BY KING COUNTY NEW ADDRESS: 4667 S 144 ST TUKWILA 98168 RECEIVED NOV 03 2021 Community Development Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov 118-0094 Chand Short Plat Correction #4 Page 2 o Lot #3: Parcel number: TBD BY KING COUNTY NEW ADDRESS: 4679 S 144 ST TUKWILA 98168 pp0.0 4. WHERE FIRE HYDRANTS ARE LOCATED ON FIRE ACCESS ROADS, THE ROAD MUST BE 26FT WIDE, FOR 20FT ON EITHER SIDE OF THE HYDRANT. ?,;V‘SE,fl 5. FIRE ACCESS ROAD IS HIGHLIGHTED IN YELLOW THE GRADE AND CROSS -SLOPE MUST COMPLY WITH THE FOLLOWING: bbtD 'Proia \i . % b1i j) S off &WV o 1. The grade of the access road to not exceed 15 percent and the cross slope shall not exceed 6 percent. o 2. Driveway approach and departure angles for fire apparatus access shall not exceed 10 percent for the first 75 feet when measured from the right of way. NOTEWORTHY FIRE REQUIREMENTS: AV'OE,p 44, .15p nv►*.tt SW" S 4A- ' - Vehicle parking will not be allowed on either side of the access road including the turnaround. "FIRE LANE NO PARKING" will need to be marked per Fire Standards. - An address sign will be required at beginning of driveway that is serving Tots 1-3. - Fire hydrants that are exposed to vehicular damage will require bollards. - All houses require Residential Fire Sprinkler System and each house will require a Fire Sprinkler permit. Engineering 1. Please submit current Water and Sewer Availability letters from Water District #125 and Valley View Sewer District. fits 2. Contact your power co. and show how power/telecom service is going to be brought to your site. Undergrounding Ordinance applies. thjitaA apprenum, - t „.5.0 3. 10-ft horizontal separation and min 18" vertical separation is required between sewer and '1�Teottel water lines. If these clearances are not feasible applicant shall obtain a variance from the Districts. We r.° 4. Water plan shall be revised to includ a Fire Hydrant installation. Plan shall be approved by WD #125.. fiIiib a ren 417 5. What are the plans for the two conc slabs mentioned on page 1,3.0 SITE DESCRIPTION of Cobalt Geosciences Geotech Investigation Report? Are they going to stay or will they be removed? If they are planned to be removed, please add an appropriate callout.c ,0L.... i 41,— e 6. Public Works has adopted Low Impact Developments (LID). If low impact measures cannot be implemented in your design, please submit a letter from your geotech engineer justifying the LID measures cannot be implemented. Sao (.4.14. Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov L18-0094 Chand Short Plat Correction #4 Page 3 7. Page 7,8.1.5 Storm Management chapter of your Geotech Report states that infiltration is not recommended for this site. PW has concerns that due to poor infiltration conditions on site the proposed infiltration strip with 10-ft wide vegetated path might not work and may create flooding of the adjacent property to the ease. Please submit perk tests results . Sac, k, • 8. Please have your geotech engineer review the civil plans and and submit a written approval to Public Works.; Planning 1. Trees shown to be removed and retained are not shown consistently on all plan sheets. There is a legend showing trees "to be removed" with a circle around them, and those "to be removed" with an X on them. However, these symbols are not shown on the plans consistently. All sheets should clearly and consistently show which trees are to be removed and which are t8 b-e retained using the symbols in the legend. "" %1f' h O 44.6. 2. The setbacks for Lot 3 are not correct. The 20-foot front yard setback shall either be on the north side or on the east side of the property. The building setback lines need to be revised to show the 20-foot front yard setback, 10-foot setback, and 5-foot side yard setbacks in relation to the front yard location. Cb Next Steps Please revise applicable plans and materials that address the comments above. For questions about any of the above comments, please contact the applicable representative from each department, as follows: Fire Department: Ben Hayman, 206-971-8723, Ben.Hayman@TukwilaWA.gov Engineering: Joanna Spencer, 206-431-2440, Joanna.Spencer@TukwilaWA.gov Planning: Jaimie Reavis, 206-431-3659, Jaimie.Reavis@TukwilaWA.gov Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov RECEIVED City of Tukwila JAN 15 2O2 hsoe TUKW ILA •• •- WORKS Department of Community Development -PUBLIC FILE NUMBER L18-0094 Land Use Routing form for Revisions TO: ['Building ❑ Fire Dept. ❑ Police Dept ❑Parks/Rec ,Public Works: (please list the name) Project: Chand Short Plat Address: 4651 S 144th St Date transmitted: January 14, 2020 Response requested by: 1/29/2020 Planner: Jaimie Reavis Date response received: COMMENTS See attached response to comments, along with original comment letter. 6r24,cc.i 'et 56e ejn',n%; S ,ice T k T, ❑ DRC review requested Plan check date: ❑ Plan submittal requested ❑ 21z-olia Plan approved Comments prepared by: de, City of Tukwila Department of Community Development FILE NUMBER L18-0094 Land Use Routing form for Revisions TO:%,Building ❑ Fire Dept. ❑ Police Dept -Parks/Rec ❑ Public Works: (please list the name) Project: Chand Short Plat Address: 4651 S 144th St Date transmitted: January 14, 2020 Response requested by: 1/29/2020 Planner: Jaimie Reavis Date response received: COMMENTS See attached response to comments, along with original comment letter. ❑ DRC review requested ❑ Plan submittal requested Plan check date: //z i /lbtb Plan approved Comments prepared by: City of Tukwila Department of Community Development FILE NUMBER L18-0094 Land Use Routing form for Revisions TO: ❑ Building Fire Dept. ❑ Police Dept lParks/Rec ❑ Public Works: (please list the name) Project: Chand Short Plat Address: 4651 S 144th St Date transmitted: January 14, 2020 Response requested by: 1/29/2020 Planner: Jaimie Reavis Date response received: COMMENTS See attached response to comments, along with original comment letter. ❑ DRC review requested ❑ Plan submittal requested ❑ Plan approved Plan check date: Comments prepared by: City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: l Z d( I l ® iesponse to Incomplete Letter # Z-- kt,thl Z 2bl cj ❑ Response to Correction Letter # ❑ Revision # before Permit is Issued ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Plan Check/Permit Number: Project Name: GVICcNa Project Address: 4tocjl S k lAb iS� Contact Person:7c1)?kt, v v1,6t Phone Number: >>7 Summary of Revision: co pres U t) i �}- - Shsics rk CjVED DEC 26 2019 Community )eveiopment Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on C-\Users\Kandace-MAppData\Local\Microsoft\Windows\INetCache\Content Outlook \QB5IBYWC\Revision Submittal Form doc Revised. August 2019 12/26/2019 Gmail - Fwd: Short Plat pre17-0040 M Gmailg-°D9y Touma Engineers <toumaengineering@gmail.com> Fwd: Short Plat pry 0040 Jaimie Reavis <Jaimie.Reavis@tukwilawa.gov> To: Touma Engineers <toumaengineering@gmail.com>, Sunny <sunk98168@yahoo.com> Cc: Shana Markstrom <Shana.Markstrom@tukwilawa.gov> Also, as a reminder....we'II need 4 copies of the revised materials to route for review. Thank you! Jaimie Jaimie Reavis Senior Planner !City of Tukwila 6300 Southcenter Blvd, Suite 100ITukwila, WA 98188 ph: (206) 431-3659 Jaimie.Reavis@TukwilaWA.gov I www.tukwilawa.gov The City of opportunity, the community of choice. Fri, Dec 20, 2019 at 3:51 PM From: Jaimie Reavis <Jaimie.Reavis@TukwilaWA.gov> Sent: Friday, December 20, 2019 12:46 PM To: Touma Engineers <toumaengineering@gmail.com>; Sunny <sunk98168@yahoo.com> Cc: Shana Markstrom <Shana.Markstrom@TukwilaWA.gov> [Quoted text hidden] [Quoted text hidden] RECEIVED DEC 262019 Community Development https://mail.google.com/mail/u/0?ik=08507faf22&view=pt&search=all&permmsgid=msg-f%3A1653484693830444683&simpl=msg-f%3A16534846... 1/1 .r 4,a-00qq, i)z/E-06 TOUMA ENGINEERING AND LAND SURVEYORS, PPLC 255 SW 43RD STREET f• RENTON, WA 98087 email: toumaengineering@gmail.com DEC �o C LOi9 Phone 425-251-0665 ... Fax 425-251-0625 �`"' Community Development The following is our response to comments provided by the City of Tulwila in a letter dated November 5, 2019: Fire Department: 1. The new fire hydrant is located within 325 feet from the closest existing fire hydrant. 2. The following adjustments made for the fire lane; a. Internal hammerhead turnaround internal radii changes to 28 feet. b. The hammerhead length changes to 70 feet as requested c. A new note is added to face of the short plat "new residential homes shall be equipped with fire sprinkler system. Public Works Department: 1. Private access road/hammerhead turnaround revised as requested by Fire Department. 2. Legal description for the proposed access is added to the map. 3. A new monument is added at the intersection of S 144th Street and private access road. 4. A name/private street sign is added to the plan. 5. A note is added to the short plat survey. 6. A note is added to install an automatic irrigation system sufficient to ensure survival of the planted materials. Show all these requirements on the landscape plans. Landscaping Plans revised to comply with the Type 11 landscaping. 1. Include in the Engineer's Cost Estimate, under "Write -in -Items" the following: Tract C and D irrigation system 1 Engineer cost estimate revised to include costs associated with Tracts C and D 2. Provide a grading plan which shows proposed grades in relationship to the five trees which are shown to be retained on the tree retention plan, sheet 13 of 14. Civil grading and landscaping plans revised to show protection of trees to be retained. 3. Show the required 20-foot rear BSBL's along the south property lines of Lots 4 and 5 (Condition B.9). Civil plans revised to show 20-foot setback for lots 4 and 5. 4. Condition A.10 of the January 2017 preliminary short plat approval requires the developer to pay a parks fee -in -lieu of land dedication in the amount of $12,900. Payment is due prior to recording of the short plat. It is noted that the outdated landscape plans (dated 3/16/15) show Tract A to be developed as recreation space. A private park/recreation space was not approved by the City and the condition for payment of the parks fee -in -lieu is required. Landscaping plan revised to eliminate park/recreation space. The owners will abide with fee -in -lieu. 5. Tract A, at a minimum, shall be landscaped with sod or lawn. Plans revised for landscaping requirements for Tract A. City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace; Director November 5, 2019 Mr. Dan Touma 255 SW 41st St Renton, WA 98057 RE: Correction Letter #2 for Chand Short Plat, file # L18-0094 (Parcel # 004000-0501) Dear Mr. Touma, The City of Tukwila has completed review of materials submitted for a Short Plat to subdivide one lot into three lots. Below are corrections to plans and materials that will needed prior to preliminary short plat approval. The corrections are grouped by department. Contact information for the reviewer in each department is included at the end of this letter. Fire Department 4'. Show a fire hydrant located within 325 feet of the farthest proposed home measured via vehicular travel distance. Current measurements indicate approximately 500 feet. 2. Make the following adjustments to the fire lane shown Sheet 2 of 2 of the survey: a. Hammerhead turnarounds need an internal radius of 28 feet b. The drawing indicated a hammerhead length of 32' + 32' = 64'. The length of the hammerhead must be 70 feet. This applies to the hammerhead and the dead end of the driveway on the south side of the short plat (on lots 2 and 3). Revise survey to include the following note: "New residential homes shall be equipped with a fire sprinkler system." Public Works Department 1. Revise private access road/hammerhead turnaround per Fire Dept. requirements on survey and civil site plans. Please make sure they both match. -•'2. Add meets & bounds legal description of the proposed access and utility easement on your survey map. 0. A monument is required on S 144th Street C/L @ the intersection of proposed private access road C/L. Show the monument w/callout on your survey and civil plans. Add City of Tukwila Street Monument Detail RS-32 on your civil plan. Name/Private Street sign is required to be installed at the entrance to the plat. Add City of Tukwila Detail Sign Installation Detail RS-23B on your civil plan. 5. Revise survey to include the following note "No parking allowed within private access road." Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 9S188 • 206-433-1.800 • Website: TukwilaVJA.gov 6. Please clarify if the Porous Typ. Asphalt Driveway Section on civil sheet C3 of 3 applies to the private access road and future homes individual driveways. If the private access road will have porous concrete, is it capable to support the fire apparatus. 7. Submit a separate access and utility easement agreement. it shall also specify the maintenance requirements and responsibilities. V8. On civil sheet C3 of 3 please show where are line segments L4 and L5. ��. Label the size of existing SD main in S 144th St, provide invert elev. and number all CBs. 10. Label edge of 5144th Street roadway. Porous pavement is not allowed inside the City right-of- way. 11) Show slope/flow direction, spot elevations for the private access road and CBs rim elevations. 111. Tukwila has an Undergrounding Ordinance. Contact the power company and show conduit how power/telecom will serve individual lots. 2. Please number and date revision on your site plan. This review is based on survey map dated October 2017 and civil plans (sheets 3 of 3) dated April 2018, revision 1 per City review. Contingent on response to these corrections further plan review may request for additional corrections. Community Development Department (Planning) . /1. Sheet C2 of 3 of the Civil Plans shows circles drawn around the trees to be retained. Trees to be V removed are not enclosed in circles. Additionally, there appear to be trees shown with "x" through them, located in the area where the construction access is proposed. The number of trees, tree species, and size is not able to be read on the plan sheet. Please revise the plan sheet to include information on these trees and indicate whether they are proposed to be retained or removed. The number of required replacement trees will be substantial, based on the number and size of the trees proposed to be removed. It appears that trees proposed to be removed on Lot 1, including a 12" F, 24" M, 24" C; 30" M, and 18" M can be retained. Only one tree located in the middle of the site, a 36" F, may need to be removed. Please revise the design of the infrastructure to retain as many of these trees as possible. vl If any trees need to be removed, replacement shall be reflected on the plans and materials resubmitted for the short plat per the standards of chapter 18.54 of the TMC, including the number of replacement trees required and how the required performance assurance will be addressed. 4. Please use the Tukwila template for short plats, available for download as an AutoCAD file from the very bottom of the list of "Planning Division Informational Documents" the following webpage: . Please remove the fax number and the Tukwila Planning Division email from the template. Add Tukwila file number L18-0094 to all sheets of the short plat survey. Phone: 206-433-1300 • Email: MayorgTukwilaVIA.gov • Website: tukwilaINA.gov Next Steps Please revise applicable plans and materials that address the comments above. For questions about any of the above comments, please contact the applicable representative from each department, as follows: Fire Department: Ben Hayman, Fire Marshal, 206-971-8723, Public Works Department, Development Engineer, 206-431-2440, Planning Division: Jaimie Reavis, Senior Planner, 206-431-3659, Phone: 206-433-1300 • Email: Mayor@TukwilaVVA,gov • Website: TukwilawA.gov SHORT PLAT NUMBER L18-0094 CITY OF TUKWILA, WASHINGTON TUKWILA SHORT SUBDIVISION COMMUNITY APPROVAL REVIEWED AND APPROVED BY THE SHORT SUBDIVISION COMMITTEE AND HERE BY CERTIFIED FOR FLUNG Examined and approved this _ day of Chair Short Subdiviean Commitee 20_ COUNTY ASSOSSOR'S APPROVAL Examined and approved thie _ day of 20 Deputy Assessor Account Number 004000-0501 RECORDING NO. VOL./PAGE DECLARATION Know oll men bythese present that we, the undersigned, owner(s) in fee simple of the land herein describeddohereby make a short subdivision thereof pursuant to RCW 58.17.060 and acknowledge that said subdivision shall not be further divided in any manner within o period of five years. from date of record, without the filing of o final plot. The undersigned further declare this short plat to be the graphic representation of said short subdivision and the some is mode with the free consent and in accordance with the desire of the owner(s). In witness whereof we have set our hands and seols. Nome: Chand Torlok Nome Sumon Koli____ Name: Nome: ACKNOWLEDGMENTS STATE OF WASHINGTON County of King on this day personally appeared before me to me known to be the individual who executed the within and orf egofng instrument and acknowledged thot he/she signed the some as his/her voluntary act and deed for the uses and purposes therein mentioned. GIVEN under my hand and official seal this _day of, 20 Signature* Nome as commissioned: Title: My oppointment expires: STATE OF WASHINGTON County of King On this day personally appeared before me to me known to be the individual who executed the within and foregoing instrument and acknowledged that he/she signed the same as his/her voluntary oct and deed, for the uses and purposes Therein mentioned. GIVEN under my hand and official seal this doy of 20 Signature: Name as commissioned: Title: My oppointment expires: LAND SURVEYOR'S CERTIFICATE registered as o land surveyor by the State of Washington, certify thot this plot is based on an actuol survey of the land described herein, conducted by me or under my supervision; that the distances, courses and angles ore shown hereon correctly, and that monuments other than those monuments approved for setting of o later date, have been set and lot corners staked on the ground as depicted on the plot. Signature: Don Toumo, P.L.S. Cert. No. 38922 SPECIAL NOTE NO PARKING ALLOWED WITHIN PRIVATE ACCESS ROAD Dote: 42nd AVE S S 144th STREET S 146th STREET N 5 F_SITE ar S 148th STREET VICINITY MAP EXISTING LEGAL DESCRIPTION (TAX PARCEL #004000-0501) rn A 1 SCALE: 60 Im 1iruh- 30 ft PORTION OF NE 1/4 OF THE NE 1/4, SEC 22, TWN 23 N., RG 4 E, W.M. SURVEY NOTES INSTRUMENT: SPECTRA FOCUS 35 TOTAL STATION METHOD USED: FIELD TRAVERSE WITH ACTUAL FIELD MEASUREMENTS AND ANGLES WAC 332-130-090 DATE OF SURVEY: OCTOBER 2017 BASIS OF BEARING: S 144th STREET (N87'49'17"W) BENCHMARK: TOP OF CONCRETE MON IN CASE AT THE INTERSECTION OF S 144th ST AND 46th AVE S ELEVATION = 287.90' (NAVD88) REFERENCE SURVEYS; TUKWILA SP IyL16-0030 REC# 20170321900006 TUKWILA SP# L99-0075 REC$ 20011217900008 LEGAL DESCRIPTION LOT B, CITY OF TUKWILA SHORT PLAT NO L99-0075, RECORDED DECEMBER 17, 2001. UNDER RECORDING NUMBER 20011217900008, RECORDS OF KING COUNTY, WASHINGTON. SUBJECT TO ALL MATTERS OF OUBLIC RECORD PLOT B, CITY'OF TUKWILA SHORT PLAT NUMBER L99-0075, RECORDED DECEMBER 17, 2001, UNDER KING COUNTY 1' RECORDING NUMBER 20011217900008, RECORDS OF KING COUNTY, WASHINGTON. A RECORDING CERTIFICATE Filed for record at the request of the City of Tukwila this day of , 20 , at minutes past M, and recorded in Volume of Surveys, on page , records of King County, Washington. King County Manager Supt. of Records and Elections SUBJECT TO ALL MATERS OF PUBLIC RECORDS NEW LOT 1 LEGAL DESCRIPTION A PORTION OF LOT B. CITY OF TUKWILA SHORT PLAT NUMBER L 99-0075, RECORDED DECEMBER 17, 2001, UNDER KING COUNTY RECORDING NUMBER 20011217900008, RECORDS OF KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS; BEGINNING AT THE NORTHWEST CORNER OF SAID SHORT PLAT BEING THE TRUE POINT OF BEGINNING. THENCE SOUTH 01'12'55" WEST A DISTANCE OF 177.65 FEET; THENCE NORTH 87'53'03" WEST A DISTANCE OF 126.28 FEET; THENCE NORTH 01'12'37" EAST A DISTANCE OF 60.00 FEET; THENCE SOUTH 86'04'20" EAST A DISTANCE OF 37.11 FEET; THENCE NORTH 04'11'25" EAST A DISTANCE OF 8.79 FEET; THENCE SOUTH 87'46'35" EAST A DISTANCE OF 38.34 FEET; THENCE NORTH 01'53'26" EAST A DISTANCE OF 110.19 FEET; THENCE SOUTH 87'46'50" EAST A DISTANCE OF 49.12 FEET TO THE TRUE POINT OF BEGINNING. NEW LOT 2 LEGAL DESCRIPTION A PORTION OF LOT B, CITY OF TUKWILA SHORT PLAT NUMBER L 99-0075, RECORDED DECEMBER 17, 2001, UNDER KING COUNTY RECORDING NUMBER 20011217900008, RECORDS OF KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS; COMMENCING AT THE NORTHWEST CORNER OF SAID SHORT PLAT; THENCE SOUTH 01'12'55" WEST A DISTANCE OF 177.65 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 01'12'55" WEST A DISTANCE OF 60.00 FEET; THENCE NORTH 87'53'03" WEST A DISTANCE OF 126.28 FEET; THENCE NORTH 01'12'37" EAST A DISTANCE OF 60.00 FEET; THENCE SOUTH 87'53'06" EAST A DISTANCE OF 128.28 FEET TO THE TRUE POINT OF BEGINNING NEW LOT 3 LEGAL DESCRIPTION A PORTION OF LOT B, CITY OF TUKWILA SHORT PLAT NUMBER L 99-0075, RECORDED DECEMBER 17, 2001, UNDER KING COUNTY RECORDING NUMBER 20011217900008, RECORDS OF KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS; d Jw COMMENCING AT THE NORTHWEST CORNER OF SAID SHORT PLAT; THENCE SOUTH 01'12'55" WEST A DISTANCE OF 237.65 4 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 01'12'55" WEST A DISTANCE OF 62.34 FEET; THENCE Q O UO NORTH 87'53'03" WEST A DISTANCE OF 126.27 FEET; THENCE NORTH 01'12'37" EAST A DISTANCE OF 62.34 FEET; THENCE SOUTH 87'53'O6" EAST A DISTANCE OF 128.28 FEET TO THE TRUE POINT OF BEGINNING ' TOUMA ENGINEERS AND LAND SURVEYORS, PLLC 255 SW 41st STREET RENTON, WASHINGTON 98057 425-251-0665 OFFICE 425-251-0625 FAX 1./e-Odatf CHAND SHORT SUBDIVISION 4651 S 144TH STREET DWN. BY DAN T DATE OCTOBER 2017 JOB NO. JOB NO. CHKD. BY MHT SCALE 1"=30' SHEET 1 OF 2 SHORT PLAT NUMBER L18-0094 CITY OF TUKWILA, WASHINGTON t10 DEDICATION PER KWLA SP#L99-0075 EC #20011217900008 M 04 0 N. 0 t0 S 144th STREET 88749'17'E 1318.46' (M) 508.27' N87'46'50"W ;!JK, SP plA0-•0075 FTC #,:0^!i1(7,y'l;.i.8 L1 L r EX HOUSE L3 LOT 1 13,716. sq.ft. 0.31 acres J r 58753'03'E poi 29.56 H8753'03"W 70.01' i 58733.03'E LOT 2 7,816. sq.ft. 0.17 acres —713-111277-7717.1 N CV LOT 3 7,621. sq.ft. 0.17 acres S87'53'03"E 126.27 ,14004000-.04-96 STA 5+08.27 (S 144TH)- STA 0+00 SITE a ",1 -v 49.12' 2 12' 12' 04 0 0 12' 12' 24' FOUND REBAR & CAP LS#41227 (10/17) L1i....O0.'. RE FOUND REBAR & CAP LS#41227 (10/17) L`;i L TIJ{< "i -..(1(,il) in 11#1104i?:,1;-....... 0 0 L LOT TUV .P Bi10-0030 RE:C f20170)213"':1:O3 FOUND REBAR & CAP LS#41227 (10/17) iOT Pn.. EP ji.la.-GO 0 C 20I 7032!?000Cf, FOUND REBAR & CAP LS#41227 (10/17) L L L LLJ Q ph c LC) ?&O RECORDING NO. VOL./PAGE SCALE: 30 0 75 m 60 .M 1 inch 30 ft. PORTION OF NE 1/4 OF THE NE 1/4, SEC 22, TWN 23 N., RG 4 E, W.M. LEGEND CB (TYPE 1) STMH (TYPE 11) SO SANITARY SEWER MH er WATER VALVE 81 WATER METER/SERVICE b FIRE HYDRANT 4 UT1UTY POLE E-- GUY WIRE ® SIGNAL CABINET IN POWER JUNCTION BOX 1X UGHT POLE W GAS VALVE n POWER VAULT Q POWER PEDESTAL n TELEPHONE VAULT 13 TELEPHONE CABINET a- SIGN 0 CONIFER TREE TO BE RETAINED DECIDUOUS TREE TO BE RETAINED CONIFER TREE TO BE REMOVED DECIDUOUS TREE TO BE REMOVED m MONITORING WELL MAIL BOX + PK NAIL $ MON IN CASE/ o EX REBAR / PIPE AS NOTED PROPOSED WATER METER • PROPOSED SEWER MH 1 SECTION CORNER �=:3 QUARTER CORNER LEGAL DESCRIPTION - ACCESS EASEMENT BEGINNING AT THE NORTHEAST CORNER OF LOT 8, CITY OF TUKWLA SHORT PLAT NO. L99-0075, RECORDED DECEMBER 17, 2001, UNDER RECORDING NUMBER 20011217900008, RECORDS OF KING COUNTY, WASHINGTON; THENCE SOUTH 01'12'55" WEST ALONG THE EAST UNE OF SAID LOT B, A DISTANCE OF 10.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 0112'55. WEST A DISTANCE OF 247.66 FEET; THENCE NORTH 87'53'03. WEST, A DISTANCE OF 24.00 FEET; THENCE NORTH 0112'55" EAST, A DISTANCE OF 32.24 FEET TO A POINT OF CURVE TO THE LEFT; THENCE NORTHWESTERLY ALONG A CURVE TO THE LEFT WITH A RADIUS OF 28.00 FEET; AN ARC LENGTH OF 43.54 FEET AND CENTRAL ANGLE OF 89'05'58 TO PONT OF TANGENCY; THENCE NORTH 87'53'03' WEST, A DISTANCE OF 30.44 FEET; THENCE NORTH 0112'55. EAST, A DISTANCE OF 20.00 FEET; THENE SOUTH 87'53'03" EAST. A DISTANCE OF 29.56 FEET TO A POINT ON CURVE TO THE LEFT; THENCE NORTEASTERLY ALONG A CURVE TO THE LEFT WITH A RADIUS OF 28.00 FEET, AN ARC LENGHT OF 44.42 FEET AND CENTRAL ANGLE OF 90'54'02- TO A POINT OF TANGENCY; THENCE NORTH 0112'55' EAST, A DISTANCE OF 138.90 FEET TO THE NORTH BOUNDARY OF SAID LOT B OF SAID SHORT PLAT; THENCE SOUTH 87'46'50' EAST, A DISTANCE OF 49.12 FEET TO THE TRUE POINT OF BEGINNING. TOUMA ENGINEERS AND LAND SURVEYORS. PLLC 255 SW 41st STREET RENTON, WASHINGTON 98057 425-251-0665 OFFICE 425-251-0625 FAX CHAND SHORT SUBDIVISION 4651 S 144TH STREET DWN. BY DAN T DATE SEPT. 2016 JOB NO. 103901 CHKD. BY MHT SCALE 1" = 30' SHEET 2 OF 2 RE ISIWy Not DE3OBP1IDN/9A7E BY NOV. 18. 2019 GENERAL NOTES 1. Locations shown for existing utilities are opproximote. 2. At least 48 hours before starting project site work, notify the Utilities Inspector of 206-433-0179. 3. Request o Public Works utility inspection of least 24-hours in advance by calling 206-433-0179. 4. The Contractor assumes sole responsibility for worker safety, and damage to structures and improvements resulting from construction operations. 5. The Contractor shall hove the permit(s) and conditions, the approved plans, and a current copy of City of Tukwila Development Guidelines and Design and Construction Standards available at the job site. 6. All work shall conform to these approved drawings. Any changes from the opproved pions require pre -approval from the owner, the engineer, and the City of Tukwila. 7. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, unless otherwise approved by the Public Works Director. 8. Contractor shall maintain a current set of record drawings on -site. 9. Contractor shall provide record drawings prior to project final opproval. 10. Provide traffic control and street mointenonce plan for Public Works opprovol before implementation. 11. All surveying for public facilities shall be done under the direction of o Washington licensed land surveyor. Vertical datum shall be NAVD 1988. Horizontol datum shall be Washington State (grid) Coordinates, North Zone, using NAD 83/91 survey control and tied to any two City ofTukwila Horizontal Control Monuments. For projects within o flood control zone, the Permittee shall provide conversion calculations to NGVD 1929. 12. Replace or relocote all signs damaged or,remo ed due to construction. 13. Retain, replace or restore existing vegetation in rights-of-woy, easements, and Access Tracts. CONSTRUCTION NOTES 1. All work performed shall be per approved plans and specifications only. The Permittee is required to mointoin a set of approved plans, specifications, and associated permits on the job site. Work shall be performed in accordance with all federal, state, and local lows. Permittee shall apply for o Revision for ony work not according to the approved plans. 2. Permittee/Contractor shall arrange a preconstruction conference with the City's Inspector(s) prior to beginning ony work. 3. Work in Roadways o. All work in roadways shall meet TMC 11 and the following: b. Prior to ony activity in City right-of-way, the Permit tee shall provide the City a traffic control plan for review and approval. The traffic control plan shall include the location, address and description of traffic flow during the work and sholl meet MUTCD requirements. c. All work requiring lane closures must be by,permit only. From the third Thursday in November to the following January 2nd, the Director does not allow lone closures in the Tukwila Urbon Center. d. Fire, pedestrian, and vehicular access to buildings shall be maintained of all times, except when Permittee has permission from the building owner and the'Director to close an access. e. All roadways shall be kept free of dirt and'debris using street sweepers. Use of woter trucks for cleaning roadways requires preopproval from the Director. f. Install steel plates over ony trench, at any time work is stopped and the trench is left open. GRADING AND EROSION CONTROL NOTES GRADING AND EROSION CONTROL NOTES 1. The erosion prevention and sediment control (ESC) measures on the approved plans are minimum requirements. 2. Before beginning any construction activities, estoblish the clearing limits, install construction entrance, and install erosion prevention and sediment control meosures. 3. Before ony ground disturbonce occurs, all downstream erosion prevention and sediment control measures (ESC) must be constructed and in operation. Install and mointoin all ESC measures according to The ESC pion. 4. ESC measures, including all perimeter controls, shall remain in place until final site construction is completed and permanent stabilization is established. 5. From May 1 through September 30, provide temporary and permonent cover measures to protect disturbed areas that will remain unworked for seven doys or more. 6. From October 1 through April 30, provide temporary and permonent cover meosures to protect disturbed areas that will remain unworked for two days or more. In addition to cover measures, the Contractor shall: a. Protect stockpiles and steep cut and fill slopes if unworked for more than 12 hours. b. Stockpile, on site, enough cover materials to cover all disturbed areas. c. By October 8, seed all areas thot will remoin unworked during the wet season (October 1 through April 30). Mulch all seeded areas. 7. Failure to mointoin ESC measures in occordonce with the approved maintenance schedule may result in the work being performed of the direction of the Director and assessed os a lien against the property where such facilities are locoted. 8. During the life of the project, the Permittee shall mointoin in good condition and promptly repair, restore, or replace all grade surfaces; walls, drains, dams, structures, vegetation, erosion and sediment control measures, and other protective devices in accordance with opproved plans. 9. The Permittee sholl monitor the downstream drainage features, and shall, with the Director's approval, remove all sediment deposition resulting from project-reloted work. 10. All work performed shall be per approved plans and specifications only. The Permittee is required to maintain a set of approved plans and specifications and ossocioted permits on the job site. Work sholl be performed in occordonce with all federal, state, and local laws. 11. As the first order of business, the Permittee sholl install erosion prevention and sediment control measures per the ESC and shall install thedownstream temporary ESC measures before any site disturbance occurs. Before the temporary measures are removed, install and establish the upstream permanent ESC measures. 12. The Permittee shall at all times protect sensitive areas, their buffers, and adjacent privote properties and public rights-of-woy or easements from damage during grading operations. The Permittee sholl restore, to the standards in effect at the time of the issuance of the permit sensitive oreos, their buffers, and public and privote properties and improvements damaged by the Permittee's operations. 13. Permittee shall arrange for and comply with the following: o. Notify the Public Works Deportment within 48 hours following installation of Ese measures. b. Obtain permission in writing from the Public Works Department prior to modifying the ESe plon. c. Maintain all road drainage systems, storm water droinage systems, control measures and other facilities as identified in the ESCplon. d. Repair ony siltation or erosion damages to adjoining properties and drainage facilities. e. Inspect occording to the approved Ese inspection schedule and make needed repairs immediately. `„ Tn � _ ~ _ s 144T11 SITE ST rrt/ 11S 146TJ 5TN N ,s 4 CD , wi F F j 9,150T1-1 ST 1 • 54TN Sr Q A C S160TN sr i VICINITY MAP UTILITY NOTES 1. All trench excavation operations shall meet or exceed all applicable shoring laws for trenches over 4-feet deep. All trench safety systems shall meet WISHA requirements. 2. Power, cable, fiber optics, and telephone lines shall be in a trench with o 5' minimum horizontal separation from other underground utilities.,' 3. Adjust all manholes, catch basins, and-votves in public rights- of -way or/easements ofter asphalt paving. 4. All proposed homes ore to be serviced by sprinkler systems. STORM DRAINAGE NOTES 1. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, and the adopted King County Surface Water Design Manual, unless otherwise approved. 2. Mork all storm drain inlets with "Dump No Waste" and either "Drains to Streams", "Drains to Wetlands", or "Drains to Groundwater", as applicable. 3. Drivewoy culverts shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts sholl have beveled end sections that match the side slope. LEGAL DESCRIPTION LOT B, CITY OF TUKWILA 'SHORT PLAT NO. L99-0075, RECORDED DECEMBER 17, 2001, UNDER RECORDING NO. 20011217900008, RECORD OF KING COUNTY, WASHINGTON. SHEET TITLE C1 COVER SHEET & GENERAL DETAILS AND NOTES C2 TEMPORARY EROSION SEDIMENTATION CONTROL PLAN C3 STORM, GRADING AND UTILITES PLAN �ECE DEC 2 Con' ]me vE0 2419 4651 S. 144TH STREEET TEMP EROSION CONSTROL PLAN WASHINGTON XV NO 107901 DESIGNED MI ORAN* NT COMP. Or prOSO Yr OAT APRQ, 3018 ONG NO. 1133901 /'1 rr ourrc FILTER FABRIC NOTES A. M¢ PIow PNAaf SANS r PO.MAPLO II A OLPON OUS Pl. COI N MC SWIM OF TIT BNSASP oC A100 lltt tY.OMii SPY ANITSAAf KOC:KAY. PIT M60 ALL IfL SLOW I MON ONLY RCll ISIU� Tors POSS. A NA11. OKA6AA. NO SOM nms SCI S. MC MON MASTIC !MOS M.A. A4TALLS0 aM I0 ramP f aylroALS((HOOK 1CAsfit4 IONE POSTSSMALL R SPA.) A WOMAN d r APART APO aMPd Broom, NI0 o¢ ammo MP. OP 307 ¢ SMALL r SAGK/M. APAC4Y S• IIO[ AIO 12• C®. VMLOK� ADAKIJK N Ma WOOD POST A ALLOW AK MITA YALLK KRIM D. *ISM STAIOMO sAOMoM now mow 0 PRO A V PEN KAPOK r SMALL DCINT., KKK, So �mf .0 PAS POSTS KOK NAVY INC STAPLES Ar u'(ST I• LOW. SACS OP MW AM MC PALS 9aA11 DM. 0110 MC MOAN A N. ¢P 4• An0 OWL nor EXMPD Wart TMAY }!• A40K Pre. MOMS WOLK PAPA.. • MK AKAAO KLY.KM RM!R rAsmo NALL r STAPLED OP IN. TO MC IDOL AAO 20• OP Nt PNOC SMALL E0M7O NTD 4' O M M.N. ORO NO aUis�.in Nor Endo mow YNA.1 BC • AMOK MAPPED MMY0 M¢s Y. AMd cr.MA SM ISKM IM IAA KKK APn CLOWN POST SPAa.AR usm. A CA.r NM P� PPPON FMCS NV BC ItaSMAme['BSO OA MC • Ty M ALL O PROP. Ong ARMS AItA.. ¢ my moor saws or AA0oum woo A/' MAa aAWne0 MAP90 IL PIop PAN. MASS SMALL r AOOND N. INDY MAK =KM AAuUWI r MT Kr KKK IK W9Mf ARCA PAS BUN POPPC R1P PAM. IOPDR AAS BC AM MILD POPrnATaY ArMa CAM PIMP 0A117F ✓4IOS4t ,Alunrior— 70 770 Auto ;zrzu AeME r9AyxO�/p(� -]li'SR`6 IO10t MGR FILTER FABRIC FENCE DETAIL DETAILS LOCATED ON SALT. 3 O EXIST. CATCH BASIN FILTER FABRIC PTOTECDON NEW CATCH BASIN FILTER FABRIC PTOTECRON MULCH AREA AFTER CLEARING .`.'•, :2' RIPRAP ROC!( PROTECTION - OAP - ALTER FABRIC SILT FENCE CLEARING LIMIT IS INTERCEPTOR SWALE TEMPORARY ROCK CONSTRUCTION ENTRANCE MATERIAL WITH FINE IS NOT ACCEPTABLE. 1, USE 4' TO 8' QUARRY ROC( OR CRUSHED ROCK FOR SURFACING AS SHOWN. 2. THE 100-FT LENGTH SHALL BE LENGTHEN AS NECESSARY TO INSURE MATERIAL IS NOT TRACKED INTO THE PUBLIC RIGHT -OF -WAY, PORTION OF THE NEW 1/4 OF THE NE W/4 OF SECTION 22, TWN 23 N, R 4 E., W.M. CITY OF TUKWILA EX WV 1 S 144th STREET4,00 E.. 15 _. SBr'AS 1TP n _ — N87'46'5 IOi A :JAR SP T.99-1)075 REC. 42001.21150900E 1. t004'0Q-::AO 15"HEM LOT A I TUK SP /1.99-P175 REC /200112179 TLp04000-0 '567'5703T ' r26. `500_0A96 TLTf00 vs 5I- 04-05. 5'RT EX 551. 1WEC‘ 278.46 911LCL;$.69.30 EX-0-6.00 E" 96 227.48' 64.50 a FOUND ROAR at CAf LS#41227 (10/17) LOT 1 TUK SP it16-0030 REC #20170321900006 TLj004000-0502 FOUND REBAR & CAP LS#41227 (10/17) LOT 2 NK SP .16-0030 REC #20170321900006 I 1g004000-0503 T FOUND REBAR & CAP LS#41 LOT 3 TUK SP #L16-0030 REC #20170321900006 TL/004000-0504 FOUND REBAR At CAP LS#41227 (10/17) LOT 4 TUK SP #L16-0030 REC 820170321900006 118004000-0505 FOUND REBAR dt CAP L5841227 (10//I7) nloa000-0496 ( SURVEY NOTES INSTRUMENT: SPECTRA FOCUS 35 TOTAL STATION METHOO USED: FIELD TRAVERSE W1TH ACTUAL FIELD 41EASUREMENTS AND ANGLES WAC 332-130-090 DATE OF SURVEY: OCTOBER 2017 BASIS OF BEARING: S 1441h STREET (N87'49'17•W) BENCHMARK: TOP OF CONCRETE MON IN CASE AT 114E INTERSEC110N OF S 1441h ST AND 461h AYE S ELEVATION = 287.90' (NAVD88) REFERENCE SURVEYS; 1(KVA1A SP 1199-0075 REC# 20011217900008 LEGEND CB (TYPE 1) OO STAIN (TYPE 11) OS SANITARY SEWER MH M WATER VALVE 01 WATER METER/SERVICE 6 FIRE HYDRANT o UTILITY POLE 6 GUY WIRE ® SIGNAL CABINET O POWER JUNCTION BOX TC LIGHT POLE 01 GAS VALVE © POWER VAULT O POWER PEDESTAL E] TELEPHONE VAULT o TELEPHONE CABINET SIGN O CONIFER TREE TO BE RETAINED DECIDUOUS TREE TO DE RETAINED CONIFER TREE TO BE REMOVED DECIDUOUS TREE TO DE REMOVED MONITORING WELL MAIL BOX PK NAIL MON IN CASE/ EX REBAR / PIPE AS NOTED PROPOSED WATER METER PROPOSED SEWER MH WA PERSONS OESOP'PMN/DA ]E 9Y PER CITY REU.EW I TEMP EROSION CONSTROL O z 1n 3� 'Q JOB N0. 103901 Wavier) YT CRARY MT COMP. 0r ONEO1ED MT OATF APRA., 207E DEC NQ 10.T901 CO Or J 5NLT3 REM9CI5 WO 0ES08w7KW/DA1E PER CITY RENEW BY 16' MIN. r- RANDOM FILL FILTER FABRIC 6' PERFORATED PIPE 1?-j' WASHED ROCK 24' MIN. —+I TRENCH X-SECTION NTS • SLOPE TO ROAD DRAINAGE SYSTEM R I -7 X IO LEVEL TRENCH r/PERFORATED PIPE PLAN VIEW OF ROOF NTS 5' 3" COMPACTED DEPTH POROUS ASPHALT CONCRETE 6' MIN. COMPACTED DEPTH FREE DRAINING SAND OR GRAVEL BASE GRAVEL BASE MAY BE REQUIRED DEPEND/NC ON SOIL CONDITIONS. TYPICAL ASPHALT DRIVEWAY SECTION POROUS PR,I VA TE ASPHALT PARKING AND DRIVEWAY PAVING SECTION I. A MINIMUM OF 6' INCHES OF FREE -DRAINING SAND OR GRAVE. BASE IS REQUIRED UNDER THE POROUS PAVEMENT SURFACE. 2. THE FREE -DRAINING BASE SHALL HAVE LESS MAN 5b FINES (HATER/AL PAS9NC THE /200 SIEVE) BASED ON THE FRACTION PASSING ME /4 SIEVE 3. THE POROUS PAVEMENT SHALL BE PERMEABLE ENOUGH 70 ABSORB WATER A7 A AROMA RATE OF 10 INCHES PER HOUR IMMEDIATELY AFTER TH£ PA YEMENT SURFACE HAS BEEN 6E77E0 CONTINUOUSLY FOR AT LEAST 10 MINUTES COMPLIANCE IMM MIS MIN/MUM RATE SHALL BE CHECKED PRIOR TO CONSTRUCTION APPROVAL OF M£ PAVEMENT. COMPLIAN0 MAY BE CHECKED USING A SIMPLE BUCKET TEST /N WITCH 5 GALLONS OF WATER ARE POURED ONTO THE PAVEMENT SURFACE ALL AT ONCE FROM A 5 GALLON BUCKET. IF NOTHING BUT A SCANT AMOUNT OF WATER PUDDLES OR RUNS OFF THE SURFACE MEN THE PAVEMENT /5 CONSIDERED TO ME£7 ME MINIMUM RATE OF ABSORB7CN. 1F THIS TEST /5 NOT CONCLUSIVE THEN A SIX !NON RING SEALED Al THE BASE TO NE PAVEMENT SURFACE SHALL BE USED TO .MEAJRE THE ACTUAL RA7E OF ABSO7BTIDV. 4. POROUS CONCRETE SIDEWALKS PLACED /N COUNTY RIGHT OF WAY (NOTE THAT A ROAD VARIANCE IS REQUIRED FOR SUCH PAWNER') OR ON PRIVATE PROPERTY SUBJECT TO VEHICLE LOADING SHALL BE A MINIMUM OF 5 INCHES THICK AND SHALL HAVE A MINMUM 28-DAY COMPRESSDE STRENGTH OF 3000 PSI .5. SIDEWALKS AND PATIOS ON PRIVATE PROPERTY NOT SUBJECT TO VEHICLES SHALL BE A MINIMUM OF 4 INCHES THICK AND SHOULD HAVE A M/MMUM 28-DAY COMPRESSIVE STRENGTH OF 2000 PSI PORTION OF THE NEW 1/4 OF THE NE W/4 OF SECTION 22, TWN 23 N, R 4 E., W.M. CITY OF TUKWILA 114 4461, 11 5'RT EX CB-TYP RIu EL•27 ••W DR 275 SI EX WV S 144thSTREET a, \ 50" ss d - - 5 fA 4..C1. 19.5R1 EX CD -TIP RIM EL-278.15 MV EL- 273.36 o` C/ J r) OD EN — N87'46'5O"W. • ADD DARES NEW NUL 00XES FOR LOTS 1,2&3 AEI 1.0; EX TV F. SP 911' -0075 RFC 92;A1'.7179054/08 1 iO %ON:400:; C500 THREE NE. A a'? METERS FOR LOTS • 'V&3 LOT A TUN SP 9199-0075 REC #2001121791l0008 TL/004000-0 04 5 L3 -----E-1.V11 LOT 1 I' b1%T1?o 13 717 sa_It. 0'31 acres" CBLTYPEI .7- LOT 2� 7.817 sq It 0 /1 ones N-SINUS_-N 102.11'' LOT 3 7,621. sq.lt. 0.I7 (Ives SYA 0.05, 5'RT ER SSMH W9--CI4 278.46 136JL__289.51 24 INSTAL STREET MON TY'S DETAIL RS-32 STA 5.08.27 S IN ST - 00 PRIVATE STRT PCR40OETNL RS-2EE38 — — S-9 776 227.48' FOUND REBAR & CAP LS/41227 (10/17) • PRIVATE STREET SIGN PER DETUI. RS-238 STA 4499. IB.SRT RIM EL-278.15 LOT 1 NV El- 269.64 TUK SP /116-0030 REC #20170321900006 PROPOSED TL1004000-0502 6' ss SEANCE `L'E T91 — —4 —I FOUND REBAR & CAP LOT 2 TUK SP /L16-0030 FIRE HYDRRQC /20170321900006 ASSY/ADO-R/004000-0503 FOUND REBAR & CAP LS/41227 (10/17) LOT 3 TUK SP /1.16-0030 REC /20170321900006 11 004000-0504 FOUND REBAR & CAP L5/41227 (10/17) LOT 4 TUK SP /16-0030 REC #20170321900006 T1/004000-0505 RESIDENTIAL UNITED ,_PERFORATED INFILTRATION TRENCH CSSTYPEI)- So PER KC C-211.A (SEE DETAIL) N S87-53'03"E 126.27 114004000-0496 F0UN0 REBAR & CAP LS/41227 (10/17) �fpo4OU0_0496 INV 4• 25557 SURVEY NOTES iNSTRU6ENT: SPECTRA FOCUS 35 TOTAL STATION METHOD USED. FIELD TRAVERSE WITH ACTUAL FIELD MEASUREMENTS AND ANGLES WAC 332-130-090 DATE OF SURVEY: OCTOBER 2017 BASIS OF BEARING S 144th STREET (N87'49'I7'w) BENCHMARK. TOP OF CONCRETE MON IN CASE AT T11E INTERSECTION OF 5 144th ST AND 46th AVE S ELEVATION = 287.90' (NAVD88) REFERENCE SURVEYS. TUKWILA SY /199-0075 8EC/ 20011217900008 4651 S. 144TH STREEET STORM, GRADING & U TIL TIES PLAN WASHINGTON X6 NQ I03901 DE9Gm MT DRAW MT COUP. or 07EIXE0 L7 3A1E APR.- 20,8 ORG Na 103901 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director NOTICE OF COMPLETE APPLICATION October 19, 2018 Dan Touma 255 SW 41' St Renton, WA 98057 Subject: Chand Short Plat 4651 S 144th St (parcel #004000-0501) L18-0094 (File Number); (Project #PL18-0080) Dear Mr. Touma, Your application for a 3-lot short plat is considered complete on October 19, 2018 for the purposes of meeting state -mandated time requirements. This determination of complete application does not preclude the ability of the City to require that you submit additional plans or information, if in our estimation such information is necessary to ensure the project meets the substantive requirements of the City or to complete the review process. This notice of complete application applies only to the permits identified above. It is your responsibility to apply for and obtain all necessary permits issued by other agencies. Please feel free to contact me with any questions at (206) 431-3659 or Jaimie.Reavis@TukwilaWA.gov. Sincerely, Jaimie Reavis Senior Planner Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov 0400 City of Tukwila Department of Community Development File Number LAND USE PERMIT ROUTING FORM TO: []Building [] Planning Public Works IIIFire Dept. [] Police Dept. n Parks/Rec Project: CHAND SHORT PLAT Address: 4651 S 144TH ST Date 10/18/2018 transmitted: Response requested by: 11 /15/2018 Staff JAI M IE REAVIS coordinator: Date response received: REVIEWERS: Please specify how the attached plans conflict with your ADOPTED development regulations, including citations. Be specific in describing the types of changes you want made to the plans. When referencing codes, please identify the actual requirement and plan change needed. The Planning Division review does not supplant each department's ability to administer its own regulations and permits. However, project consistency at the Planning review stage is important to minimize significant later design changes. More than minimal design changes require further Planning Commission review, even if alteration is required to satisfy a City requirement. This further review is typically a minimum 60-day process. Requirements based on SEPA (e.g., not required by an adopted development regulation) MUST identify the impact being mitigated, the policy basis for requiring mitigation, and the method used to calculate the mitigation required. Calculations of project impacts and the mitigation required (e.g., water capacity, road level of service analyses, or turning analyses) may be required of the applicant. COMMENTS (Attach additional comment sheets and/or support materials as needed.) Plan check date: %y r--79p Comments / Update date: / / prepared by• _ . 0400 City of Tukwila Department of Community Development File Number Pl.fl'aad - ooP LAND USE PERMIT ROUTING FORM TO: []Building Planning []Public Works []Fire dot. n Police Dept. El Parks/Rec Project: CHAND SHORT PLAT Address: 4651 S 144TH ST Date 10/18/2018 transmitted: Response requested by: 11 /15/2018 Staff JAI M I E REAVIS coordinator: Date response received: REVIEWERS: Please specify how the attached plans conflict with your ADOPTED development regulations, including citations. Be specific in describing the types of changes you want made to the plans. When referencing codes, please identify the actual requirement and plan change needed. The Planning Division review does not supplant each department's ability to administer its own regulations and permits. However, project consistency at the Planning review stage is important to minimize significant later design changes. More than minimal design changes require further Planning Commission review, even if alteration is required to satisfy a City requirement. This further review is typically a minimum 60-day process. Requirements based on SEPA (e.g., not required by an adopted development regulation) MUST identify the impact being mitigated, the policy basis for requiring mitigation, and the method used to calculate the mitigation required. Calculations of project impacts and the mitigation required (e.g., water capacity, road level of service analyses, or turning analyses) may be required of the applicant. COMMENTS (Attach additional comment sheets and/or support materials as needed.) Plan check date,;, (� ,� ((ii Comments ') Update date: // /t' l l c.....4, prepared by: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov CERTIFICATE OF WATER AVAILABILITY PERMIT NO.: R ECE ED SEP282018 Community Development Part A: To be completed by applicant Site addressf(attach map and legal description showinghydrantocation an size of moaiin):l b 4(05i i yu _r- 7L?k e 11._ a Q221l00 VAOo y uo®-- Sc°1 Owner Information Agent/Contact Person Name: I� �tt ��end Name: / e, /1 Address: p) 134 g. $+' 4.0r, S 1 T„Icwt t~ 04 Address: /375y Lit/ wive, TG+lw4 CJ Phone: g 201 _33o _55,7r t Phone: 2� • 35v -7, L This certificate is for the purposes of: ❑ Residential Building Permit ❑ Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone Estimated number of service connections and water meter size(s): 3 , AShort Subdivision Other Vehicular distance from nearest hydrant to the closest point of structure is «' ft. Area is served by (Water Utility District): VZrj /c/ Owner/Agent Signature 4 - I ! - Date Part B: To be completed by water utility district 1. The proposed project is within 2. X No improvements required. 'fTAFcr,VIA/krr,13- (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: J\1 (Use separate sheet itfmore room is needed) 4. Based upon the improvements listed above, water can be rovided and will be available at the site with a flow of 370) gpm at 20 psi residual for a duration of 2 hours at a velocity of 9 , fps as documented by the attached calculations. 5. Water availability: : Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. nSystem is not capable of providing service to this project. I hereby certify that the above information is true and correct. 1<sr tic Wi`? a8 i1C c� 125 ? Lfitl Agency/Phone 2M- 2i-i2-959t' By 5-I-1S Date 56)SC6- i -19 H \ApplicationsWorms-Applications On Line\2011-05 Water Availability. doc Revised: May 2011 SUBDIVISION Issued By: CHICAGO TITLE, INSURANCE; COMPANY Guarantee/Certificate Number: 0132393-16 CHICAGO TITLE INSURANCE COMPANY a corporation, herein called the Company GUARANTEES Tarlok Chand and Suman Kohli RECEIVED SEP 28 2018 Community Development herein called the Assured, against actual loss not exceeding the liability amount stated in Schedule A which the Assured shall sustain by reason of any incorrectness in the assurances set forth in Schedule A. LIABILITY EXCLUSIONS AND LIMITATIONS 1. No guarantee is given nor liability assumed with respect to the identity of any party named or referred to in Schedule A or with respect to the validity, legal effect or priority of any matter shown therein. 2. The Company's liability hereunder shall be limited to the amount of actual loss sustained by the Assured because of reliance upon the assurance herein set forth, but in no event shall the Company's liability exceed the liability amount set forth in Schedule A. Please note carefully the liability exclusions and limitations and the specific assurances afforded by this guarantee. If you wish additional liability, or assurances other than as contained herein, please contact the Company for further information as to the availability and cost. Chicago Title Company of Washington 701 5th Avenue, Suite 2700 Seattle, WA 98104 Countersigned By: Authorized Officer or Agent r_ 4„RYORgl s,T, PCQt \ SEAL! Secretary Chicago Title Insurance Company By. (1-520041L-, President Attest: Subdivision Guarantee/Certificate Printed 08.13.18 @ 01.59 PM Page 1 WA-CT-FNSE-02150 622481-SPS-1-18-0132393-16 CHICAGO TITLE INSURANCE COMPANY GUARANTEE/CERTIFICATE NO. 0132393-16 ISSUING OFFICE: Title Officer. Seattle Builder / Unit 16 Chicago Title Company of Washington 701 5th Avenue, Suite 2700 Seattle, WA 98104 Phone: (206)628-5623 Main Phone: (206)628-5623 Email: CTISeattleBuilderUnit@ctt.com SCHEDULE A Liability Premium Tax $1,000.00 1 $350.00 $35.35 Effective Date: August 6, 2018 at 08:00 AM The assurances referred to on the face page are: That, according to those public records which, under the recording laws, impart constructive notice of matter relative to the following described property: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF Title to said real property is vested in: Tarlok Chand and Suman Kohli, husband and wife subject to the matters shown below under Exceptions, which Exceptions are not necessarily shown in the order of their priority. END OF SCHEDULE A Subdivision Guarantee/Certificate Printed 08 13.18 @ 01.59 PM Page 2 WA-CT-F NSE-02150 622481-SPS-1.18-0132393-16 EXHIBIT "A" Legal Description LOT B OF CITY OF TUKWILA SHORT PLAT NO. L99-0075, RECORDED IN RECORDING NO. 20011217900008, KING COUNTY, WASHINGTON. Subdivision Guarantee/Certificate Pnnted 08.13.18 @ 01.59 PM Page 3 WA -CT -FNSE-02150 622481-SPS-1-18-0132393-16 CHICAGO TITLE INSURANCE COMPANY GUARANTEE/CERTIFICATE NO. 0132393-16 SCHEDULE B GENERAL EXCEPTIONS: H. Reservations and exceptions in United States Patents or in Acts authorizing the issuance thereof. SPECIAL EXCEPTIONS: 1. Covenants, conditions, restrictions, recitals, reservations, easements, easement provisions, dedications, building setback lines, notes, statements, and other matters, if any, but omitting any covenants or restrictions, if any, including but not limited to those based upon race, color, religion, sex, sexual orientation, familial status, marital status, disability, handicap, national origin, ancestry, or source of income, as set forth in applicable state or federal laws, except to the extent that said covenant or restriction is permitted by applicable law, as set forth on the Plat of Adams Home Tracts, recorded in Volume 11 of Plats, Pages 31 and 32. Recording No.: 284483 2. Easement(s) for the purpose(s) shown below and rights incidental thereto as set forth in a document: In favor of: Purpose: Recording Date: Recording No.: Affects: King County Slopes July 2, 1974 7407020232 Portion abutting street 3. Agreement for connection to sewer disposal system and the terms and conditions thereof: Recording Date: Recording No.: May 29, 1996 9605290711 Covenants, conditions, restrictions, recitals, reservations, easements, easement provisions, dedications, building setback lines, notes, statements, and other matters, if any, but omitting any covenants or restrictions, if any, including but not limited to those based upon race, color, religion, sex, sexual orientation, familial status, marital status, disability, handicap, national origin, ancestry, or source of income, as set forth in applicable state or federal laws, except to the extent that said covenant or restriction is permitted by applicable law, as set forth on Short Plat: Recording No: 20011217900008 General and special taxes and charges, payable February 15, delinquent if first half unpaid on May 1, second half delinquent if unpaid on November 1 of the tax year (amounts do not include interest and penalties): Year: Tax Account Number: Levy Code: Assessed Value -Land: 2018 004000-0501-06 2401 $189,000.00 Assessed Value -Improvements: $0.00 General and Special Taxes: Billed: $2,584.04 Paid: $1,292.02 Unpaid: $1,292.02 Subdivision Guarantee/Certificate Printed 08.13.18 C 01 59 PM Page 4 WA-CT-FNSE-C2150.622481-SPS-1-18-0132393-16 CHICAGO TITLE INSURANCE COMPANY GUARANTEE/CERT1FICATE NO. 0132393-16 SCHEDULE B (continued) 6. Statutory Warranty Deed recorded February 24, 2017 under King County Recording No. 20170224000779 contains an erroneous legal description. The search did not disclose any open mortgages or deeds of trust of record, therefore the Company reserves the right to require further evidence to confirm that the property is unencumbered, and further reserves the right to make additional requirements or add additional items or exceptions upon receipt of the requested evidence. NOTES: Note: FOR INFORMATIONAL PURPOSES ONLY: The following may be used as an abbreviated legal description on the documents to be recorded, per Amended RCW 65.04.045. Said abbreviated legal description is not a substitute for a complete legal description within the body of the document: LT. B, CITY OF TUKWILA SPL. # L99-0075, REC. # 20011217900008 Tax Account No.: 004000-0501-06 END OF SCHEDULE B Subdivision Guarantee/Certificate Pnnted 08 13.18 @ 01 59 PM Page 5 WA-CT-FNSE-02150.622481-SPS-1- 18-0132393-16 COBALT GEOSCIENCES Geotec hnical Investigation Proposed 3-Lot Subdivision Parcel No. 00400oo501 Tukwila, Washington May 26, 2018 RECEIVED SEP 28 2018 Community Development GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON Table of Contents 1.o INTRODUCTION 1 2.0 PROJECT DESCRIPTION 1 3.o SITE DESCRIPTION 1 4.0 FIELD INVESTIGATION 2 4.1.1 Site Investigation Program 2 5.o SOIL AND GROUNDWATER CONDITIONS 2 5.1.1 Area Geology 2 5.1.2 Groundwater 2 6.o GEOLOGIC HAZARDS 3 6.1 Erosion Hazard 3 6.2 Seismic Hazard 3 7.o DISCUSSION 4 7.1.1 General 4 8.o RECOMMENDATIONS 4 8.1.1 Site Preparation 4 8.1.2 Temporary Excavations 4 8.1.3 Erosion and Sediment Control 5 8.1.4 Foundation Design 6 8.1.5 Stormwater Management 7 8.1.6 Slab -on -Grade 7 8.1.7 Utilities 8 8.1.8 Groundwater Influence on Construction 8 8.1.9 Pavements 8 9.o CONSTRUCTION FIELD REVIEWS 10 io.o CLOSURE 10 LIST OF APPENDICES Appendix A — Statement of General Conditions Appendix B — Figures Appendix C — Test Pit Logs GEOTECH NICAI. INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 1.o Introduction COBALT GEOSCIENCES In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has completed a geotechnical investigation for the proposed three lot residential development located along the south side of S. 144t Street in Tukwila, Washington (Figure i). The purpose of the geotechnical investigation was to identify subsurface conditions and to provide geotechnical recommendations for foundation design, stormwater management, earthwork, soil compaction, and suitability of the on -site soils for use as fill. The scope of work for the geotechnical evaluation consisted of a site investigation followed by engineering analyses to prepare this report. Recommendations presented herein pertain to various geotechnical aspects of the proposed development, including pavements, earthwork, and foundation support of the new buildings. 2.o Project Description The project includes subdivision of the existing parcel into three building lots followed by residential construction and access driveway development. Foundation loads are expected to be light and site grading will likely include cuts and fills on the order of 4 feet or less. We should he provided with the final plans to determine if our recommendations have been implemented and/or if additional geotechnical recommendations or considerations are warranted. 3.o Site Description The site is located near the intersection between 46th Avenue South and South 144th Street in Tukwila, Washington (Figure 1). The site consists of one irregularly shaped parcel (No. 004000050w.) with a total area of about 29,00o square feet. The site is currently undeveloped and sparsely vegetated with several deciduous trees and local grasses. There are two concrete slabs in the west -central portion of the property and it appears that fill was recently placed over much of the site. Several inches of straw cover the fill and there is a silt fence in place around part of the site. The site slopes gently downward toward the south and southwest at magnitudes of less than i0 percent and topographic relief of about 5 feet. The site is bordered to the east, west, and south by single-family residences and to the north by South 144th Street. PO Box 82243 Kenmore, WA 98028 cobaJtgeo Cagrna i 1. cc rn 206-332-r 097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26. 2C18 4.0 Field Investigation COBALT GEOSCIENCES 4.1.1 Site Investigation Program The geotechnical field investigation program was completed on May 14, 2018 and included excavating and sampling four test pits within the property for subsurface analysis. The soils encountered were logged in the field and are described in accordance with the Unified Soil Classification System (USCS). A Cobalt Geosciences field representative conducted the explorations, collected disturbed soil samples, classified the encountered soils, kept a detailed log of the explorations, and observed and recorded pertinent site features. The results of the test pit explorations are presented on the test pit logs enclosed in Appendix C. 5.0 Soil and Groundwater Conditions 5.1.1 Area Geology The site lies within the Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The lowland is filled with glacial and non -glacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The Geologic Map of King County, indicates that the site is underlain by Vashon Glacial Till. Vashon Glacial Till is typically characterized by an unsorted, non -stratified mixture of clay, silt, sand, gravel, cobbles and boulders in variable quantities. These materials are typically dense and relatively impermeable. The poor sorting reflects the mixing of the materials as these sediments were overridden and incorporated by the glacial ice. Test Pit Explorations All of the test pits encountered approximately 1.5 to 2.5 feet of loose, silty -fine to medium grained sand with gravel and local roots (Fill. This laver was underlain by 2.5 to 3.5 feet of loose to medium dense, silty -fine to medium grained sand with gravel (Weathered Glacial Till). This layer was underlain by dense to very dense, silty -fine to medium grained sand with gravel (Glacial Till), which continued to the termination depths of the test pits. 5.1.2 Groundwater Groundwater was not encountered in any of the test pits during our investigation. The shallow weathered glacial till (2.5 to 6 feet below grade) consisted of mottled silty -sand with gravel. This indicates that shallow perched groundwater may be present seasonally below the site. 2 PO Box 82243 Kenmore, WA 98028 cobaltgeo (a'gmail. corn 206-331-mog7 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT GEOSCIENCES Water table elevations often fluctuate over time. The groundwater level will depend on a variety of factors that may include seasonal precipitation, irrigation, land use, climatic conditions and soil permeability. Water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. 6.o Geologic Hazards 6.1 Erosion Hazard The Natural Resources Conservation Services (NRCS) maps for King County do not provide information within the City of Seattle and nearby areas. We anticipate that the shallow soils have a slight to moderate erosion potential in a disturbed state. It is our opinion that soil erosion potential at this project site can be reduced through landscaping and surface water runoff control. Typically erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, such as silt fences, hay bales, mulching, control ditches and diversion trenches. The typical wet weather season, with regard to site grading, is from October 3isi to April 1st. Erosion control measures should be in place before the onset of Net weather. 6.2 Seismic Hazard The overall subsurface profile corresponds to a Site Class D as defined by Table 161.3.5.2 of the 2o1.5 International Building Code (2015 IBC). A Site Class D applies to an overall profile consisting of dense to very dense soils within the upper Too feet. We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Program Website to obtain values for Ss, S,, Fa, and F,,. The USGS website includes the most updated published data on seismic conditions. The site specific seismic design parameters and adjusted maximum spectral response acceleration parameters are as follows: PGA (Peak Ground Acceleration, in percent of g) Ss S, FA Fv 148.50% of g 55.6o% of g 1.00 1.50 Additional seismic considerations include liquefaction potential and amplification of ground motions by soft/loose soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The dense soils that underlie the site have a low liquefaction potential. 3 PO Box 82243 Kenmore, WA 98028 cobaltgeoc }grnail.cotn 206-331-109 i COBALT GEOSCIENCES GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 7.o DISCUSSION 7.1.1 General It is our opinion that the proposed residential structures may be supported on shallow foundation systems bearing on medium dense or firmer native soils, or on structural fill placed on suitable native soils. The depth to bearing soils was generally observed to be 3 and 4.5 feet below existing site elevations at or near test pit locations. Local overexcavation of fill soils is required during foundation, slab, and driveway/roadway construction. The site is underlain by weathered and unweathered glacial till and fill consistent with these types of materials. Based on the soil composition, density, and probability of seasonal perched groundwater, widespread infiltration of roof/road runoff is not feasible. Shallow systems that do not require widespread rapid infiltration are feasible. 8.o Recommendations 8.1.i Site Preparation Trees, shrubs and other vegetation should be removed prior to stripping of surficial organic -rich soil and debris -laden fill. Based on observations from the site investigation program, it is anticipated that the stripping depth will range from 12 to 24 inches. Deeper excavations will be required below large trees, in areas underlain by undocumented fill, and below existing foundation systems/slabs. The native soils consist of silty -sand with gravel. These soils may be used as structural fill provided they achieve compaction requirements and are within 3 percent of the optimum moisture. These soils are typically only suitable for use as fill during the summer months, as they are often above the optimum moisture levels in their natural state. These soiLs are variably moisture sensitive and may degrade during periods of wet weather and under equipment traffic. Imported structural fill should consist of a sand and gravel mixture with a maximum grain size of 3 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Structural fill should be placed in maximum lift thicknesses of 12 inches and should be compacted to a minimum of 95 percent of the modified proctor maximum dry density, as determined by the ASTM D 1557 test method. 8.1.2 Temporary Excavations Based on our understanding of the project, we anticipate that the grading could include local cuts on the order of approximately 6 feet or less for utility placement. These excavations should be sloped no steeper than 1.5H:1V (Horizontal:Vertical) in loose fill and native soils and iH:iV in medium dense or firmer native soils. If an excavation is subject to heavy vibration or surcharge loads, we recommend that the excavations be sloped no steeper than 2H:1V, where room permits. Temporary cuts should be in accordance with the Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. Temporary slopes should be visually inspected daily by a qualified person during construction activities and the inspections should be documented in daily reports. The 4 PO Box 82243 Kenmore, WA 98028 cobaltgeo(n mail.com 206-332-1097 COBALT G E O S C 1 E N C E S GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 contractor is responsible for maintaining the stability of the temporary cut slopes and reducing slope erosion during construction. Temporary cut slopes should be covered with visqueen to help reduce erosion during wet weather, and the slopes should be closely monitored until the permanent retaining systems or slope configurations are complete. Materials should not be stored or equipment operated within io feet of the top of any temporary cut slope. Soil conditions may not be completely known from the geotechnical investigation. In the case of temporary cuts, the existing soil conditions may not be completely revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of temporary slopes will need to be re-evaluated by the geotechnical engineer so that supplemental recommendations can be made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed and required deadlines can be met. If any variations or undesirable conditions are encountered during construction, we should be notified so that supplemental recommendations can be made. If room constraints or groundwater conditions do not permit temporary slopes to be cut to the maximum angles allowed by the WAC, temporary shoring systems may be required. The contractor should be responsible for developing temporary shoring systems, if needed. We recommend that Cobalt Geosciences and the project structural engineer review temporary shoring designs prior to installation, to verify the suitability of the proposed systems. 8.1.3 Erosion and Sediment Control Erosion and sediment control (ESC) is used to reduce the transportation of eroded sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be implemented and these measures should be in general accordance with local regulations. At a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features for the site: • Schedule the soil, foundation, utility, and other work requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMP's), grading activities can be completed during the wet season (generally October through April). • All site work should be completed and stabilized as quickly as possible. • Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences. silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. • Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. PO Box 82243 Kenmore, WA 98028 cobaltgeoPgsmail.com 2o6-J31-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 208 COBALT GEOSCIENCES 8.1.4 Foundation Design The proposed residential structures may be supported on shallow spread footing foundation systems bearing on undisturbed medium dense or firmer native soils, re -compacted native soils, or on properly compacted structural fill placed on the suitable native soils. if structural fill is used to support foundations, then the zone of structural fill should extend beyond the faces of the footing a lateral distance at least equal to the thickness of the structural fill. Bearing soils were generally encountered between 3 and 4.5 feet below existing grades in our test pits. If undocumented fill is encountered below foundation elements, it should be removed and replaced with suitable native soils or imported structural fill. As noted above, overexcavations should extend laterally from the footing edges a distance equal to the depth of the overexcavation. For shallow foundation support, we recommend widths of at least 18 and 24 inches, respectively, for continuous wall and isolated column footings supporting the proposed structures. Provided that the footings are supported as recommended above, a net allowable hearing pressure of 2,000 pounds per square foot (psf) may be used for design. A 1/3 increase in the above value may be used for short duration loads, such as those imposed by wind and seismic events. Structural fill placed on bearing, native subgrade should be compacted to at ]east 95 percent of the maximum dry density based on ASTM Test Method D1557. Footing excavations should be inspected to verify that the foundations will bear on suitable material. Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. If constructed as recommended, the total foundation settlement is not expected to exceed 1 inch. Differential settlement, along a 25-foot exterior wall footing, or between adjoining column footings, should be less than 1/2 inch. This translates to an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated. All footing excavations should be observed by a qualified geotechnical consultant. Resistance to lateral footing displacement can be determined using an allowable friction factor of 0.35 acting between the base of foundations and the supporting subgrades. Lateral resistance for footings can also be developed using an allowable equivalent fluid passive pressure of 25o pounds per cubic foot (pcf) acting against the appropriate vertical footing faces (neglect the upper 12 inches below grade in exterior areas). The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration transient loads. Care should be taken to prevent wetting or drying of the bearing materials during construction. Anv extremely wet or dry materials, or any loose or disturbed materials at the bottom of the footing excavations, should be removed prior to placing concrete. The potential for wetting or drying of the bearing materials can be reduced by pouring concrete as soon as possible after completing the footing excavation and evaluating the bearing surface by the geotechnical engineer or his representative. 6 PO Box 82243 Kenmore, WA 98028 cobaltgecn ails 2n 206-33i- 3 097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 8.1.5 Stormwater Management COBALT G E O S C I E N C E S We conducted a small-scale Pilot Infiltration Test (PIT) in test pit TP-3 at a depth of 4 feet below grade. Following saturation and application of correction factors, the infiltration rate at this elevation was 0.25 inches per hour. This is lower than 0.3 inches per hour, which is the minimum rate considered feasible by the Department of Ecology. We excavated below this elevation and found groundwater at a depth of 5 feet below grade. This indicates that the infiltration becomes impeded by the dense to very dense glacial till. Also, mottled soils were observed from about 3 to 5 feet in all of the test pits, further indicating that seasonal groundwater may be present at the site. Widespread infiltration is not recommended at this site. Where space allows, dispersion systems may be utilized for roof and/or driveway runoff. Other shallow systems could include permeable pavements, bio- swales, rain gardens, or detention vaults. We should be provided with any dispersion or other shallow system designs as they become available to verify if our recommendations have been implemented. 8.1.6 Slab -on -Grade We recommend that the upper 24 inches of the existing fill and/or native soils wiithin slab areas be re - compacted to at least 95 percent of the modified proctor (ASTM D1557 Test Method). All debris -laden fill soils should be fully removed prior to slab -on -grade preparation. Often, a vapor barrier is considered below concrete slab areas. However, the usage of a vapor barrier could result in curling of the concrete slab at joints. Floor covers sensitive to moisture typically requires the usage of a vapor barrier. A materials or structural engineer should be consulted regarding the detailing of the vapor barrier below concrete slabs. Exterior slabs typically do not utilize vapor barriers. The American Concrete Institutes ACI 360R-06 Design of Slabs on Grade and ACl 302.1R-04 Guide for Concrete Floor and Slab Construction are recommended references for vapor barrier selection and floor slab detailing. Slabs on grade may be designed using a coefficient of subgrade reaction of 180 pounds per cubic inch (pci) assuming the slab -on -grade base course is underlain by structural fill placed and compacted as outlined in Section 8.1. A perimeter drainage system is recommended unless interior slab areas are elevated a minimum of 12 inches above adjacent exterior grades. If installed, a perimeter drainage system should consist of a 4 inch diameter perforated drain pipe surrounded by a minimum 6 inches of drain rock wrapped in a non -woven geosynthetic filter fabric to reduce migration of soil particles into the drainage system. The perimeter drainage system should discharge by gravity flow to a suitable stormwater system. Exterior grades surrounding buildings should be sloped at a minimum of one percent to facilitate surface water flow away from the building and preferably with a relatively impermeable surface cover immediately adjacent to the building. PO Box 82243 Kenmore, WA 98028 coba)tgeoemail.com 206-331-1097 COBALT GEOSCIENCES GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 8.1.7 Groundwater Influence on Construction Groundwater was not encountered of any of the test pit excavations. However; we observed mottled soils in the upper 5 feet of all of the test pits. This indicates that groundwater may be encountered seasonally. We anticipate that sump excavations with small diameter pumps will adequately de -water perched groundwater from excavations in the upper 6 feet. 8.1.8 Utilities Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards, by a contractor experienced in such work. The contractor is responsible for the safety of open trenches. Traffic and vibration adjacent to trench walls should be reduced; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. In general, silty and sandy soils were encountered at shallow depths in the explorations at this site. These soils have variable cohesion and density and may have a tendency to cave or slough in excavations. Shoring or sloping back trench sidewalls is required within these soils in excavations greater than 4 feet deep. All utility trench backfill should consist of imported structural fill or suitable on site soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D155 7. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557• Pipe bedding should be in accordance with the pipe manufacturer's recommendations. The contractor is responsible for removing all water -sensitive soils from the trenches regardless of the backfill location and compaction requirements. Depending on the depth and location of the proposed utilities, we anticipate the need to re -compact existing fill soils below the utility structures and pipes. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction procedures. 8.1.9 Pavement Recommendations The near surface subgrade soils generally consist of silty sand with gravel. These soils are rated as fair to good for pavement subgrade material (depending on silt content and moisture conditions). We estimate that the subgrade will have a California Bearing Ratio (CBR) value of 8 and a modulus of subgrade reaction value of k = 180 pci, provided the subgrade is prepared in general accordance with our recommendations. We recommend that, at a minimum, 18 inches of the existing subgrade material be moisture conditioned (as necessary) and re -compacted to prepare for the construction of pavement sections. Deeper levels of recompaction or overexcavation and replacement may be necessary in areas where fill and/or loose soils are present. 8 PO Box 82243 Kenmore, WA 98028 cobaltgeo(email.com 205- 331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT GEOSCIENCES The subgrade should be compacted to at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557. In place density tests should be performed to verify proper moisture content and adequate compaction. However, if the subgrade soil consists of firm and unyielding native glacial soils a proof roll of the pavement subgrade soil may be performed in lieu of compaction tests. The recommended flexible and rigid pavement sections are based on design CBR and modulus of subgrade reaction (k) values that are achieved, only following proper subgrade preparation. It should be noted that subgrade soils that have relatively high silt contents will likely be highly sensitive to moisture conditions. The subgrade strength and performance characteristics of a silty subgrade material may be dramatically reduced if this material becomes wet. Based on our knowledge of the proposed project, we expect the traffic to range from light duty (passenger automobiles) to heavy duty (delivery trucks). The following tables show the recommended pavement sections for light duty and heavy duty use. ASPHALTIC CONCRETE (FLEXIBLE) PAVEMENT LIGHT DUTY Asphaltic Concrete Aggregate Base* Compacted Subgrade* 4-* 2.0 in. 6.0 in. 18.0 in. HEAVY DUTY Asphaltic Concrete Aggregate Base* Compacted Subgra de* ' * 3.0 in. 6.o in. 18.0 in. PORTLAND CEMENT CONCRETE (RIGID) PAVEMENT Min. PCC Depth Aggregate Base* Compacted Subgrade* ** 6.0 in. 6.o in. 18.0 in. * 95i6 compaction based on ASTM Test Method Di557 **A proof roll may be performed in lieu of in place density tests The asphaltic concrete depth in the flexible pavement tables should be a surface course type asphalt, such as Washington Department of Transportation (WSDOT) 1/2 inch HMA. The rigid pavement design is based on a Portland Cement Concrete (PCC) mix that has a 28 day compressive strength of 4,000 pounds per square inch (psi). The design is also based on a concrete flexural strength or modulus of rupture of 550 psi. 9 PO Box 82243 Kenmore, WA 98028 cobaltgeoa'gmail. com 206-331-1o97 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 9.o Construction Field Reviews COBALT GOSCINCES Cobalt Geosciences should be retained to provide part time field review during construction in order to verify that the soil conditions encountered are consistent with our design assumptions and that the intent of our recommendations is being met. This will require field and engineering review to: ■ Monitor and test structural fill placement and soil compaction ■ Observe bearing capacity at foundation locations ■ Observe slab -on -grade preparation ■ Monitor proofrolls of pavement areas ■ Observe excavation stability Geotechnical design services should also be anticipated during the subsequent final design phase to support the structural design and address specific issues arising during this phase. Field and engineering review services will also be required during the construction phase in order to provide a Final Letter for the project. io.o Closure This report was prepared for the exclusive use of Sunny Kohli and his appointed consultants. Any use of this report or the material contained herein by third parties, or for other than the intended purpose, should first be approved in writing by Cobalt Geosciences, LLC. The recommendations contained in this report are based on assumed continuity of soils with those of our test holes, and assumed structural loads. Cobalt Geosciences should be provided with final architectural and civil drawings v,,hen they become available in order that we may review our design recommendations and advise of any revisions, if necessary. Use of this report is subject to the Statement of General Conditions provided in Appendix A. It is the responsibility of Sunny Kohli who is identified as "the Client" within the Statement of General Conditions, and its agents to review the conditions and to notify Cobalt Geosciences should any of these not be satisfied. 10 PC) Box 82243 Kenmore, WA 98028 sobaltgeo09.:_rnail.com 06-331-m097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26. 2018 Respectfully submitted, Cobalt Geosciences, LLC Original signed by: 1� • 2513 r f (1,- P A- H-3. a: i n n Exp. 6/26/18 Phil Haberman, PE, LG, LEG Principal PH/sc PO Box 82243 Kenmore; WA 98028 cobaltg�o�aemail.com 20 -33 -10K9; COBALT G EOSCIENCES 11 APPENDIX A Statement of General Conditions Statement of General Conditions USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agent and may not be used by any third party without the express written consent of Cobalt Geosciences and the Client. Any use which a third party makes of this report is the responsibility of such third party. BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are in accordance with Cobalt Geosciences present understanding of the site specific project as described by the Client. The applicability of these is restricted to the site conditions encountered at the time of the investigation or study. If the proposed site specific project differs or is modified from what is described in this report or if the site conditions are altered, this report is no longer valid unless Cobalt Geosciences is requested by the Client to review and revise the report to reflect the differing or modified project specifics and/or the altered site conditions. STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in accordance with the normally accepted standard of care in the state of execution for the specific professional service provided to the Client. No other warranty is made. INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and statements regarding their condition, made in this report are based on site conditions encountered by Cobalt Geosciences at the time of the work and at the specific testing and/or sampling locations. Classifications and statements of condition have been made in accordance with normally accepted practices which are judgmental in nature; no specific description should be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in situ conditions can only be made to some limited extent beyond the sampling or test points. The extent depends on variability of the soil, rock and groundwater conditions as influenced by geological processes, construction activity, and site use. VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be encountered that are different from those described in this report or encountered at the test locations, Cobalt Geosciences must be notified immediately to assess if the varying or unexpected conditions are substantial and if reassessments of the report conclusions or recommendations are required. Cobalt Geosciences will not be responsible to any party for damages incurred as a result of failing to notify Cobalt Geosciences that differing site or sub -surface conditions are present upon becoming aware of such conditions. PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications should be reviewed by Cobalt Geosciences, sufficiently ahead of initiating the next project stage (property acquisition, tender, construction, etc), to confirm that this report completely addresses the elaborated project specifics and that the contents of this report have been properly interpreted. Specialty quality assurance services (field observations and testing) during construction are a necessary part of the evaluation of sub -subsurface conditions and site preparation works. Site work relating to the recommendations included in this report should only be carried out in the presence of a qualified geotechnical engineer; Cobalt Geosciences cannot be responsible for site work carried out without being present. APPENDIX B Figures: Vicinity Map, Site Plan 10.2 PO Box 82243 Kenmore, WA 98028 cobaltgeo(a rgmail.com 20-331 09; Z 0 47' 29, 000' Z 0 0 0 07 iJ N 122n18.000' W 122`17,000 W 4 ' t _ ; A N J0p,o,�-eaie4 "iS (a Va 122n18,000' W NATIONAL GEOGRAPHIC 2nd-St' • S 64 SI' ;claDrive�:-z, 1' II 17- 1.77en 5� GEo-graph c4;:,V2 0/ 122`-17.000' W 122'16,000' W 0 5 Mil t .'. 10p o 10)) ZrAJ 770 , 40}30 yn0 tEfI I S 11 KQD:4F1EN 1 x)a WGSS4 1__ 15.O0O \n' .11 en' SrtSk 6N mirana WCS84 L2 15,n00' VV T1,1 +1� N Proposed 3-Lot Subdivision Parcel No. 0040000501 Tukwila, Washington SITE PLAN FIGURE 1 cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 (206) 331-1097 www. cobalt geo. com cobalt oeoidbarnail. com N W Vi 144th STREET N87•45'5o"w CO TP-i Approximate • Test Pit Location ADC THREE NEW MAE. BOXES FOR LOTS 1.244_ THREE WET W477-Pr METERS FOR LOTS LOT A TUK SP #L99-0075 \1\1 REC #20011217900003 TL10D4000-0500 O EX HOUSE L3 1..1 LOT 1 I I' 13,973 sq.ft. 0.�2 acrzs — --11 1'.1r-2 S 7'>s' [1125 28' - 1 LOT 2 [ ` 1', 7.5/6 sq.1t. 0.17 oc-ec, LOTS i7,575 sq. Ft. 0.17 ocr:'S L Lj 126 587'53'O3'E 126.27 7_4 004000_ 0495 TP-4 Proposed 3-Lot Subdivision Parcel No. 004000050m Tukwila, Washington r OUN: -`'#4 2 NEW PRE'. `=TR_GT i 0 c0 SITE PLAN _ FIGURE 2 R RE Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 (206) 331-io97 Wl, ;s. cobaltgeo.com cobaltgeonenail. com APPENDIX C Test Pit Logs Test Pit TP- USCS 1.5 SM Fill Graphic 4. 5' SM \ weathered Glacial Till SM \ Glacial Till USCS SM Test Pit TP-2 Fill • Graphic SM Weathered Glacial Till SM t Glacial Till USCS 25: SM Test Pit TP-3 Fill Graphic SNi Weathered Glacial Till SM \ Glacial Till USCS 5 SM Test Pit TP-4 Fill SM Weathered Glacial Till SM Glacial Till Graphic 1 f 0-1.5' Silty -Sand with Gravel (SM) Loose, silty-fine.to medium grained sand with gravel and local roots, dark yellowish browm to grayish brown, moist. (Fill) 1.5-4.5' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 4 5-6' Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 6' No Groundwater No Caving 0-1.5' Silty -Sand with Gravel (SM) Loose, silty -fine to medium grained sand, dark yellowish brown to grayish brown, moist. (Fill) 1.5-4' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 4-6' Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 6' No Groundwater No Caving 0-2.5' Silty -Sand with Gravel (SM) Loose, silty -fine to medium grained sand trace wood, dark yellowish brown to grayish brown, moist. (Fill) 2.5-6' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 6-8' Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 8' No Groundwater No Caving 0-2' Silty -Sand with Gravel (SM) Loose, silty -fine to medium grained sand with roots, dark yellowish brown to grayish brown, moist. (Fill) 2-5' silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial "fill) 5-7' Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 7' No Groundwater No Caving Proposed 3-Lot Subdivision Parcel No. 004000o5o1 Tukwila, Washington TEST PIT LOGS Cobalt Geosciences, LLC P O Box 82243 Kenmore, WA 98028 (206) 331-1097 'v w c:obalteeo.com cobalteeor'gmail com City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov CERTIFICATE OF WATER AVAILABILITY PERMIT NO.: RECEIVED SEP 28 2018 Community Development Part A: To be completed by applicant Site address (attach map and legal description showing hydrant ocation an size of main): 4461 1 �fN ''r T�9Cw o i_ a qN fo$ 17 Oo Lfooca— o;c, Owner Information Agent/Contact Person Name: --rar_ /0 /z It 1_ n a�'ik 61 ,Name: iQr4k 611A Address: ‘.31N �t fJ 4 L-Jr s Tut tk 11 rr (Ak14 Address: if 375er Ltv /Nit S T L � � G` �� Phone: le,20(0,330 ,cJS?q Phone: ' -'SCD o o -- S7Y This certificate is for the purposes of: ❑ Residential Building Permit ❑ Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone Estimated number of service connections and water meter size(s): 3 , 54 i Vehicular distance from nearest hydrant to the closest point of structure is «' Area is served by (Water Utility District): t /ate0A Owner/Agent Signature Short Subdivision Other ft. Date Part B: To be completed by water utility district 1. The proposed project is within 2. No improvements required. -rczkv..\-3aA/k-rt-4(')- (City/County) 3 1,' , 1 s 34605 148th Suite 100 r t Seattle, WA 98168 — , t / qy s felli Phone: (206) 242-3236 p5' ;l 1,XC-, 7, e C Fax (206+) 2Q422-1527 irk r Rcpt. No. 401 8 ;J 2 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 _, Certificate of Sewer Availability OR C) Certificate of Sewer Non Availability REC SEP Part A: (To Be Completed By Applicant ) CO Purpose of Certificate: Dev- • Building Permit • Preliminary Plat or PUD QShort Division • Rezone • Other Proposed Use: • Commercial 4] Residential Single Family • Residential Multi -Family • Other Applicant's Name " A PS/'Art0 Phone Number �` L_ Jjc„�cJ7,• Property Address ill 5 ( ,.:7, j yy ry 1-7: TL =tiicA Tax Lot Number Legal Description (Attach Map and legal Description if Necessary ); /' 1 IA-7 Q' `(EC a- CEO q 00- 0 SG r Art B: (To be Completed by Sewer Agency ) 1 p a. A Sewer Service will be provided by side sewer connection only to an existing 6 size sewer 45' feet from the site and the sewer system has the capacity to serve the proposed use. b. Sewer service will require an improvement to the sewer system of: OR • • (1) feet of sewer trunk or lateral to reach the site; and/or • (2) The construction of a collection system on the site and/or • (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C, b. The sewer system improvement will require a sewer comprehensive amendment. 3. (, a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR c• a. Annexation or BRB approval will be necessary to provide service. 4. Service a. District b. Easements: c. I hereby from the `''"' is subject to the following; r C Permit $ /00 due ' Connection Charges prior to connection: GFC: $ 90 23. ot SFC: $ Z-0(:)2,00 Unit: $ Total $ 9 O3�,00 (Subject to Change on January lst) P`., 'c'„ Either King County/METRO Capacity Charge SWSSD or Midway Sewer District Connection Charge may be dire upon connection to sewers. • Required ] May be Required Other ec-sG 7C/ /- c / /e U1✓/7,cf i'y,,-7 '/v'Ii �:, r';O%7/7G(Tic i'1 certify that the above sewer agency information is true. This certification shall be valid for one year date of signature. ByTitle r f` n i Date r f 2/ Z nit-' EWVED 282018 lmunity lopment ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the Districts signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date eff CHAND TARLOK SHORT PLAT- LOT CLOSURES Lot name: 1 North: 5115.5011 East: 10508.5381 Line Course: N 87-46-50 W Length: 49.12 North: 5117.4033 East: 10459.4550 Line Course: S 01-53-26 W Length: 110.19 North: 5007.2733 East: 10455.8198 Line Course: N 87-46-35 W Length: 38.34 North: 5008.7609 East: 10417.5086 Line Course: S 04-11-25 W Length: 8.79 North: 4999.9944 East: 10416.8663 Line Course: N 86-04-20 W Length: 37.11 North: 5002.5364 East: 10379.8435 Line Course: S 01-12-37 W Length: 60.00 North: 4942.5498 East: 10378.5762 Line Course: S 87-53-03 E Length: 126.28 North: 4937.8875 East: 10504.7701 Line Course: N 01-12-55 E Length: 177.65 North: 5115.4976 East: 10508.5379 Perimeter: 607.49 Area: 13,708. s.f. 0.31 acres Mapcheck Closure - (Uses listed courses, radii, and deltas) Error Closure: 0.0035 Course: S 03-44-41 W Error North: -0.00350 East: -0.00023 Precision 1: 173,263.76 RECEIVED SEP 28 2018 Community Development Lot name: 2 North: 4937.8878 East: 10504.7703 Line Course: N 87-53-03 W Length: 126.28 North: 4942.5500 East: 10378.5764 Line Course: S 01-12-37 W Length: 60.00 North: 4882.5634 East: 10377.3091 Line Course: S 87-53-03 E Length: 126.28 North: 4877.9012 East: 10503.5030 Line Course: N 01-12-55 E Length: 60.00 North: 4937.8877 East: 10504.7755 Perimeter: 372.56 Area: 7,575. s.f. 0.17 acres Mapcheck Closure - (Uses listed courses, radii, and deltas) Error Closure: 0.0052 Course: S 88-47-14 E Error North: -0.00011 East: 0.00523 Precision 1: 71,153.72 Lot name: 3 North: 4877.9013 East: 10503.4977 Line Course: N 87-53-03 W Length: 126.28 North: 4882.5635 East: 10377.3038 Line Course: S 01-12-37 W Length: 62.34 North: 4820.2374 East: 10375.9871 Line Course: S 87-53-03 E Length: 126.27 North: 4815.5756 East: 10502.1710 Line Course: N 01-12-55 E Length: 62.34 North: 4877.9015 East: 10503.4932 Perimeter: 377.23 Area: 7,870. s.f. 0.18 acres Mapcheck Closure - (Uses listed courses, radii, and deltas) Error Closure: 0.0046 Course: N 86-48-26 W Error North: 0.00025 East: -0.00455 Precision 1: 82,702.47 Lot name: total North: 5115.5011 East: 10508.5381 Line Course: N 87-46-50 W Length: 49.12 North: 5117.4033 East: 10459.4550 Line Course: S 01-53-26 W Length: 110.19 North: 5007.2733 East: 10455.8198 Line Course: N 87-46-35 W Length: 38.34 North: 5008.7609 East: 10417.5086 Line Course: S 04-11-25 W Length: 8.79 North: 4999.9944 East: 10416.8663 Line Course: N 86-04-20 W Length: 37.11 North: 5002.5364 East: 10379.8435 Line Course: S 01-12-37 W Length: 62.34 North: 4940.2103 East: 10378.5268 Line Course: S 01-12-37 W Length: 57.66 North: 4882.5631 East: 10377.3089 Line Course: S 01-12-37 W Length: 62.34 North: 4820.2371 East: 10375.9922 Line Course: S 87-53-03 E Length: 126.27 North: 4815.5752 East: 10502.1761 Line Course: N 01-12-55 E Length: 62.34 North: 4877.9012 East: 10503.4982 Line Course: N 01-12-55 E Length: 60.00 North: 4937.8877 East: 10504.7708 Line Course: N 01-12-55 E Length: 177.65 North: 5115.4977 East: 10508.5386 Perimeter: 852.15 Area: 29,154. s.f. 0.66 acres Mapcheck Closure - (Uses listed courses, radii, and deltas) Error Closure: 0.0034 Error North: -0.00336 Precision 1: 251,695.58 Course: S 07-39-57 E East: 0.00045 RECEIVED SEP 28 2018 Community Development TECHNICAL INFORMATION REPORT FOR CHAD; SHORT SUBDIVTSION 4651-S 144Th STREET ; TUKWILQ, WASHINGTON,..98168' FOR TARLOK CHAD FILE NO. 1039-001-017 PREPARED BY TOUMA ENGINEERS 255 SW 41ST STREET RENTON, WA. 98057 (425) 251-0665 April 23nd, 2018 July 9, 2018 TABLE OF CONTENTS I. PROJECT OVERVIEW Figure 1: T.I.R. Worksheet Figure 2: Site Location & Topography Map II. CONDITIONS & REQUIREMENTS SUMMARY III. OFF -SITE ANALYSIS Task 1 - Study Area Definition and Maps Task 2 - Resources Review Task 3 - Field Investigation Task 4 - Drainage System and Problem Decription IV. FLOW CONTROL & WATER QUALITY Part A — Existing Site Hydrology Part B — Developed Site Hydrology Part C — Performance Standards Part D — Flow Control System Part E — Water Quality System Map -A - Existing Area Map Map —B -Post Development Area Map V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN Figure 6: Conveyance Map VI. SPECIAL REPORTS AND STUDIES VII. OTHER PERMITS 'III. EROSION /SEDIMENTATIN CONTROL DESIGN A - ESC Analysis Design IX. BOND QUANTITIES WORKSHEET, FACILITY SUMMARIES, AND DECLARATION OF COVENANT X. OPERATIONS AND MAINTENANCE MANUAL a I. PROJECT OVERVIEW The subject property is vacant and the size of the project is 0.67 acres. The property is situated in the City of Tukwila, Washington, in NE Quarter of Section 22, Township 23 North, Range 4 East, W.M. The site is located south of S 144th Street, approximately 450 feet east of the intersection of 46th Avenue SW. The property is bounded on the east, south and west by single- family residents The site topography is oriented from west to east at average slopes of 5-6 percent. No steep slopes noted during our survey of the property. The land cover consists of small alders trees scattered over the property, grass and blackberry bushes. A recent fill placed on the property, approximately 218 cu. yd of material. The site falls within the Gilliam Creek Basin covering the property. No appreciable off -site runoff flows into the site. The surface runoff is oriented from west to east, thence north in a form of sheet flow and directed to existing underground storm facilities situated along the south side of S. 144th Street. The surface runoff continues east crossing Interstate-5, and eventually into the Duwamish River. The proposed project is a single family residential that will result in more than 2000 square feet of new impervious surfaces, but no more than 10,000 square feet of impervious surfaces, consisting of building roofs and asphalt driveway. Roof area is calculated at 1800 square feet, and the proposed driveway area is calculated at 4412 square feet. Total impervious area is calculated at 9812 square feet. After formal permit application it was determined that the site is qualified for Small Project Drainage Review. A gravel filled trenches will be used to mitigate runoff from the roof in accordance with minimum design requirement. • KING COUN 1 Y, WASHINGTON, SURFACE WATER Df:siGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Chet Gl Tc41" Phone Zcfs 6- 32,0 - 557•4 Address 444 x 5 . 144's'7' `%G/ /lw/ /9 . 4) • /pew jdd/c Project Engineer Company %!�lJd772 ,/e 5 L.5 Phone fZS Part 3 TYPE OF PERMIT APPLICATION Landuse (e.g.,Subdivision thort Sub / UPD) U Building (e.g.,M/F / Commercial / SFR) ❑ Clearing and Grading ❑ Right -of -Way Use ❑ Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Ciop/%pl 5/c DPER Permit # Location Township 2. Range 3 Section Z Z Site Address Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands ❑ Other n,//A. ❑ Shoreline Management ❑ Structural RockeryNault/ ❑ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Type of Drainage Review (check one): Date (include revision dates): Date of Final: Report ❑ Full ❑ Targeted ❑, , Si plified LE Large Project ❑ Directed Site Improvement Plan (Engr. Plans) Plan Type (check ❑ Full one): ❑ ified - Simplified Date (include revision dates): Date of Final: Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Experimental / Description: (include conditions in TIR Section 2) Blanket Approved Adjustment No. Date of Approval: 2016 Surface Water Design Manual 1 4/24/2016 KING COUiv i Y, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes ' No Start Date: Completion Date: Describe: Re: KCSWDM Adjustment No. Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Ci a( 7u//i i/41 Special District Overlays: Drainage Basin: c ///m fi7 Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection Part 10 SOILS ,,..�� Slopes et c /Q/ erueoce0 5--- G 70 ❑ Steep Slope Soil Type Erosion Potential /rla,/er4 _ ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2016 Surface Water Design Manual 2 4/24/2016 KING COUI. , , , WASHINGTON, SURFACE WATER D1:016N MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE ❑ Core 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ LID Infeasibility ❑ Other LIMITATION / SITE CONSTRAINT ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: / 2 / 3 dated: Flow Control (include facility Level: 1 / 2 / 3 or Exemption Number summary sheet) Flow Control BMPI) Conveyance System Spill containment located at: Ah5.0 e,.. Erosion and Sediment Control / CSWPP/CESCL/ESC Site Supervisor: K4gd' hz-Z04 Construction Stormmoron ater Contact Phone: 266_335a_ Pollution Prevention 'I jj After Hours Phone: cS0,dJe- Maintenance and Operation Responsibility (circle one): Privat / Public If Private, Maintenance Log Required: Yes No Financial Guarantees and Provided: Yes ek, Liability Water Quality (include facility Type (circle on Basi)/ Sens. Lake / Enhanced Basic / Bog summary sheet) or Exemption No. Landscape Management Plan: Yes / No Special Requirements (as applicable): Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared FacCiNone) Requirements Name: Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption ( None-) 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: 2016 Surface Water Design Manual 4/24/2016 3 KING COUr... , WASHINGTON, SURFACE WATER MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control High -use Site: Yes7N-2) Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: / /.d/76— Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION lJ Clearing Limits exposed surfaces ❑ Cover Measure 2tabilize ove and restore Temporary ESC Facilities ❑ Perimeter Protection Clean and remove all silt and debris, ensure ❑ Traffic Area Stabilization operation of Permanent Facilities, restore operation of Flow Control BMP Facilities as ❑ Sediment Retention necessary ❑ Surface Water Collection ❑ Flag limits of SAO and open space preservation ❑ watering Control areas Dust Control ❑ Other ❑ Flow Control ❑ Protection of Flow Control BMP Facilities (existing and proposed) ❑ Maintain BMPs / Manage Project Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description ❑ Detention ❑ Infiltration CIRegional Facility ❑ Shared Facility Flow Control BMPs ❑ Other ❑ Vegetated Flowpath Cl Wetpool ❑Filtration ❑ Oil Control ❑ Spill Control u1 Flow Control BMPs ❑ Other 2016 Surface Water Design Manual 4/24/2016 4 KING COW..., WASHINGTON, SURFACE WATER DLoivN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Covenant ❑ Native Growth Protection Covenant ❑ Tract LI-Other ,&fP55 fi /% ❑ Cast in Place Vault ❑ Retaining Wall ❑ Rockery > 4' High ❑ Structural on Steep Slope ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, Cr a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorpora ed into this wo nd the attached Technical Information Report. To the best of my knowle e the informatio : • - •. ere is accurate.ate j Signe 2016 Surlac: later Design Manual 4/24/2016 5 V ! •t \ irl '‘.‘.1 • . \. ,. , ••• .. ( , ,.,..:,,,,, t ir tov---; i- ( , 111,ii114'-kfjC11, 1 ' f _ i.! yam /jam L _ , j J }i _ I; �{ ) `\ '/ /fe i ,�.,..: :_,.., ,..,,____ ._,____,.. I 1u t. 1Lr11J.L4Gt„. PROJECT NAME : CHAD SHORT PLAT TOUMA ENGINEERS AND LAND SURVEYORS, PLLC SITE AND TOPOGRAPHY MAP FIGURE -2 II. CONDITIONS AND REQUIREMENTS SUMMARY Conditions and requirements for this project involves Simplified Drainage Review, as listed in the 2016 King County Surface Water Design Manual (KCSWDM). CORE REQUIREMENTS (KCSWDM SECTION 1.2) Core Requirement #1: Discharge at the Natural Location. The allowable outflow from the site will be discharged to its natural location. The lowest elevation on the site is approximately 275. Refer to Figure 2 for visual representation of discharge locations. Core Requirement #2: Offsite Analysis Refer to off -site analysis in Section III of this report. Core Requirements $3: Runoff Control The site is qualified for Small Project Drainage Review in accordance with Figures 1.1.2.A, Section 1.1.2 .1 and Table 1.1.2.A of the 2016 Surface Water Design Manual. Core Requirement #4: Conveyance System. Conveyance system is limited to roof drains from new homes directed into infiltration trench situated on each lot. Core Requirement #5: Erosion and Sediment Control A temporary erosion and sediment control (TESC) plan is developed to limit and mitigate for erosion and sedimentation during construction. Some of the temporary erosion and sediment control features consists of stabilized construction entrance and filter fabric fences Core Requirement #6: Maintenance and Operations. Not required per attached Table 1.1.2.A Core Requirement #7: Financial Guarantees and Liability Not required per attached Table 1.1.2.A Core Requirement #8; Water Quality Not required per attached Table 1.1.2.A Core Requirements #9: Flow Control PMPs Not required per attached Tabl 1.1.2.A SPECIAL REQUIREMENTS (KCSWDM Section 1.3) Special Requirement #1: Other adopted Area -Specific Requirements The City of Tukwila Infrastructure Design and Construction Standards, Table 5. The site falls within the Gilliam Creek Basin. Special Requirement #2: Flood Hazard Area Delination There are no flood hazard areas associated with the project site Special Requirement #3: Flood Protection Facilities Based on the City of Tukwila critical area map, the site does not fall within critical area.. Special Requirement #4: Source Controls The proposed project is a single family resident development. No commercial building or site is proposed Special Requirement #5: Oil Control Not required per attached Table 1.1.2.A III. OFF -SITE ANALYSIS The analysis contains information and data obtained through site visit observation, survey data and research of existing records provided by the City of Tukwila . Task 1. Study Area Definition and Maps The site falls within westerly portion of the Gilliam Creek Basin. The site is situated within its own basin area totaling 0.67 acres. The property to the west is developed into a large single family lot, and its drainage is oriented north toward S 144th Street. No appreciable off -site areas being considered in this report. The site surface runoff is directed north to S 144t Street and picked up by an existing underground storm system orienting flow easterly toward 51 st Ave SE (Macadam Rd) for approximately 900 feet, thence north along the the side of Macadam Rd for approximately 1.2 mile crossing Interurban Ave S, and eventually into the Green River The site will be divided into three single family residential lots. These lots will gain access from SW 144th Street via a joint use driveway. The site design techniques proposed for this site called flow control Best Management Practice (BMP) which provide the necessary mitigation of flow and water quality impacts for small project. We propose to use infiltration trenches for the roof of each new house and use permeable asphalt for the access driveway. Refer to Figure 2 for general site location. Task 2. Resource Review Based on a review of available resources, the site and downstream system within one mile from the site are characterized as follows: • The site is located within the Gilliam Creek Basin • Floodplain/Floodway (FEMA) Maps — the site is not within flood plain. • Erosion Hazard — the site is not classified as erosion hazard area • Landslide Hazard — none on site • Seismic Hazard — none on site • Coal Mine Hazard — none on site • USDA Soil Conservation Service Soil Survey • King County Assessor' Parcel Map Task 3. Field Inspection The downstream analysis was conducted in November of 2017 to assess potential offsite drainage impact that may be associated with development of this project. The primary discharge locations from the project were evaluated, as well as the downstream system west of the project site. 1. No problem reported or observed during the resource review. 2. There is an existing conveyance system downstream of the site. The runoff is directed into the storm system exists on the south side of S 144th Street directing the flow easterly. 3. There is no existing or potential downstream drainage problem. 4. There were no existing or potential sedimentation, scouring, or bank sloughing problems 5. No significant destruction of aquatic habitat or organisms noted. 6. Qualitative data such land use, impervious surface, topography and soil types noted in Task 4. 7. There is a 12-inch storm culvert located in front of the property directing flow to the east. 8. Tributary basin delineated in Task 1 verified. 9. No neighbors were contacted . 10. The weather conditions during inspection was sunny and warm. Task 4. Drainage System Description and Problem Description The entire site falls within the Gillman Creek Basin. The surface runoff from the site is directed east as described above. The topography survey is prepared exclusively for the site, by Touma Engineers and Land Surveyors, PLLC. The topography survey was prepared on 2-foot contour. There is no indication of erosion or stream capacity noted downstream of the site. TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEMS Our field inspection and review of available resources and existing problems were not found. Mitigation is not required. The development of the property is not going to impact existing downstream patterns. A temporary erosion and sedimentation control plan will be designed to control runoff to downstream system. IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN In accordance with Section 1.1.2 of the 2016 King County Surface Water Design Manual (2016 KCSWDM), the project qualifies for a Simplified Drainage Review. Asphaltic Pavement is being considered for the common driveway for this project. The treatment proposed for the driveway is construction of 2-ft of crushed rock immediately downstream c )f the driveway, and followed with 10-foot grass area for treatment. The total impervious surfaces added as a result of proposed development is as follows: 3 Ne\N homes- Aspha!tic Driveway- 5400 sf 4412 sf Total Impervious Surfaces 9812 sf < 10,000 SECTION 1.1 DRAINAGE REVIEVb FIGURE 1.1.2.A FLOW CHART FOR DETERNLDNING TYPE OF DRAINAGE REVIEW REQUIRED Is the project a single family residential or agricultural project that results in . 2,000 sf of new plus replaced impervious surface or .7,000 sf of land disturbing activity, results in less than 5,000 square feet of new plus replaced pollution generating impervious surface, results in less than % acre of pollution generating pervious surfaces AND meets one of the following criteria? • The project meets the Basic Exemption from flow control in Core Requirement #3. Note the Basic Exemption thresholds are applied by project site. • For projects inside the Urban Growth Area on predominately till soils: The project results in no more than 7,947 square feet of target impervious surfaces* as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 14,941 — 1.88 x (total target impervious surfaces) • For projects inside the Urban Growth Area on predominately outwash soils: The project results in no more than 6,872 square feet of target impervious surfaces* as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 20,343 — 2.96 x (total target impervious surfaces) • For outside the Urban Growth Area on predominately till soils: The project results in no more than 5,074 square feet of target impervious surfaces* as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 11,570 — 2.28 x (total target impervious surfaces) • For outside the Urban Growth Area on predominately outwash soils: The project results in no more than 4,000 square feet of target impervious surfaces* as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 10,720 — 2.68 x (total target impervious surfaces) • Is an agricultural project that qualifies for the "Impervious Surface Percentage Exemption For Agricultural Projects" detailed in Core Requirement 3 No SIMPLIFIED DRAINAGE REVIEW Section 1.1.2.1 Note: Theproject may also be subject to Targeted Drainage Review as determined below. Is the project a single family residential or agricultural project that results in >2,000 sf of new plus replaced impervious surface or >_7,000 sf of land disturbing' activity AND is not subject to Large Project Drainage Review as defined in Section 1.1.2.5? No Does the project result in >_2,000 sf of new plus replaced impervious surface or >_7,000 sf of land disturbing activity? No Yes T ► Yes DIRECTED DRAINAGE REVIEW Section 1.1.2.3 Does the project have the characteristics of one or more of the following categories of projects (see more detailed threshold language on p. 1-15)? 1. Projects containing or adjacent to a flood, erosion, or steep slope hazard area; or projects within a Critical Drainage Area or Landslide Hazard Drainage Area. 2. Projects proposing to construct or modify a drainage pipe/ditch that is 12" or larger or receives runoff from a 12" or larger drainage pipe/ditch. 3. Redevelopment projects proposing z$100,000 in improvements to an existing high -use site. No 4, Yes j Reassess whether drainage review is required per Section 1.1.1 (p. 1-9). Is the project an Urban Planned Development (UPD), OR does it result in ..50 acres of new impervious surface within a subbasin or multiple subbasins that are hydraulically connected, OR does it have a project site >_50 acres within a critical aquifer recharge area? TARGETED DRAINAGE REVIEW ' Section 1.1.2.2 No Yes FULL DRAINAGE REVIEW Section 1.1.2.4 LARGE PROJECT DRAINAGE REVIEW Section 1.1.2.5 4/24/2016 2016 Surface Water Design Manual 1-14 1.1.2 DRAINAGE,., VIEW TYPES AND REQUIREMENTS • ` • TABLE 1.1.2.A REQUIREMENTS APPLIED UNDER EACH DRAINAGE REVIEW TYPE. : Single family residential projects and agricultural projects that result in >_2,000 sf of new plus replaced impervious surface or . 7,000 sf of land disturbing activity but do not exceed the new plus Simplified replaced PGIS, new PGPS, and new pervious surface thresholds specified in Sec. 1.1.2.1; OR is an agricultural project that qualifies for the "Impervious Surface Percentage Exemption For Agricultural Projects". Single family residential projects and agricultural projects that result in >_2,000 sf of new plus Directed replaced impervious surface or z7,000 sf of land disturbing activity that are not subject to Simplified Drainage Review or Large Project Drainage Review Projects that are not subject to Directed, Full or Large Project Drainage Review, AND have characteristics of one or more of the following categories of projects: 1. Projects containing or adjacent to a flood, erosion, or steep slope hazard area; projects within a Targeted Critical Drainage Area or Landslide Hazard Drainage Area. 2. Projects that construct or modify a drainage pipe/ditch that is 12" or larger or receive runoff from a 12" or larger drainage pipe/ditch. 3. Redevelopment projects with . $100,000 in improvements to a high -use site.(1) All projects that result in .2,000 sf of new plus replaced impervious surface or Z7,000 sf of land Full disturbing activity but are not subject to Simplified Drainage Review, Directed Drainage Review , OR Large Project Drainage Review. Large Project UPDs, OR projects that result in _>50 acres of new impervious within a sub -basin or multiple sub- basins that are hydraulically connected, OR project sites ___ 50 acres within a critical aquifer recharge area. DRAINAGE REVIEW TYPE Simplified Directed Targeted Full Large Categ 1 Categ 2 Categ 3 Project SIMPLIFIED DRAINAGE SEE NOTE 4 REQUIREMENTS CORE REQUIREMENT #1 1(4) ✓ (2,3) ✓ ✓ / Discharge at Natural Location *(2) �/ CORE REQUIREMENT #2 /(4) / (2,3) *(2) 1(3) 1(3) 1(3) Offsite Analysis v v CORE REQUIREMENT #3 1(4) 7 (2.3) *(2) /(3) /(3) Flow Control �r v CORE REQUIREMENT #4 1(4) / (2,3) ✓ / / Conveyance System v *(2) �/ v CORE REQUIREMENT #5 _/(4) -/ (2,3) / _/ / / / Erosion & Sediment Control v wr �/ v v �/ Y CORE REQUIREMENT #6 1(4) / (2,3) ✓ / / Maintenance & Operations v *(2) v �/ CORE REQUIREMENT #7 1(4) ✓ (2,3) *(2) 1(3) 1(3) 1(3) 1(3) Financial Guarantees & Liability CORE REQUIREMENT #8 1(4) (2.3) *(2) 1(3) 1(3) Water Quality 17 CORE REQUIREMENT #9 Flow /(4) / / / Control BMPs v v v v SPECIAL REQUIREMENT #1 1(4) (2.3) ✓(3) /(3) /(3) Other Adopted Requirements �/ �/ SPECIAL REQUIREMENT #2 1(4) ✓ (2,3) 1(3) /(3) /(3) Flood Hazard Area Delineation v v SPECIAL REQUIREMENT #3 1(4) / (2,3) 1(3) 1(3) 1(3) Flood Protection Facilities v SPECIAL REQUIREMENT #4 Source Control 1(4) ile, (2,3) 1(3) v /(3) 1(3) 1(3) /(3) v SPECIAL REQUIREMENT #5 1*(4) / (2,3) /(3) 1(3) /(3) Oil Control v v v (1) Category 3 projects installing oil controls that construct or modify a 12-inch pipe/ditch are also Category 2 projects. m May be applied by DPER based on project or site -specific conditions. Documentation of compliance required. (3) These requirements have exemptions or thresholds that may preclude or limit their application to a specific project. (4) A proposed project subject to Simplified Drainage Review that complies with the Simplified drainage requirements detailed in Appendix C is presumed to comply with all the core and special requirements in Sections 1.2 and 1.3 except those requirements that would apply to the project if it is subject to Targeted Drainage Review as specified in Section 1.1.2.2. 2016 Surface Water Design Manual 4/24/2016 1-15 SECTION 5.9 SURFACE•TER MAPS 5.9.1 Drainage Basins and Flow Control Standards • Burien dy King County Riverton Creek Basin Southgate Creek Basin Seattle ® Duwamish River Ri�Mile 6 Gilliam Creek Basin; SeaTac Tukwila. South Basin Mercer island King County Renton son Place / g Acres Basin Strander Pump Station Basin utheast D Basin Kent Lower Mill Creek Basin Datum NAD 1983 Washington Stale Plane North, FIPS 4601 (Feet) A 0 0.5 i Miles Neighboring Jurisdictions Water Body/Wetland Basin Boundary Tukwila ® Pump Station - Level 2 - Conservation to Existing Level 2 - Conservation j to Forested Basic - Peak Rate to Existing Per Tukwila South Development Agreement Drainage Basins and Flow Control Standards City of Tukwia Infrastructure Design and Construction Standards R-1Seanle1011377 City of Tukwllal11-01318-100000 STORMWATER DESIGN MA1Da6AnatricaFGIS1 101-21-2010 V. C ONVEYANCE SYSTEM ANALYSIS AND DESIGN Not applicable VI. SPECIAL REPORTS AND STUDIES Geotechnical Investigation by Cobalt Geosciences, Dated May 26. 2018 VII. OTHER PERMITS • Building Permit — City of Tukwila • Sanitary Sewer Permit — Valley Vue • Water Connection Permit — WD #125 COBALT GEOSCIENCES Geotechnical Investigation Proposed 3-Lot Subdivision Parcel No. 0040000501 Tukwila, Washington May 26, 2018 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON Table of Contents i.o INTRODUCTION 1 2.0 PROJECT DESCRIPTION 1 3.0 SITE DESCRIPTION 1 4.0 FIELD INVESTIGATION 2 4.1.i Site investigation Program 2 5.o SOIL AND GROUNDWATER CONDITIONS 2 5.1.1 Area Geology 2 5.1.2 Groundwater 2 6.0 GEOLOGIC 1 LAZARDS 3 6.1 Erosion Hazard 3 6.2 Seisnnic Hazard 3 7.0 DISCUSSION 4 7.1.1 General 4 8.0 RECOMMENDATIONS 4 8.1.1 Site Preparation 4 8.1.2 Temporary Excavations 4 8.1.3 Erosion and Sediment Control 5 8.1.4 Foundation Design 6 8.1.5 Storm water Management 7 8.1.6 Slab -on -Grade 7 8.1.7 Utilities 8 8.1.8 Groundwater Influence on Construction 8 8.1.9 Pavements 8 9.0 CONSTRUC 11 ON FIELD REVIEWS 10 10.0 CLOSURI.. 10 LIST OF APPENDICES Appendix A — Stater, i ent of General Conditions Appendix B — Figu, es Appendix C — Test Pit Logs GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 i.o Introduction COBALT G E O S C 1 E N C E S In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has completed a geotechnical investigation for the proposed three lot residential development located along the south side of S. 144th Street in Tukwila, Washington (Figure 1). The purpose of the geotechnical investigation was to identify subsurface conditions and to provide geotechnical recommendations for foundation design, stormwater management, earthwork, soil compaction, and suitability of the on -site soils for use as fill. The scope of work for the geotechnical evaluation consisted of a site investigation followed by engineering analyses to prepare this report. Recommendations presented herein pertain to various geotechnical aspects of the proposed development, including pavements, earthwork, and foundation support of the new buildings. 2.o Project Description The project includes subdivision of the existing parcel into three building Lots followed by residential construction and access driveway development. Foundation loads are expected to be light and site grading will likely include cuts and fills on the order of 4 feet or less. We should be provided with the final plans to determine if our recommendations have been implemented and/or if additional geotechnical recommendations or considerations are warranted. 3.o Site Description The site is located near the intersection between 46th Avenue South and South 144th Street in Tukwila, Washington (Figure 1). The site consists of one irregularly shaped parcel (No. 0040000501) with a total area of about 29,000 square feet. The site is currently undeveloped and sparsely vegetated with several deciduous trees and Local grasses. There are two concrete slabs in the west -central portion of the property and it appears that fill was recently placed over much of the site. Several inches of straw cover the fill and there is a silt fence in place around part of the site. The site slopes gently downward toward the south and southwest at magnitudes of less than 10 percent and topographic relief of about 5 feet. The site is bordered to the east, west, and south by single-family residences and to the north by South 144th Street. 1 PO Box 82243 Kenmore, WA 98o28 coba l tgeo (2 gmai 1. com 2O6-33)-]e97 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 4.0 Field Investigation COBALT GEOSCIENCES 4.1.1 Site Investigation Program The geotechnical field investigation program was completed on May 14, 2018 and included excavating and sampling four test pits within the property for subsurface analysis. The soils encountered were logged in the field and are described in accordance with the Unified Soil Classification System (USCS). A Cobalt Geosciences field representative conducted the explorations, collected disturbed soil samples, classified the encountered soils, kept a detailed log of the explorations, and observed and recorded pertinent site features. The results of the test pit explorations are presented on the test pit Logs enclosed in Appendix C. 5.0 Soil and Groundwater Conditions 5.1.i Area Geology The site lies within the Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The Lowland is filled with glacial and non -glacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The Geologic Map of King County, indicates that the site is underlain by Vashon Glacial Till. Vashon Glacial Till is typically characterized by an unsorted, non -stratified mixture of clay, silt, sand, gravel, cobbles and boulders in variable quantities. These materials are typically dense and relatively impermeable. The poor sorting reflects the mixing of the materials as these sediments were overridden and incorporated by the glacial ice. Test Pit Explorations All of the test pits encountered approximately 1.5 to 2.5 feet of loose, silty -fine to medium grained sand with gravel and local roots (Fill. This layer was underlain by 2.5 to 3.5 feet of loose to medium dense, silty -fine to medium grained sand with gravel (Weathered Glacial Till). This layer was underlain by dense to very dense, silty -fine to medium grained sand with gravel (Glacial Till), which continued to the termination depths of the test pits. 5.1.2 Groundwater Groundwater was not encountered in any of the test pits during our investigation. The shallow weathered glacial till (2.5 to 6 feet below grade) consisted of mottled silty -sand with gravel. This indicates that shallow perched groundwater may be present seasonally below the site. 2 PO Box 82243 Kenmore, WA 98028 cobaltgeo (Fugmail. corn 206-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT GEOSCIENCES Water table elevations often fluctuate over time. The groundwater level will depend on a variety of factors that may include seasonal precipitation, irrigation, land use, climatic conditions and soil permeability. Water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. 6.o Geologic Hazards 6.1 Erosion Hazard The Natural Resources Conservation Services (NRCS) maps for King County do not provide information within the City of Seattle and nearby areas. We anticipate that the shallow soils have a slight to moderate erosion potential in a disturbed state. It is our opinion that soil erosion potential at this project site can be reduced through landscaping and surface water runoff control. Typically erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, such as silt fences, hay bales, mulching, control ditches and diversion trenches. The typical wet weather season, with regard to site grading, is from October 31" to April 15t. Erosion control measures should be in place before the onset of wet weather. 6.2 Seismic Hazard The overall subsurface profile corresponds to a Site Class D as defined by Table 1613.5.2 of the 2015 International Building Code (2015 IBC). A Site Class D applies to an overall profile consisting of dense to very dense soils within the upper too feet. We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Program Website to obtain values for Ss, S,, Fa, and Fa. The USGS website includes the most updated published data on seismic conditions. The site specific seismic design parameters and adjusted maximum spectral response acceleration parameters are as follows: PGA (Peak Ground Acceleration, in percent of g) Ss 148.50% of g Si 55.60% of g FA 1.00 Fv 1.50 Additional seismic considerations include liquefaction potential and amplification of ground motions by soft/loose soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The dense soils that underlie the site have a ]ow liquefaction potential. 3 PO Box 82243 Kenmore, WA 98028 cgbaltgeongmail.com 206-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 7.0 DISCUSSION COBALT GEOSCIENCES 7.1.1 General It is our opinion that the proposed residential structures may be supported on shallow foundation systems bearing on medium dense or firmer native soils, or on structural fill placed on suitable native soils. The depth to bearing soils was generally observed to be 3 and 4.5 feet below existing site elevations at or near test pit locations. Local overexcavation of fill soils is required during foundation, slab, and driveway/roadway construction. The site is underlain by weathered and unweathered glacial till and fill consistent with these types of materials. Based on the soil composition, density, and probability of seasonal perched groundwater, widespread infiltration of roof/road runoff is not feasible. Shallow systems that do not require widespread rapid infiltration are feasible. 8.o Recommendations 8.1.1 Site Preparation Trees, shrubs and other vegetation should be removed prior to stripping of surficial organic -rich soil and debris -laden fill. Based on observations from the site investigation program, it is anticipated that the stripping depth will range from 12 to 24 inches. Deeper excavations will be required below large trees, in areas underlain by undocumented fill, and below existing foundation systems/slabs. The native soils consist of silty -sand with gravel. These soils may be used as structural fill provided they achieve compaction requirements and are within 3 percent of the optimum moisture. These soils are typically only suitable for use as fill during the summer months, as they are often above the optimunn moisture levels in their natural state. These soils are variably moisture sensitive and may degrade during periods of wet weather and under equipment traffic. Imported structural fill should consist of a sand and gravel mixture with a maximum grain size of 3 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Structural fill should be placed in maximum lift thicknesses of 12 inches and should be compacted to a minimum of 95 percent of the modified proctor maximum dry density, as determined by the ASTM D 1557 test method. 8.1.2 Temporary Excavations Based on our understanding of the project, we anticipate that the grading could include local cuts on the order of approximately 6 feet or Less for utility placement. These excavations should be sloped no steeper than 1.5H:1V (Horizontal:Vertical) in loose fill and native soils and iH:iV in medium dense or firmer native soils. If an excavation is subject to heavy vibration or surcharge loads, we recommend that the excavations be sloped no steeper than 2HaV, where room permits. Temporary cuts should be in accordance with the Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. Temporary slopes should be visually inspected daily by a qualified person during construction activities and the inspections should be documented in daily reports. The 4 PO Box 82243 Kenmore, WA 98028 wbaltgcoPgmail.com 206-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT GEOSCIENCES contractor is responsible for maintaining the stability of the temporary cut slopes and reducing slope erosion during construction. Temporary cut slopes should be covered with visqueen to help reduce erosion during wet weather, and the slopes should be closely monitored until the permanent retaining systems or slope configurations are complete. Materials should not be stored or equipment operated within io feet of the top of any temporary cut slope. Soil conditions may not be completely known from the geotechnical investigation. In the case of temporary cuts, the existing soil conditions may not be completely revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of temporary slopes will need to be re-evaluated by the geotechnical engineer so that supplemental recommendations can be made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed and required deadlines can be met. If any variations or undesirable conditions are encountered during construction, we should be notified so that supplemental reconunendations can be made. If room constraints or groundwater conditions do not permit temporary slopes to be cut to the maximum angles allowed by the WAC, temporary shoring systems may be required. The contractor should be responsible for developing temporary shoring systems, if needed. We recommend that Cobalt Geosciences and the project structural engineer review temporary shoring designs prior to installation, to verify the suitability of the proposed systems. 8.1.3 Erosion and Sediment Control Erosion and sediment control (ESC) is used to reduce the transportation of eroded sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be implemented and these measures should be in general accordance with local regulations. At a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features for the site: • Schedule the soil, foundation, utility, and other work requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMP's), grading activities can be completed during the wet season (generally October through April). • All site work should be completed and stabilized as quickly as possible. • Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. • Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. 5 PO Box 82243 Kenmore, WA 98028 wbaltgeo(d gmail. cgni 206-33 r- m 097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT GEOSCIENCES 8.1.4 Foundation Design The proposed residential structures may be supported on shallow spread footing foundation systems bearing on undisturbed medium dense or firmer native soils, re -compacted native soils, or on properly compacted structural fill placed on the suitable native soils. If structural fill is used to support foundations, then the zone of structural fill should extend beyond the faces of the footing a lateral distance at least equal to the thickness of the structural fill. Bearing soils were generally encountered between 3 and 4.5 feet below existing grades in our test pits. If undocumented fill is encountered below foundation elements, it should be removed and replaced with suitable native soils or imported structural fill. As noted above, overexcavations should extend laterally from the footing edges a distance equal to the depth of the overexcavation. For shallow foundation support, we recommend widths of at least 18 and 24 inches, respectively, for continuous wall and isolated column footings supporting the proposed structures. Provided that the footings are supported a recommended above, a net allowable bearing pressure of 2,000 pounds per square foot (psf) may be iiscd for design. A 1/3 increase in the above value may be used for short duration loads, such as those imposed by wind and seismic events. Structural fill placed on bearing, native subgrade should be compacted to at least 95 percent of the maximum dray density based on ASTM Test Method D1557. Footing excavations should be inspected to verify that the• foundations will bear on suitable material. Exterior footings should l iav c a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. If constructed as recommended, the total foundation settlement is not expected to exceed 1 inch. Differential settlement, along a 25-foot exterior wall footing, or between adjoining column footings, should be Less than 1/2 inch. This translates to an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated. All footing excavations should be observed by a qualified geotechnical consultant. Resistance to lateral footing displacement can be determined using an allowable friction factor of o.35 acting between the base of foundations and the supporting subgrades. Lateral resistance for footings can also be developed using an allowable equivalent fluid passive pressure of 250 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces (neglect the upper 12 inches below grade in exterior areas). The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration transient loads. Care should be taken to p; c\ cut wetting or drying of the bearing materials during construction. Any extremely wet or dry materials, or any loose or disturbed materials at the bottom of the footing excavations, should be renio'ed prior to placing concrete. The potential for wetting or drying of the bearing materials can be re Iuced by pouring concrete as soon as possible after completing the footing excavation and evaluating th - bearing surface by the geotechnical engineer or his representative. 6 PO Box 82243 Kenmore, WA 98028 cobaltgeo(ci„,gmail. com 206-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 8.1.5 Stormwater Management COBALT GEOSCIENCES We conducted a small-scale Pilot Infiltration Test (PIT) in test pit TP-3 at a depth of 4 feet below grade. Following saturation and application of correction factors, the infiltration rate at this elevation was o.25 inches per hour. This is lower than 0.3 inches per hour, which is the minimum rate considered feasible by the Department of Ecology. We excavated below this elevation and found groundwater at a depth of 5 feet below grade. This indicates that the infiltration becomes impeded by the dense to very dense glacial till. Also, mottled soils were observed from about 3 to 5 feet in all of the test pits, further indicating that seasonal groundwater may be present at the site. Widespread infiltration is not recommended at this site. Where space allows, dispersion systems may be utilized for roof and/or driveway runoff. Other shallow systems could include permeable pavements, bio- swales, rain gardens, or detention vaults. We should be provided with any dispersion or other shallow system designs as they become available to verify if our recommendations have been implemented. 8.1.6 Slab -on -Grade We recommend that the upper 24 inches of the existing fill and/or native soils within slab areas be re - compacted to at least 95 percent of the modified proctor (ASTM D1557 Test Method). All debris -laden fill soils should be fully removed prior to slab -on -grade preparation. Often, a vapor barrier is considered below concrete slab areas. However, the usage of a vapor barrier could result in curling of the concrete slab at joints. Floor covers sensitive to moisture typically requires the usage of a vapor barrier. A materials or structural engineer should be consulted regarding the detailing of the vapor barrier below concrete slabs. Exterior slabs typically do not utilize vapor barriers. The American Concrete Institutes ACI 360R-06 Design of Slabs on Grade and ACI 302.1R-04 Guide for Concrete Floor and Slab Construction are recommended references for vapor barrier selection and floor slab detailing. Slabs on grade may be designed using a coefficient of subgrade reaction of 180 pounds per cubic inch (pci) assuming the slab -on -grade base course is underlain by structural fill placed and compacted as outlined in Section 8.1. A perimeter drainage system is recommended unless interior slab areas are elevated a minimum of 12 inches above adjacent exterior grades. If installed, a perimeter drainage system should consist of a 4 inch diameter perforated drain pipe surrounded by a minimum 6 inches of drain rock wrapped in a non -woven geosynthetic filter fabric to reduce migration of soil particles into the drainage system. The perimeter drainage system should discharge by gravity flow to a suitable stormwater system. Exterior grades surrounding buildings should be sloped at a minimum of one percent to facilitate surface water flow away from the building and preferably with a relatively impermeable surface cover immediately adjacent to the building. 7 PO Box 82243 Kenmore, WA98o28 oobaltgeo «gmail.com 206-33 t-t o97 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT GEC/SCIENCES 8.1.7 Groundwater Influence on Construction Groundwater was not encountered of any of the test pit excavations. However, we observed mottled soils in the upper 5 feet of all of the test pits. This indicates that groundwater may be encountered seasonally. We anticipate that sump excavations with small diameter pumps will adequately de -water perched groundwater from excavations in the upper 6 feet. 8.1.8 Utilities Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards, by a contractor experienced in such work. The contractor is responsible for the safety of open trenches. Traffic and vibration adjacent to trench walls should be reduced; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. In general, silty and sandy soils were encountered at shallow depths in the explorations at this site. These soils have variable cohesion and density and may have a tendency to cave or slough in excavations. Shoring or sloping back trench sidewalls is required within these soils in excavations greater than 4 feet deep. All utility trench backfill should consist of imported structural fill or suitable on site soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method Di557. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with the pipe manufacturer's recommendations. The contractor is responsible for removing all water -sensitive soils from the trenches regardless of the backfill location and compaction requirements. Depending on the depth and location of the proposed utilities, we anticipate the need to re -compact existing fill soils below the utility structures and pipes. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction procedures. 8.1.9 Pavement Recommendations The near surface subgrade soils generally consist of silty sand with gravel. These soils are rated as fair to good for pavement subgrade material (depending on silt content and moisture conditions). We estimate that the subgrade will have a California Bearing Ratio (CBR) value of 8 and a modulus of subgrade reaction value of k = i80 pci, provided the subgrade is prepared in general accordance with our recommendations. We recommend that, at a minimum, 18 inches of the existing subgrade material he moisture conditioned (as necessary) and re -compacted to prepare for the construction of pavement sections. Deeper levels of recompaction or overexcavation and replacement may he necessary in areas where fill and/or loose soils are present. 8 PO Box 82243 Kenmore, WA 98028 cobaltgeo(ngmail.com 206-33i-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT GEOSCIENCES The subgrade should be compacted to at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557. In place density tests should be performed to verify proper moisture content and adequate compaction. However, if the subgrade soil consists of firm and unyielding native glacial soils a proof roll of the pavement subgrade soil may be performed in lieu of compaction tests. The recommended flexible and rigid pavement sections are based on design CBR and modulus of subgrade reaction (k) values that are achieved, only following proper subgrade preparation. It should be noted that subgrade soils that have relatively high silt contents will likely be highly sensitive to moisture conditions. The subgrade strength and performance characteristics of a silty subgrade material may be dramatically reduced if this material becomes wet. Based on our knowledge of the proposed project, we expect the traffic to range from light duty (passenger automobiles) to heavy duty (delivery trucks). The following tables show the recommended pavement sections for light duty and heavy duty use. ASPHALTIC CONCRETE (FLEXIBLE) PAVEMENT LIGHT DUTY Asphaltic Concrete Aggregate Base* Compacted Subgrade* ** 2.0 in. 6.0 in. 18.0 in. HEAVY DUTY Asphaltic Concrete Aggregate Base* Compacted Subgrade* ** 3.0 in. 6.o in. 18.0 in. PORTLAND CEMENT CONCRETE (RIGID) PAVEMENT Min. PCC Depth Aggregate Base* Compacted Subgrade* ** 6.o in. 6.o in. 18.0 in. * 95% compaction based on ASTM Test Method Di557 **A proof roll may be performed in lieu of in place density tests The asphaltic concrete depth in the flexible pavement tables should be a surface course type asphalt, such as Washington Department of Transportation (WSDOT) 1/2 inch HMA. The rigid pavement design is based on a Portland Cement Concrete (PCC) mix that has a 28 day compressive strength of 4,000 pounds per square inch (psi). The design is also based on a concrete flexural strength or modulus of rupture of 550 psi. 9 PO Box 82243 Kenmore, WA 98028 cobaltgeo?gmail.com 206-331- m.097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 9.o Construction Field Reviews COBALT GEOSCIENCES Cobalt Geosciences should be retained to provide part time field review during construction in order to verify that the soil conditions encountered are consistent with our design assumptions and that the intent of our recommendations is being met. This will require field and engineering review to: • Monitor and test structural fill placement and soil compaction • Observe bearing capacity at foundation locations • Observe slab -on -grade preparation • Monitor proofrolls of pavement areas • Observe excavation stability Geotechnical design services should also be anticipated during the subsequent final design phase to support the structural design and address specific issues arising during this phase. Field and engineering review services will also be required during the construction phase in order to provide a Final Letter for the project. io.o Closure This report was prepared for the exclusive use of Sunny Kohli and his appointed consultants. Any use of this report or the material contained herein by third parties, or for other than the intended purpose, should first be approved in writing by Cobalt Geosciences, LLC. The recommendations contained in this report are based on assumed continuity of soils with those of our test holes, and assumed structural loads. Cobalt Geosciences should be provided with final architectural and civil drawings when they become available in order that we may review our design recommendations and advise of any revisions, if necessary. Use of this report is subject to the Statement of General Conditions provided in Appendix A. It is the responsibility of Sunny Kohli who is identified as "the Client" within the Statement of General Conditions, and its agents to review the conditions and to notify Cobalt Geosciences should any of these not be satisfied. 10 PO Box 82243 Kenmore, WA 98028 cobaltgeo(a>gmail. com 206-331-W097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 Respectfully submitted, Cobalt Geosciences, LLC Original signed by: ' 2513 ?.,, k . tA. Hahn; rrr an Exp. 6/26/18 Phil Haberman, PE, LG, LEG Principal PH/sc PO Box 82243 Kenmore, WA 98028 cobaltgcoq.,gmail. com 206-331-1097 COBALT GEOSCIENCES 11 APPENDIX A Statement of General Conditions Statement of General Conditions USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agent and may not be used by any third party without the express written consent of Cobalt Geosciences and the Client. Any use which a third party makes of this report is the responsibility of such third party. BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are in accordance with Cobalt Geosciences present understanding of the site specific project as described by the Client. The applicability of these is restricted to the site conditions encountered at the time of the investigation or study. If the proposed site specific project differs or is modified from what is described in this report or if the site conditions are altered, this report is no longer valid unless Cobalt Geosciences is requested by the Client to review and revise the report to reflect the differing or modified project specifics and/or the altered site conditions. STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in accordance with the normally accepted standard of care in the state of execution for the specific professional service provided to the Client. No other warranty is made. INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and statements regarding their condition, made in this report are based on site conditions encountered by Cobalt Geosciences at the time of the work and at the specific testing and/or sampling locations. Classifications and statements of condition have been made in accordance with normally accepted practices which are judgmental in nature; no specific description should be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in situ conditions can only be made to some limited extent beyond the sampling or test points. The extent depends on variability of the soil, rock and groundwater conditions as influenced by geological processes, construction activity, and site use. VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be encountered that are different from those described in this report or encountered at the test locations, Cobalt Geosciences must he notified immediately to assess if the varying or unexpected conditions are substantial and if reassessments of the report conclusions or recommendations are required. Cobalt Geosciences will not be responsible to any party for damages incurred as a result of failing to notify Cobalt Geosciences that differing site or sub -surface conditions are present upon becoming aware of such conditions. PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications should be reviewed by Cobalt Geosciences, sufficiently ahead of initiating the next project stage (property acquisition, tender, construction, etc), to confirm that this report completely addresses the elaborated project specifics and that the contents of this report have been properly interpreted. Specialty quality assurance services (field observations and testing) during construction are a necessary part of the evaluation of sub -subsurface conditions and site preparation works. Site work relating to the recommendations included in this report should only be carried out in the presence of a qualified geotechnical engineer; Cobalt Geosciences cannot be responsible for site wort: carried out without being present. APPENDIX B Figures: Vicinity Map, Site Plan 10.2 PO Box 82243 Kenmore, WA 98028 cobaltgeo azma i1. com 206-33i-2097 0 r z 0 0 u, • V 0 47°27.000' 122`18.000W WASHINGTON S 1'22ndst '.1. I S1,4hSt SEA E'TA pMA J;1ap,,created rr%r T�i°lNi(rg 122' 18.000' W 122' 17.000' W NATIONAL GEOGRAPHIC - t' siaenr4r 122' 17.000' W 122` 16.000' W - �� �S�Foun;an Sr '�7rLeo'Si: �i • ,S7Avon=5t WGS8-i 1 _2' 15.000' \^•' Sth C ,, •; � tt1t. 1 • 8th Si lie OT \. \ .: !, ' �'�45•120th'SS�'`on '_ {; v . ill t s I T h c _ Ta- Ili _ l `�\ e arm .` P��--.-, rely u isel /;t • �8tb St ; �,. r =_ u kwila.R.Fpy'y,.r° 41 jI,' _leuih't\1` . "i _ 1.2nd•ct". it `k• . ,.C, .� 16/th .:gat :ri�� U. I. _ . 7lih t e coT 1� Vat ■ `> Sind/S t10 .311111117s 175th St I• �.q. \.I i7in Sf .'r s 1 Ndtak al Geogra hit=; c•�07 161E4\43 2t107 n v g7,7 p• "!✓` . s_ y. s 1 srw0n, :r_ �JAi���r�l. 1.22c16.000' W 5 5.44E5 903 EEE) r1.05,FTERS 1...41T/LS R\Yt SOutncor Si13ti SvGL _I ^-1Strander 81vdS'11[ JWs; •f�• sr krivev7a.f-' .41 It unlann l9 .. i WGS84 122'15.000' W �T TN1 !Mr' l�\\ /<,1B •47 ° 30. 000 '4 0 J O f\ COBALT -GEOSCIENCES Proposed 3-Lot Subdivision Parcel No. 0040000501 Tukwila, Washington SITE PLAN FIGURE i Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 (206) 331-1097 w't�nv. coba] t Qeo. com cobalt seo(u gmail.com w' fr,cI_ — i2ir _h — 144th STREET f TP-i Approximate Test Pit Location N87"46'50' AOC THREE aEw l t. 5, rgi `.fire w v r C 47.12' '.1AIL COXES FOR LOTS I.2a3 THREE NEW PAR 1.,.ETEFs FOR LOTS 1.2BZ:. LOT A TUK SP #L99-0075 REC #20011217900003 TL#004000-0500 EX GARAGE L1 EX HOUSE L3 o II 13,973 Sq it. .._..i II 0.32 acres II -- J to TI-2 N r-) r O O c LOT 1 I I -- 3 8773'oS' E-12.28' LOT 2 /.5/b sc it 0.17 oc,es r t26. G O cO 1 LOT3 7.575 Sn.ft. 17 acr=s 1 TP-4 fv J I. 412 PRI'. '--STREET S87'53'03" E 126.27 TL#004000-0496 R 1 RE N A COBALT -GEOSCI'ENCES-- Proposed 3-Lot Subdivision Parcel No. 0040000501 Tukwila, Washington SITE PLAN FIGURE 2 Cobalt Geosciences, 1.LC P.O. Box 82243 Kenmore, WA 98028 (206) 331-1097 www.coba1tzeo.com cobaltaeonemail.com APPENDIX C Test Pit Logs USCS Test Pit TP- Graphic 1.5' •5' SM SM Fill Weathered Glacial Till SM t Glacial Till USCS 1. ' SM Test Pit TP-2 Fill SM SM USCS 5' SM Weathered Glacial Till Glacial Till Test Pit TP-3 Fill Graphic SM Weathered Glacial Till �.r .�r SM USCS SM SM Glacial Till Test Pit TP-4 Fill Weathered Glacial Till SM \ Glacial Till 0-1.5' Silty -Sand with Gravel (SM) Loose, silty -fine to medium grained sand with gravel and local roots, dark yellowish brown to grayish brown, moist. (Fill) 1.5-4.5' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 4.5-6' Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 6' No Groundwater No Caving 0-1.5' Silty -Sand with Gravel (SM) Loose, silty -fine to medium grained sand, dark yellowish brown to grayish brown, moist. (Fill) 1.5-4' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 4-6' Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 6' No Groundwater No Caving 0-2.5' Silty -Sand with Gravel (SM) Loose, silty -fine to medium grained sand trace wood, dark yellowish brown to grayish brown, moist. (Fill) 2.5-6' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with grave), mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 6-8' Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 8' No Groundwater No Caving 0-2' Silty -Sand with Gravel (SM) Loose, silty -fine to medium grained sand with roots, dark yellowish brown to grayish brown, moist. (Fill) 2-5' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 5-7 Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 7 No Groundwater No Caving COBALT GE_O S..C-L.E.N.0 E_S___. Proposed 3-Lot Subdivision Parc: l No. 0040000501 Tul wila, Washington TEST PIT LOGS Cobalt Geosciences, LLC; P.O. Box 82243 Kenmore, WA 98028 (206) 331-1097 www.cob altge0.conl coba 1 t geo (n` sml a i1. com VIII. EROSION/SEDIMENTATION CONTROL DESIGN All temporary erosion and sediment control requirements designed in accordance with Core Requirement #5 of the 2016 KCSWDM, section 1.2.5, Erosion and Sediment Control' These standards prevent or reduce pollution of stormwater runoff cause by construction activities. Temporary Erosion and Sediment Control Plan is designed to minimize the amount of sediment laded runoff that leaves the project site, protecting downstream properties from construction and grading activities. ESC Plan Analysis and Design (Part A) The following narrative describing proposed TESC measures: Clearing Limits: Clearing limits are shown clearly on TESC plans with details sufficient to install and maintain during construction. Cover Protection: The type and location of temporary cover measures to be used onsite is shown on the TESC plans. Compost filter socks may also be used where a silt fence could cause more disturbance that would be mitigated. Perimeter Protection: Silt fencing location and details for installation are shown on the TESC plans. Traffic Area Stabilization: A single construction entrance is shown on the TESC plans. The contractor may adjust this road location as necessary during construction upon approval of the City inspector. Dust control measures per D.2.8 of 05 KCSWDM shall also be utilized as indicated on plans. IX. BOND QUANTITIES WORKSHEET, FACILITY SUMMARIES, & DECLARATION OF COVENANT Bond Quantity Worksheet — N/A — N o offsite improvements Facility Summaries - Not Required Declaration of Covenant — Not Required X. MAINTENANCE AND OPERATION MANUAL Not required. SHORT PLAT NUMBER L17-xxxx CITY OF TUKWILA, WASHINGTON TUKWILA SHORT SUBDIVISION COMMUNITY APPROVAL REVIEWED AND APPROVED BY THE SHORT SUBDIVISION COMMITTEE AND HERE BY CERTIFIED FOR F1UNG Examined and approved this day of Chalr Short Subdlvtron Commitee 20 COUNTY ASSOSSOR'S APPROVAL. Examined and approved thra _ day of 20 Assessor Deputy Assessor Account Number 004000-0501 RECORDING NO. VOL./PAGE SCALE: 30 0 a b GO Ilo 1. Inch - 3o ft. DECLARATION Know all men bythese present that we. the undersigned, owner(s) in fee simple of the land herein describeddohereby make a short subdivision thereof pursuont to RCW 58.17.060 and ocknowledge that said subdivision shall not be further divided in ony manner within o period of five years, from date of record, without the filing of a final plot. The undersigned further declare this short plot to be the graphic representation of said short subdivision and the same is made with the free consent and in accordance with the desire of the owner(s). In witness whereof we have set our honds and seols. Nome: Chand Tarlok _ Nome Suman Koli Name: Name: ACKNOWLEDGMENTS STATE OF WASHINGTON County of King on this doy personally appeared before me to me known to be the individual who executed the within and foregoing instrument and acknowledged that he/she signed the some as his/her voluntary oct and deed for the uses and purposes therein mentioned. GIVEN under my hand and official seal this_______doy of , 20___ STATE OF WASHINGTON County of King On this day personally appeared before me to me known to be the individual who executed the within and foregoing instrument and acknowledged thot he/she signed the some as his/her voluntary act and deed, for the uses and purposes -therein mentioned. GIVEN under my hand and official seal this_ doy of , 20__ Signature: Name as commissioned: _ Title: My appointment expires: Signoture: Nome as commissioned: Title: My appointment expires: LAND SURVEYOR'S CERTIFICATE registered as a land surveyor by the State or Washington, certify that this plot is bosed on an actual survey of the land described herein, conducted by me or under my supervision; thot the distances, courses and angles ore shown hereon correctly, and that monuments other than those monuments opproved for setting at a later dote. hove been set and lot corners stoked on the ground as depicted on the plat. Signature: Dote: Dan Toumo, P.L.S. Cert. No. 38922 RECORDING CERTIFICATE Filed for record at the request of the City of Tukwila this day of , 20 , at minutes past M, and recorded in Volume of Surveys, on page , records of King County, Washington. King County Manager Supt. of Records and Elections PORTION OF NE 1/4 OF THE NE 1/4, SEC 22, TWN 23 N., RG 4 E, W.M. S 144th STREET S 146th STREET S 148th STREET m 0, VICINITY MAP 51st AVE S 5 SURVEY NOTES INSTRUMENT: SPECTRA FOCUS 35 TOTAL STATION METHOD USED: FIELD TRAVERSE WITH ACTUAL FIELD MEASUREMENTS AND ANGLES WAC 332-130-090 DATE OF SURVEY: OCTOBER 2017 BASIS OF BEARING: S 144th STREET (N87'49'17"W) BENCHMARK: TOP OF CONCRETE MON IN CASE AT THE INTERSECTION OF S 144th ST AND 46th AVE S ELEVATION = 287.90" (NAVD88) REFERENCE SURVEYS; TUKIMLA SP #L16-0030 REC# 20170321900006 TUKWLA SPR L99-0075 REC# 20011217900008 EXISTING LEGAL DESCRIPTION (TAX PARCEL #004000-0501) 'LOT—B; CITY'OF'RJKW,CA'SHORT PLAT NUMBER-LW-0075, RECORDED-DECEMBER-17"2001 UNDER -KING-COUNTY RECORDING NUMBER 20011217900008, RECORDS OF KING COUNTY, WASHINGTON. SUBJECT TO ALL MATERS OF PUBLIC RECORDS NEW LOT 1 LEGAL DESCRIPTION A PORTION OF LOT B, CITY OF TIJKWILA SHORT PLAT NUMBER L 99-0075, RECORDED DECEMBER 17, 2001, UNDER KING COUNTY RECORDING NUMBER 20011217900008, RECORDS OF KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS; BEGINNING AT THE NORTHWEST CORNER OF SAID SHORT PLAT BEING THE TRUE POINT OF BEGINNING. THENCE SOUTH 01'12'55" WEST A DISTANCE OF 177.65 FEET; THENCE NORTH 87'53'03" WEST A DISTANCE OF 126.28 FEET; THENCE NORTH 01'12'37" EAST A DISTANCE OF 60.00 FEET; THENCE SOUTH 86'04'20" EAST A DISTANCE OF 37.11 FEET; THENCE NORTH 04'11'25" EAST A DISTANCE OF 8.79 FEET; THENCE SOUTH 87'46'35" EAST A DISTANCE OF 38.34 FEET; THENCE NORTH 01'53'26" EAST A DISTANCE OF' 110.19 FEET; THENCE SOUTH 87'46'50" EAST A DISTANCE OF 49.12 FEET TO THE TRUE POINT OF BEGINNING. NEW LOT 2 LEGAL DESCRIPTION A PORTION OF LOT B, CITY OF TUKWILA SHORT PLAT NUMBER L 99-0075, RECORDED DECEMBER 17, 2001, UNDER KING COUNTY RECORDING NUMBER 20011217900008. RECORDS OF KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS; COMMENCING AT THE NORTHWEST CORNER OF SAID SHORT PLAT; THENCE SOUTH 01'12'55" WEST A DISTANCE OF 177.65 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 01'12'55" WEST A DISTANCE OF 60.00 FEET; THENCE NORTH 87'53'03" WEST A DISTANCE OF 126.28 FEET; THENCE NORTH 01'12'37" EAST A DISTANCE OF 60.00 FEET; THENCE SOUTH 87'53'06" EAST A DISTANCE OF 128.28 FEET TO THE TRUE POINT OF' BEGINNING NEW LOT 3 LEGAL DESCRIPTION A PORTION OF LOT B, CITY OF TUKWILA SHORT PLAT NUMBER L 99-0075, RECORDED DECEMBER 17, 2001, UNDER KING COUNTY RECORDING NUMBER 20011217900008, RECORDS OF KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS; COMMENCING AT THE NORTHWEST CORNER OF SAID SHORT PLAT; THENCE SOUTH 01'12'55" WEST A DISTANCE OF 237.65 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 01'12'55" WEST A DISTANCE OF 62.34 FEET; THENCE NORTH 87'53'03" WEST A DISTANCE OF 126.27 FEET; THENCE NORTH 01'12'37" EAST A DISTANCE OF 62.34 FEET; THENCE SOUTH 87'53'06" EAST A DISTANCE OF 128.28 FEET TO THE TRUE POINT OF BEGINNING �/8'�oo9y RECEIVED SEP 28 2018 Community Development 11ETOUMA ENGINEERS AND LAND SURVEYORS. PLLC 255 SW 41st STREET RENTON, WASHINGTON 98057 425-251-0665 OFFICE 425-251-0625 FAX CHAND SHORT SUBDIVISION 4651 S 144TH STREET DWN. BY DAN T DATE OCTOBER 2017 JOB NO. JOB NO. CHKD. BY MHT SCALE 1"=30' SHEET 1 OF 2 SHORT PLAT NUMBER L17-xxxx CITY OF TUKWILA, WASHINGTON TUKWILA SHORT SUBDIVISION COMMUNITY APPROVAL Examined and approved this -_ day of Choir Short Subdidson Commitee 20 COUNTY ASSOSSOR'S APPROVAL Examined and approved this ^ day of _ —_. 20 Assessor Deputy Assessor Account Number 004000-0501 RECORDING NO. VOL./PAGE SCALE: 30 U l0 e0 1 inch = 30 ft. PORTION OF NE 1/4 OF THE NE 1/4, SEC 22, TWN 23 N., RG 4 E, W.M. tE10 DEDICATION PER KWILA SP#L99-0075 C #20011217900008 N S 144th STREET S8T49'1TE N87'4.',,0"-W 10-FT SS STUB \ EASEMENT FOR \ \ THE BENEFIT OF \ LOTS 1. 2 & 3 \ LOT A TUK SP ,5L99 • 0075 REC #20011217900001; Ti-#0rldo00- 0500 L3 \ c0 N ;n L1 -I— N0 — I LOT 1 • I 13,708. s.f. 0.31 acres r Ly L INrg 48'_(M1. 49.12' o frT 3200'' I�I I 141 32.0' p7 � 53 T 1_.�, LOT 3 —1, 1; 7,870. s.f. I`O 0.18 acres L S87'53'03"E 126.27 TL 0004c0u - 0496 r L FOUND REBAR & CAP LS#41227 (10/17) Lr i I TUK SP #L16-0030 REC 112.17032190000E rl 1!01000- 0502 EBAR & CAP 7 (10/17) #1.15 -00:30 RE..0 1120.70321906005 TL#Of 4000-0503 3 ru✓• SP °1F--0030 #2017'i3215000S6 TL1004L'�JO-0504 FOUND R::AR & CAP LS#41227 10/17) LOi 4 IOK SF /11.16- Rf.0 1J201 103219CC: 06 rt k004000- 0505 FOUND REBAR & CAP LS#41227 (10/17) 110004000 0496 L_ L� l SURVEY NOTES INSTRUMENT: SPECTRA FOCUS 35 TOTAL STATION METHOD USED: FIELD TRAVERSE WITH ACTUAL FIELD MEASUREMENTS AND ANGLES WAC 332-130-090 DATE OF SURVEY: OCTOBER 2017 BASIS OF BEARING: S 144th STREET (N87'49'17"W) BENCHMARK: REFERANCE SURVEYS; TUKWILA SP UL16-0030 REC, 20170321900006 TUKWILA SP# L99-0075 REC# 20011217900008 LEGEND A ANGLE POINT O SURFACE MONUMENT ▪ PROPOSED MON IN CASE + EX PK NAIL E13 EX MON IN CASE o EX REBAR / PIPE AS NOTED • SET 1 /2" REBAR & CAP #9470 L SECTION CORNER L O z0 QUARTER CORNER TOUMA ENGINEERS AND LAND SURVEYORS, PLLC 255 SW 41st STREET RENTON, WASHINGTON 98057 425-251-0665 OFFICE 425-251-0625 FAX RECEIVED SEP282018 Community Development CHAND SHORT SUBDIVISION 4651 S 144TH STREET OWN BY I DATE DAN T SEPT. 2018 CHKD. BY UHT SCALE 1"=30' JOB NO. 103901 SHEET 2 OF 2 RElt¢OMS 0050Re"TK.w.DA,r BY GENERAL NOTES 1. Locations shown for existing utilities are approximate. 2. At least 48 hours before starting project site work, notify the Utilities Inspector at 206-433-0179. 3. Request a Public Works utility inspection at least 24-hours in advance by calling 206-433-0179. 4. The Contractor assumes sole responsibility for worker safety, and damage to structures and improvements resulting from construction operations. 5. The Contractor shall hove the permit(s) and conditions, the approved plans, and a current copy of City of Tukwila Development Guidelines and Design and Construction Standards available of the job site. 6. All work shall conform to these approved drawings. Any changes from the approved plans require pre -approval from the owner, the engineer, and the City of Tukwila. 7. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Stondards, unless otherwise approved by the Public Works Director. 8. Contractor shall maintain a current set of record drawings on -site. 9. Contractor shall provide record drawings prior to project final approval. 10. Provide traffic control and street maintenance plan for Public Works approval before implementation. 11. All surveying for public facilities shall be done under the direction of a Washington licensed lond surveyor. Vertical dotum shall be NAVD 1988. Horizontal datum shall be Washington State (grid) Coordinates, North Zone, using NAD 83/91 survey control and tied to any two City ofTukwilo Horizontal Control Monuments. For projects within o flood control zone, the Permittee shall provide conversion colculotions to NGVD 1929. 12. Replace or relocate all signs damaged or re 'ved due to construction. 13. Retain, replace or restore existing vegetation in rights-of-woy, easements, and Access Tracts. CONSTRUCTION NOTES 1. All work performed shall be per approved plans and specifications only. The Permittee is required to maintain o set of opproved plans, specifications, and associated permits on the job site. Work shall be performed in accordance with all federal, state, and local lows. Permittee shall apply for a Revision for any work not according to the approved plans. 2. Permittee/Contractor shall arrange a preconstruction conference with the City's Inspector(s) prior to beginning any work. 3. Work in Roadways o. All work in roadways shall meet TMC 11 and the following: b. Prior to any activity in City right-of-way, the Permit tee shall provide the City a traffic control plan for review and approval. The traffic control pion sholl include the location, address and description of traffic flow during the work and shall meet MUTCD requirements. c. All work requiring lane closures must be by permit only. From the third Thursday in November to the following January 2nd, the Director does not allow lane closures in the Tukwila Urban Center. d. Fire, pedestrian, and vehicular access to buildings shall be maintained at all times, except when Permittee has permission from the building owner and the Director to close on occess. e. All roadways shall be kept free of dirt and debris using street sweepers. Use of water trucks for cleaning roodwoys requires preopproval from the Director. f. Install steel plotes over any trench, at ony time work is stopped and the trench is left open. GRADING AND EROSION CONTROL NOTES GRADING AND EROSION CONTROL NOTES 1. The erosion prevention and sediment control (ESC) measures on the approved plans ore minimum requirements. 2. Before beginning any construction activities, establish the clearing limits, install construction entrance, and install erosion prevention and sediment control measures. 3. Before any ground disturbance occurs, all downstream erosion prevention and sediment control measures (ESC) must be constructed and in operation. Install and maintain all ESC measures according to The ESC pion. 4. ESC measures, including all perimeter controls, shall remain in place until final site construction is completed and permanent stabilization is estoblished. 5. From May 1 through September 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for seven days or more. 6. From October 1 through April 30, provide temporary and permonent cover meosures to protect disturbed areas that will remain unworked for two days or more. In oddition to cover meosures, the Contractor shall: a. Protect stockpiles and steep cut and fill slopes if unworked for more than 12 hours. b. Stockpile, on site, enough cover materials to cover all disturbed areas. c. By October 8, seed all areas that will remain unworked during the wet season (October 1 through April 30). Mulch all seeded areas. 7. Failure to maintain ESC measures in accordance with the approved maintenance schedule may result in the work being performed at the direction of the Director and assessed as o lien ogoinst the property where such facilities ore located. 8. During the life of the project, the Permittee shall maintain in good condition and promptly repair, restore, or replace all grade surfaces; walls, droins, doms, structures, vegetation, erosion and sediment control meosures, and other protective devices in accordance with approved plans. 9. The Permittee sholl monitor the downstream drainage features, and shall, with the Director's approval, remove all sediment deposition resulting from project-reloted work. 10. All work performed shall be per approved plans and specifications only. The Permittee is required to maintain a set of approved plans and specifications and associated permits on the job site. Work sholl be performed in accordance with all federal, state, and local lows. 11. As the first order of business, the Permittee sholl install erosion prevention and sediment control measures per the ESC and shall install thedownstreom temporary ESC measures before ony site disturbance occurs. Before the temporary meosures ore removed, install and establish the upstreom permanent ESC meosures. 12. The Permittee shall at oll times protect sensitive areas, their buffers, and adjacent private properties and public rights -of -way or easements from damage during groding operations. The Permittee shall restore, to the standards in effect at the time of the issuance of the permit sensitive areas, their buffers, and public and privote properties and improvements damaged by the Permittee's operotions. 13. Permittee shall arrange for and comply with the following: a. Notify the Public Works Department within 48 hours following installation of Ese measures. b. Obtain permission in writing from the Public Works Department prior to modifying the ESe pion. c. Maintain all rood drainage systems, storm water drainage systems, control measures and other facilities os identified in the ESCplan. d. Repoir any siltation or erosion damages to adjoining properties and drainage facilities. e. Inspect according to the opproved Ese inspection schedule and make needed repoirs immediotely. 1, _ 5 1441H SITE ST S 146TJ ST NLI ul it 99 i Xi e si5on+ ST 0 3 /518 6160TH ST VICINITY MAP UTILITY NOTES 1. All trench excovotion operations shall meet or exceed all applicable shoring lows for trenches over 4-feet deep. All trench safety systems sholl meet WISHA requirements. 2. Power, cable, fiber optics, and telephone lines shall be in a trench with o 5' minimum horizontal separation from other underground utilities.l,,.r, 3. Adjust all manhole +catch basins, and valves in public rights- of-woy easements after osphalt paving. 4. All proposed mes''are to be serviced by sprinkler systems. STORM DRAI AGE NOTES .o. 1. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, and the adopted King County Surface Water Design Manual, unless otherwise approved. 2. Mork all storm drain inlets with "Dump No Waste" and either "Drains to Streams", "Drains to Wetlands", or "Droins to Groundwoter", as opplicoble. 3. Driveway culverts shall be of sufficient length to provide o minimum 3:1 slope from the edge of the drivewoy to the bottom of the ditch. Culverts shall have beveled end sections that match the side slope. LEGAL DESCRIPTION LOT B, CITY OF TUKWILA SHORT PLAT NO. L99-0075, RECORDED DECEMBER 17, 2001, UNDER RECORDING NO. 20011217900008, RECORD ,OF KING COUNTY, WASHINGTON. SHEET TITLE . C1 COVER SHEET'& GENERAL DETAILS AND NOTES C2 TEMPORARY EROSION SEDIMENTATION CONTROL PLAN C3 STORM, GRADING AND UTILITES PLAN 4651 S. 144TH STREEET Z Q TEMP EROSION CONSTROL WASHING i0N .a9 Na I03901 OCSI Nm MT DRAM' UT COMP. OT OQCRED MT DATC APRI_ 2018 DIG MD 10390I OESC'AIPTIOV/DA TE ar FILTER FABRIC NOTES A. 7H£ FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF NE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY. FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WI7N A MIN. 6" OVERLAP, AND BOTH ENDS SECURELY FASTENED 70 THE POST. B. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6' APART AND DRIVEN SECURELY INTO THE GROUND (MIN. OF JO ). C. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8" WIOE AND 12" DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO 8E BURIED. WHEN STANDARD STRENGTH FILTER FABRIC IS USED. A IMRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY WIRE STAPLES AT LEAST 1' LONG, 77E W7R£5, OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MIN. OF 4" AND SHALL NOT EXTEND MORE THAN 36" ABOVE THE ORIGINAL GROUND SURFACE. E. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR AIRED TO THE FENCE, AND 20' OF THE FABRIC SHALL EXTEND INTO THE TRENCH. THE FILTER FABRIC SHALL NOT EXTEND MORE THAN 36" ABOVE THE ORIGINAL GROUND SURFACE. FIL TER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. F. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSER POST SPACING ARE USED. THE IIR£ MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR TIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTES APPLYING. G. THE FENCE SHALL BE BACKFILL£D 11/71V 3/4" MIN. DIAMETER WASHED GRAVEL. H. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. I. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. FILTER FABRIC MATERNAL b 2" BY 2' BY 14 GA IMRE FABRIC OR EQUAL. PROVIDE 3 4' - I-1/4' WASH><I'I. ;.; .��• BACKFILL IN TRENCH AND ON ON TNE sloes ALTER FABRIC 8' MNN. 2' BY 4' 14000 POST ALT STEEL FENCE POSTS L' WRAF! 100 X BIOUM OR EQUIV. FILTER FABRIC MATERIAL 60' MOE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH TO WIRE. 2 BY 2" BY /4 GA. WIRE FABRIC OR EOUIV 6' MAX. —2" BY 4' WOOD POST ALT. STEEL F5NC1E POSTS. FIL TER FABRIC FENCE DETAIL DETAILS LOCATED ON SHT. 3 O O EXIST CATCH BASIN FILTER FABRIC PTOTEC1ION NEW CATCH BASIN FILTER FABRIC PTOTECTION MULCH AREA AFTER CLEARING O O O P O O O O O GO�RO�O�O�O�O�O RIPRAP ROCK PROTECTION FIL TER FABRIC SILT FENCE CLEARING LIMIT INTERCEPTOR SWALE TEMPORARY ROCK CONSTRUCTION ENTRANCE MATERIAL WITH FINE IS NOT ACCEPTABLE 1, USE 4" TO 8' QUARRY ROC( OR CRUSHED R009 FOR SURFACING AS SHOWN. 2. THE 100-FT LENGTH SHALL BE LENGTHEN A5 NECESSARY TO INSURE MATERIAL IS NOT TRACKED INTO THE PUBUC RIGHT -OF -WAY, S ��JJ++ o` cs? PORTION OF THE NEW 1/4 OF THE NE W/4 OF SECTION 22, TWN 23 N, R 4 E., W.M. CITY OF TUKWLA EX SIM IOW 274.411 EW/ E3r 218.80 LOTA TUX SP 1L99-0075 N REC 120011217900008 N TL/004000-0500 gT$3'03"E 1126.27 1L-0496 o, FOUND REBAR & CAP LS/41227 (10/17) NEW PRIVATE TREET 9CN FR PROPOSED 6' SS SEANCE UNE (TYR) LOT 1 TUK SP 1.16-0030 REC /20170321900006 1L/004000-0502 FOUND REBAR & CAP LS/41227 (10/17) LOT 2 111K SP /1_16-0030 REC 120170321900005 IL/1004000-0503 LOT 3 TUK SP BL16-0030 REC /20170321900006 111004000-0504 FOUND REBAR & CAP LS/41227 (10/17) LOT 4 TUX SP 1.16-0030 REC /20170321900306 T11004000-0505 10' VEGETATED PATH RESIDENTIAL INFIL TRA710N TRENCH-3PLACES (SEE DETAIL) FOUND REBAR & CAP LS/41227 (10/17) T4004Nt0-0496 LENGTH DIRECTIONS LENGTH LI 5 86'04 20' E 37.11' L2 N 0411'25' E 8.79' L3 5 87'46.35' E 38.34' 30 SURVEY NOTES INSTRUMENT: SPECTRA FOCUS 35 TOTAL STATION METHOD USED: FIELD TRAVERSE WITH ACTUAL FIELD MEASUREMENTS AND ANGLES WAC 332-130-090 DATE OF SURVEY: OCTOBER 2017 BASIS OF BEARING: S 14410 STREET (N8T49'17'W) BENCHMARK: TOP OF CONCRETE NON IN CASE AT THE INTERSECTION Of S 1441N ST AND 4616 AVE S ELEVATION = 287 90' (NAVD88) REFERENCE SURVEYS. TUKWILA SP 1199-0075 RE CI 20011217900008 LEGEND C8 (TYPE 1) OO STMH (TYPE 11) OS SANITARY SEWER MN N WATER VALVE ® WATER METER/SERVICE d ARE HYDRANT a U11UTY POLE E— GUY WIRE ® SIGNAL CABINET • POWER JUNCTION BOX 5 UGHT POLE ID GAS VALVE © POWER VAULT Q POWER PEDESTAL ET TELEPHONE VAULT O TELEPHONE CABINET .6, SIGN 0 co • CONIFER TREE TO BE RETAINED DECIDUOUS TREE TO BE RETAINED CONIFER TREE TO BE REMOVED DECIDUOUS TREE 70 BE REMOVED MONITORING WELL MAIL BOX PK NAIL MON IN CASE/ EX REBAR / PIPE AS NOTED PROPOSED WATER METER PROPOSED SEWER MH 2U rr'7 J V7Os ct 20 Oki ZN LUQ 2 OJ WASHINGTON TEMP EROSION CONSTROL PLAN JOB N.0 70E901 LYSCNEO MT DRAAN MT OAP. 0T L1*TSNEO MT OAIE APR7. 2018 04G N40 14E9101 C2 Or 3 s4r . s RE WSIpNS NO DESCRIPTION/DATE BY FILTER FABRIC NOTES A. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. MIEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MIN. 6' OVERLAP. AND BOTH ENDS SECURELY FASTENED TO THE POST. B. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6' APART AND DRIVEN SECURELY INTO THE GROUND (MIN. OF 30 ). C. A TRENCH SHALL BE EXCAVATED. ROUGHLY 8' WOE AND 12" DEEP, UPSLOPE AND ADJACENT TO THE W17OD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. D. WHEN STANDARD STRENGTH F7LTER FABRIC 15 USED, A N7RE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY WIRE STAPLES AT LEAST I' LONG. TIE WARES, OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MIN. OF 4' AND SHALL NOT EXTEND MORE THAN 36' ABOVE THE ORIGINAL GROUND SURFACE. E. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TD THE FENCE, AND 20' OF THE FABRIC SHALL EXTEND INTO THE TRENCH. THE FILTER FABRIC SHALL NOT EXTEND MORE THAN 36' ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. F. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSER POST SPACJNG ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE P0575 WITH ALL OTHER PROVISIONS OF STANDARD NOTES APPLYING. G. THE FENCE SHALL BE BACKFILLED WITH 3/4" MIN. DIAMETER WASHED CRA VEL. FI. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE. BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 1. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. F FILTER FABRIC MATERIAL 2' BY 2' BY 14 GA. W1RE- FABRIC OR EQUAL. PROWDE 3/4' - I-1/4' WASH BACKFILL IN TRENCH AND ON BOTH SIDES OF FIL IER FABRIC ON THE SURFACE 2' BY 4' WOW POST ALT. STEEL FENCE POSTS MIRAFI 100 X BIDUM OR EQUIV. FILTER FABRIC MATERIAL 60' WOE ROLLS USE STAPLES OR IMRE RINGS TO ATTACH TO MERE -- 2 BY 2' BY 14 CA. WIRE FABRIC OR EOU1V. 6' MAX. -2" BY 4' WOOD POST ALT. STEEL FENCE POSTS FIL TER FABRIC FENCE DETAIL DETAILS LOCATED ON SHT 3 CI 0 EXIST. CATCH BASIN FILTER FABRIC PTOTECTION NEW CATCH BASIN FILTER FABRIC PTOTECTION MULCH AREA AFTER CLEARING X SF " RIPRAP ROCK PROTECTION FILTER FABRIC SILT FENCE CLEARING LIMIT INTERCEPTOR SWALE TEMPORARY ROCK CONSTRUCTION ENTRANCE MATERIAL WITH FINE IS NOT ACCEPTABLE I, USE 4' TO 8' QUARRY ROCK 0R CRUSHED ROCK FOR SURFACING AS SHOWN. 2. 1HE 100-FT LENGTH SHALL BE LENGTHEN AS NECESSARY TO INSURE MATERIAL IS NOT TRACKED INTO THE PUBLIC RIGHT -OF -WAY. PORTION OF THE NEW 1/4 OF THE NE W/4 ,OF SECTION 22. TWN 23 N, R 4 E., W.M. CITY OF TUKWILA QA 0+05 CNN RN 276.4■ ■1Y a MAO S 144th STREET O�h LOT A ILK SP 0.99-0075 REC 20011217900008 R0004000-0500 03 E 126.27 n_0496 FOUND REBAR & CAP LS/11227 (10/17) NEW PRIVATE MITT 9(]1 'FR PROPOSED 6' SS SERMCE UNE (1YP) LOT 1 TUK SP 0_16-0030 REC #20170321900006 TL/004000-0502 FOUND REBAR & CAP LSy41227 (10/17) LOT 2 TIM SP /L16-0030 REC #20170321900006 7Lj04000-0503 LOT 3 TUK SP 0_16-0030 REC #20170321900006 TL0004000-0504 FOUND REBAR & CAP LS/41227 (10/17) LOT TUK SP /L16-0030 REC #20170321900006 TLp04000-0505 10' VEGETATED PATH RESIDENTIAL MFILTRATION TRENCH-3PLACES (SEE DETAIL) FOUND REBAR & CAP L5/41227 (10/17) TL",,,)uy1O-0496 LENGTH DIRECTIONS LENGTH U S 8604'20- E 37.11' L2 N 0411'25' E 8.79' 13 S 87'46'35' E 38.34' SURVEY NOTES INSTRUMENT- SPECTRA FOCUS 35 TOTAL STATION METHOD USED: FIELD TRAVERSE WAIN ACTUAL FIELD MEASUREMENTS AND ANGLES WAC 332-130-090 DATE Cr SURVEY: OCTOBER 2017 BASIS Of BEARING. S 144th STREET (N87Y917'1.1) BENCHMARK: TOP OF CONCRETE MON IN CASE AT THE INTERSECDON Of S 144th ST AND 46th AVF S ELEVATION = 28790' (NAVD88) REFERENCE SURVEYS; TUKTILA SP 0.99-0075 REC/ 20011217900008 LEGEND ® CB (TYPE 1) OO snit.' (TYPE 11) OS SANITARY SEWER MH W WATER VALVE 81 WATER METER/SERVICE 0. FIRE HYDRANT o U11UTY POLE E ' GUY WIRE SIGNAL CABINET POWER JUNCTION BOX )i UGHT POLE al GAS VALVE © POWER VAULT Q POWER PEDESTAL 0T TELEPHCNE VAULT TELEPHONE CABINET -0. SIGN 0 CONIFER TREE TO BE RETAINED DECIDUOUS TREE TO 8E RETAINED CONIFER TREE TO BE REMOVED DECIDUOUS TREE 10 BE REMOVED • MONITORING WELL MAIL 80X ▪ PK NAIL ® 1.40N IN CASE/ o EX REBAR / PIPE AS NOTED PROPOSED WATER METER PROPOSED SEWER MH 4651 S. 144TH STREEET TEMP EROSION CONSTROL PLAN WASHINGTON JOB Na 103901 OL90NLD MT PRAWN MT COMP. OT O12DWm MT PATE APRI, 2018 D■C NO. 103001 /' 7 K 7 Dorm City of Tukwila Department of Community Development FILE NUMBER PL18-0080 L18-0094 SHORT PLAT Land Use Routing form for Revisions TO: ❑ Building X Fire Dept. ❑ Police Dept I—Parks/Rec. X Public Works: (JOANNA SPENCER) Project: -tiE13512M SHORT PLAT Address: 4651 S 14411(ST Date transmitted: 9/5/2019 Response requested by: 9/19/2019 Planner: JAIMIE REAVIS Date response received: COMMENTS d ii4-101S4fior vecLudem 6A. cAi E-rYf p-l. re /,Q.4.-) ❑ DRC review requested ❑ Plan submittal requested ❑ Plan approved Plan check date: Comments prepared by: RECEIVED SEP 0 5 2019 City of Tukwila uICwILA Department of Community Develop"OLIO WORKS Land Use Routing form for Revisions TO: ❑ Building X Fire Dept. ❑ Police Dept ❑Parks/Rec. X Public Works: (JOANNA SPENCER) p �L O ft,coo G�f 6 L 97dv7 S' FILE NUMBER PL18-0080 L18-0094 SHORT PLAT Project: CHUAN SHORT PLAT Address: 4651 S 144TH ST Date transmitted: 9/5/2019 Response requested by: 9/19/2019 Planner: JAIMIE REAVIS Date response received: COMMENTS Co o" Sep Ivik,lt ❑ DRC review requested Plan check date: ❑ Plan submittal requested ❑ Plan approved Comments prepared by: J 03,00a, '(Y\p C+vti I {7(Avs Vo I S>)A ti- 4 Get. Lk 1 Date: City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 15 k Plan Check/Permit Number: l� '" boq 1 j ❑ Response to Incomplete Letter # Response to Correction Letter # f ❑ Revision # before Permit is Issued ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: Contact Person: Summary of Revision: or,cit1v4( �U Phone Number: ••,..0l€ ' 36( 35(o. 1 c,ran se Le r- " Se • 11 1, RECEIVED SEP 03 NB Community Development Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: .61i1'1 Entered in TRAKiT on 9A//9 C \Users\Kandace-MAppUata\Local\Microsofl\Windows\INetCache\Content.Outlook\QD5 I SYWC\Revision Submittal Form doc Revised: August 2019 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director January 31, 2019 Mr. Dan Touma 255 SW 41st St Renton, WA 98057 RE: Correction Letter for Tukwila Short Plat, file # L18-0094 (Parcel # 004000-0501) Dear Mr. Touma, RECEIVED SEP 0 3 2619 Community Development The City of Tukwila has completed review of materials submitted for a Short Plat to subdivide one lot into three Tots. Below are corrections to plans and materials that will needed prior to preliminary short plat approval. The corrections are grouped by department. Contact information for the reviewer in - each department -is -included -at the -end -of this -letter.- _- Fire Department 1. Indicate hydrant distance on plan. For short plats with 4 or fewer homes, hydrants must be within 150 linear feet of vehicular travel (TMC 14.24.040). 2. Make the following adjustments to the fire lane: a. No parking signage is required throughout the fire lane b. Minimum width of 20 feet throughout c. Hammerhead turnarounds need an internal radius of 28 feet d. The drawing indicated a hammerhead length of 32' + 32' = 64'. The length of the hammerhead must be 70 feet. This applies to the hammerhead and the dead end of the driveway on the south side of the short plat (on Tots 2 and 3). e. Revise survey to include the following note: "New residential homes shall be equipped with a fire sprinkler system." Public Works Department 1. The Tukwila Fire Department now requires a 28-foot radius for the hammerhead turnaround. Revise plans to reflect this standard. 2. Contact Mr. Andrew LaRue, Valley View Sewer District @ (206) 242-3236 and obtain approval of your sewer plan. 3. Contact Water District #125 and obtain approval of the water plan. 4. On your civil plans show the two conc. slabs mentioned on page 1, 3.0 Site Description of Cobalt Geosciences Geotechnical Investigation Report. Are they going to stay or will they be removed? 5. Geotech report, page 7, 8.1.5 Storm Management states that infiltration is not recommended at this site. PW has concerns that due to poor infiltration conditions on site. The proposed Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov L18-0094 Chand Short Plat January 31, 2019 Page 2 infiltration strip with 10-ft wide vegetated path might not work and may create flooding of existing backyards on the adjacent property to the east. Submit perk test results. 6. Provide justification that proposed storm drainage design meets 2016 King County Surface Water Design Manual. 7. Geotech report has provisions for dispersion for driveways, however your plan shows it for an access road, whose square footage is much larger than typical driveway for a house. 8. Please have your geotechnical engineer review your civil site plans and submit their written approval. 9. Survey map, sht 1 of 2: revise new legals for Tots 1, 2 and 3. They all shall be commencing at the northeast corner and not at northwest corner of said short plat. 10. Survey map, sht 2 of 2 : distances and bearings for segments L1, L2 and L3 are missing. Community Development Department (Planning' 1. Tukwila tree retention standards of TMC 18.54.060 require alterations to proposed arrangements of buildings, parking or other elements of the development as part of short plat review in order to retain significant, exceptional or heritage non-invasive trees. Protection of trees shall be a major factor in the location, design, construction and maintenance of streets and utilities, Removal or significant • damage that could lead to tree death of Significant, Exceptional or Heritage Trees shall be mitigated with on- or off -site tree replacement. Tree removal is not authorized until review and approval of construction permits has been completed, and tree replacement has been identified. Please revise plans to retain the maximum number of existing trees. If any trees still need to be removed, replacement shall be reflected on the plans and materials resubmitted for the short plat per the standards of chapter 18.54 of the TMC, including the number of replacement trees required and how the required performance assurance will be addressed. 2. Please use the Tukwila template for short plats, available for download as an AutoCAD file from the the very bottom of the list of"Planning Division Informational Documents" the following webpage: http://www.tukwilawa.gov/departments/permit-center/ . Make sure to revise the Planning Division's email in the upper -left-hand corner of the template to be 3. Add Tukwila file number L18-0094 to all sheets of the short plat survey. Next Steps Please revise applicable plans and materials that address the comments above. For questions about any of the above comments, please contact the applicable representative from each department, as follows: Fire Department: Ben Hayman, Fire Marshal, 206-971-8723, Ben.Hayman@TukwilaWA.gov Public Works Department, Development Engineer, 206-431-2440, Joanna.Spencer@TukwilaWA.gov Planning Division: Jaimie Reavis, Senior Planner, 206-431-3659, Jaimie.Reavis@TukwilaWA.gov Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov 9/5/2019 Gmail - Chand Tarlok Short Plat Address 4651 S 144th St prelim approval M Gmail Touma Engineers <toumaengineering@gmail.com> Chand Tarlok Short Plat Address 4651 S 144th St prelim approval Andrew LaRue <andrewl@valleyviewsewer.org> Tue, Aug 27, 2019 at 7:11 AM To: Touma Engineers <toumaengineering@gmail.com>, Sunny Kohli <sunk98168@yahoo.com> Hello Dan, The connection to the existing VVSD sewer stub in the ROW is acceptable to the District and this route may alleviate the easement concerns that may have existed with the existing parcel that fronts S 144th St. A ROW permit will be needed to make this connection. Other than that, this should be a typical side sewer permit(s) and easement to connect the three new parcels to the existing stub. Our inspectors will ensure the specifications are followed. Please let me know if you have any questions. Thank you, Andrew LaRue General Manager Valley View Sewer District 206-242-3236 206-396-9290 cell 206-242-1527 fax andrewl@valleyviewsewer.org [Quoted text hidden] RECEIVED SEP 05 2t19 Community Development 1 https://mail.google.com/mail/u/0?ik=08507faf22&view=pt&search=all&permmsgid=msg-f%3A1643029637371765168&simpl=msg-f%3A16430296... 1/1 COBALT GEOSCIENCES June 18, 2019 Dan Touma Touma Engineers toumaengineeringPgmail.com RE: Plan Review Proposed Short Plat 4651 S. 140 Street Tukwila, Washington RECEIVED SEP 0 5 2019 TUKWII.A —PUBLIC-WORKS Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, Washington 98028 RECEIVED SEP 05 2C19 Community Development In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has prepared a plan review letter for the proposed development. We have reviewed the civil plans prepared by Touma Engineers dated April 2018. The plans indicate that stormwater will be direct connected with a io-feet long perforated connection to City infrastructure. We understand that permeable pavements will be used for the new driveway. We are in general agreement with the geotechnical related information presented in the plans based on our previous report for the project. Sincerely, Cobalt Geosciences, LLC Phil Haberman, PE, LG, LEG Principal www.cobaltgeo.com (206) 331-1097 TOUMA ENGINEERS & LAND SURVEYORS,PLLC Transmittal TO: SUBJECT: FROM: 255 SW 415' Street, Renton WA 98057 TEL 425-251-0665 FAX 425-251-0625 E-mail Address: toumaengineerinq@gmail.com Permit center City of Tukwila 6300 Southcenter BLDV, Suite 100 Tukwila , WA 98188 Date: Chand Short Plat L18-0094 submittal Dan Touma RECEIVED SEP 0 5 2019 TUKWILA PUBLIC WORKS September 5, 2019 RECEIVED SEP 052G19 Devve oPme t RE: Correction letter dated January 31, 2019 for Tukwila Short Plat, file # I18-0094 (Parcel # 004000-0501) Fire Department 1. Indicate hydrant distance on plan. For short plats with 4 or fewer homes, hydrants must be within 150 linear feet of vehicular travel (TMC 14.24.040). Existing Fire Hydrant was located and dimensioned from site 2. Make the following adjustments to the fire lane: a. No parking signage is required throughout the fire lane b. Minimum width of 20 feet throughout c. Hammerhead turnarounds need an internal radius of 28 feet d. The drawing indicated a hammerhead length of 32' + 32' = 64'. The length of the hammerhead must be 70 feet. This applies to the hammerhead and the dead end of the driveway on the south side of the short plat (on lets 2 and 3). Hammer head Turn round was revised and based on the April 2019 detail e. Revise survey to include the following note: "New residential homes shall be equipped with a fire sprinkler system." Note was added to Survey Public Works Department 1. The Tukwila Fire Department now requires a 28-foot radius for the hammerhead turnaround. Revise plans to reflect this standard. Hammer head Turn round was revised and based on the April 2019 detail September 5, 2019 2. Contact Mr. Andrew LaRue, Valley View Sewer District (206) 242-3236 and obtain approval of your sewer plan. See Attached Email dated August 27, 2019 3. Contact Water District #125 and obtain approval of the water plan. Plan has been reviewed and waiting of r approval from Coty of Tukwila before client enters an agreement with the district. 4. On your Civil plans show the two concrete slabs mentioned on page 1, 3.0 Site Description of Cobalt Geosciences Geotechnical Investigation Report. Are they going to stay or will they be removed? Concrete slabs are going to be removed 5. Geotech report, page 7, 8.1.5 Storm Management states that infiltration is not recommended at this site. PW has concems that due to poor infiltration conditions on site. The proposed infiltration strip with 10-ft wide vegetated path might not work and may create flooding of existing backyards on the adjacent property to the east. Submit perk test results. 10-ft wide vegetated path was removed and a limited infiltration system is going to be used for BMPs 6. Provide justification that proposed storm drainage design meets 2016 King County Surface Water Design Manual. 7. Geotech report has provisions for dispersion for driveways, however your plan shows it for an access road, whose square footage is much larger than typical driveway for a house. 8. Please have your geotechnical engineer review your civil site plans and submit their written approval. See letter attached dated June 18, 2019 9. Survey map, sht 1 of 2: revise new legals for lots 1, 2 and 3. They all shall be commencing at the northeast corner and not at northwest corner of said short plat. Legal descriptions were revised 10. Survey map, sht 2 of 2 : distances and bearings for segments L1, L2 and L3 are missing. L1, L2 and L3 were added Community Development Department (Planning1 1. Tukwila tree retention standards of TMC 18.54.060 require alterations to proposed arrangements of buildings, parking or other elements of the development as part of short plat review in order to retain significant, exceptional or heritage non-invasive trees. Protection of trees shall be a major factor in the location, design, construction and maintenance of streets and utilities. Removal or significant damage that could lead to tree death of Significant, Exceptional or Heritage Trees shall be mitigated with on- or off -site tree replacement. Tree removal is not authorized until review and approval of construction permits has been completed, and tree replacement has been identified. Please revise plans to retain the maximum number of existing trees. If any trees still need to be removed, replacement shall be reflected on the plans and materials resubmitted for the short plat per the standards of chapter 18.54 of the TMC, including the number of replacement trees required and how the required performance assurance will be addressed. See Temporary Erosion plan for tree retention and removal of trees 2. Please use the Tukwila template for short plats, available for download as an AutoCAD file from the the very bottom of the list of Planning Division Informational Documents" the following webpage: http://www.tukwilawa.gov!departments!permit-center!. Make sure to revise the Planning Division's email in the upper -left-hand corner of the template to be updated template • Page 2 September 5, 2019 3. Add Tukwila file number L18-0094 to all sheets of the short plat survey. Was added to sheets (1) 1 Response letter (2) 3 sets of Short Plat map (3) 3 sets of civil plans (4) 3 sets of Val Vue Letter (5) 3 sets of Geo letter If you have any question with respect to this transmittal, please call me. Dan Touma 206-304-3567 • Page 3 TECHNIC<AL:INFORMATION_REPORT FOR` 'IIAD SHORTSUBDIVISION `` 465ts 1447 STREET TUKW ILA, ` WA SHIN GTON `.' 9 816 8 FOR TARLOK CHAD FILE NO. 1039-001-017 PREPARED BY TOUMA ENGINEERS 255 SW 41ST STREET RENTON, WA. 98057 (425) 251-0665 April 23nd, 2018 July 9 2018 tA5 ��� or P"( RECEIVED SEP 05 207 Community Development 9470 TABLE OF CONTENTS I. PROJECT OVERVIEW Figure 1: T.I.R. Worksheet Figure 2: Site Location & Topography Map II. CONDITIONS & REQUIREMENTS SUMMARY III. OFF -SITE ANALYSIS Task 1 - Study Area Definition and Maps Task 2 - Resources Review Task 3 - Field Investigation Task 4 - Drainage System and Problem Decription IV. FLOW CONTROL & WATER QUALITY Part A — Existing Site Hydrology Part B — Developed Site Hydrology Part C — Performance Standards Part D — Flow Control System Part E — Water Quality System Map -A - Existing Area Map Map —B -Post Development Area Map V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN Figure 6: Conveyance Map VI. SPECIAL REPORTS AND STUDIES VII. OTHER PERMITS VIII. EROSION /SEDIMENTATIN CONTROL DESIGN A - ESC Analysis Design IX. BOND QUANTITIES WORKSHEET, FACILITY SUMMARIES, AND DECLARATION OF COVENANT X. OPERATIONS AND MAINTENANCE MANUAL I. PROJECT OVERVIEW The subject property is vacant and the size of the project is 0.67 acres. The property is situated in the City of Tukwila, Washington, in NE Quarter of Section 22, Township 23 North, Range 4 East, W.M. The site is located south of S 144th Street, approximately 450 feet east of the intersection of 46th Avenue SW. The property is bounded on the east, south and west by single- family residents The site topography is oriented from west to east at average slopes of 5-6 percent. No steep slopes noted during our survey of the property. The land cover consists of small alders trees scattered over the property, grass and blackberry bushes. A recent fill placed on the property, approximately 218 cu. yd of material. The site falls within the Gilliam Creek Basin covering the property. No appreciable off -site runoff flows into the site. The surface runoff is oriented from west to east, thence north in a form of sheet flow and directed to existing underground storm facilities situated along the south side of S. 144th Street. The surface runoff continues east crossing Interstate-5, and eventually into the Duwamish River. The proposed project is a single family residential that will result in more than 2000 square feet of new impervious surfaces, but no more than 10,000 square feet of impervious surfaces, consisting of building roofs and asphalt driveway. Roof area is calculated at 1800 square feet, and the proposed driveway area is calculated at 4412 square feet. Total impervious area is calculated at 9812 square feet. After formal permit application it was determined that the site is qualified for Small Project Drainage Review. A gravel filled trenches will be used to mitigate runoff from the roof in accordance with minimum design requirement. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner C ,and Tclr 1 o k Phone 2b 6 - 330 - ff57 Address 4-4, 4 A 5 . ram 72/ /lGv/ /9 . 4J 4 • Project Engineer /e)� j dl//). Company 7 L4774 4?t/4 5 Phone 12S- 25"/-4�65 Part 3 TYPE OF PERMIT APPLICATION lr Landuse (e.g.,Subdivision Short Sub• ❑ Building (e.g.,M/F / Commercial / SFR) ❑ Clearing and Grading ❑ Right -of -Way Use ❑ Other / UPD) Part 2 PROJECT LOCATION AND DESCRIPTION Project Name C..,4avy P 51p DPER Permit # Location Township Range Section Site Address 23 3 zz 41X S. NV Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands ❑ Other /•,//Q- ❑ Shoreline Management ❑ Structural RockeryNault/ ❑ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report ❑ Full Type of Drainage Review U Targeted (check one): ❑ Si plified Lar a ProjectSimplified 9 Date (include revision ❑ Directed dates): Site Improvement Plan Type (check one): Date (include revision dates): Date of Final: Plan (Engr. Plans) CI Full I______Modified er Date of Final: Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Experimental / Blanket Description: (include conditions in TIR Section 2) Approved Adjustment No. Date of Approval: 2016 Surface Water Design Manual 1 4/24/2016 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes Start Date: Completion Date: Describe: Re: KCSWDM Adjustment No. Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Cs4 4.7i ./zik t).4 Special District Overlays: Drainage Basin: ///i77.P'r7 Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream U Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard U Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection Part 10 SOILS Soil Type Slopes P C O Erosion Potenjial 7/76,/e�a ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other U Seeps/Springs ❑ Additional Sheets Attached 2016 Surface Water Design Manual 2 4/24/2016 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION / SITE CONSTRAINT ❑ Core 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ LID Infeasibility ❑ Other LI ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: / 2 / 3 dated: Flow Control (include facility Level: 1 / 2 / 3 or Exemption Number summary sheet) Flow Control BMP'S`) Conveyance System Spill containment located at: ,kk? l Erosion and Sediment Control / CSWPP/CESCL/ESC Site Supervisor: "'". /Gil t Construction Stormwater Contact Phone: 2e _33b_ 5 Pollution Prevenmtionoron After Hours Phone: c30,01 L Maintenance and Operation Responsibility (circle one): Privat- / Public If Private, Maintenance Log Required: Yes No Financial Guarantees and Provided: Yes No Liability Water Quality (include facility Type (circle on Basic / Sens. Lake / Enhanced Basic / Bog summary sheet) or Exemption No. Landscape Management Plan: Yes / No Special Requirements (as applicable): Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fa . None Requirements Name: Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption ( None-) 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: 2016 Surface Water Design Manual 3 4/24/2016 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control High -use Site: YesC—No') Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: / /.e,/le-- Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS El<DURING CONSTRUCTION lU Clearing Limits AFTER CONSTRUCTION I-�/Stabilize exposed surfaces El Cover Measures lt7 ove and restore Temporary ESC Facilities ❑ Perimeter Protection L"J Clean and remove all silt and debris, ensure El Traffic Area Stabilization operation of Permanent Facilities, restore operation of Flow Control BMP Facilities as ❑ Sediment Retention necessary ❑ Surface Water Collection ❑ Flag limits of SAO and open space preservation ❑ 9ewatering Control areas W Dust Control CI Other ❑ Flow Control ❑ Protection of Flow Control BMP Facilities (existing and proposed) ❑ Maintain BMPs / Manage Project Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description ❑ Detention ❑ Infiltration ElRegional Facility E❑ Shared Facility ra Flow Control BMPs El Other ❑ Vegetated Flowpath ❑ Wetpool CI Filtration El Oil Control LI Spill Control 11"P-ow Control BMPs ❑ Other 2016 Surface Water Design Manual 4 4/24/2016 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Covenant ❑ Native Growth Protection Covenant ❑ Tract ud Other /-7G-IP5' fi 'r ❑ Cast in Place Vault ❑ Retaining Wall U Rockery > 4' High CIStructural on Steep Slope ❑ Other A%/A— Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorpora ed into this wo nd the attached Technical Information Report. To the best of my knowle e the informatio ere is accurate. 4-e_e.e...e—e..._, "..4.-e...z---c_ .2% 1.. Signe• Date 2016 Surface Water Design Manual 4/24/2016 5 \ \ \-. "• �\\ \i • r_ 1 , 1 ----- .24"V-9" 4 -1.-C 4. r4-4---(2-21 .-.6---,-t,,,, , 5,--,- 1--- , ' i j • ! -- -; ; 1 ` 717:7 - it I ` - i -- . 1 . \ i 1 ti iii..1_ -Js2 PROJECT NAME : CHAD SHORT PLAT TOUMA ENGINEERS AND LAND SURVEYORS, PLLC SITE AND TOPOGRAPHY MAP FIGURE -2 II. CONDITIONS AND REQUIREMENTS SUMMARY Conditions and requirements for this project involves Simplified Drainage Review, as listed in the 2016 King County Surface Water Design Manual (KCSWDM). CORE REQUIREMENTS (KCSWDM SECTION 1.2) Core Requirement #1: Discharge at the Natural Location. The allowable outflow from the site will be discharged to its natural location. The lowest elevation on the site is approximately 275. Refer to Figure 2 for visual representation of discharge locations. Core Requirement #2: Offsite Analysis Refer to off -site analysis in Section III of this report. Core Requirements $3: Runoff Control The site is qualified for Small Project Drainage Review in accordance with Figures 1.1.2.A, Section 1.1.2 .1 and Table 1.1.2.A of the 2016 Surface Water Design Manual. Core Requirement #4: Conveyance System. Conveyance system is limited to roof drains from new homes directed into infiltration trench situated on each lot. Core Requirement #5: Erosion and Sediment Control A temporary erosion and sediment control (TESC) plan is developed to limit and mitigate for erosion and sedimentation during construction. Some of the temporary erosion and sediment control features consists of stabilized construction entrance and filter fabric fences Core Requirement #6: Maintenance and Operations. Not required per attached Table 1.1.2.A Core Requirement #7: Financial Guarantees and Liability Not required per attached Table 1.1.2.A Core Requirement #8; Water Quality Not required per attached Table 1.1.2.A Core Requirements #9: Flow Control PMPs Not required per attached Tabl 1.1.2.A SPECIAL REQUIREMENTS (KCSWDM Section 1.3) Special Requirement #1: Other adopted Area -Specific Requirements The City of Tukwila Infrastructure Design and Construction Standards, Table 5. The site falls within the Gilliam Creek Basin. Special Requirement #2: Flood Hazard Area Delination There are no flood hazard areas associated with the project site Special Requirement #3: Flood Protection Facilities Based on the City of Tukwila critical area map, the site does not fall within critical area.. Special Requirement #4: Source Controls The proposed project is a single family resident development. No commercial building or site is proposed Special Requirement #5: Oil Control Not required per attached Table 1.1.2.A III. OFF -SITE ANALYSIS The analysis contains information and data obtained through site visit observation, survey data and research of existing records provided by the City of Tukwila . Task 1. Study Area Definition and Maps The site falls within westerly portion of the Gilliam Creek Basin. The site is situated within its own basin area totaling 0.67 acres. The property to the west is developed into a large single family lot, and its drainage is oriented north toward S 144th Street. No appreciable off -site areas being considered in this report. The site surface runoff is directed north to S 144t Street and picked up by an existing underground storm system orienting flow easterly toward 51 st Ave SE (Macadam Rd) for approximately 900 feet, thence north along the the side of Macadam Rd for approximately 1.2 mile crossing Interurban Ave S, and eventually into the Green River The site will be divided into three single family residential lots. These lots will gain access from SW 144`h Street via a joint use driveway. The site design techniques proposed for this site called flow control Best Management Practice (BMP) which provide the necessary mitigation of flow and water quality impacts for small project. We propose to use infiltration trenches for the roof of each new house and use permeable asphalt for the access driveway. Refer to Figure 2 for general site location. Task 2. Resource Review Based on a review of available resources, the site and downstream system within one mile from the site are characterized as follows: • The site is located within the Gilliam Creek Basin • Floodplain/Floodway (FEMA) Maps — the site is not within flood plain. • Erosion Hazard — the site is not classified as erosion hazard area • Landslide Hazard — none on site • Seismic Hazard — none on site • Coal Mine Hazard — none on site • USDA Soil Conservation Service Soil Survey • King County Assessor' Parcel Map Task 3. Field Inspection The downstream analysis was conducted in November of 2017 to assess potential offsite drainage impact that may be associated with development of this project. The primary discharge locations from the project were evaluated, as well as the downstream system west of the project site. l . No problem reported or observed during the resource review. 2. There is an existing conveyance system downstream of the site. The runoff is directed into the storm system exists on the south side of S 144th Street directing the flow easterly. 3. There is no existing or potential downstream drainage problem. 4. There were no existing or potential sedimentation, scouring, or bank sloughing problems 5. No significant destruction of aquatic habitat or organisms noted. 6. Qualitative data such land use, impervious surface, topography and soil types noted in Task 4. 7. There is a 1 2-inch storm culvert located in front of the property directing flow to the east. 8. Tributary basin delineated in Task 1 verified. 9. No neighbors were contacted . 10. The weather conditions during inspection was sunny and warm. Task 4. Drainage System Description and Problem Description The entire site falls within the Gillman Creek Basin. The surface runoff from the site is directed east as described above. The topography survey is prepared exclusively for the site, by Touma Engineers and Land Surveyors, PLLC. The topography survey was prepared on 2-foot contour. There is no indication of erosion or stream capacity noted downstream of the site. TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEMS Our field inspection and review of available resources and existing problems were not found. Mitigation is not required. The development of the property is not going to impact existing downstream patterns. A temporary erosion and sedimentation control plan will be designed to control runoff to downstream system. IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN In accordance with Section 1.1.2 of the 2016 King County Surface Water Design Manual (2016 KCSWDM), the project qualifies for a Simplified Drainage Review. Asphaltic Pavement is being considered for the common driveway for this project. The treatment proposed for the driveway is construction of 2-ft of crushed rock immediately downstream of the driveway, and followed with 10-foot grass area for treatment. The total impervious surfaces added as a result of proposed development is as follows: 3 New homes - Asphaltic Driveway- 5400 sf 4412 sf Total Impervious Surfaces 9812 sf < 10,000 SECTION I DRAINAGE REVIEW FIGURE 1.1.2:A FLOW CHART FOR DETERMINING. TYPE OF DRAINAGE REVIEW REQUIRED Is the project a single family residential or agricultural project that results in >_2,000 sf of new plus replaced impervious surface or .7,000 sf of land disturbing activity, results in less than 5,000 square feet of new plus replaced pollution generating impervious surface, results in less than % acre of pollution generating pervious surfaces AND meets one of the following criteria? • The project meets the Basic Exemption from flow control in Core Requirement #3. Note the Basic Exemption thresholds are applied by project site. • For projects inside the Urban Growth Area on predominately till soils: The project results in no more than 7,947 square feet of target impervious surfaces* as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 14,941 —1.88 x (total target impervious surfaces) • For projects inside the Urban Growth Area on predominately outwash soils: The project results in no more than 6,872 square feet of target impervious surfaces` as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 20,343 — 2.96 x (total target impervious surfaces) • For outside the Urban Growth Area on predominately till soils: The project results in no more than 5,074 square feet of target impervious surfaces* as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 11,570 — 2.28 x (total target impervious surfaces) • For outside the Urban Growth Area on predominately outwash soils: The project results in no more than 4,000 square feet of target impervious surfaces* as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 10,720 — 2.68 x (total target impervious surfaces) • Is an agricultural project that qualifies for the `Impervious Surface Percentage Exemption For Agricultural Projects" detailed in Core Requirement 3 No SIMPLIFIED DRAINAGE REVIEW Section '1.1.2.1 • Note: The project: may also be subjectto'Targeted: Drainage Review asdetermined below Is the project a single family residential or agricultural project that results in 2,000 sf of new plus replaced impervious surface or >_7,000 sf of land disturbing activity AND is not subject to Large Project Drainage Review as defined in Section 1.1.2.5? No 1 Does the project result in Z2,000 sf of new plus replaced impervious surface or >_7,000 sf of land disturbing activity? No Yes Yes DIRECTED DRAINAGE REVIEW Section 1.1.2.3 ► Does the project have the characteristics of one or more of the following categories of projects (see more detailed threshold language on p. 1-15)? 1. Projects containing or adjacent to a flood, erosion, or steep slope hazard area; or projects within a Critical Drainage Area or Landslide Hazard Drainage Area. 2. Projects proposing to construct or modify a drainage pipe/ditch that is 12" or larger or receives runoff from a 12" or larger drainage pipe/ditch. 3. Redevelopment projects proposing >_$100,000 in improvements to an existing high -use site. No 4, Reassess whether drainage review is required per Section 1.1.1 (p. 1-9) Is the project an Urban Planned Development (UPD), OR does it result in >_50 acres of new impervious surface within a subbasin or multiple subbasins that are hydraulically connected, OR does it have a project site >_50 acres within a critical aquifer recharge area? Yes Yes 1 TARGETED DRAINAGE REVIEW Section 1.1.2.2 No ► FULL DRAINAGE REVIEW Section 1.1.2.4' LARGE PROJECT DRAINAGE REVIEW Section 1.1.2..5 4/24/2016 2016 Surface Water Design Manual 1-14 1.1.2 DRAINAGE REVIEW TYPES AND REQUIREMENTS TABLE 1.1.2.A REQUIREMENTS APPLIED UNDER EACH DRAINAGE REVIEW TYPE_ Single family residential projects and agricultural projects that result in z2,000 sf of new plus replaced impervious surface or >_7,000 sf of land disturbing activity but do not exceed the new plus Simplified replaced PGIS, new PGPS, and new pervious surface thresholds specified in Sec. 1.1.2.1: OR is an agricultural project that qualifies for the "Impervious Surface Percentage Exemption For Agncuttural Projects". Single family residential projects and agricultural projects that result in 22,000 sf of new plus Directed replaced impervious surface or >_7,000 sf of land disturbing activity that are not subject to Simplified Drainage Review or Large Project Drainage Review Projects that are not subject to Directed, Full or Large Project Drainage Review, AND have characteristics of one or more of the following categories of projects: 1. Projects containing or adjacent to a flood, erosion, or steep slope hazard area; projects within a Targeted Critical Drainage Area or Landslide Hazard Drainage Area. 2. Projects that construct or modify a drainage pipe/ditch that is 12" or larger or receive runoff from a 12" or larger drainage pipe/ditch. 3. Redevelopment projects with 2$100,000 in improvements to a high -use site.(') All projects that result in >_2,000 sf of new plus replaced impervious surface or >_7,000 sf of land Full disturbing activity but are not subject to Simplified Drainage Review, Directed Drainage Review , OR Large Project Drainage Review. Large Project UPDs, OR projects that result in >50 acres of new impervious within a sub -basin or multiple sub- basins that are hydraulically connected, OR project sites >_50 acres within a critical aquifer recharge area. DRAINAGE REVIEW TYPE Simplified Directed Targeted Full Large Categ 1 Categ 2 Categ 3 Project 1 SIMPLIFIED DRAINAGE SEE NOTE 4 REQUIREMENTS CORE REQUIREMENT #1 1(4) ✓ (2,3) *(2) ✓ ✓ ✓ Discharge at Natural Location CORE REQUIREMENT #2 1(4) ✓ (2,3) *(2) 1(3) 1(3) 1(3) Offsite Analysis CORE REQUIREMENT #3 1(4) ✓ (2,3) *(2) 1(3) 1(3) Flow Control CORE REQUIREMENT #4 1(4) ✓ (2,3) *(2) ✓ ✓ ✓ Conveyance System CORE REQUIREMENT #5 1(4) ✓ (2,3) ✓ ✓ ✓ ✓ ✓ Erosion & Sediment Control CORE REQUIREMENT #6 1(4) ✓ (2,3) *(2) ✓ ✓ ✓ ✓ Maintenance & Operations CORE REQUIREMENT #7 Financial Guarantees & Liability _/(4) v ✓ (2,3) *(2) _/(3) v �(3) /(3) �/ 1(3) CORE REQUIREMENT #8 1(4) ✓ (2,3) *(2) 1(3) 1(3) Water Quality CORE REQUIREMENT #9 Flow ✓(4) ✓ ✓ Control BMPs SPECIAL REQUIREMENT #1 1(4) ✓ (2,3) 1(3) 1(3) 1(3) Other Adopted Requirements SPECIAL REQUIREMENT #2 (2,3) 1(3) 1(3) 1(3) Flood Hazard Area Delineation 10((4) SPECIAL REQUIREMENT #3 ✓(4) ✓ (2,3) 1(3) 1(3) 1(3) Flood Protection Facilities SPECIAL REQUIREMENT #4 1(4) ✓ (2,3) 1(3) 1(3) 1(3) 1(3) 1(3) Source Control SPECIAL REQUIREMENT #5 1(4) ✓ (2,3) 1(3) 1(3) 1(3) Oil Control 0) Category 3 projects installing oil controls that construct or modify a 12-inch pipe/ditch are also Category 2 projects. (2) May be applied by DPER based on project or site -specific conditions. Documentation of compliance required. (3) These requirements have exemptions or thresholds that may preclude or limit their application to a specific project. ") A proposed project subject to Simplified Drainage Review that complies with the Simplified drainage requirements detailed in Appendix C is presumed to comply with all the core and special requirements in Sections 1.2 and 1.3 except those requirements that would apply to the project if it is subject to Targeted Drainage Review as specified in Section 1.1.2.2. 2016 Surface Water Design Manual 1-15 4/24/2016 SECTION 5.9 SURFACE WATER MAPS 5.9.1 Drainage Basins and Flow Control Standards Datum' NAD 1953 Wa6Ningtoe State Pone Norte, FPS 1601 (Feel) A 0 0.5 1 Miles Riverton Creek 0Basin • Gilliam :Creek son Place %. 4 ' g Acres `Basin i., Strander Pump Station Basin t, utheast 1, D Basin Neighboring Jurisdictions •- Level 2 - Conservation to Existing 4t-. ;-',1 Water Bod /Wetland Y , Level 2 - Conservation Basin Boundary 1 to Forested ---, Basic - Peak Rate Tukwila to Existing — —• Per Tukwila South ® Pump Station I Development Agreement Drainage Basins and Flow Control Standards City of Tukwda Infrastructure Design and Construction Standards R15eaeIe101, 371 Gay of TUSw9al11-013119105000 STORMWATER DESIGN MAIDab+naIWphG15' I01.21•2010 V. C ONVEYANCE SYSTEM ANALYSIS AND DESIGN Not applicable VI. SPECIAL REPORTS AND STUDIES Geotechnical Investigation by Cobalt Geosciences. Dated May 26. 2018 VII. OTHER PERMITS • Building Permit — City of Tukwila • Sanitary Sewer Permit — Valley Vue • Water Connection Permit — WD #125 COBALT GEOSCIENCES Geotec h n is al Investigation Proposed 3-Lot Subdivision Parcel No. 00400005oi Tukwila, Washington May 26, 2018 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON Table of Contents 1.o INTRODUCTION 1 2.0 PROJECT DESCRIPTION 1 3.o SITE DESCRIPTION 1 4.o FIELD INVESTIGATION 2 4.1.1 Site Investigation Program 2 5.o SOIL AND GROUNDWATER CONDITIONS 2 5.1. i Area Geology 2 5.1.2 Groundwater 2 6.o GEOLOGIC HAZARDS 3 6.1 Erosion Hazard 3 6.2 Seismic Hazard 3 7.o DISCUSSION 4 7.1.1 General 4 8.o RECOMMENDATIONS 4 8.i.i Site Preparation 4 8.1.2 Temporary Excavations 4 8.1.3 Erosion and Sediment Control 5 8.1.4 Foundation Design 6 8.1.5 Stormwater Management 7 8.1.6 Slab -on -Grade 7 8.1.7 Utilities 8 8.1.8 Groundwater Influence on Construction 8 8.1.9 Pavements 8 9.o CONSTRUCTION FIELD REVIEWS 10 10.o CLOSURE 10 LIST OF APPENDICES Appendix A — Statement of General Conditions Appendix B — Figures Appendix C — Test Pit Logs GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 i.o Introduction COBALT G E O S C I E N C E S In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has completed a geotechnical investigation for the proposed three lot residential development located along the south side of S. 144th Street in Tukwila, Washington (Figure 1). The purpose of the geotechnical investigation was to identify subsurface conditions and to provide geotechnical recommendations for foundation design, stormwater management, earthwork, soil compaction, and suitability of the on -site soils for use as fill. The scope of work for the geotechnical evaluation consisted of a site investigation followed by engineering analyses to prepare this report. Recommendations presented herein pertain to various geotechnical aspects of the proposed development, including pavements, earthwork, and foundation support of the new buildings. 2.o Project Description The project includes subdivision of the existing parcel into three building lots followed by residential construction and access driveway development. Foundation loads are expected to be light and site grading will likely include cuts and fills on the order of 4 feet or less. We should be provided with the final plans to determine if our recommendations have been implemented and/or if additional geotechnical recommendations or considerations are warranted. 3. o Site Description The site is located near the intersection between 46th Avenue South and South 144th Street in Tukwila, Washington (Figure 1). The site consists of one irregularly shaped parcel (No. 0040000501) with a total area of about 29,000 square feet. The site is currently undeveloped and sparsely vegetated with several deciduous trees and local grasses. There are two concrete slabs in the west -central portion of the property and it appears that fill was recently placed over much of the site. Several inches of straw cover the fill and there is a silt fence in place around part of the site. The site slopes gently downward toward the south and southwest at magnitudes of less than 10 percent and topographic relief of about 5 feet. The site is bordered to the east, west, and south by single-family residences and to the north by South 144th Street. 1 PO Box 82243 Kenmore, WA 98028 cobaltgeoRgmail.com 206-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 4.0 Field Investigation COBALT GEOSCIENCES 4.1.1 Site Investigation Program The geotechnical field investigation program was completed on May 14, 2018 and included excavating and sampling four test pits within the property for subsurface analysis. The soils encountered were logged in the field and are described in accordance with the Unified Soil Classification System (USCS). A Cobalt Geosciences field representative conducted the explorations, collected disturbed soil samples, classified the encountered soils, kept a detailed log of the explorations, and observed and recorded pertinent site features. The results of the test pit explorations are presented on the test pit logs enclosed in Appendix C. 5.0 Soil and Groundwater Conditions 5.1.1 Area Geology The site lies within the Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The lowland is filled with glacial and non -glacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The Geologic Map of King County, indicates that the site is underlain by Vashon Glacial Till. Vashon Glacial Till is typically characterized by an unsorted, non -stratified mixture of clay, silt, sand, gravel, cobbles and boulders in variable quantities. These materials are typically dense and relatively impermeable. The poor sorting reflects the mixing of the materials as these sediments were overridden and incorporated by the glacial ice. Test Pit Explorations All of the test pits encountered approximately 1.5 to 2.5 feet of loose, silty -fine to medium grained sand with gravel and local roots (Fill. This layer was underlain by 2.5 to 3.5 feet of loose to medium dense, silty -fine to medium grained sand with gravel (Weathered Glacial Till). This layer was underlain by dense to very dense, silty -fine to medium grained sand with gravel (Glacial Till), which continued to the termination depths of the test pits. 5.1.2 Groundwater Groundwater was not encountered in any of the test pits during our investigation. The shallow weathered glacial till (2.5 to 6 feet below grade) consisted of mottled silty -sand with gravel. This indicates that shallow perched groundwater may be present seasonally below the site. 2 PO Box 82243 Kenmore, WA 98028 cobal tgeo ('gmail. com 206-331-mo97 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT G E O S C I E N C E S Water table elevations often fluctuate over time. The groundwater level will depend on a variety of factors that may include seasonal precipitation, irrigation, land use, climatic conditions and soil permeability. Water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. 6.o Geologic Hazards 6.1 Erosion Hazard The Natural Resources Conservation Services (NRCS) maps for King County do not provide information within the City of Seattle and nearby areas. We anticipate that the shallow soils have a slight to moderate erosion potential in a disturbed state. It is our opinion that soil erosion potential at this project site can be reduced through landscaping and surface water runoff control. Typically erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, such as silt fences, hay bales, mulching, control ditches and diversion trenches. The typical wet weather season, with regard to site grading, is from October 315' to April is'. Erosion control measures should be in place before the onset of wet weather. 6.2 Seismic Hazard The overall subsurface profile corresponds to a Site Class D as defined by Table 1613.5.2 of the 2015 International Building Code (2015 IBC). A Site Class D applies to an overall profile consisting of dense to very dense soils within the upper 100 feet. We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Program Website to obtain values for Ss, S,, Fa, and F. The USGS website includes the most updated published data on seismic conditions. The site specific seismic design parameters and adjusted maximum spectral response acceleration parameters are as follows: PGA (Peak Ground Acceleration, in percent of g) Ss 148.50% of g Si 55.6o% of g FA 1.00 Fv 1.50 Additional seismic considerations include liquefaction potential and amplification of ground motions by soft/loose soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The dense soils that underlie the site have a low liquefaction potential. 3 PO Box 82243 Kenmore, WA 98028 kgitgeo(ci nail.c:om 206-33r-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 7.o DISCUSSION COBALT G E O S C I E N C E S 7.1.1 General It is our opinion that the proposed residential structures may be supported on shallow foundation systems bearing on medium dense or firmer native soils, or on structural fill placed on suitable native soils. The depth to bearing soils was generally observed to be 3 and 4.5 feet below existing site elevations at or near test pit locations. Local overexcavation of fill soils is required during foundation, slab, and driveway/roadway construction. The site is underlain by weathered and unweathered glacial till and fill consistent with these types of materials. Based on the soil composition, density, and probability of seasonal perched groundwater, widespread infiltration of roof/road runoff is not feasible. Shallow systems that do not require widespread rapid infiltration are feasible. 8.o Recommendations 8.1.1 Site Preparation Trees, shrubs and other vegetation should be removed prior to stripping of surficial organic -rich soil and debris -laden fill. Based on observations from the site investigation program, it is anticipated that the stripping depth will range from 12 to 24 inches. Deeper excavations will be required below large trees, in areas underlain by undocumented fill, and below existing foundation systems/slabs. The native soils consist of silty -sand with gravel. These soils may be used as structural fill provided they achieve compaction requirements and are within 3 percent of the optimum moisture. These soils are typically only suitable for use as fill during the summer months, as they are often above the optimum moisture levels in their natural state. These soils are variably moisture sensitive and may degrade during periods of wet weather and under equipment traffic. Imported structural fill should consist of a sand and gravel mixture with a maximum grain size of 3 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Structural fill should be placed in maximum lift thicknesses of 12 inches and should he compacted to a minimum of 95 percent of the modified proctor maximum dry density, as determined by the ASTM D 1557 test method. 8.1.2 Temporary Excavations Based on our understanding of the project, we anticipate that the grading could include local cuts on the order of approximately 6 feet or less for utility placement. These excavations should be sloped no steeper than 1.5H:1V (Horizontal:Vertical) in loose fill and native soils and iH:iV in medium dense or firmer native soils. If an excavation is subject to heavy vibration or surcharge loads, we recommend that the excavations be sloped no steeper than 2H:1V, where room permits. Temporary cuts should be in accordance with the Washington Administrative Code (WAC) Part N. Excavation, Trenching, and Shoring. Temporary slopes should be xisually inspected daily by a qualified person during construction activities and the inspections should be documented in daily reports. The 4 PO Box 82243 Kenmore, WA 98028 cobaltgeo(dgmail.coal 206-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT GEOSCIENCES contractor is responsible for maintaining the stability of the temporary cut slopes and reducing slope erosion during construction. Temporary cut slopes should be covered with visqueen to help reduce erosion during wet weather, and the slopes should be closely monitored until the permanent retaining systems or slope configurations are complete. Materials should not be stored or equipment operated within io feet of the top of any temporary cut slope. Soil conditions may not be completely known from the geotechnical investigation. In the case of temporary cuts, the existing soil conditions may not be completely revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of temporary slopes will need to be re-evaluated by the geotechnical engineer so that supplemental recommendations can be made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed and required deadlines can be met. If any variations or undesirable conditions are encountered during construction, we should be notified so that supplemental recommendations can be made. If room constraints or groundwater conditions do not permit temporary slopes to be cut to the maximum angles allowed by the WAC, temporary shoring systems may be required. The contractor should be responsible for developing temporary shoring systems, if needed. We recommend that Cobalt Geosciences and the project structural engineer review temporary shoring designs prior to installation, to verify the suitability of the proposed systems. 8.1.3 Erosion and Sediment Control Erosion and sediment control (ESC) is used to reduce the transportation of eroded sediment to wetlands, streams; lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be implemented and these measures should be in general accordance with local regulations. At a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features for the site: • Schedule the soil, foundation, utility, and other work requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMP's), grading activities can be completed during the wet season (generally October through April). • All site work should be completed and stabilized as quickly as possible. • Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. • Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. 5 PO Box 82243 Kenmore, WA 98028 Sobaltgeo6 'gmail. ccmn 206-33 r-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT GEOSCIENCES 8.1.4 Foundation Design The proposed residential structures may be supported on shallow spread footing foundation systems bearing on undisturbed medium dense or firmer native soils, re -compacted native soils, or on properly compacted structural fill placed on the suitable native soils. If structural fill is used to support foundations, then the zone of structural fill should extend beyond the faces of the footing a lateral distance at least equal to the thickness of the structural fill. Bearing soils were generally encountered between 3 and 4.5 feet below existing grades in our test pits. If undocumented fill is encountered below foundation elements, it should be removed and replaced with suitable native soils or imported structural fill. As noted above, overexcavations should extend laterally from the footing edges a distance equal to the depth of the overexcavation. For shallow foundation support, we recommend widths of at least 18 and 24 inches, respectively, for continuous wall and isolated column footings supporting the proposed structures. Provided that the footings are supported as recommended above, a net allowable hearing pressure of 2,000 pounds per square foot (psf) may be used for design. A 1/3 increase in the above value may be used for short duration loads, such as those imposed by wind and seismic events. Structural fill placed on bearing, native subgrade should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Footing excavations should be inspected to verify that the foundations will bear on suitable material. Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. If constructed as recommended, the total foundation settlement is not expected to exceed 1 inch. Differential settlement, along a 25-foot exterior wall footing, or between adjoining column footings, should be less than 1/2 inch. This translates to an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated. All footing excavations should be observed by a qualified geotechnical consultant. Resistance to lateral footing displacement can be determined using an allowable friction factor of o.35 acting between the base of foundations and the supporting subgrades. Lateral resistance for footings can also be developed using an allowable equivalent fluid passive pressure of 250 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces (neglect the upper 12 inches below grade in exterior areas). The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration transient loads. Care should be taken to prevent wetting or drying of the bearing materials during construction. Any extremely wet or dry materials, or any loose or disturbed materials at the bottom of the footing excavations, should be removed prior to placing concrete. The potential for wetting or drying of the bearing materials can be reduced by pouring concrete as soon as possible after completing the footing excavation and evaluating the bearing surface by the geotechnical engineer or his representative. 6 PO l3ox 82243 Kenmore, WA 98028 cobaltgeo grogiL om 206-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT G E O S C I E N C E S 8.1.5 Stormwater Management We conducted a small-scale Pilot Infiltration Test (PIT) in test pit TP-3 at a depth of 4 feet below grade. Following saturation and application of correction factors, the infiltration rate at this elevation was 0.25 inches per hour. This is lower than 0.3 inches per hour, which is the minimum rate considered feasible by the Department of Ecology. We excavated below this elevation and found groundwater at a depth of 5 feet below grade. This indicates that the infiltration becomes impeded by the dense to very dense glacial till. Also, mottled soils were observed from about 3 to 5 feet in all of the test pits, further indicating that seasonal groundwater may be present at the site. Widespread infiltration is not recommended at this site. Where space allows, dispersion systems may be utilized for roof and/or driveway runoff. Other shallow systems could include permeable pavements, bio- swales, rain gardens, or detention vaults. We should he provided with any dispersion or other shallow system designs as they become available to verify if our recommendations have been implemented. 8.1.6 Slab -on -Grade We recommend that the upper 24 inches of the existing fill and/or native soils within slab areas be re - compacted to at least 95 percent of the modified proctor (ASTM D1557 Test Method). All debris -laden fill soils should be fully removed prior to slab -on -grade preparation. Often, a vapor barrier is considered below concrete slab areas. However, the usage of a vapor barrier could result in curling of the concrete slab at joints. Floor covers sensitive to moisture typically requires the usage of a vapor barrier. A materials or structural engineer should be consulted regarding the detailing of the vapor barrier below concrete slabs. Exterior slabs typically do not utilize vapor harriers. The American Concrete Institutes ACI 360R-06 Design of Slabs on Grade and ACI 302.1R-04 Guide for Concrete Floor and Slab Construction are recommended references for vapor barrier selection and floor slab detailing. Slabs on grade may be designed using a coefficient of subgrade reaction of 180 pounds per cubic inch (pci) assuming the slab -on -grade base course is underlain by structural fill placed and compacted as outlined in Section 8.1. A perimeter drainage system is recommended unless interior slab areas are elevated a minimum of 12 inches above adjacent exterior grades. If installed, a perimeter drainage system should consist of a 4 inch diameter perforated drain pipe surrounded by a minimum 6 inches of drain rock wrapped in a non -woven geosynthetic filter fabric to reduce migration of soil particles into the drainage system. The perimeter drainage system should discharge by gravity flow to a suitable stormwater system. Exterior grades surrounding buildings should be sloped at a minimum of one percent to facilitate surface water flow away from the building and preferably with a relatively impermeable surface cover immediately adjacent to the building. 7 PO Box 82243 Kenmore, WA 98028 cobaltgeoc )gmail.com 206-331-1o97 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT GEOSCIENCES 8.1.7 Groundwater Influence on Construction Groundwater was not encountered of any of the test pit excavations. However, we observed mottled soils in the upper 5 feet of all of the test pits. This indicates that groundwater may be encountered seasonally. We anticipate that sump excavations with small diameter pumps will adequately de -water perched groundwater from excavations in the upper 6 feet. 8.1.8 Utilities Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards, by a contractor experienced in such work. The contractor is responsible for the safety of open trenches. Traffic and Vibration adjacent to trench walls should be reduced; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. In general, silty and sandy soils were encountered at shallow depths in the explorations at this site. These soils have variable cohesion and density and may have a tendency to cave or slough in excavations. Shoring or sloping back trench sidewalls is required within these soils in excavations greater than 4 feet deep. All utility trench backfill should consist of imported structural fill or suitable on site soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with the pipe manufacturer's recommendations. The contractor is responsible for removing all water -sensitive soils from the trenches regardless of the backfill location and compaction requirements. Depending on the depth and location of the proposed utilities, we anticipate the need to re -compact existing fill soils below the utility structures and pipes. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction procedures. 8.1.9 Pavement Recommendations The near surface subgrade soils generally consist of silty sand with gravel. These soils are rated as fair to good for pavement subgrade material (depending on silt content and moisture conditions). We estimate that the subgrade will have a California Bearing Ratio (CBR) value of 8 and a modulus of subgrade reaction value of k = 18o pci, provided the subgrade is prepared in general accordance with our recommendations. We recommend that, at a minimum, 18 inches of the existing subgrade material be moisture conditioned (as necessary) and re -compacted to prepare for the construction of pavement sections. Deeper levels of recompaction or overexcavation and replacement may be necessary in areas where fill and/or loose soils are present. 8 PO Box 82243 Kenmore, WA98o28 cobal t geo (iD gma il. com 206-331-mo97 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 COBALT GEOSCIENCES The subgrade should be compacted to at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557. In place density tests should be performed to verify proper moisture content and adequate compaction. However, if the subgrade soil consists of firm and unyielding native glacial soils a proof roll of the pavement subgrade soil may be performed in lieu of compaction tests. The recommended flexible and rigid pavement sections are based on design CBR and modulus of subgrade reaction (k) values that are achieved, only following proper subgrade preparation. It should be noted that subgrade soils that have relatively high silt contents will likely be highly sensitive to moisture conditions. The subgrade strength and performance characteristics of a silty subgrade material may be dramatically reduced if this material becomes wet. Based on ow- knowledge of the proposed project, we expect the traffic to range from light duty (passenger automobiles) to heavy duty (delivery trucks). The following tables show the recommended pavement sections for light duty and heavy duty use. ASPHALTIC CONCRETE (FLEXIBLE) PAVEMENT LIGHT DUTY Asphaltic Concrete Aggregate Base* Compacted Subgrade* ** 2.o in. 6.o in. 18.0 in. HEAVY DUTY Asphaltic Concrete Aggregate Base* Compacted Subgrade* ** 3.0 in. 6.0 in. 18.0 in. PORTLAND CEMENT CONCRETE (RIGID) PAVEMENT Min. PCC Depth Aggregate Base* Compacted Subgrade* ** 6.o in. 6.0 in. 18.0 in. * 95% compaction based on ASTM Test Method Di557 **A proof roll may be performed in lieu of in place density tests The asphaltic concrete depth in the flexible pavement tables should be a surface course type asphalt, such as Washington Department of Transportation (WSDOT) 1/2 inch HMA. The rigid pavement design is based on a Portland Cement Concrete (PCC) mix that has a 28 day compressive strength of 4,00o pounds per square inch (psi). The design is also based on a concrete flexural strength or modulus of rupture of 550 psi. 9 PO Box 82243 Kenmore, WA 98028 cobaltgeor gmail. com 2o6-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 9.o Construction Field Reviews COBALT GEOSCIENCES Cobalt Geosciences should be retained to provide part time field review during construction in order to verify that the soil conditions encountered are consistent with our design assumptions and that the intent of our recommendations is being met. This will require field and engineering review to: • Monitor and test structural fill placement and soil compaction • Observe bearing capacity at foundation locations • Observe slab -on -grade preparation • Monitor proofrolls of pavement areas • Observe excavation stability Geotechnical design services should also be anticipated during the subsequent final design phase to support the structural design and address specific issues arising during this phase. Field and engineering review services will also be required during the construction phase in order to provide a Final Letter for the project. io.o Closure This report was prepared for the exclusive use of Sunny Kohli and his appointed consultants. Any use of this report or the material contained herein by third parties, or for other than the intended purpose, should first be approved in writing by Cobalt Geosciences, LLC. The recommendations contained in this report are based on assumed continuity of soils with those of our test holes, and assumed structural loads. Cobalt Geosciences should be prodded with final architectural and civil drawings when they become available in order that we may review our design recommendations and advise of any revisions, if necessary. Use of this report is subject to the Statement of General Conditions provided in Appendix A. It is the responsibility of Sunny Kohli who is identified as "the Client" within the Statement of General Conditions, and its agents to review the conditions and to notify Cobalt Geosciences should any of these not be satisfied. 10 PO Box 82243 Kenmore, WA 98028 cobaltgeo0gmail. com 206-33i-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON May 26, 2018 Respectfully submitted, Cobalt Geosciences, LLC Original signed by: 2513 • t !Nap A. 1 a-i rrr n- Exp. 6/26/18 Phil Haberman, PE, LG, LEG Principal PH/sc PO Box 82243 Kenmore, WA 98028 cobaltgeor`email. com 2 '6-331_11097 COBALT GEOSCIENCES 11 APPENDIX A Statement of General Conditions Statement of General Conditions USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agent and may not be used by any third party without the express written consent of Cobalt Geosciences and the Client. Any use which a third party makes of this report is the responsibility of such third party. BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are in accordance with Cobalt Geosciences present understanding of the site specific project as described by the Client. The applicability of these is restricted to the site conditions encountered at the time of the investigation or study. If the proposed site specific project differs or is modified from what is described in this report or if the site conditions are altered, this report is no longer valid unless Cobalt Geosciences is requested by the Client to review and revise the report to reflect the differing or modified project specifics and/or the altered site conditions. STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in accordance with the normally accepted standard of care in the state of execution for the specific professional service provided to the Client. No other warranty is made. INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and statements regarding their condition, made in this report are based on site conditions encountered by Cobalt Geosciences at the time of the work and at the specific testing and/or sampling locations. Classifications and statements of condition have been made in accordance with normally accepted practices which are judgmental in nature; no specific description should be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in situ conditions can only be made to some limited extent beyond the sampling or test points. The extent depends on variability of the soil, rock and groundwater conditions as influenced by geological processes, construction activity, and site use. VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be encountered that are different from those described in this report or encountered at the test locations, Cobalt Geosciences must be notified immediately to assess if the varying or unexpected conditions are substantial and if reassessments of the report conclusions or recommendations are required. Cobalt Geosciences will not be responsible to any party for damages incurred as a result of failing to notify Cobalt Geosciences that differing site or sub -surface conditions are present upon becoming aware of such conditions. PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications should be reviewed by Cobalt Geosciences, sufficiently ahead of initiating the next project stage (property acquisition, tender, construction, etc), to confirm that this report completely addresses the elaborated project specifics and that the contents of this report have been properly interpreted. Specialty quality assurance services (field observations and testing) during construction are a necessary part of the evaluation of sub -subsurface conditions and site preparation works. Site work relating to the recommendations included in this report should only be carried out in the presence of a qualified geotechnical engineer; Cobalt Geosciences cannot be responsible for site work carried out without being present. APPENDIX B Figures: Vicinity Map, Site Plan 10.2 PO Box 82243 Kenmore, WA 98028 cobaltgeo0gmail.con7 206-331-1W9? I22' 18.000W 122°17.000 W 12 2` 16.0C10' W WGSS4 W z 0 z 0 iV 0 z 0 O 0 of 47° 27.000 • Q ,1 L1 P l • � I �• 1� 1'� . N'1141091 ERN _ 1 152ncJc�f:.. ISO 1(4 YJ,114 T c f i He /i Yam' �fff■f 1l 6th t 5 165th'-S 1 1 rrl � � /�" } 9..- �a 'S 1t58d1'�5.:• �. � •�¢ lir iL'� m l /llili i ? Qil aj b ce •tI1 �1�� J -1'' • y I ITIMENIM tsars 175iD slcrimemni; •. . .. . �!U'c'i3@UQJat30 alGE60raP 2UC7 �Fd 1R�(7 arbr.v- f Teli A113 122=18.000' W 122'17.000' W NATIONAL GEOGRAPHIC KA .5 11 MIL; 31VO 4200 sm (EEI riGa'ElER _ t.',C TINS v.kYr �`•!'!n.:k , rilDdrj n z 0 z 47°27.000' N WGS84 122-15.000' W N r TNh1N T l ,, 0A COBALT GEOSCIENCES--- Proposed 3-Lot Subdivision Parcel No. 00400005oi Tukwila, Washington SITE PLAN FIGURE 1 Cobalt Geosciences, P.O. Box 82243 Kenmore, WA 98028 (206) 331-1097 VWW.cobaltgeo.com cobalt geon�mail corn (c._'J -2.6s 2iit•.'a — 11 •`•s� 1 S 14�-tl� STREET ,_ zes • 'rP-i Approximate Test Pit Location N87-4 r, r F .W 5 50 !� 471?' =.OB THREE NEW j BOXES FOR LOTS 1.2ac3 THREE NE'. ia_TERS FOF: .OrS LOT A TUK SP #L99-0075 REC #20011217900003 TL #004000- 0500 EX GARAGE Ll EX HOUSE L3 CO 1) O LOT 1 I G 1 1.3,9_1;3 so it. 3.2 _ J acre: F- TP-2 II _ S 87'53'0 E—i 26.28' 0 CO LOT 2 7.5ib sc.lt. 17 0_ eo L- i--87 5 S': L_,J t26. TP-1 • FOUND }\ !. Y412 rJEla PRO. =TR ET 7(9 LOT 3 C' N 7,575 :7.ft. io 3.17 acres TP-4 I tV J S87'53'03"E - 126. Z7 mioo4000-0496 • j� R 0�, l RE N A COBALT GEOS C-1-E N C E S- Proposed 3-Lot Subdivision Parcel No. 0040000501 Tukwila, Washington SITE PLAN FIGURE 2 Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 (206) 331-1097 www. cob al teeo. con) cobaltgeol@gmail.com APPENDIX C Test Pit Logs Test Pit TP-i 1.5' 4.5' 1.5' USCS SM SM Fill Weathered Glacial Till SM \ Glacial Till USCS SM SM Test Pit TP-2 Fill Weathered Glacial Till SM \ Glacial Till USCS SM Test Pit TP-3 Fill 2.5: SM Weathered Glacial Till • • 6' Graphic Graphic Graphic • 2' 5' SM USCS SM SM Glacial Till Test Pit TP-4 Fill Weathered Glacial Till SM \ Glacial Till 0-1.5' Silty -Sand with Gravel (SM) Loose, silty -fine to medium grained sand with grave] and local roots, dark yellowish brown to grayish brown, moist. (Fill) 1.5-4.5' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 4.5-6' Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 6' No Groundwater No Caving 0-1.5' Silty -Sand with Gravel (SM) Loose, silty -fine to medium grained sand, dark yellowish brown to grayish brown, moist. (Fill) 1.5-4' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 4-6' Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 6' No Groundwater No Caving 0-2.5' Silty -Sand with Gravel (SM) Loose, silty -fine to medium grained sand trace wood, dark yellowish brown to grayish brown, moist. (Fill) 2.5-6' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 6-8' Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 8' No Groundwater No Caving 0-2' Silty -Sand with Gravel (SM) Loose, silty -fine to medium grained sand with roots, dark yellowish brown to grayish brown, moist. (Fill) 2-5' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 5-7' Silty Sand with Gravel (SM) Dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit 7 No Groundwater No Caving COBALT G_E_O. S..C_I. E. N C ES — Proposed 3-Lot Subdivision Parcel No. 00400005oi Tukwila, Washington TEST PIT LOGS Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 (206) 331-1097 www.cobaltgeo.com cobaltgeongrlail.com VIII. EROSION/SEDIMENTATION CONTROL DESIGN All temporary erosion and sediment control requirements designed in accordance with Core Requirement #5 of the 2016 KCSWDM, section 1.2.5, Erosion and Sediment Control' These standards prevent or reduce pollution of stormwater runoff cause by construction activities. Temporary Erosion and Sediment Control Plan is designed to minimize the amount of sediment laded runoff that leaves the project site, protecting downstream properties from construction and grading activities. ESC Plan Analysis and Design (Part A) The following narrative describing proposed TESC measures: Clearing Limits: Clearing limits are shown clearly on TESC plans with details sufficient to install and maintain during construction. Cover Protection: The type and location of temporary cover measures to be used onsite is shown on the TESC plans. Compost filter socks may also be used where a silt fence could cause more disturbance that would be mitigated. Perimeter Protection: Silt fencing location and details for installation are shown on the TESC plans. Traffic Area Stabilization: A single construction entrance is shown on the TESC plans. The contractor may adjust this road location as necessary during construction upon approval of the City inspector. Dust control measures per D.2.8 of 05 KCSWDM shall also be utilized as indicated on plans. • IX. BOND QUANTITIES WORKSHEET, FACILITY SUMMARIES, & DECLARATION OF COVENANT Bond Quantity Worksheet — N/A — N o offsite improvements Facility Summaries - Not Required Declaration of Covenant — Not Required X. MAINTENANCE AND OPERATION MANUAL Not required. r A POR OF NEI OF NE& OF SEC. Z2-23-4- KING COUNTY, WASNIN6TON 11} K.C.A.5. so irrW—lle 20' TOPOGRAPHY SURVEY FOR EDNA LOCKHART i • f 1 . 1 • a I . , — i i s. ! f purt,wri mi e lir/ gr.r. / --- -,,,,,,,.. y '4 / 1.411" lino TR. IA t 11,7' "si, / IPpLA•rPol t. +Try ... \ 1 arakteafs PoLES"TORUFERrr.°"' WY: WIWI' froUEU euro \. i VCR"! ti Vt;s".' .T.; il ' 'i I 1\,*g\.W""'—a1ilis --,'g -.41 1Ir7 ''( \\'\"111:4\ '11'„°V'\ M 1 \P\\ 1;:I i I \ - i'y:-1I I...\7'\7\ a1'• •- r.\0i;rez,,, 1 14 \ ! i 1 %was OM MP tit \rows 3/4040A I roCAPAsocor =it 1) Ls-r_ 0 A \ 0 1 ADAk5 spol 13Z s / erlo uses room., 0.17.11.$ 5.ro • 64.4ts(ary 4,TAMPA HIM CAMPO la. mos lattlin 01 NOW CAlla e pI413 Sr 4 518787C.3. orroacnou. DESCRIPTION: Ler 4,140081, SaAra W•r• 74887,4444374to 'or TVs FIAT 71111UM Maass a vow. ft or rum Foss , Rea.. to IOW Csuoiry,oRUNOISIOS; SMICT 4, usiourtx, PilllUntsta, 6Aort,i7 oat, , oArcolatenS AAP ISSECVAlloots47 PIMP IP ANY SURVEYOR CERTIFICATE: x iseirrnry irinr -nos we xx roxxx•rer A ToroMA11110.1. • =PICKY OfLie PEPSORME, 44404 Otfacrtoo tti MAltelf, /TM, A, Mr REQUEST or OP\ lacAMAPT. P."• CIfl Ne.:1164; , M41L 5, /WI 0 VS•ocLutore IrMill0/1110d Ha 0 1130 mate DOW ,4774 9esbam83 in Amway SUO.s. A-41 11.14.0friA,W04.14. ISMS Lir. r14,MMA4alt (Id cs3-11111 WPM FOS SNOT cci. L.(8 - 00?If REFERENC6 om-r O 0 ( 1a t-1 9 0 0 Qn $ CITY OF TUKWILA Department of Community Development 6300 Sounccenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 FAX (206) 431-3665 E-mail: Wkol.n(nlei.tukwile.wr.us DEDICATION KNOW all people by these presents that, we the undersigned owners of interest in the land hereby short subdivided, hereby declare this short plat to be the graphic representation of the short subdivision made hereby, and do hereby dedicate to the use of the public forever all streets and avenues not shown as private hereon and dedicate the use thereof for all public purposes not Inconsistent with the use thereof for public highway purposes, and also the right to make all neceesory slopes for cuts and fills upon the lots shown thereon in the original reasonable grading of said streets all the easements and tracts shown on this ehort plat for all public purposes as Indicated thereon, including but not limited to parks, open space, utilities and drainage unless such easements or tracts are specifically identified on this ehort plat as being dedicated or conveyed to a person or entity other than the public, in which case we do hereby dedicate such streets, easements, or tracts to the person or entity identified and for the purpose stated. This subdivision and dedication is made with the free consent and in accordance with the desir of said owne 8. STATE OF WASHINGTON NAME: i?' County of Ring na I.oc ar CRILLJON L0C1O,1RT On this day personally appeared before me Edna L.o.&bar+ Crii)ien Lock.1,4r+ to me known to be the individual(s) who executed the foregoing instrument and acknowledged that +hty signed the same as441.IF voluntary act and deed for the uses `and purposes mentioned there- in. GIVEN under my hand and official seal this I3+k day of th12746er , 2001 Signature: Printed Name: A) 41. �L0.4•fY Title: Admen• GIErK My appointment expires: tQ-16-o4 STATE OP WASHINGTON County of Ring On this day personally appeared before me to me known to be the individual(s) who executed the foregoing instrument and acknowledged that signed the same as voluntary act and deed for the uses and purposes mentioned there - In. GIVEN 20 under my hand and official seal this Signature: Printed Name: Title: My appointment expires: day of LAND SURVEYOR'S CERTIFICATE "I, Emmett C. Dobbs, registered as a land surveyor by the State of Washington, certify that this plat is based on an actual survey of the land described herein, conducted by me or under my supervision; that the distances, courses and angles are shown thereon correctly; and that monuments other than those monuments approved for setting at a later date, have been set and lot corners staked on the ground as depicted on the plat." /2.- ,.,-o/ Emmett C. Dobbs,P.L.S. Date Cert. NO. 17663 SHORT PLAT NO: L 947-OO75 VICINITY MAP (NOT TO SCALE) LEGAL DESCRIPTION (OLD) LOT 4, BLOCK 4, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF RING COUNTY, WASHINGTON. LEGAL DESCRIPTIONS (NEW) LOT "A": THAT PORTION OF LOT 4, BLOCK 4, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OP SAID LOT 4; THENCE S 01'12'53"W ALONG THE WEST LINE OF SAID LOT A DISTAMCE OF 127.81 FEET; THENCE S 86'04'04"E A DISTANCE OF 37.11 FEET; THENCE N 04'11'41"E A DISTANCE OF 8.79 FEET; THENCE S 87'46'19"E A DISTANCE OF 38.34 FEET; THENCE N 02'26'00"E A DISTANCE OP 61.33 FEET; THENCE N 01'13'10"E, PARALLEL WITH THE EAST LINE OF SAID LOT, A DISTANCE OF 58.85 FEET TO THE NORTH LINE OF SAID LOT; THENCE N 87'49'17"W ALONG SAID NORTH LINE A DISTANCE OF 77.17 FEET TO THE TRUE POINT OF BEGINNING; EXCEPT THE NORTH 10 FEET FOR PUBLIC ROAD. (CONTAINS 8,766s.f.3) LOT "B": TEAT PORTION OF LOT 4, BLOCK 4, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF RING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHWEST CORNER OP SAID LOT 4; THENCE S 01'12'53"W ALONG THE WEST LINE OF SAID LOT A DISTANCE OF 127.81 FEET TO THE TRUE POINT OF BEGINNING; THENCE S 86'04'04"E A DISTANCE OF 37.11 FEET; THENCE N 04'11'41"E A DISTANCE OF 8.79 PEET; THENCE S 87'46'19"E A DISTANCE OF 38.34 FEET; THENCE N 02'26'00"E A DISTANCE OF 61.33 FEET; THENCE N 01'13'10"E, PARALLEL WITH THE EAST LINE OP SAID LOT, A DISTANCE OF 58.85 FEET TO THE NORTH LINE OF SAID LOT; THENCE S 87'49'17"E ALONG SAID NORTH LINE A DISTANCE OF 49.17 FEET TO THE NORTHEAST CORNER OF SAID LOT; THENCE S 01'.13'10"W ALONG THE EAST LINE OF SAID LOT A DISTANCE OF 310.03 FEET TO THE SOUTHEAST CORNER OP SAID LOT; THENCE N 87'52'38"W ALONG THE SOUTH LINE OF SAID LOT A DISTANCE OF 126.32 FEET TO THE SOUTHWEST CORNER OP SAID LOT; THENCE N 01'12'53"E ALONG THE WEST LINE OF SAID LOT A DISTANCE OF 182.34 PEET TO THE TRUE POINT OF BEGINNING; EXCEPT THE NORTH 10 FEET OF TIME EAST 49.17 FEET POR PUBLIC ROAD. (CONTAINS 29,140 s.f.*) APPROVALS -SING COUNTY FINANCE DIVISION that all pro• ty taxes cient amount nquent spec that a I cer made in s ere are no 11ection; a icated as Irian e paid xes VOLUME V. 'I PAGE and that a for the follow certified . this to on ,ny of the p public use are uty Manage KING COUNTY ASSESSOR'S APPROVAL Examined and approved by the Department of Assessments day of As Cook be ,20I/ e,%ocr No 6[a King County Assessor ACCOUNT NO: 004000-0500 this /7 TA sit has been year; that £f ice rty aputy AeseaeQr CITY TREASURER'S CERTIFICATE (Only required if land is to be dedicated to the City) There are no delinquent special assessments, and all special assessments on any of the property that is dedicated as streets, alleys or for other public use are paid in full. Examined and approved by the City of Tukwila Finance Department this /$0' day of )h��..aw be e- , 20 0 L_ Finance Director TUKWILA SHORT SUBDIVISION COMMITTEE APPROVAL Reviewed and approved by the Short Subdivision Committee and hereby certified for filing this 1'1/4 day of IL:rCE//k Chairpereon, Short Subdivision Committee sea s+$asr top 2 SURVEY IN NE } OF NE # OF SEC.I2,T.T3N.,R.4 E., W.N., IN KING COUNTY, WASH. RECORDING CERTIFICATE Filed for record at the request of the City of Tukwila this day of ,20 , at minutes past M, and recorded in Volume of Plats, on page , records of Ring County, Washington. King County Manager l Supt. of Records and Elections oWNER(s): EDNA LACK11.1I0[T ADDRESS: ItZI1 AL18U,J AVE. 3. CITY/STATE/ZIP: SFA-Tlt1E, WA611. me. PHONE NO(S): (20G] ii2-4E4o DWN DY. E.c.v. CHKD. BY B. F. 15255 Sunwood Blvd. S. A-41 Tukwila, Wash. 98188 Emmett C. Dobbs, P.1S. GA. He. 17663 243-0427 DATE t2-T-O/ SCALE Bin Fox 433-1736 Mobil.: 949-7329 JOB NO. 9103011 SHEET 1 OF 2 A t/800/4I refRgAice JOO / I2 1 'I 04D_PS CITY OF TUKWILA Department of Community Development 6300 Sauthcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 FAX (206) 431-3665 E-mail: tukpI a6Iici tukwile.we.us NOTES SHORT PLAT NO: L 94-0075 INSTRUMENTATION FOR THIS SURVEY WAS A 5 SECOND THEODOLITE (LEITZ-4B) AND ELECTRONIC DISTANCE MEASURING UNIT. TRAVERSE METHODS USED IN THE PERFORMANCE OF THIS SURVEY EXCEEDS MINIMUM STANDARDS OF WAC 332-130-090. 2. FENCE AND SHED ENCROACHMENTS SHOWN ON APRIL, 1999, TOPOGRAPHY SURVEY ON WEST LINE OF PROPERTY HAVE BEEN REMOVED AND NEW FENCE PLACED ON PROPERTY LINE. 3. FIRE HYDRANT IS 51 FEET NORTH AND 169 FEET WEST OF NORTHWEST CORNER OF LOT 4, BLOCK 4, ADAMS HOME TRACTS. 4. THE FOLLOWING REQUIREMENTS MUST BE MET PRIOR TO ISSUANCE OF ANY BUILDING PERMITS FOR LOT B: 5- a. A 20 FOOT WIDE PAVED ACCESS ROAD WITH AN ALL WEATHER SURFACE BUILT TO PUBLIC WORKS AND FIRE DEPARTMENT STAND- ARDS MUST BE PROVIDED TO ANY NEW STRUCTURES. A FIRE TURNAROUND WILL BE REQUIRED IF THE ACCESS ROAD EXCEEDS 150 FEET IN LENGTH. b. IF THERE IS NO FIRE HYDRANT WITHIN 250 FEET OF THE BUILD- ING SITE, THEN THE DEVELOPER SHALL EITHER INSTALL A FIRE HYDRANT CAPABLE OF A 1000 GALLON PER MINUTE FLOW OR THE HOUSE WILL BE REQUIRED TO PROVIDE INTERIOR SPRINKLERS, TO BE APPROVED BY THE FIRE DEPARTMENT. PROPERTY IS SUBJECT TO EASEMENTS, RIGHTS, EXCEPTIONS, COVENANTS, RESTRICTIONS AND RESERVATIONS OF RECORD, IF ANY. 6. PORTION OF COVERED PATIO HAS BEEN REMOVED TO PROVIDE FOR MINIMUM SETBACKS FROM PROPOSED, PROPERTY LINES. 7. SEE APRIL, 1999, TOPOGRAPHY SURVEY PERFORMED FOR EDNA LOCKHART THAT INCLUDES UTILITIES AND CONTOUR INFORIIIITIOM ROT INCLUDED ON THIS SNORT PLAT MAP. 8- SHOP HAS SEWER AND WATER LINES (NOT HOOKED UP) LOCATED ON EAST SIDE OF BUILDING. SHOP HAS ELECTRICITY. NONE OF THE LINES TO SHOP CROSS LOT "A". /5 EP. oFs�aS4 mum, mow 1M CASE 3-1-11 ili 0 10 80 30 4o 1e,= 30' Northwest Corner/to of Lot 4. Found L.S./8808 Tag • Nail in driveway. Point 0.09'N. • 0.08' W.. (51L41s oR 8EAR11JG) _-_ N 197'44_I7" W <124.4'PL\r> 'SEE NOTE a Sr. -88 SEC NOT1E VOLUME /s/9 PAGE. Northeast Corner of Lot 4. Found 11" iron pipe with L.S./8808 Tag i Nail 0.17' N. a 0.06'E._ _ is 14 NE. m of ;H Wax -"i2 23 MC.31-ft<-4. Itpi Wax.4 MFAS. (Les 1-1 fM iOWE 34-79 NOT' SET 77.17' LOT 4'A" ,766 SF,* 14r I ' Er OF Oolrl SVWX cOR- N01 37.11' SET S86 04'04"E i SU R) 0 S CAP PERAK rcw iJ 38.34' S87'4L'p'E N04°)1'41"E 8.79' iZ LOT "B 29, 140 S.F.± W g Z 49.f7' 33.7 34.7' :i'.-\i:)�. .HOME r:',r.C.T5 v Ci-. 11, G. 31 <126.4' PLAT). /Z4.32' N 87 .S2' 38" W OWNER (S) : EDNA L oc KHART ADDRESS: 1 tZ l l AUBURN AVE. S. CITY/STATE/ZIP: SEATTLE WASH- 18(78 PHONE NO (S) : (206) 772-189O EXPIRES 6/9/ 02 DWN BY. E .C.D. CHKO. BY S.F. �. NOTE: 0 O Z 10 feet to be dedicated to the City of Tukwila for right-of-way with the recording of this short plat. I h)4 PCUHD EXISTING LS.1814 G• REBAP. 0.05'N. POR OF NEX.s. OF NEVI. OF SEC. 22-23-4 15255 Sunwood Blvd. S. A-41 Tukwila. Wash. 98188 Emmett C. Dobbs, P.LS. Cert. Nos17663 243-0427 DATE iZ- 7- GI SCALE. = 30' Bill fox 433-1736 Mobile: B49-7529 JOB NO. 9903011 SHEET 2 of 2 Lg SHORT PLAT NUMBER L17-xxxx CITY OF TUKWILA, WASHINGTON TUKWILA SHORT SUBDIVISION COMMUNITY APPROVAL Examined and approved this __ day of _______, 20__ Choir Short Subdlvison Commitee COUNTY ASSOSSOR'S APPROVAL Examined and approved this _ day of 20 Assessor Ceputy Assessor Account Number 004000-0501 RECORDING NO. VOL./PAGE SCALE: 30 e 1) 30 60 120 1 inch = 30 1t PORTION OF NE 1/4 OF THE NE 1/4, SEC 22, TWN 23 N., RG 4 E, W.M. t10 DEDICATION PER KWILA SPI#L99-0075 EC #20011217900008 0 N CNi 00 S 144th STREET S87'49.1 rE 0 1318.481_(M)___-_ n 0 CO 0 t0 7,575. s.t. 0.17 acres I --Al- 8 53 3" 1-26. LOT 3 7,870. s.1. 0.18 acres S87'53'03"E 126.27 Ti o04000-Q496 ^/ 0.31 ocres fL4 Wr- — N10 TIN S 8r5so3"-€-126.28' II oo\ LOT 2 L WI NI(V ^io old zi N87'46'50"W 10-FT SS STUB EASEMENT FOR THE BENEFIT OF \ LOTS 1, 2 & 3 LOT A TUK SP f.99-0075 REC #20011217900008 TLO104000-0500 EX HOUSE L3 L1 N LOT 1 — 9� Z N W NFL Utct FQ Q (0 N 6) tr) 0 49.12' zI 32.0' N tFOUND REBAR & CAP LS#41227 (10/17) to 32.0' 0 CO T LOT 1 TUK S' h,116-0030 REC 1j20170321900006 T1_ 004000-0502 _ FOUND REBAR & CAP LS#41227 (10/17) I OT 2 TLIK 5P #1_16-O030 REC #20170321 900006 TL#004000- 050.3 L___ --L,T-3'_ TUK '.P #1_16-0030 REC r20170321900006 TL§Oo4000-0504 FOUND REBAR & CAP LS#41227 (10/17) LOT 4 TUK SP jt.16-0030 RFC #20170321900006 TL #004000- 0505 FOUND REBAR & CAP LS#41227 (10/17) TI.y004000-O496 L L_ 1 SURVEY NOTES INSTRUMENT: SPECTRA FOCUS 35 TOTAL STATION METHOD USED: FIELD TRAVERSE WITH ACTUAL FIELD MEASUREMENTS AND ANGLES WAC 332-130-090 DATE OF SURVEY: OCTOBER 2017 BASIS OF BEARING: S 144th STREET (N87'49'17'W) BENCHMARK: REFERANCE SURVEYS; TUKVILA SP N4_16-0030 REC# 20170321900006 TUKWILA SPjj L99-0075 REC# 20011217900008 LEGEND ANGLE POINT SURFACE MONUMENT B PROPOSED MON IN CASE EX PK NAIL ffJ EX MON IN CASE o EX REBAR / PIPE AS NOTED • SET 1/2" REBAR & CAP #9470 -:- SECTION CORNER cOi QUARTER CORNER rJ LINE TABLE LINE LENGTH BEARING L1 37,11 S86°04'20'E L2 8.79 N04.11'25'E L3 38.34 S87°46'35'E L4 10.00 S88°47'05'E L5 8.00 S88'47'05'E RECEIVED SEP 05 2019 Community Development IMF TOUMA ENGINEERS AND LAND SURVEYORS, PLLC 255 SW 41st STREET RENTON, WASHINGTON 98057 425-251-0665 OFFICE 425-251-0625 FAX CHAND SHORT SUBDIVISION 4651 S 144TH STREET DWN. BY DAN T DATE SEPT. 2018 JOB NO. 103901 CHKD. BY MH T SCALE 1" = 30' SHEET 2 OF 2 SHORT PLAT NUMBER L17-xxxx CITY OF TUKWILA, WASHINGTON TUKWILA SHORT SUBDIVISION COMMUNITY APPROVAL REVIEWED AND APPROVED BY THE SHORT SUBDIVISION COMMITTEE AND HERE BY CERTIFIED FOR FILING Examined and approved this , day of Chair Short Subdhison Commitee 20 COUNTY ASSOSSOR'S APPROVAL Examined and opproved this day of Arroessc' Deputy Assessor Account Number 004000-0501 20 RECORDING NO. VOL./PAGE SCALE: 30 0 IS 30 GO fp 1 inch = 30 ft. DECLARATION Know all men bythese present that we, the undersigned, owner(s) in fee simple of the lond herein describeddohereby make a short subdivision thereof pursuant to RCWp58.17.060 and acknowledge that said subdivision shall not be further divided in any manner within o period of five years, from dote of record. without the filing of a final plot. The undersigned further declare this short plat to be the graphic representation of said short subdivision and the some is mode with the free consent and in occordonce with the desire of the owner(s). In witness whereof we have set our hands and seals. Name: Chond Tarlok _game Suman Koli Nome: 1Jame ACKNOWLEDGMENTS STATE OF WASHINGTON County of King on this day personollyappeared before me to me known to be the individual who executed the within and foregoing instrument and acknowledged that he/she signed the some as his/her voluntary act and deed for the uses and purposes therein mentioned. GIVEN under my hand and official seal this_____day of____, 20_____ STATE OF WASHINGTON County of King On this day personally appeared before me to me known to be the individual who executed and acknowledged that he/she signed the same deed, for the uses and purposes -therein mention Signature: Nome os commissioned: Title: My appointment expires: the within and foregoing instrument as his/her voluntary oct and ed. GIVEN under my hand and official seal this___ __cloy of __, 20 Signature: Name os commissioned: Title: My appointment expires: LAND SURVEYOR'S CERTIFICATE registered as a land surveyor by the -gate of -Washington, certify that this plat is based on an actual survey of the land described herein, conducted by me or under my supervision; that the distances, courses and angles are shown hereon correctly, and that monuments other than those monuments approved for setting at o later dote, have been set and lot corners stoked on the ground os depicted on the plot. Signature: Date: Don Touma, P.L.S. Cert. No. 38922 RECORDING CERTIFICATE Filed for record at the request of the City of Tukwila this day of , 20 . at minutes past M, and recorded In Volume of Surveys, on page , records of King County, Washington. King County Manager Supt. of Records and Elections PORTION OF NE 1/4 OF THE NE 1/4, SEC 22, TWN 23 N., RG 4 E, W.M. 69 51 S 144th STREET ,n a v a 5 146th STREET rn le —SITE a 10 4. ac S 148th STREET rn a a 1-9 _v) N VICINITY MAP SURVEY NOTES INSTRUMENT: SPECTRA FOCUS 35 TOTAL STATION METHOD USED: FIELD TRAVERSE WITH ACTUAL FIELD MEASUREMENTS AND ANGLES WAC 332-130-090 DATE OF SURVEY: OCTOBER 2017 BASIS OF BEARING: S 144th STREET (N87'49'17"W) BENCHMARK: TOP OF CONCRETE MON IN CASE AT THE INTERSECTION OF S 144th ST AND 46th AVE S ELEVATION = 287.90' (NAVO88) REFERENCE SURVEYS; TUKWILA SP #L16-0030 REC# 20170321900006 TUKWILA SP# L99-0075 REC# 20011217900008 EXISTING LEGAL DESCRIPTION (TAX PARCEL #004000-0501) LOT B, CITY OF TUKWILA SHORT PLAT NUMBER L99-0075, RECORDED DECEMBER 17, 2001, UNDER KING COUNTY RECORDING NUMBER -2001121 7900008,.P,ECORDS OF KING COUN-TY,-WASHINGTON. - SUBJECT TO ALL MATERS OF PUBLIC RECORDS NEW LOT 1 LEGAL DESCRIPTION A PORTION OF LOT B, CITY OF TUKWILA SHORT PLAT NUMBER L 99-0075. RECORDED DECEMBER 17, 2001, UNDER KING COUNTY RECORDING NUMBER 20011217900008, RECORDS OF KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS; BEGINNING AT THE NORTHWEST CORNER OF SAID SHORT PLAT BEING THE TRUE POINT OF BEGINNING. THENCE SOUTH 01'12'55" WEST A DISTANCE OF 177.65 FEET; THENCE NORTH 87'53'03" WEST A DISTANCE OF 126.28 FEET; THENCE NORTH 01'12'37" EAST A DISTANCE OF 60.00 FEET; THENCE SOUTH 86'04'20" EAST A DISTANCE OF 37.11 FEET; THENCE NORTH 04'11'25" EAST A DISTANCE OF 8.79 FEET; THENCE SOUTH 87'46'35" EAST A DISTANCE OF 38.34 FEET; THENCE NORTH 01'53'26" EAST A DISTANCE OF 110.19 FEET; THENCE SOUTH 87'46'50" EAST A DISTANCE OF 49.12 FEET TO THE TRUE POINT OF BEGINNING. NEW LOT 2 LEGAL DESCRIPTION A PORTION OF LOT 8, CITY OF TUKWILA SHORT PLAT NUMBER L 99-0075, RECORDED DECEMBER 17, 2001, UNDER KING COUNTY RECORDING NUMBER 20011217900008, RECORDS OF KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS; COMMENCING AT THE NORTHWEST CORNER OF SAID SHORT PLAT; THENCE SOUTH 01'12'55" WEST A DISTANCE OF 177.65 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 01'12'55" WEST A DISTANCE OF 60.00 FEET; THENCE NORTH 87'53'03" WEST A DISTANCE OF 126.28 FEET; THENCE NORTH 01'12'37" EAST A DISTANCE OF 60.00 FEET; THENCE SOUTH 87'53'06" EAST A DISTANCE OF 128.28 FEET TO THE TRUE POINT OF BEGINNING NEW LOT 3 LEGAL DESCRIPTION A PORTION OF LOT B, CITY OF TUKWILA SHORT PLAT NUMBER L 99-0075, RECORDED DECEMBER 17, 2001, UNDER KING COUNTY RECORDING NUMBER 20011 217900008, RECORDS OF KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS; COMMENCING AT THE NORTHWEST CORNER OF SAID SHORT PLAT; THENCE SOUTH 01'12'55" WEST A DISTANCE OF 237.65 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 01'12'55" WEST A DISTANCE OF 62.34 FEET; THENCE NORTH 87'53'03" WEST A DISTANCE OF 126.27 FEET; THENCE NORTH 01'12'37" EAST A DISTANCE OF 62.34 FEET; THENCE SOUTH 87'53'06" EAST A DISTANCE OF 128.28 FEET TO THE TRUE POINT OF BEGINNING RECEIVEn SEP 0 5 2019 TUKWQ, PUBLIC WO,:K3 RECEIVED SEP 05 200 Community Development 17ffTOUMA ENGINEERS AND LAND SURVEYORS. PLLC 255 SW 41st STREET RENTON, WASHINGTON 98057 425-251-0665 OFFICE 425-251-0625 FAX CHAND SHORT SUBDIVISION 4651 S 144TH STREET DWN. BY DAN T DATE OCTOBER 2017 JOB NO. JOB NO. CHKD. BY MHT SCALE 1" = 30' SHEET 1 OF 2 GENERAL NOTES 1. Locations shown for existing utilities are approximote. 2. At least 48 hours before starting project site work, notify the Utilities Inspector at 206-433-0179. 3. Request a Public Works utility inspection of least 24-hours in advance by coiling 206-433-0179. 4. The Contractor assumes sole responsibility for worker safety, and damage to structures and improvements resulting from construction operations. 5. The Contractor shall have the permit(s) and conditions, the opproved plans, and o current copy of City of Tukwila Development Guidelines and Design and Construction Standards available at the job site. 6. All work shall conform to these approved drawings. Any chonges from the approved plans require pre-opprovol from the owner, the engineer, and the City of Tukwila. 7. All methods and materiels shall meet City of Tukwilo Development Guidelines and Design and Construction Standards, unless otherwise approved by the Public Works Director. 8. Contractor shall maintain a current set of record drawings on -site. 9. Controctor sholl provide record drawings prior to project final opprovol. 10. Provide traffic control and street maintenance plan for Public Works approval before implementation. 11. All surveying for public facilities shall be done under the direction of a Washington licensed land surveyor. Vertical datum shall be NAVD 1988. Horizontal dotum shall be Washington State (grid) Coordinates, North Zone, using NAD 83/91 survey control and tied to any two City offukwilo Horizontal Control Monuments. For projects within a flood control zone, the Permittee shall provide conversion calculations to NGVD 1929. 12. Replace or relocate all signs domoged or removed to construction. 13. Retain, replace or restore existing vegetation in rights -of -way, easements, and Access Trocts. CONSTRUCTION NOTES 1. All work performed sholl be per approved plans and specifications only. The Permittee is required to maintain a set of approved plans, specifications, and associated permits on the job site. Work shall be performed in occordonce with all federal, state, and local lows. Permittee shall apply for Revision for any work not according to the opproved plans. 2. Permittee/Controctor shall arrange a preconstruction conference with the City's Inspector(s) prior to beginning any work. 3. Work in Roadways a. All work in roadways shall meet TMC 11 and the following: b. Prior to any octivity in City right-of-way, the Permit tee shall provide the City a traffic control plan for review and approval. The traffic control plan shall include .the location, address and description of traffic flowiduring the work and shall meet MUTCD requirements. ' L c. All work requiring lane closures must be by permit only. From the third Thursday in November to the following January 2nd, the Director does not allow loneldosures in the Tukwila Urban Center. d. Fire, pedestrian, and vehicular access to buildings shall be maintained at all times, except when Permittee hos permission from the building owner and the Director to close on access. e. All roadwoys shall be kept free of dirt and debris using street sweepers. Use of water trucks for cleaning roadways requires preapprovol from the Director. f. Install steel plotes over any trench, at any time work is stopped and the trench is left open. GRADING AND EROSION CONTROL NOTES GRADING AND EROSION CONTROL NOTES 1. The erosion prevention and sediment control (ESC) measures on the opproved pions ore minimum requirements. 2. Before beginning any construction activities, establish the clearing limits, instoll construction entrance, and install erosion prevention and sediment control measures. 3. Before any ground disturbance occurs, all downstream erosion prevention and sediment control measures (ESC) must be constructed and in operation. Install and maintain all ESC measures according to The ESC plan. 4. ESC meosures, including all perimeter controls, sholl remain in place until final site construction is completed and permanent stabilization is established. 5. From May 1 through September 30, provide temporary and permonent cover measures to protect disturbed areas thot will remain unworked for seven doys or more. 6. From October 1 through April 30, provide temporory and permanent cover measures to protect disturbed areas that will remain unworked for two doys or more. In addition to cover measures, the Controctor shall: a. Protect stockpiles and steep cut and fill slopes if unworked for more than 12 hours. b. Stockpile, on site, enough cover materials to cover oil disturbed oreos. c. By October 8, seed all areas that will remain unworked during the wet seoson (October 1 through April 30). Mulch all seeded areas. 7. Failure to maintain ESC meosures in accordance with the approved mointenonce schedule may result in the work being performed of the direction of the Director and assessed as a lien against the property where such facilities are located. 8. During the life of the project, the Permittee shall mointoin in good condition and promptly'repoir, restore, or replace all grode surfaces; wolfs, drains, dams, structures, vegetation, erosion and sediment control meosures, and other protective devices in accordance with approved plans. 9. The Permittee sholl monitor the downstream drainage features, and shall, with the Director's approval, remove all sediment deposition resulting from project -related work. 10. All work performed shall be per approved pions and specifications only. The Permittee is required to maintain a set of approved plans and specificotions and associated permits on the job site. Work sholl be performed in occordonce with all federal, state, and local lows. 11, As the first order of business, the Permittee sholl install erosion prevention and sediment control measures per the ESC and shall install thedownstream temporory ESC meosures before ony site disturbonce occurs. Before the temporary meosures are removed, install and establish the upstreom permanent ESC measures. 12. the Permittee shall of all times protect sensitive areos, their buffers, and adjacent private properties and public rights -of -way or easements from damage during grading operations. The Permittee shall restore, to the standards in effect at the time of the issuance of the permit sensitive oreos, their buffers, and public and private properties and improvements damaged by the Permittee's operations. 13. Permittee shall arrange for and comply with the following: a. Notify the Public Works Department within 48 hours following instollotion of Ese measures. b. Obtain permission in writing from the Public Works Deportment prior to modifying the ESe plan. c. Maintain all rood drainage systems, storm woter drainage systems, control measures and other facilities as identified in the ESCplan. d. Repair any siltation or erosion domdges to adjoining properties and droinoge facilities. e. Inspect according to the approved Ese inspection schedule and moke needed repairs immediately. r4 I , " _ s taATH SITE 5 st S 146TJ 5T ,n , 0 °i50TH 51 w < r 1 I ' 54TH GI'�� , eito BOTH ST 1 \ t \) VICINITY MAP UTILITY NOTES 1. All trench excavation operations sholl meet or exceed all opplicoble shoring lows for trenches over 4-feet deep. All trench safety systems shall meet WISHA requirements. 2. Power, cable, fiber optics, and telephone lines shall be in a trench with o 5' minimum horizontal separation from other underground utilities. 3. Adjust all monholes, Catch basins, and valves in public rights- of -way or`edsements after ospholt paving. 4. All proposed homes are to be serviced by sprinkler systems. STORM DRAINAGE NOTES 1. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, and the adopted King County Surface Water Design Manual, unless otherwise opproved. 2. Mork all storm drain inlets with "Dump No Woste" and either "Drains to Streams", "Drains to Wetlands", or "Drains to Groundwater", os applicable. 3. Drivewoy culverts shall be of sufficient length to provide o minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts sholl hove beveled end sections that match the side slope. LEGAL DESCRIPTION LOT B, CITY OF TUKWILA SHORT PLAT NO. L99-0075, RECORDED DECEMBER 17, 2001, UNDER RECORDING NO. 20011217900008, RECORD OF KING COUNTY, WASHINGTON. SHEET TITLE C1 COVER SHEET & GENERAL DETAILS AND NOTES C2 TEMPORARY EROSION SEDIMENTATION CONTROL PLAN C3 STORM, GRADING AND UTILITES PLAN RECEIVED SEP 05 20 TUKWILA PUBLIC WORKS RECEIVED SEP 05 2019 DCommunity pme t L i8- coctij PCN9ONS Na OCSOBPOON/081E ar PER 000 REVIEW 4651 S. 144TH STREEET TEMP EROSION CONSTROL PLAN WASHING TON JOB Na 103901 OCSTO.'CO MT DRAW MT COMP. 0r O4CL7KED MT OATC AP181. 2018 06 NO 103901 Cl or 3 SN¢T5 R4'W90N5 N0 DEST:RIP1117N/DA7E DY PER CITY REVIEW FILTER FABRIC NOTES A. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MIN. 8' OVERLAP. AND BOTH ENDS SECURELY FASTENED TO THE POST. B. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). ME FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6' APART AND DRIVEN SECURELY INTO THE GROUND (MIN. OF JO ). C. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8' WOE AND 12" DEEP. UPSLOPE AND ADJACENT TO ME WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. D. WREN STANDARD STRENGTH FILTER FABRIC IS USED. A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY WRE STAPLES AT LEAST 1' LONG. TIE WRES, OR NOG RINGS. THE WIRE SHALL EXTEND INTO ME TRENCH A MIN. OF 4' AND SHALL NOT EXTEND MORE THAN 36' ABOVE THE ORIGINAL CRDUND SURFACE. E. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR W7R£D TO THE FENCE, AND 20" OF THE FABRIC SHALL EXTEND INTO THE TRENCH. THE FILTER FABRIC SHALL NOT EXTEND MORE THAN 36' ABOVE ME ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. F. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSER POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE. THE FILTER FABRIC IS STAPLED OR WRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTES APPLYING. G. THE FENCE SHALL BE BACKFILLED WITH 3/4" MIN. DIAMETER WASHED GRAVEL. N. FILTER FABRIC FENCES SHALL BE REMOVED MIEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. I. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. FILTER FABRIC MATERIAL 1 B YFABRIC OR EOVAL PROMOS 3/4- - 7-1/4' WASH BACKF/LL //N TRENCH AND ON BOTH SIDES OF FILTER FABRIC i ON THE SURFACE. 2" BY 4" I4000 POST ALT. STEEL FENCE POSTS WRAF? 100 X BIDUM OR EOUIV. FILTER FABRIC MATERIAL 60' WOE ROLLS USE STAPLES OR WIRE RINGS TO ATTACH 70 WIRE. 2" BY 2' BY 14 GA. AARE FABR C OR EGUIV. )TRIAL IN 'Y BOTTOM8 jJFBY FIL12 TRENCH. ABRIC 6' MAX —2' BY 4' WOOD POST ALT. STEEL FENCE POSTS FILTER FABRIC FENCE DETAIL DETAILS LOCATED ON SHT. 3 EXIST. CATCH BASIN FILTER FABRIC PTOTECTION NEW CATCH BASIN FILTER FABRIC PTOTECTION MULCH AREA AFTER CLEARING "--- o°000eeeoo0 o-0,o0,e0 RIPRAP ROCK PROTEC770N FILTER FABRIC SILT FENCE CLEARING LIMIT INTERCEPTOR SWALE TEMPORARY ROCK CONSTRUCTION ENTRANCE MATERIAL WITH FINE IS NOT ACCEPTABLE 1, USE 4' TO 8' QUARRY ROCK OR CRUSHED ROCK FOR SURFACING AS 91011N. 2. THE 100-FT LENGTH SHALL BE LENGTHEN AS NECESSARY TO INSURE MATERIAL IS NOT TRACKED INTO THE PUBLIC RIGHT -OF -WAY, OF SECTION 22, TWN 23 N, R 4 E., W.M. CITY OF TUKWILA EX 1N ---- 6.. 5S —�--__ 6„ u S 144th STREET ?ys n LOT A �TUK SP 11.99-0075 REC /20 4)117900008 n. OS(X) V81'53'o3 ' f26.2 f 11/00 n -0496 STA 0H05 55 Sw7 RIM 276.46 MV a- 269.50 EX WV FOUND REBAR & CAP LS/41227 (10/17) 227.48' ! LOT 1 1UK SP /L16-0030 REC /20170321900006 114004000-0502 FOUND REBAR & CAP LS/41227 (10/I7) LOT 2 1111, SP /L16-0030 REC /20170321900008 Tl/004000-0503 J L LOT 3 111K SP j116-0030 REC #20170321900006 11/004000-0504 FOUND REBAR & CAP LS/41227 (10/17) LOT 4 TUX SP /L16-0030 REC /20170321900006 IL/004000-0505 RESIDENTIAL LIMITED PERFORATED —INFILTRATION TRENCH PER KC C-2.11.A (SEE DETAIL) FOUND REBAR & CAP LS/41227 (10/17) 11100,00-0496 --t H L _ IN SURVEY NOTES INSTRUMENT: SPECTRA FOCUS 35 TOTAL STA ROM METHOD USED: FIELD TRAVERSE INN ACTUAL FIELD MEASUREMENTS AND ANGLES RAC 332-130-090 DATE OF SURVEY: OCTOBER 2017 BASIS OF REARING: S 144th STREET (N87149'I7.W) BENCHMARK: TOP OF CONCRETE MON IN CASE AT THE INTERSECTION OF S 144th ST AND 4619 AVE 5 ELEVATION = 287.90' (NAV088) REFERENCE SURVEYS; TUKWILA SP 111.95-0075 REC/ 20011217900008 LEGEND ® CB (TYPE 1) OO ST1IH (TYPE 11) pS SANITARY SEWER MH M WATER VALVE ® WATER METER/SERVICE h FIRE HYDRANT -0- UTILITY POLE E GUY WIRE ® SIGNAL CABINET POWER JUNCTION BOX Yt UGHT POLE ID GAS VALVE © POWER VAULT O POWER PEDESTAL OT TELEPHONE VAULT O TELEPHONE CABINET ▪ SIGN 5/ 0 0 CONIFER TREE TO BE RETAINED DECIDUOUS TREE TO BE RETAINED CONIFER TREE TO BE REMOVED DECIDUOUS TREE TO BE REMOVED MONITORING WELL MAIL BOX PK NAIL MON IN CASE/ EX REBAR / PIPE AS NOTED PROPOSED WATER METER PROPOSED SEWER MH RECEIVED SEP 052019 Cornmuni144 D616I07848 CC O O CC Q Q 4651 S. 144TH STREEET TEMP EROSION CONSTROL PLAN WASHING TON JOB NO.703901 DESIGNED MT DRAW MI COW. D7 CHECKED MT DATE AFRO. 2018 DWG NO. 103901 C2 OF ,3 SHEETS ND DEscRwnwiDA TE BY 16' MIN. RANDOM FILL 24' MIN. —� TRENCH X-SECTION NTS FILTER FABRIC 6' PERFORATED PIPE I WASHED ROCK PLAN VIEW OF ROOF NTS SLOPE TO ROAD DRAINAGE SYSTEM X1R LEVEL TRENCH -r M MERFDRORATEDPIPE i xx .x K x ', x *•>�` �><'L _ --- J' COMPACTED DEPTH POROUS ASPHALT CONCRETE — 6' MIN. COMPACTED DEPTH FREE DRAINING SAND OR GRAVEL BASE GRAVEL BASE MAY BE REQUIRED DEPENDING ON SOIL CONDITIONS. TYPICAL ASPHALT DRI VEWA Y SECTION POROUS PRI VA TE ASPHALT PARKING AND DRIVEWAY PAVING SECTION I. A AIIN/MUM OF 6' OUCHES OF FREE -DRAINING SAND CR CRAWL BASE /S REWIRED UNDER THE POROUS PAVEMENT SURFACE. 2. ME FRET -DRAINING BASE SHALL HAVE LESS THAN 58 FINES (MATERIAL PASSING ME /200 9E1E) BASED ON THE FRACTION PASSING THE /4 SIEVE J. WE POROUS PAVEMENT SHALL BE PERMEABLE ENOUGH TO ABSORB WA HER AT A MINIMUM RATE OF 10 INCHES PER HOUR IMMEDIATELY AFTER THE PAVEMENT SURFACE HAS BEEN At /TUT CCNRNUOUSLY FOR A7 LEAST 10 MINUTES CYNIPUANCE 197H THIS MIN/MUM RATE SHALL 8E CHECKED PRIOR I0 CONSTRUCTION APPROVAL OF THE PAVEMENT CgUPLIANCE MAY 8E CHECKED USING A SIMPLE BUCKET TE51 /N BMCH 5 GALLONS OF WATER ARE POURED ONTO THE PAVEMENT SURFACE ALL AT ONCE FROM A 5 GALLON B/C(E7. IF NOTHING BAIT A SCANT AMOUNT OF WATER PUDDLES OR RUNS OFT NE SURFACE THEN THE PAVEMENT IS COW9DERED TO MEET ME MINIMUM RATE OF ABSOR8TIO1. IF THIS TEST I5 NOT CONCLUSIVE, THEN A SIX I701 RING .SEALED AT THE BASE TO THE PAVEMENT SURFACE SHALL BE USED TO MEASURE THE ACTUAL RATE OF A8SG17BROV. 4. POROUS CONCRETE S/DEWALXS PLACED COUNTY RONT OF WAY NOTE / ROAD VARIANCE' l5 REQUIRED FOR SUCH PAVEMEN BELT ID VEHICLE / LOADING SHALL BE A MINIMUM OF 5 INCHES THICK AND SHALL HALE A M/NWUM 28-DAY C0VPRESSI E STRENGTH OF .T000 P9. 5 SIDEWALKS AND PATIOS ON PRIVATE PROPERTY NOT SUBECT TO VEHICLES SHALL BE A MIN/NUM OF 4 INCHES MICR AND SHOULD HAW A MINIMUM 28-DAY COWPRESALE STRENGTH OF 2000 P9. ♦ 1' ,6,1,t5 \5 yr JLL,IIVN LL, IwN L3 N, r.pH CITY OF TUKWILA off' EX wV S 144th STREET 00 Ew NAK 0XE5 FOR LOTS .283 ca. 70 r- LOT A TUK SP /L99-0075 REC /20Q1 17400008 T1400+ -0500 EX OUSE EX GARAGE S 8T53103" -E S8T53'03"E 126.27 nio^rb00-0496 14 4 L., W.M. STA 0405 01 554.H R14 276.46 NV El- 269.50 01 HoRtZ SFPA4-►*'Ilg33 Q t N Wf4�G bse,ks-et. QQ'P • N87.41 Trl FOUND REBAR & CAP LS/41227 (10/17) NEw PRIVATE IREET SICK PROPOSED 6' SS SEWAGE UNE (1YP) ,T —l0255. 227.48' -�- LOT 1 TUK SP /116-0030 REC /20170321900006 1111004000-0502 FOUND REBAR & CAP LS/41227 (10/17) LOT 2 TUK SP 1116-0030 REC /20170321900006 T14004000-0503 PIPE SAIOLw„t¢110 0 N N E() LOT 3 TUK SP /116-0030 REC /20170321900106 n/004000-0504 FOUND FEVAR & CAP iS,k122; (10/17) LOT 4 TUK 5P /1.16-0030 REC /20170321900006 11/004000-0505 RESIDENTIAL UMITEO PERFORATED IL INFILTRATIONRKCC-2.11.H TREN, CH .•y�PE - (SEE DE1A.L) FOUND REBAR & CAP L8(TTF LS/41227 (10/17) ti 1.1 00D-0496 L — LINE TABLE LINE LENGTH BEARING L1 37.11 S86'04'20'E L2 8.79 N04'11'25'E L3 38.34 S87'46'35'E L4 10.00 S88'47'05'E L5 8.00 S88'47'05'E (n N I 0 VI SURVEY NOTES INSTRUMENT: SPECTRA FOCUS 35 TOTAI. STATION !MEDICO USED: FIELD TRAVERSE W1TN ACTUAL FIELD MEASUREMENTS AND ANGLES WAC 332-130-090 DATE OF SURVEY: 0CTOBER 2017 BASIS OF BEARING. S 1441h STREET (N87'49.17-W) BENCHMARK: 104, OF CONCRETE MON IN CASE AT THE INTERSECTION OF S 144th ST AND 46th AVE S ELEVATION = 287.90' (HAVD88) REFERENCE SURVEYS. TUKYALA SP y199-0075 REC/ 20011217900008 6J1(I. IAID•k (2 /kt-t,OU Fort LO4 ,-T Tk (S L ou9 T 11»-1 .7 5f-toL-0 ,c-6 (TfM) -Der. 90 Dw"tvn. woos Tv SEDER. R,o.W µfQ ,R.S 2-ca' D Pry' ETAcI•t C 3, PER OTT RENEW 2 Q J 14(4 lAnt 20 C5 W W( Q Vl ja 4651 S. 144TH STREEET STORM, GRADING' & UTIL TIES PLAN WASHING TON .10B ND 10390I DESIGNED MT MRANN 111 COMP. D7 O4E0KED VT RECEIVED SEP 052613 Camn:yro y 0000/0pn70n1 DATE APRE, 2018 ONG ND. 103901 I, 2 — 7 _._ CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 SHORT PLAT APPLICATION FOR STAFF USE ONLY Planner: �—jGl.f rnl4 RP_GWL S File Number: 4 fie'--OcT Application Complete Date: t b I or (( g Project File Number: fit_ /(,GQ8'2 Application Incomplete Date: Other File Numbers: NAME OF PROJECT/DEVELOPMENT: C hands S11bt'4 BRIEF DESCRIPTION OF PROJECT: 3 L04- ?l4c' ORIGINAL # OF LOTS: ' PROPOSED # OF LOTS ?J 5-9 LOTS REQUIRES PUBLIC NOTICE. PLEASE REFER TO SECTION 8 OF APPLICATION CHECKLIST LOCATION OF PROJECT/DEVELOPMENT: Give street address or, ifvacant, indicate lot(s), block and subdivision, access street, and nearest intersection. A(461 t y y 4' vi I kuz vJ A. ct ws LIST ALL TAX LOT NUMBERS (this information may be found on your tax statement). 4 -c ij DEVELOPMENT COORDINATOR : The individual who: • has decision making authority on behalf of the owner/applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards. and • is the primary contact with the City to whom all notices and reports will be sent. Name: v k ou«'0— Address: Z 7 5 4164 , enA-bc) 2 WA "t ST Phone: 425. 251 -b(de7 FAX: 4-73.251.66?-5 E-mail: Signature: Date: RECEIVED SEP 28 2018 Community Development :` CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila. WA 98188 Telephone: (206) 431-3670 AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS PERMISSION TO ENTER PROPERTY STATE OF WASHINGTON ss COUNTY OF KING RECEIVED SEP 282018 Community Development The undersigned being duly sworn and upon oath states as follows: 1. I am the current owner of the property which is the subject of this application. 2. All statements contained in the applications have been prepared by me or my agents and are true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. Owner grants the City, its employees, agents, er,ineers, contractors or other representatives the right to enter upon Owner's real property, located at 4(p6 1 31 4 Lt 't—V' ST, for the purpose of application review, for the limited time necessary to complete that purpose. 5. Owner agrees to hold the City harmless for any loss or damage to persons or property occurring on the private property during the City's entry upon the property, unless the loss or damage is the result of the sole negligence of the City. 6. Non -responsiveness to a City information request for ninety (90) or more days, shall be cause to cancel the application(s) without refund of fees. r-kEXECUTED at t11(1 (city), _16,____(state), on Apr, I Z 3 20 tg tar kokc Ch a,nci (Print Name) (Address) (Phone Number) (Signature) On this day personally appeared before me Itoi bk to me known to be the individual who executed the foregoing instrument and acknowledged that he/she signed the same as his/her voluntary act and deed for the uses and purposes mentioned therein. SUBSCRIBED AND SWORN TO BEFORE ME ON THIS 23DAY OF A pr, , 20 !g DAN TOUMA NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES APRIL M2021 NOTA"' PUBLIC in and for ttjState of Washington residinga at (it -fan , IAA My Commission expires on COMPLETE APPLICATION CI-IECKLIST The materials listed below must be submitted with your application unless specifically waived in writing by the Public Works Department and the Department of Community Development. Please contact each Department if you feel that certain items arc not applicable to your project and should be waived. Application review will not begin until it is determined to be complete. ADDITIONAL MATERIALS MAY BE REQUIRED. The initial application materials allow project review to begin and vest the applicant's rights. However, the City may require additional information as needed to establish consistency with development standards. City staff are available to answer questions about application materials at 206-431-3670 (Department of Community Development) and 206-433-0179 (Department of Public Works). Check items submitted with application Information Required. May be waived in unusual cases, upon approval of Public Works and/or Planning APPLICATION MATERIALS: 1. Application Checklisr(1 copy).indicating items submitted with application. 2. Comp drawings. (4 copies). 9 1-'—i'v I- - 6, 3. Completed and notarized Affidavit of Ownership and Hold Harmless Permission to Enter Property c(17Z6py attached).') ii 4. One set of all plans reduced to either 8 1/2" x 11" or 11" x 17". ,S 5. Application Fee: See Land Use Fee Schedule. *its 6. SEPA Environmental Checklist (for projects with 5-9 lots or cut/fill over 500 cubic yards see SEPA Application Packet) PUBLIC NOTICE MATERIALS: short plats of 5-9 lots are required to provide public notice 7. If the project requires SEPA review or involves a short plat of 5— 9 lots: Payment of notice board fee (see Land Use Fee schedule) to FastSigns Tukwila OR provide a 4' x 4' public notice board on site within 14 days of the Department determining that a complete application has been received (sec Public Notice Sign Specifications Handout). 8. If the project involves a short plat of 5-9 Tots: Pay the fee as established by the Land Use Fee Schedule for generating mailing labels; vi c an exce s tenants (residents and businesses) within 500 feet of the subject property. Each unit in multi y buildings e.g. apartments, condos, trailer parks must be included. On your project is assign to a planner, you will be require rovide an e ectromc a mailing label spreadsheet in the following format: Name, S dress, City St Zip, with each of these fields as an individual column: Name Street Addr City, St, Zip Mr. Smith 1234 - Ave S Tukwila WA 98188 PLEASE E: Regardless of whether you pay the City to generatc the mailing labels or you provide them, t e is an additional fee for postage and material as listed under Public Notice Mailing Fee on the L se Fee Schedule. Payment of is due rior to issuance of the decision and you will receive a parse i or is ee. 9. If rov own lab , de King Coun Assessor's map(s) which ws the location of each pro withi . of the subjec o . --y SEP 2 8 2018 Community Development Check items submitted with application Information Planning Required. May be waived in unusual cases, upon approval ofPublic Works and/or PROJECT DE'r '. PTION AND ANALYSIS: L,, and e. Title Report: must clearly establish status as legal lot(s) of record, ownership, all known easements encumbrances, must be dated within 45 days of application fling tw-o c pies)4 11. Sewer and water availability letters are required from the provider district if the area is not serviced by the City of Tukwila. Forms are available at the DCD office. '' 12. Tukwila's Sensitive Providfiwo°copies of sensitive area studies such as wetland orotclinical-reports if needed per Sensitive Areas Ordinance (TMC 18.45). See the 6colcchnical Rcport"C'�uidelincsInd Area Special Study Guidelines for additional information._____ 13. Printed computer plat closure or demonstrated mathematical plat closure on all Tots, streets, alleys and boundaries. Allowable error of closure shall not exceed one foot in 5,000 feet. PLAT SURVE : a template is available from the City in AutoCAD format q C et 14. (a) The plat survey must include the name of the plat, graphic scale, space for the City of Tukwila file number and north arrow. It shall be drawn with black ink in record of survey format and include the elements listed at TMC 17.04.060(A). This shall be stamped by the surveyor. (b) Legal descriptions of the existing and proposed lots. (c) All applicable certificates and approvals (listed on the template, see TMC 17.04.060). (d) Existing and proposed lot lines shown solid with new lines called out and lot lines to be removed shown dashed. (e) Lot and block numbers beginning with the number one (1) and numbered consecutively without omission or duplication. (f) Total lot or parcel sizes and average width of each proposed lot (min 50 ft. for residential). (g) Dash in required setback distances from all parcel lot lines. (h) Fire access lanes and turn-arounds per Fire Department standards. (i) Location of all tracts to be dedicated to any public or private purpose shall be distinguished from lots intended for general development with notes stating their purpose and limitations. • (j) Locations of existing and proposed public street rights -of -way and private access easements. (k) Location, dimension and purpose of existing and proposed easements. Provide recorded documents which identify the nature and extent of existing easements. (1) Vicinity Map with site location, does not have to be to scale. LANDSCAPE PLAN: for 5-9 lot short plats or Planned Residential Developments only 4 e of"L- ,J ) 15. (a) Landscape planting plan stamped and signed by a Washington State licensed landscape architect. Plan must include at least one tree in the front yard of each lot and meet Public Works standards (TMC 17.20.030(G)). Plans must include the type, quantity, spacing and location of all plantings. Maximum sheet size 24" x 36". / (b) Show all existing trees to be retained and any tree protection measures required (for example fencing at drip line). RECE%V ED SEP 28 2018 Commune t Develop Check items submitted with application Information Required. May be waived in unusual cases, upon approval ofPublic Works and/or Planning SENSITIVE AREAS PLAN: k`) ‘,e 16. (a) Plan showing the location of all sensitive areas (e.g. streams, wetlands, slopes over 15%, coal mine areas and important geological and archaeological sites). For stream frontage provide existing and proposed top of stream bank, stream bank toe, stream mean high water mark, and base flood elevation (i.e., 100 yr. flood). Maximum sheet size 24" x 36". (b) Location of all required sensitive area buffers, setbacks, tracts and protection measures. �t (c) Show all significant trees (4" or more in diameter measured 4.5 feet above grade), indicating those to be retained and those to be removed. A tree permit will be required for removal of any significant trees within a sensitive area or its buffer. (d) Show proposed lot and tract lines. CIVIL PLANS: q czy7 . 17. ( Ie ' fall civil plans and analyses shall be stamped, signed and dated by a licensed profe na engineer. Include a graphic scale and north arrow. Maximum sheet size 24" x 36". (b) Vertical datum NAVD 1988 and horizontal datum NAD 83/91. Conversion calculations to NGVD 1929, if in a flood zone or flood -prone area. See Public Works for further information (c) Existing (dashed) and proposed (solid) topography at 2' intervals (minimum 20 ft. beyond the property line). (d) Total expected cut and fill for plat buildout. (e) Existing and proposed utility improvements, on site and in street (water, sewer, power, natural gas, telephone, cable). Schematic designs to be provided regardless of purveyor (e.g. site line size, location, and size of public main). No capacity calcs, invert depth, valve locations or the like are needed. (f) Storm drainage design at least 90% complete, which meets the King County Surface Water Design Manual (KCSWDM). Include a Technical Information Report (TIR) including feasibility analysis if required by the Manual. Call out total existing and proposed impervious surface in square feet. Include all storm drainage conveyance systems, water quality features, detention structures, maintenance access and safety features. For additional guidance contact Public Works or go to PERMIT CENTER. (g) Locate the nearest existing hydrant and all proposed hydrants. (h) Show the 100 yr. flood plain boundary and elevation as shown on FEMA maps. (i) Plan, profile and cross-section for any right-of-way improvements. (j) Show access to lots, driveways, parking areas, fire access lanes and tum-arounds. (k) Show the location and distance to proposed property lines of all existing structures, indicating those to be removed. Show the expected location of all new buildings. (1) Show proposed lot, tract and easement lines. RECEIVED SEP 2 8 2018 Community Development