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Permit D03-305 - SABEY DATA CENTER - DETENTION POND, PARKING LOT LIGHTS AND STAIRS
SABEY DATA CENTER 3355 SOUTH 120x" PLACE D03 -305 z z reW 00 co 0. W J H, WO U- co =W F- O z ai U1 np U O N. o1-- WW 2 u. O. WZ U •O Z Water Main Extension: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 1023049069 Address: 3355 S 120 PL TUKW Suite No: Tenant: Name: SABEY DATA CENTER Address: 3355 S 120 PL, TUKWILA, WA Owner: Name: SABEY CORPORATION Phone: Address: 12201 TUKWILA INTL BLVD 4THFL, SEATTLE WA Contact Person: Name: BRIAN ELLINGSON Phone: 206 510 -5731 Address: 12201 TUKWILA INTERNATIONAL BL, 4TH FL, TUKWILA, WA Contractor: Name: SABEY CONSTRUCTION INC. Phone: 206 - 281 -4700 Address: 12201 TUKWILA INTERNATIONAL BLVD, SEATTLE WA Contractor License No: SABEYCI033KM Expiration Date:01 /06/2005 DESCRIPTION OF WORK: INSTALLING PARKING LOT WITH DETENTION POND, PARKING LOT LIGHTS AND STAIRS. PUBLIC WORKS INCLUDEDS: INSTALLATION OF PARKING LOT WITH DETENTION POND AND STAIR. APPROX. PUBLIC WORKS COST 73,536.00 Value of Construction: $ $59,000.00 Fees Collected: $5,369.39 Type of Fire Protection: Uniform Building Code Edition: 1997 Type of Construction: Occupancy per UBC: 0016 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 2100 c.y. Fill 350 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Storm Drainage: N Street Use: N Profit: N N DEVELOPMENT PERMIT Private: D03 -305 Permit Number: D03 -305 Issue Date: 11/24/2003 Permit Expires On: 05/22/2004 Public: Non - Profit: N Public: Printed: 11 -24 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Water Meter: N doc: Devperm ** Continued Next Page ** D03 -305 Printed: 11 -24 -2003 Permit Center Authorized Signature: Signature: Print Name: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 /'//(I'4 4 sue( D03 -305 Date: /7--,s>2 :c J I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construct ort pe- orm ce of work. I am authorized to sign and obtain this development Fermi Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Printed: 11 -24 -2003 doc: Conditions City of Tukwila Parcel No.: 1023049069 Address: 3355 S 120 PL TUKW Suite No: Tenant: SABEY DATA CENTER 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 10: ** *PUBLIC WORKS DEPARTMENT COND1 IONS * ** PERMIT CONDITIONS D03 -305 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 z • w re 2 6 JU 00 U) 0 J w 2 g 3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any = d construction. These documents are to be maintained and available until final inspection approval is granted. f - _ z1.- 4: All structural concrete shall be special inspected (UBC - Sec. 306(a)1). z O 5: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division 2 0 of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection 0 reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, 0 !. perm number and type of inspection being performed. = � 6: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to u- z the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 0 5 7: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 z Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. Permit Number: D03 -305 Status: ISSUED Applied Date: 09/30/2003 Issue Date: 11/24/2003 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 11: Contractor shall notify Public Works Utility Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 12: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 13: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 14: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12 :00 Noon on Friday preceding any weekend work. Printed: 11 -24 -2003 Orit w.+W..+`.Y+Mw.MRrdHw4RA1i! City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 15: Any material spilled onto any street shall be cleaned up immediately. 16: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. z Z re w QQ � J U O 0 CO C W J = (J) U_ w § a = • d w z � 1-- 0 w ~ O E . o H, w Signature: % .r Date: i �� /Z�Q1 - U p= u_ id z Print Name: A-,,./ I7 �/ v/ z - O ~ Z 17: Land Altering (grading) to be carried out in accordance with the plan dated _11/14/03 _11/05/03 18: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and.ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. doc: Conditions D03 -305 and aprpoved on Printed: 11 -24 -2003 t; Ts (ze) fh P( Tenant Name: c ryl tPs - Site Address: Company Name: Mailing Address: Contact Person: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: )apptiationstpennit application (1 -2003) 1/2003 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** Page 1 King Co Assessor's Tax No.: Property Owners Name Mailing Address: /Z7-6( 11 3 f- i (vd ' qfh, _ City n^.?rxr i eh'a'�ti�e+3i! Suite Number: Floor: New Tenant: D .... Yes r . - No State State + 9e ('6P) Zip Name: 0 4 - ;. t; t∎i / Corq 14-4( Day Telephont("z t ) �(O - S 1( Mailing Address: /Z Z( t L (A t Lid . (�& r orT' (••`� � 6� City State Zip -r`Av� 6 Fax Number:(2) 22 ( - E-Mail Address: ? Company Name: c tr--,C . (" t� (4'" /,, 1 771'c,' City State Zip Mailing Address: i2.--2.-c"( 1 L.. �l.i..., �a- .•` ( � ��'` '��Q Z --. , G' Contact Person: ��1 ��. Day Telephone: U -S E -Mail Address: 1?- - c e4-%—k .( r . Cowl Fax Number: Contractor Registration Number: 'gF -I. O . , -/1 Expiration Date: * *An original or notarized copy of current W ashington State Contractor License must be presented at the time of permit issuance ** Zip City Day Telephone: Fax Number: u ity State � Day Telephone:��23)i� �- e 1 "-4o't Fax Number: ( 5 ? 1) r 3 -fu V114) G` PER UT V .206= 43I =36' �.. � } !': ° t iS 'rt�' i •:t. ,?;,c� «1 r t t . ; . �.+' j €• 4 } : ' 4 .� a.yk -•�� Valuation of Project (contractor's bid price): $ S (X�� Scope of Work (please provide detailed information): l 1 �— ��-- Will there be new rack storage? 0... Yes 9..40 If "yes ", see Handout No. Existing Building Valuation: $ for requirements. Provide All Building Areas in Square Footage Below 3t Floor Floors : ru :Basement Accessory , Structure* Attached Garage Detached Garage.. :Attached Carport: ::. • Detached Carport . Covered:Deck Uncovered Deck. Existing Addition to Existing Structure Type of Construction per UBC Type of 'Occupancy per UBC PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard:_ 72 Compact: f y Handicap: Will there be a change in use? ❑...Yeso If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑...Automatic Fire Alarm ...None ❑ .. Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑...No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x I I paper indicating quantities and Material Safety Data Sheets. UTILITY DISTRICTS: Note: If the utility district is not City of Tukwila, you must provide written verification and approval from that utility district at the time of permit application. Water ❑.. City of Tukwila Water District ater District # 125 O... Hightine Water District ❑...City of Renton Water District Sewer 0 .. City of Tukwila Sewer District .. Val Vue Sewer District ❑...City of Renton Sewer District ❑...City of Seattle Sewer District 0 .. Septic System (If property is served by a septic system, 2 copies of approved septic design from King County Health Department must be submitted at the time of permit application) \applications\pcnnit application (1.2003) 1/200) .1 Buc4.. ORKS 'E .1111 INFORM 4;TION 7206433 ,t� x.'Cs �.. x ,r h +F h A. \•.f � `a � ;( ti• ry :.� x" ,y�. t r S te � aI $ l,Y: �'� i,'� w f,;•r� y,�*r' F. �.�"`'� 'h+•�.�a '+� rcg�, � � "!�;sr �, 3..•�.�,�ti ' Y 4 r,� ja t. S.�N .rr':. �. �� i1�+w�r ., :7•i %�..�.. 'y. . ;t.. �:. !' i'^� .ty, � '��, i�A. : -4 _.0 }_ �;.'4.,�5. 4 81.1 - tx L ... y... Scope of Work (please provide etailed information): ," t a/N(4 evizy= p,„ („)t..,4,_ ' Street Use: 0 .. Street Use Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: lapplicationstpennit application (I.2003) Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. ❑...Channelization /Striping Land Altering and /or Hauling: E Land Altering: QCut cubic yards Storm Drainage: Storm Drainage ❑...Flood Control Zone Sewer Information: 0 .. City of Tukwila Sewer District ❑. Val Vue Sewer District 0 .. Sanitary Side Sewer ❑ . Sewer Main Extension Water Information: 0 .. City of Tukwila Water District Water District #125 .. Water Main Extension ❑ .. Private 0 .. Water Meter/Exempt: 0 .. Water Meter Permanent #: 0 .. Water Meter Temporary #: 0 .. Fire Loop/Hydrant (main to vault) #: Water ... Sewer ... 0... Curb cut/Access /Sidewalk Fill Cb cubic yards _Q Hauling ❑...City of Renton Sewer District 0 ..City of Seattle Sewer District ❑ .. Private ❑.. Public 0... Highline Water District ❑...City of Renton Water District ❑...Public Size(s): ❑ .. Deduct ❑...Water Only Size(s): Size(s): 0.. Est. Quantity: Size(s): 0.. Landscaping Irrigation City Sewage Treatment 0 City State Fire Line .... 0 gallons 0 .. Miscellaneous: Day Telephone: Zip Day Telephone: State Zip " r:.' �1Lw .;ul:Cn�':.•d�.:��'�...J.c�ci;� i::YS "'a.).i•�. Unit Type:..: :: Qty Unit Type: :: ; :,::,::.: Qty . Unit Type: :. Qty. " Boiler /Compressor:.. .: Qty Fumace<100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm/Ind MECAANIC�ALPERMITINFORMATION d:• \t ' . :`w. +i.;;T �ifi, t:i•:v v., :t A:: ,c L.s l i S MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... [] Replacement ....0 Commercial: New .... [] Replacement .... Fuel Type: Electric El Gas ....J Other: Indicate type of mechanical work being installed and the quantity below: Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNS R A HOR Signature: GENT: � - Print Name: Mailing Address:, () ( LA. k v, \applications \permit application (1.2003) 1/2003 Page 4 Day Telephone: LZ..Y., ( p l-Ne_ City State Zip City Day Telephone: Fax Number: State Zip Date: SAO - , 7.? ( Date Application Accepted: - Date Application Expires: ,5_ .3a Staff Initials: Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION LIST: Type Method ACCOUNT ITEM LIST: Description doc: Receipt Payment City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 1023049069 3355 S 120 PL TUKW SABEY DATA CENTER R03 -01408 SKS 1165 SABEY CONSTRUCTION INC. Check 34581 PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE Description RECEIPT Account Code 000/342.400 000/342.400 000/386.904 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 2,061.10 Current Pmts 223.50 1,833.10 4.50 Total: 2,061.10 D03 -305 PENDING 09/30/2003 2,061.10 4947 11/24 97i0 TOTAL 2061.1.0 11/21/2003 02:20 PM $0.00 Printed: 11 -21 -2003 .W iijLS �AP?rrit+;:V Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION LIST: Type Method ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 1023049069 3355 S 120 PL TUKW SABEY DATACENTER R03 -01188 SKS 1165 DEAN SABEY Payment Check 7922 BUILDING - NONRES PLAN CHECK - NONRES PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE PW PLAN REVIEW Description RECEIPT Account Code 000/322.100 000/345.830 000/322.100 000/345.830 000/342.400 000/345.830 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 3,308.29 Current Pmts 706.75 459.39 250.00 49.25 4.90 1,838.00 Total: 3,308.29 D03 -305 PENDING 09/30/2003 3,308.29 3212 10/01 9710 TOTAL 3308 ■29 09/30/2003 12:02 PM $2,061.10 Printed: 09 -30 -2003 Proje - ' ��� �� of 4.,:e.... - Type of In pectin L Address: D ate C I d: P 6 /vio 4 Special Instructions: Date Wanted: amt., 0 ZZ /041 63.m Requester: 0 , • TX? ! /a /t • Phone No o6_ 57 ^ SZS/ CITY OF TUKWILA BUILDING DIVISION 6300 Soy thcf nter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. COMMENTS: 6 - 6 - Ff;ek Date: / � 2 „ 2 „ ....0 ` $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: / Date: COMMENTS: Type of Inspection: ,...., y i) /'/ CSC Address: 53 s: ,' io P W'7/°r 74....r, O 6 Gt to t , G - /o --dy Special In3tructions: 7 6 / 7 7WR-AA { _ /�2.�. -avl f lJ /,U(r s 6 1 77� "k.v`a-Y , u� 4//7 vy ,1.....0 c4 f /7M ..(1W 4 /mot -, 4h 7/a / �, ..,r- 4 1.E -c. 7 Proj Type of Inspection: ,...., y i) /'/ CSC Address: 53 s: ,' io P Date Called: G - /o --dy Special In3tructions: Date Wanted: a.m. 6-- f l -o1` p.m. Requester: `7 /16 61 _ /�2.�. -avl f lJ /,U(r s Phone No: ■ Sb rc TE2 kto INSPECTION NO. E Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Corrections required prior to approval. Inspector: Date: 6 / / 7/ V $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: � Pro ec : y Type of Inspection: Address: f 335s S 0-0 . 1 Date Calle S- IJ_n Special Instructions: . Date Wanted: .j - \,$). -01-t a.m. p.m. Requester: Phone No: • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. J Corrections required prior to approval. COMMENTS: r , P(' -ti \sec( � v,fA -e r rr) )1v' r i,r - C6(10(V SOPr . C r rg4-e Gl y oprr1 v lnspectoK \`\ n � r' � /1 Date: S - 13 -o2-I $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: , ...).1.) Addres'=;: r „ 33'3 S i2 7 i'I Date Called: Special Instructions: . .) 6 (4.� / t. t' � i..6-1 Date Wanted: v iy.) P,c 5344.,,,,JuA,, 0 re -it /4 - 11, .4 ( e z 4, 2 S.: c. (. ,, ) C r I ) A 0 '2 i.-t a ( 4. :41. L `) .. i..?'' 'f=' I A't S t ,x)..Q. % { 0 I ¢ r 0., . y Project: I) i f • Type of Inspection: , ...).1.) Addres'=;: r „ 33'3 S i2 7 i'I Date Called: Special Instructions: . .) 6 (4.� / t. t' � i..6-1 Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspector: 6 \i Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pr ect: _ \f 6P « +mac C.. Typ f Inspect on: • -- i I a --- - oil -- n , Address: - ? 3 S 4 ff T I to Called: . i 2-1 I 0 (o3 Special Instructions: P 0 CA.,./ e f (9/Y1 Date Wanted: L 1 1103 l „ Requester: LA-6d— Pr ne No: 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: ! J z � fj Inspector: iamf . /t' Date: .:c3 -..05 PERM ( 06)431 -3670 Corrections required prior to approval. Ma g r., yr-4 e- 6-e-4' / fa`2'4 �� ?� 1; »K . Geld S • r--I; e t4 c �'72-) CZ/ / P / - 7 Gam( � 1 J' 40.,E P ;L -.r r "r ? I` /, /4, i/ 5 / e9Srite. - rCe/ 0' e", ? e e->- 7 - c-f C. •�•,' / ,A (.lam,+ , .e;e. .-/ v -'i ?7 -1 L• t 4 19/9V / ara' -,-h eel A e- / / bey 1 REINSPECTIO • E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: / Type of Inspection: D Address: g 3 3 00 p l Date Called: 0 // l0 Special Instructions: c j qSS Lie ,-Iii, S I , I .4, 00 . +L 0Y. ,;,-� r, .1» - D ate Wanted: a. . l iSel C :.r Req /� ! t - b0 A 6 th L!l ".l. , I ! Phone No: v 0201,- a)0 -75)a INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: QCUCk ► o A'itn, 70 C.rIeo4ck1 Af fit e-e-ctzlin WI) /P A 4CuY 1 c- 4 \J. m u - 20 / ca.( irvk ,v`r\ CO/ ;.)-I 1(n I no) Insp e c mA tor4 c mAL Date: 141.5/0. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • Pro'ect• A , )(1TO CCIle Type of Inspection: Address: Da Called: PIPS....) Special Instructions: Date Wanted: 1e 1 , a.m. p.m. Requester: .54 ail Phone 7( -7572_ D (D3 - 3.c. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 1g/i/ (7 2 ) m_.„,/ a die , t-A4,- (i) PA} :- t2443 Inspector: K\ I Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ; t4Z, ...t t.uic :pf _ x v�L 53) INSPECTION NO. PERMIT NO. CITY'. F TUKWILA BUILDING DIVISION 6304, center Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project:' °- e u � 1 pe iAI Instructions: • Type of Inspection: 51\ Date Called: 1`7,/ "if Date Wanted: Wanted: ( z) 3 a.m. p.m. AAVILI Requester: Phone No: f _ SIO Approved per applicable codes. El Corrections required prior to approval. COMMENTS: a 11 10 (.> NZ LF 6" ' n l t 01;4 2A eq Inspector: Date: (-21 ezib3, E1 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: INSPECTION RECORD Retain a copy with permit Date: r Project ' - . Type of Inspection: - P/ (0 .� Address: • 1 • • : :77., -` sJ /2e.)76 ,) . Date Called: . ..- . / /Z5fo Special InstY'u'cfions: . - �� Date Wanted: / !2/ / J U ; a.m. P.m. Requester: ` i�olk4, S Phone No. • INSPECTION RECORD 'Retain a copy with permit - INSP ,ECTION NO. ' PERMIT NO. CITY, OF TUKWILA BUILDING DIVISION 63` Blvd., #100, Tukwila, WA 98188 - (206)431 -3670 V,' - "••=- 4N'LCAn{a Approved per applicable codes. COMMENTS: 7 «floliJ (v,- 44(f504s � = ./ ,,9-1 \ .i ."" ' aAAA Mn_ I F S Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: El Corrections required prior to approval. Pr • fit: ��A C f - T. C7/c Type of Ins fiction: • — ` ii-i Address. -;f3317 S_. X76 /2 Date Ca led: // z1� er Special Instructions: '-.. Date Wanted: la llequester: Phon No: (lo.) -s /O - 57.3/ 1 INSPECTION NO. PERMIT NI CITY OF TUKWILA BUILDING DIVISION t ir /3 • 6300 Southcenter Blvd., #100, Tukwila, WA 98188 , 1 (206)431 -3670 Approved per applicable-codes. INSPECTION RECORD Retain a copy with permit El Cor te r ections required prior to approval. COMMENTS: $47.0 r REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: MAYES TESTING ENGINEERS, INC. May 11, 2004 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188 -8188 Attn.: Bill Rambo Re: Sabey Data Center Parking Lot Tukwila, WA MTE Project No. E3337 Gentlemen: This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. Special inspection was provided for: Reinforced concrete We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, MAYES TESTING ENGINEERS, INC. Michael S. Dolder, P.E. Vice President Cc Doug Caudill — Sabey Construction Brian Ellingson — Sabey Construction MSD :rsm RECEIVEP M9AY4 12 RV COMMUNITY DEVELOPMENT FINAL LETTER Permit No. 003 -0305 Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MAYES TESTING ENGINEERS, INC MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 2 Date: Weather: Inspection: Samples cast: Preliminary Inspection E3337 SABEY DATA CENTER PARKING LOT Next to DHS Site, Tukwila, WA D03 -0305 (City of Tukwila) Sabey Corporation Errol F. Garr Sabey Construction 12/19/03 Cloudy Rebar N/A F CP IvE D DEC: 9 20 t 03 c o h T Inspected rebar prior to closing forms for retaining wall. Rebar is found placed per retaining wall schedule and details on S -1. OK to close forms. A final clearance inspection is required prior to placing concrete. REVIEWED BY: Mark A. Galusha, P.E. cc :Bldg Dept-City of Tukwila INSPECTOR: Mark McBride Everett Office 917-134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MAYES TESTING ENGINEERS, INC , , ,'.4 i " V R4 Project : Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : [ Sample Temp. (ASTM C1064) 67 ° F !Water / Cement Ratio: Date Made 12/11 /2003 12/11/2003 Remark: 0.367 Sample # 0002 0002 CONCRETE LABORATORY TEST REPORT Sabey Data Center Parking Lot Next to DHS site Tukwila,WA Sabey Construction Errol F. Garr Sabey Construction 50 °F Cloudy Concrete Stonewav 371546 4356 -A Initial Storage ' Eained Air Temp. (ASTM C31) (ASTM 0231) ntr NR Slump (ASTM C143) 6" Placement Location and Notes j . Retaining wall footings. Sampeld at 10 cubic yards of 50 cubic yards total. Water cement ratio: .368. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 61964 112/18/2003 7 61965 1/8/2004 1 28 12/11/2003 0002 61966 1 1/8/2004 1 28 12/11/2003 0002 I 2/5/2004 I 56] 61967 Inspector(s): Jesse Kane Tested by: Michael Craig FIELD DATA (ASTM C31 and C172) A ctual Mix Proportions: Ingredient Coarse Aggregate Fine Aggregate Water Fly Ash Cement - -Type I & II WRDA -64 ADVA [Sample(s) Rec'd 12 - 12 - 03 [Design Strength (fc): 83140 16x12 6 x 12 1 6x12 I 6x12 6.00 Reviewed by: Project No: E3337 Issued on: 12 -22 -03 Permit # (s): D03 -305 Original: Revised: ❑ 1 28.27 Weight (per cu.yd) 1,915.0 lbs 1,469.0 lbs 183.0 lbs 100.0 lbs 398.0 lbs 30.0 Oz 15.0 Oz 3000 Psi @ 28 days 2940 Michael S. Dolder, P.E. Technical Director Everett Office 917 . 134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 NA NA NA NA NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7 - MAYES TESTING ENGINEERS, INC. �:. f hb'` al'' �S1i:..? t ..,+' it�: S�M' i '�r",�'.`ir'��`.•.�+i ?1.;�'��5: �:.l.ii,:' <` ............. -.n�.. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 1 Date: 12/11/03 Weather: Cloudy Inspection: R/S, R/C Samples Cast: (4) 6x12" E3337 SABEY DATA CENTER PARKING LOT Next to DHS Site, Tukwila, WA D03 -0305 (City of Tukwila) Sabey Corporation Errol F. Garr Sabey Construction q\L- REVIEWED BY: Mark A. Galusha, P.E. cc:Bldg Dept -City of Tukwila INSPECTOR: Jesse Kane Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Inspected reinforcing steel of footing per plans. Noted problems were corrected. Observed and sampled (50) cubic yards of Stoneway mix #4356 -A placed by pump truck and mechanically consolidated. Cast retaining footing above. No problems noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. ,.i.ti.zi:'i::a....SSii' � ".`.':,.a'.:.,..,i; d n•;'tisa;..:n..: r;: 4. a: .; t?. v.; w..; e. i�:i+aaad:w:..;,..:..xk +:.is..: W.=- ..ia�r u r,;. w•..' a:., v�::., aw.;. w:. J4.., u,.. cu..:. s. uvi.:. .::64�ai.wi:+:ir.:...:,s:.Ji.✓. MAYES TESTING ENGINEERS, INC Project : Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 58 ° F [Water / Cement Ratio: 0.400 Date Made Sample # Sabey Data Center Parking Lot Next to DHS site Tukwila,WA Sabey Construction Errol F. Garr Sabey Construction 47 ° F Cloudy Concrete Stonewav 373423 4356 -A Initial Storage Entrained Air Temp. (ASTM C31) (ASTM C231) !Placement Location and Notesl Retaining wall. CONCRETE LABORATORY TEST REPORT Design Strength: 4000 PSI at:28 Days NR ok J Slump (ASTM C143) i ESample(s) Rec'd' 5" 12 -24 -03 Required Strength (fc): ' COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code l 12/2 1 1'1 //1 (_ (12/23/2003 3/2003 r 0003 0003 62570 62569 20/2004 28 7 33 JL 51460 00 12/23/2003 I 0003 62571 [1/20/2004 /20/2004 128 jL49540 1 12/23/2003 0003 625721 1/20/2004 1 28 1 49380 Remark: Inspector(s): Mark McBride Tested by: Chris Pratt FIELD DATA (ASTM C31 and C172) Actual Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,914.0 lbs Fine Aggregate 1,466.0 lbs Water 199.0 lbs Fly Ash 98.0 lbs Cement - -Type I 399.0 lbs ADVA 15.0 Oz WRDA -64 30.0 Oz I 4x8 1 4 x8 4.02 1 j 4x8 j 4.02 [_12.69 I 4x8 4.02 I 12.69 4.01 Reviewed by: Project No: Issued on: Permit # (s): Original: Revised: ❑ 0 12.63 E3337 1 -21 -04 D03 -305 3000 Psi @ 28 days Michael S. Dolder, P.E. Technical Director Everett Office 917 - 134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 2/11; �. oqr 2680 1 L_NA J * 40501 L NA I * 3900 . NA 38901 NA ` NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150. Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Project : Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Tempi 1 (ASTM C1064) 67 ° Water / Cement Ratio: ! Date Made 0.367 12/11/2003j_ 12/11 /2003 [12/11 /2003 Remark: 12/11/2003 Sabey Data Center Parking Lot Next to DHS site Tukwila,WA NR RECEIVED .lP,l 1. 2[1,c1 1 + COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Sabey Construction Errol F. Garr Sabey Construction 50 °F Cloudy Concrete Stoneway 371546 4356 -A Initial Storage Temp. (ASTM C31) " Entrained Air (ASTM C231) cy, [ Slump (ASTM C143) [Sample(s) Rec'd 6" 12 -12 -03 FIELD DATA (ASTM C31 and C172) tu Actual Mix Proportions: Ingredient Coarse Aggregate Fine Aggregate Water Fly Ash Cement - -Type I & II WRDA -64 ADVA Design Strength (fc): Project No: E3337 Issued on: 1 - - Permit # (s): D03 -305 Original: Revised: ❑ Weight (per cu.yd) 1,915.0 lbs 1,469.0 Ibs 183.0 lbs 100.0 lbs 398.0 Ibs 30.0 Oz 15.0 Oz 3000 Psi @ 28 days ;Placement Location and Notes j Retaining wall footings. Sampeld at 10 cubic yards of 50 cubic yards total. Water cement ratio: .368. Everett Office 917 - 134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 0002 61966 1 1 /8/2004 281 120930 ] 6 x 12 5.99 28.181 [ 0002 61964 [2/18/2003 [ 7 , 83140 J 6 x 12 1 6.00 , L 28.27 429 2940 NA r 0002 1 61965 1 1/8/2004 1 28 Jr 127430 1 6 x 12 1[5.99 28.18 J [ 45 NA 1 1 NA Ja L 0002 1 61967] 1/8/2004 28 118650 [ 6 x 12 L5.99J [_28.18 1 1 4210 J NA 1 Inspector(s): Jesse Kane Tested by: Chris Pratt Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. • NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 4'114.v a• 45A w...•:�'.x.�+c MAYES TESTING ENGINEERS, INC. 'r3fJe' Heil r•, .��i'Ii�:'.' �': �i:. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 3 Date: Weather: Inspection: Samples Cast: Inspected rebar for a final clearance inspection prior to placing concrete for the site retaining wall. Contractor placed (29) cubic yards of Stoneway mix #4356 -A, 3000psi requirement, by pump and consolidated mechanically. One sample of concrete was taken and (4) test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED B cc:Bldg Dept -City E3337 SABEY DATA CENTER PARKING LOT Next to DHS Site, Tukwila, WA D03 -0305 (City of Tukwila) Sabey Corporation Errol F. Garr Sabey Construction 12/23/03 Cloudy Reinforced Concrete (4) 4x8" RECEIVED /JAN 12 2004 DEV ELOPMENT INSPECTOR: Mark McBride Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MAYES TESTING ENGINEERS, INC . , �i •�Ef'41, fi t'4 , A.e •• °�'•�•, t Project : Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 0.400 5" [Placement Location and Notes j Retaining wall. CONCRETE LABORATORY TEST REPORT Sabey Data Center Parking Lot Next to DHS site Tukwila,WA Sabey Construction Errol F. Garr Sabey Construction 47 ° F Cloudy Concrete Stonewav 373423 4356 -A Initial Storage Entrained Air Temp. (ASTM C31) (ASTM C231) 55°F NR Water / Cement Ratio: i ( Slump (ASTM C143)rSample(s) Rec'd 12 -24 -03 Design Strength (fc): Inspector(s): Mark McBride Tested by: Wayne Barker Reviewed Project No: E3337 Issued on: 12 -31 -03 Permit # (s): D03 -305 ui 0 FIELD DATA (ASTM C31 and C172) Actual I Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Water Fly Ash Cement - -Type I ADVA WRDA -64 R2/23/20031 0003 [62569112/30/20031 7 1L 33800 1 4 x 8 - _ 114.01 12.63 52/28/2003i_ 0003__ 1 62570 I 1/20/2004 1 28 11 1 x 8 IL 111 __J !12/23/20031 _ 0003 _162571 1-1/20/2004] 28 11 14 4 x 8_ _ _ -J 1 �l ( -0003_ --- T62572 ^[_2/17/2004 - [ _ 56 i1 _ _ 4 _- [ x 8__ i _ r Remark: Original: Revised: ❑ Weight (per cu.yd) 1,914.0 1,466.0 199.0 98.0 399.0 15.0 30.0 lbs lbs lbs lbs lbs Oz Oz r 2680 j i NA - -1 l L_ NA r NA i Everett Office 917 - 134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 3000 psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code fok: t 5.12 I S. Dolder, P.E. hnical Director NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded RECEIVED JAN 12 2004 BUILDING DEPARTMENT Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 i 10/2242003 14:15 4257460860 October 21, 2003 Attention: Subject: Reference: Dear Mr. Ellingson: Earth Consultants, Inc. ()et AtwIlnirof I•;I1f1111<t'Gti f R'rlklld.,m A FJ1Vifl Nlllh9llill Felt,UU.Lr.S f;l>tlslnu'thin Testing & If Jtf) , 1+1•,\Ii() IIL4I xt'Ik> :+crN1cYs Sabey Corporation 12201 Tukwila International Fourth Floor Seattle, Washington 98168 -5121 Mr. Briari Ellingson Geotechnical Review Surplus Parking Lot Pond Sabey Data Center Tukwila, Washington EARTH CONSULTANTS 1,:r ►at the Plan Check approvals are ti f; ' t • aand .'';Slone'.. C':r;d 2.7.prova I of % utht !' ••:. .:.r; Irl a J . �r ordi r iPt R 'Cloulev.ard i.,, '..I apps u — , ..;d pl .., 1 060\f‘ • Earth Consultants, Inc. Subsurface Exploration Proposed Building 5 Ramp E- 2579 -38, dated November 28, 2000 David Evans and Associates Proposed Storm Water Detention Pond Site Plan and Details , 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643.3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 PAGE 02 t 5tablishex.1 1975 E- 2579 -38 REEIVED CITY nF TIJKWII A OCT 31 2003 PERMIT CENTER CORRECTION LTR #_1__ In accordance with your request, and the request of Mr. Mark Flury of David Evans and Associates, Earth Consultants, Inc. (ECI) has reviewed the referenced detention pond plan and subsurface data. We understand the detention pond will be constructed as part of the proposed surplus parking lot located southeast of Building 5. Construction of the pond will require excavations on the order of five to ten feet below existing grade. Permanent slopes inclined at 2H:1V (Horizontal:Vertical) will be constructed along the lower portions of the pond (elevation 27 feet to 31 feet), and 3H:1V along the upper portions (elevation 31 feet to 36.5 feet). A concrete retaining wall will also be constructed along the inside perimeter of the pond. Construction of an access road inclined at a maximum grade of 15 percent is also proposed. Based on our review, minimal fill placement will be necessary to complete the pond. X 10/2242003 14:15 4257460860 Sabey Corporation October 21, 2003 ECI previously completed the referenced subsurface exploration in the vicinity of the proposed pond construction. A site plan with the approximate location of the boring and the field log of the boring have been attached to this letter. The boring was drilled to a depth of thirty -one (31) feet. Medium dense silt and sandy silt was generally observed to a depth of approximately 15 feet. At a depth of approximately 20 feet, water bearing sand was encountered. These soils were in a dense condition, and became increasingly dense with depth. In our opinon, construction of the pond and permanent slopes is feasible from a geotechnical standpoint. We anticipate medium dense silty sand and silt soils will primarily be encountered in the pond excavation. Based on the boring data previously obtained in the vicinity of the pond, we do not anticipate heavy groundwater seepage conditions will be encountered in the excavation. Seasonal zones of light groundwater seepage, however, may be present along the excavation slopes. We do not anticipate these zones of groundwater seepage will adversely impact the stability of the pond excavation. At several locations, the perimeter berm that will effectively be created by the excavations, will exceed four feet in height. In our opinion, based on the anticipated soil conditions and our review of the proposed pond design, the undisturbed native soils will provide adequate stability, and consruction of a keyway will not be necessary. Due to the generally fine grain nature of the soils anticipated to be encountered in the excavation, it is our opinion use of a synthetic pond liner will not be necessary. Where fill placement will be necessary to construct portions of the pond berm, fill containing at least 20 percent silt and clay, a maximum of 60 percent sand, and a maximum of 60 percent silt should be used. In our opinion, the native soils at the site should meet the above criteria for the fill, and should be suitable for use as fill for the pond berm, provided the moisture content of the soil is at or near the optimum moisture content at the time of placement. ECI should collect samples of the proposed pond berm fill material for sieve analyses. The fill for the pond berm should be placed in six inch lifts and compacted to 95 percent relative compacation. The maximum dry density of the fill should be determined in accordance with the Modified Proctor Method (ASTM D- 1557 -91). ECI should observe the pond excavation at the time of construction to verify soil and groundwater conditions. Earth Consultants, Inc. EARTH CONSULTANTS PAGE 03 E- 2579 -38 Page 2 10/22‘2003 14:15 4257460860 Sabey Corporation October 21, 2003 We trust this geotechnical review meets your current needs and the submittal requirements for the proposed detention pond. If you have any questions, or if additional information is required, please call. Respectfully submitted, EARTH CONSULTANTS, INC. Scott D. Dinkelman, LEG Associate Engineering Geologist rExpiSZES 7 l ZC/ L-� 1 Raymond A. Coglas, P.E. Project Manager 5 DD /RAC /csm • Attachments: Site Plan Boring Log Scott Dinkelman 2 Z l 03 EARTH CONSULTANTS PAGE 04 Earth Consultants, Inc. E- 2579 -38 Page 3 10/22/2003 14:15 4257460860 /i NORT u rn ro 1 J 1 D 4. EROSION AND rabigti'r�QNTRQI. M6A9UREs eon moil* ® VAILCJ *stomach allow 0p wt.+ tAtyl sccIrci (fit dot A MI OM 0 ammo ?YALE wta mom rrm J never rime" lat aktrii:+ef 7t tm net 77 at* rum BUILDING 21 - .. , i it r ' a /! /i. �- r • . •.1" ..... ,. r....y .......Y.....9. . .C••• . �\ / / EARTH CONSULTANIS rHUt 103 A PORTION OF THE SW 1/4, SECTION 1 SNIT NOTg: timer mu Ao QY tmK new I7!3 at WI. _EAL3lthat4AK 4UANTiTIE6: /./ • • • t Z W QQ J U 00 W= F- LL W } g J LL W Z � Z}- W U� 0 I- W W H- O El U= O E- Z LOCATION : • - _ _ ' _ • -. ELEVATION - ±--- `� JOB NO. CLIE ' BORING DRILLING METHOD (1z `''wt.) SAMPLING METHOD HAMMER WT. 1 M.a DROP aw0 SHEET 1 OF DATE II I oo BY L DRILLING ONTR. Il k - p�t� START FINISH WATER LVL, —_ • TIME DATE — - L • sample number sample type moisture % � density pct sMoiq anien N depth in feet uses code ,.ate- „�.. "__ •-- SURFACE CONDITIONS : ti.,.od \ I LS 0 - � r r 0s- j d ,, . 3 4 '' - - -� s -� 7 -�- e --- s ` 7 — s -►- u r- 0 r4 i 91 _ t1 � 1' �' 1 4 1.-N ccsu• s .7 (4- Cr 0 f { � J me) I So -► - - i 11 c --a _ ---.la b y i r c +_ tO'' • L - -_.. I_ %..:"_ • . • — c •de... s` pt. _ .. \ 3 (271. • ti, ; D\c.c. I cs2acs L+ 7 j 8 10/22/2003 14:15 4257460860 ERMINATED AT I FEET BELOW EXISTING GRADE. ( NO ) GROUNDWATER .6 / SEEPAGE ) ENCOUNTERED AT FEET DURING DRIWNG. 3/4' PVC • IPE INSTALLED TO ( BOTTOM OF BORING ) ---- FEET. LOWER -- FEET TIED. BORING BACKFILLED WITH Earth Consultants, I EARTH CONSULTANTS 10/22/2003 14:15 4257460860 LOCATION : ELEVATION : e t EE C E m a ae 0 E m m 2. c c > 1 2 o. .O Z 5 B 4 ..... 5 --- 7-" C m CA ti u EARTH CONSULTANTS JOB NO. 2. ?et HAMMER WT. :;ttrt,°;rnQ�:t•a:n, , , arnh,,C9nW ta';14.'.,.., r.Jc.; ,. CLM DRILLING METHOD %j � ^ SAMPLING METHOD DROP PAGE 07 BORING DRILLING ONTR. WATER LVL. TIME DATE SURFACE CONDITIONS : UCt [7 6444.' pc uc BORING TERMINATED AT FEET BELOW EXISTING GRADE. ( NO ) GROUNDWATER ( TABLE / SEEPAGE ) ENCOUNTERED AT FEET DURING DRILLING. 3/4` PVC STANDPIPE INSTALLED TO ( BOTTOM OF BORING ) FEET. LOWER FEET SLOTTED. BORING BACKFILLED WITH 1 - tiO CO 0 /AO c :J 1 •� t +..r Lh. ', v a 0 DAVID EVAN S SABEY DATA CENTER PARKING LOT SURFACE WATER TECHNICAL INFORMATION REPORT FiLF CORY .. ~ are Prepared for: SABEY CORPORATION 12201 TUKWILA INTERNATIONAL BLVD., 4'" FLOOR SEATTLE, WASHINGTON 98168 (206) -281 -8700 ,, 1 , I 1 c, ,`yL .�n r, GIST `1ti. r"4 Prepared by: DAVID EVANS AND ASSOCIATES, INC. 1620 W. Marine View Drive Everett, WA 98201 425 -259 -4099 DASC0000 -0023 AND ASSOCIA i ee '' INC October 20, 2003 RECEIVED CITY (7F TI:KWH A OCT 3 1 2003 PERMIT CENTER CORRECTION LT R# D0 TABLE OF CONTENTS I NC. SECTION 1 Project Overview 1 Existing Drainage System and Problems 1 Proposed Drainage System 1 SECTION 2 Conditions and Requirements Summary 7 SECTION 3 Off -Site Analysis 11 Study Area Definition 11 Upstream Analysis 11 Level 1 Downstream Analysis 11 SECTION 4 Flow Control & Water Quality Facility Analysis and Design 15 Site Hydrology (Parts A & B) 15 Part A - Existing Site Hydrology 15 Part B - Developed Site Hydrology 15 Part C - Performance Standards 16 Part D - Flow Control System 16 Water Quality 16 SECTION 5 Conveyance System Analysis and Design 18 SECTION 6 Special Reports and Studies 19 SECTION 7 Other Permits 20 SECTION 8 TESC Analysis and Design 21 SECTION 9 Maintenance and Operations Manual 22 APPENDIX A — ON -SITE WATER QUANTITY CALCULATIONS 31 APPENDIX B — ON -SITE WATER QUALITY CALCULATIONS 39 APPENDIX C — CONVEYANCE CALCULATIONS 41 DAVID EVANS AND ASSOCIATES, INC. October 2003 p: \d\dasc00000023\deliverk 03_1016 rmf tukw tir parking.doc Sabey Data Center Parking Lot Surface Water Technical Information Report DAVID EVANS AND ASSOCIATES, INC. October 2003 List of Figures List of Tables ii (gia I N C. Figure 1 - Technical Information Report Worksheet Figure 2 - Vicinity Map 6 Figure 3 — Major Drainage Basins 9 Figure 4 — Existing Conditions Map 10 Figure 5 — Downstream Analysis Map 14 Figure 6 — Developed Conditions 17 Table 4.1 — Basin Area Tabulations 16 Table 4.2 — On -site Peak Flows From KCRTS 16 p :\d \dasc00000023\deliver\r 03_1016 rmf tukw tir parking.doc Sabey Data Center Parking Lot Surface Water Technical Information Report PROPOSED DRAINAGE SYSTEM DAVID EVANS AND ASSOCIATES, INC. October 2003 SECTION 1 PROJECT OVERVIEW Pga I NC. The construction of a parking lot is proposed for the Sabey Data Center. Detention and water quality standards will be met for stormwater runoff, with the provision of a wet pond designed in accordance with current King County requirements as found in the 1998 King County Surface Water Design Manual (KCSWDM). EXISTING DRAINAGE SYSTEM AND PROBLEMS The site lies north of S. 126th Street and south of "Building 5 ". The site is sparsely forested with conifers and mixed brush. Moderate slopes are located along much of the area to be developed. Soils are classified as Alderwood series. The site lies within the Riverton Creek drainage basin. There are no significant drainage features within the proposed development area. A temporary turnaround and road stub lie on the east portion of the site. The site will be modeled as forested and pasture for purposes of developing the predeveloped time series. The total basin area tributary to the point of discharge is 0.98 acres and is designated on the Existing Conditions Map. This area is comprised of 0.75 acres of proposed development, 0.12 acres of offsite existing road that will be routed through the pond and detained, and 0.11 acres for the pond area. An upstream area, designated "Bypass" on the Existing and Developed Conditions Maps and 0.53 acres in area, will be bypassed around the area of development, therefore it will not be included in the predevelopment time series. The "existing" land cover for the new development will be modeled as 0.68 ac of Till Pasture and 0.30 ac of Till Forest. Credit will not be taken for the existing impervious as allowed by the KCSWDM. Detention will be provided by a wet/detention pond. Detention facilities will be designed in accordance with the 1998 King County Surface Water Design Manual. Level 1 flow control will mitigate for increased runoff rates resulting from site development. Water quality will be provided for all on -site pollution generating pervious and impervious surfaces. The proposed drainage system has been designed to meet the requirements set forth in the King County 1998 Surface Water Design Manual, adopted by the City of Tukwila. p:\d\dasc00000023\detiver\r 03_I016 rmf tukw tir parking,doc Sabey Data Center Parking Lot Surface Water Technical Information Report Figure 1 - Technical Information Report Worksheet King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET art 1 PROJECT OWNER A PROJECT:ENGINEER Project Owner Sabey Corporation Address 12201 Tukwila International Blvd. Phone (206)- 281 -8700 Project Engineer Errol Garr Company David Evans and Associates Address /Phone 1620 W Marine View Dr. Everett, WA (425) -259 -4099 art 3 TYPE OF FERMI PPLICATION ❑ Subdivision ❑ Short Subdivision ❑ Grading ❑ Commercial ❑ Other Utility and Grading DAVID EVANS AND ASSOCIATES, INC. October 2003 2 1-gDa [ N C. Part 2 PROCT LOCATION AND. D , Project Name Sabey Data Center Parking Lot Location Township 23N Range 4E Section Portions of 9 and 10 art 4 • OTHER R AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands ❑ Shoreline Management ❑ Rockery ❑ Structural Vaults ❑ Other Part 5 ,SITE COMMUNITY AND DRAINAGE BASIN • Community Riverton Creek — City of Tukwila Drainage Basin Riverton Creek Drainage Basin p; \d \dasc00000023 \deliver: 03_1016 rmf tukw tir parking.doc Sabey Data Center Parking Lot Surface Water Technical Information Report 2 :,�1..., DAVID EVANS AND ASSOCIATES, INC. October 2003 3 INC. .4 $4 itE O River O Stream O Critical Stream Reach O Depressions/Swales O Lake O Steep Slopes O Floodplain O Wetlands O Seeps/Springs O High Groundwater Table O Groundwater Recharge O Other Soil Type ALDERWOOD GSL Slopes 6-15% 0 Additional Sheets Attached Erosion Potential Erosive Velocities Slight-Moderate 2.5fps iPart:EV::41DEVELOPMENTLIMITATIONS'`:!,17..... REFERENCE O Ch. 4 — Downstream Analysis • 0 0 0 0 0 O Additional Sheets Attached LIMITATION/SITE CONSTRAINT None Identified p:\d\ dasc00000023ldeliverV 03_1016 rmf tukw tir parking.doc Sabey Data Center Parking Lot Surface Water Technical Information Report • INC. ,ESCREQUIREMEN MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION ❑ Sedimentation Facilities ❑ Stabilized Construction Entrance ❑ Perimeter Runoff Control ❑ Clearing and Grading Restrictions ❑ Cover Practices ❑ Construction Sequence ❑ Other MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION ❑ Stabilize Exposed Surface ❑ Remove and Restore Temporary ESC Facilities ❑ Clean and Remove All Silt and Debris ❑ Ensure Operation of Permanent Facilities ❑ Flag Limits of SAO and open space preservation areas ❑ Other SURFACE ,WATER SYSTEM ❑ Grass Lined Channel ❑ Pipe System ❑ Open Channel ❑ Dry Pond ❑ Wet Pond ❑ Tank ❑ Vault ❑ Energy Dissipater ❑ Wetland ❑ Stream 0 0 0 Infiltration Depression Flow Dispersal Waiver Regional Detention Method of Analysis KCRTS Compensation /Mitigati on of Eliminated Site Storage Brief Description of System Operation: Closed pipe conveyance system, with a wet pond to meet detention requirements with dead storage to provide water quality treatment Facility Related Site Limitations Reference Facility Limitation DAVID EVANS AND ASSOCIATES, INC. October 2003 4 p : \d \dasc00000023 \deliver\r 03)016 rmf tukw tir parking.doc Sabey Data Center Parking Lot Surface Water Technical Information Report rs,�v)s�i#u 'Part ;. ` STR U C T URAL A NA L` ❑ Cast in Place Vault ❑ Retaining Wall ❑ Rockery > 4' High ❑ Structural on Steep Slope ❑ Other Part 12 EASEMENTS/TRACTS. ❑ Drainage Easement ❑ Access Easement ❑ Native Growth Protection Easement ❑ Tract ❑ Other Par t13 SIGNATURE OF PROFE ENGINEE I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. Signed /Date DAVID EVANS AND ASSOCIATES, INC. October 2003 5 I NC. p : \d \dasc00000023 \deliver\r 03_1016 rmf tukw tit parking.doc Sabey Data Center Parking Lot Surface Water Technical Information Report z 0 U) r- m • • D • • • • 114 ( NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. King County Surface Water Management Design Manual Special Requirements z z ix w 1. 6 0 requirements at this time. • v 0 u) co W J H 2 u_ . w 0 g � w ? d I— III 4. Source Control (1.3.4): The proposed project will provide water quality source controls z �- applicable to the proposed project in accordance with the King County Stormwater Pollution z I- Control Manual and City of Tukwila Requirements. U 5. Oil Control (1.3.5): Based on the criteria listed in Section 1.3.5, the proposed project does not O o D- 111 u ..z w F .. Wetlands — One on -site wetland has been identified and delineated in the critical areas study provided for the Sabey INS building. Other Adopted Area Specific Requirements (1.3.1): There does not exist any area - specific 2. Floodplain/Floodway Delineation (1.3.2): The project is not located within any FEMA designated floodplain. 3. Flood Protection Facilities (1.3.3): There are no Class 1 or 2 two streams adjacent to the site that have an existing flood protection facility, nor is the construction of a flood protection facility proposed. meet the thresholds that require oil controls. Sensitive Areas Ordinance Requirements Streams - The project is tributary to Riverton Creek and the Duwamish River. Seismic Hazard Areas - No seismic hazard areas have been identified within or adjacent to the proposed site. Coal Mine Hazard Areas - The project area is not identified as a CoalMine Hazard area. DAVID EVANS AND ASSOCIATES, INC. October 2003 8 I N C. p :ldldasc00000023\deliverlr 03_1016 rmf tukw tir parking.doc Sabey Data Center Parking Lot Surface Water Technical Information Report File: D03 -0305 35mm Drawing #1 -2 STUDY AREA DEFINITION SECTION 3 OFF -SITE ANALYSIS I NC. This section identifies the tributary basin areas upstream of the project site, and evaluates upstream and downstream drainage system problems. The intent of this section is to demonstrate the proposed project will neither aggravate existing problems nor create new drainage problems. The project site is located within the Fostoria Drainage Basin, which is tributary to the Duwamish River. The project lies within the Riverton Creek subbasin as defined by the Riverton Creek Stormwater Quality Management Plan The boundary areas for those upstream basins tributary to the project site were delineated in two reports City of Tukwila Surface Water Mangement Plan (April 1993), Riverton Creek Stormwater Management ' Plan (November 1997), USGS 1:24,000 Quadrangle Topographic Maps, and were verified in the field . UPSTREAM ANALYSIS The Riverton Creek basin is approximately 434 acres in size. The proposed development is tributary to the west reach, which is approximately 226 acres in size at the point where it enters the Metro bus facility. The creek flows along the western edge of the site and flows down a concrete stair -step structure. The creek flows northward, passing through several recently installed fish passage culverts before entering the Metro bus facility in 42" concrete culvert. The creek will continue to bypass the new development undisturbed. All other upstream flows will be bypassed, including any runoff from S. 126th Street LEVEL 1 DOWNSTREAM ANALYSIS The following downstream analysis was prepared from field observations taken on September 5, 2000 at 2 p.m. Weather conditions were dry and overcast. The proposed area of development is tributary to Riverton Creek, which crosses the west edge of the site from south to north. Discharge will be north of building 5 into Creek. This is the location of a recently completed fish habitat enhancement project. Approximately 1500LF downstream, from the wet pond, the creek daylights into a channel and passes through two more recently installed "fish- passage" culverts. The creek enters a -'2" culvert with headwall, wingwalls and a debris rack approximately 2000 ft downstream. This culvert directs the creek to the northeast through the Metro Maintenance Facility for approximately 150 feet. At this point the creek daylights into an open - topped concrete box. This fenced box culvert is approximately 8 feet wide with 15 feet of depth. The creek flows back to the north in the box culvert for approximately 150 feet, whereupon it enters a 42" concrete culvert and is piped north for approximately 270 feet, exiting the Metro facility and daylighting into the ditch on the south side of SR p: \d \dasc00000023 \deliver\r 03)016 rmf tukw tir parking.doc DAVID EVANS AND ASSOCIATES, INC. October 2003 II Sabey Data Center Parking Lot Surface Water Technical Information Report gDa INC. 599. The creek passes under SR 599 in twin 48" culverts and enters the ditch on the north side of SR 599, discharging into a.large silt- bottomed pool. This ditch is located on the south side of the Gateway Corporate Center North and follows the center along to the west. The ditch widens into a deep ravine with a tall rockery on the north side. The creek is bordered here by the SR 599 -SR 99 on -ramp and the Gateway Corporate Center North. The creek discharges into the Duwamish River at the northwest corner of the Corporate Center passing through the levy in twin 48" submerged CMP culverts. There was no visible indication of erosion or scour along the downstream route. This downstream system appears adequate to convey the detained runoff from the proposed development. DAVID EVANS AND ASSOCIATES, INC. October 2003 12 p : \d\dasc00000023 \deliver\r 03_1016 rmf tukw dr parking.doc Sabey Data Center Parking Lot Surface Water Technical Information Report CONVEYANCE CALCULATIONS I N C. This facility will discharge into the existing storm drainage system for the immediate area surrounding building 5. This system is tributary to Riverton Creek and the Duwamish River. This conveyance system has adequate capacity to convey the 25 -year storm for the developed basin, as displayed on the following spreadsheet. Upstream tributary area is limited to a small portion of the access leading south, up to S 126th Street. This area will be bypassed as shown on the construction plans. The time series and peak flow rates for the bypass area can be found in Appendix A. The downstream conveyance basins map and upstream bypass area can be found on Figure 5. DAVID EVANS AND ASSOCIATES, INC. October 2003 13 p: \d \dasc00000023 \deliver\r 03_1016 rmf tukw tir parking.doc Sabey Data Center Parking Lot Surface Water Technical Information Report CO Cal ti *r ur` .f . r.. i s' _.. 11 Z 1 = I // 1 / .__ a I II( 1/I' f6 1 ' I � i J 1I l i ' I t \ I, { 1 I I 1 l I ;; ' 1 r )li" 1 hill,i, f� ■ ! I i I 1 / ) r„.,(,JJi 1 II I I I ' i I III I I I I II ) / " 1 I i l lI i I li l —ill' ! / 111 _ it f 1 1 1 1 II I � � - ---"f1�l f i / / / .� , r •-� ^_� _.= -..1 -_ ti- , J WII111 . _J J !. ill 1 ;�;I 1 ,� r Zs-,--___--:-_____ -= - - - - - . - _ - W "� f i ' 1 ' 1 1 11 1 1 1 1 111f — — ' �r�J //: \ ._ 1lrl ! 1IIj ,E " ri� 111 ills 1 11j111_--- _—i-Yr- - --�— 1 1 f I IIII 111 I,._ „"_.__ — - -- _ . -- , • r 114 IL) �l iN ttt`\ -- .`s —,. I III 1 I.1 1111 11_ '~ -- — ' =l_- t�. r'fi - �....d• \' •' 11 III 11 \ I (_ - \ - 2 - :./to — . Iro4•.- -= . is • \ \ .1 I))) au -I E 2e' W-11.6.1 E 21' OUT -11.6) 2 W Sabey Data Center Sabey Corporation Tukwila, Washington r Downstream Conveyance Basins Figure 5 ,c= 0 . +IeM[.;t�NJn J.YS Z I I '~ W QQ J U U N D co w J = N LL WO I N 0H WW O z U = O ~ z SECTION 4 FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN I NC_ SITE HYDROLOGY (PARTS A & B) Part A - Existing Site Hydrology The existing site hydrology is developed and partially cleared with an existing road stub and turnaround. The site is sloped to the north and drains down to the access road for building 5. Here drainage enters the existing catch basins and storm drainage system located in the drive. Runoff is conveyed to the north around building 5 and into Riverton Creek. Riverton Creek drains south to north along the west side of the area of development and is protected with a 35 -foot buffer. Part B - Developed Site Hydrology A new drainage system will collect surface runoff in catch basins and carry the water via underground pipes to the proposed detention/water quality facility. That portion of 35th Avenue S that is tributary to the pond will be collected and detained as shown on the Existing Conditions Map. The detention /water quality facilities have been designed in accordance with the 1998 KCSWDM. DAVID EVANS AND ASSOCIATES, INC. October 2003 p : \d\dasc00000023\deliver'r 03_1016 rtnf tukw tir pazking.doc 15 Sabey Data Center Parking Lot Surface Water Technical Information Report qr. ,�k f 7 �`hr'.. P$ C :5 ' ' �'' }kM� °EXISTING= BiASIN sit ��� ;fi:k `"W:1 t' \' •W "{'T: v •Y3 i` ��N ti . : :5 �, -; ".n ....;AEVELOPED1BASIN • ;��,:�: -'�. Total Subbasin Area (ac) 0.98 Total Subbasin Area (ac) 0.98 Onsite Impervious Area (ac) 0.00 Onsite Impervious Area (ac) (inlcudes pond) 0.98 Onsite Pervious Area (ac) — Till Pasture ' 0.68 Onsite Pervious Area (ac) — Till Grass 0.00 Onsite Pervious Area (ac) — Till Forest 0.30 Total Upstream Offsite Bypass Area (ac) 0.53 V � ., ; t, ; Sf: EXISTING LQW,.(CFS)::5.. `Fte,'' , ,, L . :}.. SF _.� ;. .. .. ._...., . .. ,t . ,F.S:,r tier ?? S. a y : DEy! p fTP4:f LOW. (CFS)`F..: ,,A : .,x. ?�. .,_ . Y.�.,.i'3 � ._ .. _. .. .. .. _ •f a,. ti'a:i< 2 -YR 10 -YR 100 -YR 2 -YR 10 -YR 100 -YR 0.033 0.058 0.104 0.244 0.290 0.463 Pond Design 0.03 0.06 0.32 Part C - Performance Standards Table 4.1— Basin Area Tabulations INC. The project site has been identified as a Level 1 Flow Control Area by the City of Tukwila Department of Public Works. According to Table 1.2.3.A of the KCSWM, this requires the 2 -year and 10 -year peak discharge rates be matched for existing and developed conditions. Existing conditions are those that currently exist at the site. Part D - Flow Control System Flow control will be achieved using a wet pond and riser with orifices to match developed 2 -yr and 10 - yr peak rates to existing peak flow rates as modeled using KCRTS. The flow rates for the north and south basin are summarized in Tables 4.3 and 4.4 below. Water Quality The project requires Basic Water Quality Treatment. The site has not been identified by the City as one that requires special water quality requirements. The dead storage components of the wet pond will provide basic water quality treatment for all new and replaced impervious surfacing, to include the offsite area on 35th Avenue South. The required water quality volume is 4,008 cf (see Appendix B). Approximately 4,050 cf is provided. DAVID EVANS AND ASSOCIATES, INC. October 2003 Table 4.2 — On -site Peak Flows From KCRTS 16 p : \d \dasc00000023 \deliver`: 03_1016 tmrtukw tir parking.doc Sabey Data Center Parking Lot Surface Water Technical Information Report iS.. i. 1'Y15+i•i•Li.'.Y4,44.J44 ,/ wt... t File: D03 -0305 35mm Drawing #3 SECTION 5 cc-g)a INC. CONVEYANCE SYSTEM ANALYSIS AND DESIGN z re w 6 JU O 0 0 W I J 1— w 0 g Q rn : = a 1— w EMERGENCY OVERFLOW WEIR SIZING z O Developed 100 -yr undetained discharge = 0.463 cfs (from Develop.pks time series Appendix A). L ? : • p Assume Broad - crested Weir 0 cn o 1 Q= CdLH'5 x u. 0.463cfs = 3.216 * 6 ft * H''5 —► H= 0.0832 ft or 1 -inch. Six inches are provided. ill Z Ham: z In accordance with King County Core Requirement 44, pipe systems and culverts shall be designed to convey and contain at least the peak runoff rate for the 25 -year design storm. The attached spreadsheet demonstrates that the proposed design can convey the 25 -year storm with no over - topping. The bypass area will discharge to a level spreader trench. This trench has been sized in accordance with the 1998 KCSWDM. The bypass area 100 -year peak discharge is 0.05 cfs. 30 LF of trench will be provided, 25 LF is required (50 LF / 0.1 cfs). The basin areas for the conveyance calculations can be found in Figure 5. Check using Q100 from rational method 1.54cfs = 3.216 * 6 ft * H'' — H= 0.1854ft or 2.22- inches. Six inches are provided. DAVID EVANS AND ASSOCIATES, INC. October 2003 p :\d\dasc00000023 \deliver\r 03_1016 tmf tukw tir parking.doc 18 Sabey Data Center Parking Lot Surface Water Technical Information Report None DAVID EVANS AND ASSOCIATES, INC. October 2003 SECTION 6 SPECIAL REPORTS AND STUDIES I N C. p : \d\dasc00000023\deliver\r 03_1016 rmf tukw tir parking.doc 19 Sabey Data Center Parking Lot Surface Water Technical Information Report Permits required for this project include; 4 Clearing and Grading Permit, City of Tukwila 4 Utility Permits DAVID EVANS AND ASSOCIATES, INC. October 2003 SECTION 7 OTHER PERMITS INC. p: ed\dasc00000023 \deliverer 03_1016 rmf tukw tir parking.doc 20 Sabey Data Center Parking Lot Surface Water Technical Information Report ................. x( F...:'% i' JLC'l:KS.Ti.ii':vtv.r..�_._�..r (ltJal':,nJ..........�.r,. Erosion control measures will include silt fences, straw check dams, catch basin inlet protection and ground cover practices. Silt fences will be placed at the downstream edges of all disturbed areas. The plans will include details and notes for the use and maintenance of straw check dams, catch basin protection and ground cover practices. DAVID EVANS AND ASSOCIATES, INC. October 2003 SECTION 8 TESC ANALYSIS AND DESIGN INC. p: \d \dasc00000023 \deliver\r 03_1016 rmf tukw tir parking.doc 21 Sabey Data Center Parking Lot Surface Water Technical Information Report SECTION 9 MAINTENANCE AND OPERATIONS MANUAL INC. p :\d \dasc00000023 deliver\r 03_1016 rmrtukw tir parking.doc DAVID EVANS AND ASSOCIATES, INC. 22 Sabey Data Center Parking Lot October 2003 Surface Water Technical Information Report Maintenance Component General Side Slopes of Pond Erosion Storage Area Pond Dikes NO.1 - DETENTION PONDS Emergency Overflow /Spillway Defect Trash & Debris Poisonous Vegetation Pollution Unmowed Grass/ Ground Cover Rodent Holes Insects Tree Growth Sediment Settlements Rock Missing 1998 Surface Water Design Manual KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Conditions When Maintenance Is Needed Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Any poisonous or nuisance vegetation which may constitute a hazard to County personnel or the public. Oil, gasoline, or other contaminants of one gallon or more or any amount found that could: 1) cause damage to plant, animal, or marine life; 2) constitute a fire hazard; or 3) be flushed downstream during rain storms. If facility is located in private residential area, mowing is needed when grass exceeds 18 inches in height. In other areas, the general policy is to make the pond site match adjacent ground cover and terrain as long as there is no interference with the function of the facility. Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through darn or berm via rodent holes. When insects such as wasps and hornets interfere with maintenance activities. Tree growth does not allow maintenance access or interferes with maintenance activity (i.e., slope mowing, silt removal, vectoring, or equipment movements). If trees are not interfering with access, leave trees alone. Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Accumulated sediment that exceeds 10% of the designed pond depth. Any part of dike which has settled 4 inches lower than the design elevation. Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil at the top of out flow path of spillway. Rip -rap on inside slopes need not be replaced. Al - Results Expected When Maintenance Is Performed Trash and debris cleared from site. No danger of poisonous vegetation where County personnel or the public might normally be. (Coordination with Seattle -King County Health Department) No contaminants present other than a surface film. (Coordination with Seattle/King County Health Department) When mowing is needed, grass /ground cover should be mowed to 2 inches in height. Mowing of selected higher use areas rather than the entire slope may be acceptable for some situations. Rodents destroyed and dam or berm repaired. (Coordination with Seattle/King County Health Department) Insects destroyed or removed from site. Trees do not hinder maintenance activities. Selectively cultivate trees such as alders for firewood. Slopes should be stabilized by using appropriate erosion control measure(s); e.g., rock reinforcement, planting of grass, compaction. Sediment cleaned out to designed pond shape and depth; pond reseeded if necessary to control erosion. Dike should be built back to the design elevation. Replace rocks to design standards. 9/1/98 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Component General Cleanout Gate Orifice Plate Overflow Pipe Manhole Catch Basin 9/1/98 NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Detect Trash and Debris (Includes Sediment) Structural Damage Damaged or Missing Damaged or Missing Obstructions Obstructions Condition When Maintenance is Needed Distance between debris build-up and bottom of orifice plate is less than 1.1/2 feet. Structure is not securely attached to manhole wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. Structure is not In upright position (allow up to 10% from plumb). Connections to outlet pipe are not watertight and show signs of rust. Any holes —other than designed holes —in the structure. Cleanout gate is not watertight or is missing. Gate cannot be moved up and down by one maintenance person. Chain leading to gate is missing or damaged. Gate is rusted over 50% of its surface area. Control device is not working properly due to missing, out of place, or bent orifice plate. Any trash, debris, sediment, or vegetation blocking the plate. Any trash or debris blocking (or having the potential of blocking) the overflow pipe. See "Closed Detention Systems" Standards No. 3 See "Catch Basins" Standards No. 5 A -4 Results Expected When Maintenance is Performed All trash and debris removed. Structure securely attached to wall and outlet pipe. Structure in correct position. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Structure has no holes other than designed holes. Gate is watertight and works as designed. Gate moves up and down easily and is watertight. Chain is in place and works as designed. Gate is repaired or replaced to meet design standards.. Plate is in place and works as designed. Plate is free of all obstructions and works as designed. Pipe is free of all obstructions and works as designed. See "Closed Detention Systems' Standards No. 3 See 'Catch Basins" Standards No. 5 1998 Surface Water Design Manual Maintenance Component General APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5 - CATCH BASINS Defect Trash & Debris (Includes Sediment) Structure Damage to Comer of frame extends more than 3/4 inch past Frame and/or Top Slab curb face into the street (If applicable). Cracks in Basin Walls/ Bottom Sediment/ Misalignment 1998 Surface Water Design Manual Conditions When Maintenance is Needed Trash or debris of more than 1/2 cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10% Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/ outlet pipe or any evidence of soil particles entering catch basin through cracks. Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. A -5 Results Expected When Maintenance is performed No Trash or debris located immediately in front of catch basin opening. No trash or debris in the catch basin. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Basin replaced or repaired to design standards. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Basin replaced or repaired to design standards. 9/1/98 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILTITES Maintenance Component Catch Basin Cover Ladder Metal Grates (If Applicable) Maintenance Components General Metal 9/1/98 NO. 5 - CATCH BASINS (CONTINUED) Defect Fire Hazard Vegetation Pollution Cover Not in Place' Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe Damaged or Missing. Defect Conditions When Maintenance is Needed Presence of chemicals such as natural gas, oil and gasoline. Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. • Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. Cover is missing or only partially in place. Any open catch basin requires maintenance. Mechanism cannot be opened by on maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. One maintenance person cannot remove lid after applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance, Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Grate with opening wider than 7/8 inch. Trash and Debris Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate. NO. 6 DEBRIS BARRIERS (E.G., TRASH RACKS) Condition When Maintenance is Needed Trash and Debris Trash or debris that is plugging more than 20% of the openings in the barrier. Damaged/ Missing Bars are bent out of shape more than 3 inches. Bars. Bars are missing or entire barrier missing. Bars are loose and rust is causing 50% deterioration to any part of barrier. A•6 Results Expected When Maintenance is performed No flammable chemicals present. No vegetation blocking opening to basin. No vegetation or root growth present. No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. Results Expected When Maintenance is Performed. Barrier clear to receive capacity flow. Bars in place with no bends more than 3/4 inch. Bars in place according to design. Repair or replace barrier to design standards. 1998 Surface Water Design Manual _ APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Components General Wire Fences Maintenance Component General 9/1/98 NO.8 - FENCING Defect NO.9 - GATES Missing or Broken Parts Erosion Damaged Parts Deteriorated Paint or Protective Coating Openings in Fabric Defect Damaged or Missing Members Openings in Fabric Conditions When Maintenance Is Needed Any defect in the fence that permits easy entry to a facility. Erosion more than 4 inches high and 12.18 inches wide permitting an opening under a fence. Post out of plumb more than 6 inches. Top rails bent more than 6 inches. Any part of fence (including post, top rails, and fabric) more than 1 foot out of design alignment. Missing or loose tension wire. Missing or loose barbed wire that is sagging more than 2 -1/2 inches between posts. Extension arm missing, broken, or bent out of shape more than 1 1/2 inches. Part or parts that have a rusting or scaling condition that has affected structural adequacy. Openings in fabric are such that an 8 -inch- diameter ball could fit through. Conditions When Maintenance is Needed Missing gate or locking devices. Broken or missing hinges such that gate cannot be easily opened and closed by a maintenance person. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands, and ties. See "Fencing" Standard No. 8 A -8 Results Expected When Maintenance is Performed Parts in place to provide adequate security. No opening under the fence that exceeds 4 inches in height. Post plumb to within 1 -1/2 inches. Top rail free of bends greater than 1 inch. Fence Is aligned and meets design standards. Tension wire in place and holding fabric. Barbed wire in place with less than 3/4 inch sag between post. Extension arm in place with no bends larger than 3/4 inch. Structurally adequate posts or parts with a uniform protective coating. No openings in fabric. Results Expected When Maintenance is Performed Gates and Locking devices in place. Hinges intact and lubed. Gate is working freely. Gate is aligned and vertical. Stretcher bar, bands and ties in place. See "Fencing" Standard No. 8 1998 Surface Water Design Manual Maintenance Component Pipes Open Ditches Catch Basins Debris Barriers (e.g., Trash Rack) Maintenance Component General Trees and Shrubs Damaged 1998 Surface Water Design Manual APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Defect Sediment & Debris Vegetation Damaged Trash & Debris Sediment Vegetation Erosion Damage to Slopes Rock Lining Out of Place or Missing (If Applicable). NO. 11 - GROUNDS (LANDSCAPING) Defect Weeds (Nonpoisonous) Safety Hazard Trash or Litter Conditions When Maintenance is Needed Accumulated sediment that exceeds 20% of the diameter of the pipe. Vegetation that reduces free movement of water through pipes. Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area of pipe by more than 20 %. Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Accumulated sediment that exceeds 20 % of the design depth. Vegetation that reduces free movement of water through ditches. See "Ponds" Standard No. 1 Maintenance person can see native soil beneath the rock lining. See "Catch Basins: Standard No. 5 See "Debris Barriers" Standard No.6 Conditions When Maintenance is Needed Weeds growing in more than 20% of the landscaped area (trees and shrubs only). . Any presence of poison ivy or other poisonous vegetation. Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. A -9 Results Expected When Maintenance is Performed Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debris cleared from ditches. Ditch cleaned/ flushed of all sediment and debris so that it matches design. Water flows freely through ditches. See "Ponds" Standard No. 1 Replace rocks to design standards. See "Catch Basins" Standard No. 5 See "Debris Barriers" Standard No. 6 Results Expected When Maintenance is Performed Weeds present in less than 5% of the landscaped area. No poisonous vegetation present in landscaped area. Area clear of litter. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. 9/1/98 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Component General Road Surface Shoulders and Ditches 9/1/98 NO. 12 - ACCESS ROADS / EASEMENTS Defect Trash and Debris Blocked Roadway Settlement, Potholes, Mush Spots, Ruts Vegetation in Road Surface Modular Grid Pavement Erosion Damage Weeds and Brush Condition When Maintenance is Needed Trash and debris exceeds 1 cubic foot per 1,000 square feet i.e., trash and debris would fill up one standards size garbage can. Debris which could damage vehicle tires (glass or metal). Any obstruction which reduces clearance above road surface to less than 14 feet. Any obstruction restricting the access to a 10 to 12 foot width for a distance of more than 12 feet or any point restricting access to less than a 10 foot width. When any surface defect exceeds 6 inches in depth and 6 square feet in area. In general, any surface defect which hinders or prevents maintenance access. Weeds growing in the road surface that are more than 6 inches tall and less than 6 inches tall and less than 6 inches apart within a 400 - square foot area. Build -up of sediment mildly contaminated with petroleum hydrocarbons. Erosion within 1 foot of the roadway more than 8 inches wide and 6 inches deep. Weeds and brush exceed 18 inches in height or hinder maintenance access. A -10 Results Expected When Maintenance Is Performed Roadway free of debris which could damage tires. Roadway free of debris which could damage tires. Roadway overhead clear to 14 feet high. Obstruction removed to allow at least a 12 foot access. Road surface uniformly smooth with no evidence of settlement, potholes, mush spots, or ruts. Road surface free of weeds taller than 2 inches. Removal of sediment and disposal in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulder free of erosion and matching the surrounding road. Weeds and brush cut to 2 inches in height or cleared in such a way as to allow maintenance access. 1998 Surface Water Design Manual 'APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES C.) Wetponds Maintenance Component Wetpond 9/1/98 Defect Vegetation Trash and Debris Inlet/ Outlet Pipe Sediment Accumulation in Pond Bottom Oil Sheen on Water Erosion Settlement of Pond Dike/ Berm Rock Window Overflow Spillway Condition When Maintenance Is Needed Vegetation such as grass and weeds need to be mowed when it starts to impede aesthetics of pond. Mowing is generally required when height exceeds 18- inches. Mowed vegetation should be removed from areas where it could enter the pond, either when the pond level rises, or by rainfall runoff. Accumulation that exceeds 1 CF per 1000 -SF of pond. area. Inlet/ Outlet pipe clogged with sediment and/ or debris material. Sediment accumulations in pond bottom that exceeds the depth of sediment zone plus 6- inches, usually the first cell. Prevalent and visible oil sheen. Erosion of the pond's side slopes and/ or scouring of the pond bottom, that exceeds 6- inches, or where continued erosion is prevalent. Any part of these components that has settled fl- inches or lower than the design elevation, or inspector determines dike/ berm is unsound. Rock window is clogged with sediment. Rock is missing and soil is exposed at top of spillway or outside slope. A -12 Results Expected When Maintenance is Performed Vegetation should be mowed to 4 to 5 inches in height. Trees and bushes should be removed where they are interfering with pond maintenance activities. Trash and debris removed from pond. No clogging or blockage in the inlet and outlet piping. Removal of sediment from pond bottom. Removal of sediment from pond bottom. Slopes should be stabilized by using proper erosion control measures, and repair methods. Dike/ berm is repaired to specifications. Window is free of sediment and debris. Replace rocks to specifications. 1998 Surface Water Design Manual APPENDIX A - ON -SITE WATER QUANTITY CALCULATIONS DAVID EVANS AND ASSOCIATES, INC. June 2003 INC. p : \d\dasc00000023\deliver\r 03_ 1016 rmf tukw tir parking.doc 3 I Sabey — INS Building Surface Water Technical Information Report 1Z ` re W 6 0 co W= CO LL W O g Cj W Z � . O . Z al ILI O ff . O H W u1 H L I O Z W H Z: O F. z Record.exc KCRTS Program...File Directory: C: \KC_SWDM \KC_DATA\ [C] CREATE a new Time Series ST 0.30 0.68 0.00 0.00 0.00 0.00 0.00 0.00 Predev.tsf T 1.00000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 T [C] CREATE a new Time Series ST 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.98 0.00 Develop.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies develop.tsf Develop.pks [P] Compute PEAKS and Flow Frequencies predev.tsf Predev.pks [R] RETURN to Previous Menu [F] Size a Retention /Detention FACILITY Manual Design Pond.rdf 5 Route Time Series 0 Return to Main Menu [F] Size a Retention /Detention FACILITY Manual Design Pond.rdf 5 Route Time Series 0 Return to Main Menu 0.000000 Till Forest 0.000000 Till Pasture 0.000000 Till Grass 0.000000 Outwash Forest 0.000000 Outwash Pasture 0.000000 Outwash Grass 0.000000 Wetland 0.000000 Impervious 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 , Page 1 Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.036 2 2/09/01 18:00 0.052 1 100.00 0.99 0 0.012 7 1/05/02 16:00 0.036 2 25.00 0.96 0 0.029 3 2/28/03 3:00 0.029 3 10.00 0.90 0 0.002 8 3/24/04 19:00 0.028 4 5.00 0.80 0 0.017 6 1/05/05 8:00 0.026 5 3.00 0.66 0.028 4 1/18/06 20:00 0.017 6 2.00 0.50 0.026 5 11/24/06 4:00 0.012 7 1.30 0.23 1 0.052 1 1/09/08 6:00 0.002 8 1.10 0.09 1 Computed Peaks 0.046 50.00 0.98 0 Bypass.pks Flow Frequency Analysis Time Series File:bypass.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Page 1 0 0 0 0.005 0 Predev.pks Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak (CFS) 0.067 2 2/09/01 18:00 0.023 7 1/05/02 16:00 0.058 3 2/28/03 3:00 0.033 0.054 0.052 0.104 1 Computed Peaks 0 8 .3/24/04 19:00 6 1/05/05 8:00 4 1/18/06 16:00 5 11/24/06 4:00 1 1/09/08 6:00 Page 1 - - Peaks - - Rank Return Prob (CFS) Period 0.104 1 100.00 0.99 0.067 0.058 0.054 0.052 0.033 0.023 0.005 0.091 2 25.00 0.96 3 10.00 0.90 4 5.00 0.80 5 3.00 0.66 6 2.00 0.50 7 1.30 0.23 8 1.10 0.09 50.00 0.98 w 0 uJ J H CO w, ' W O � d z I ... 0' w ~ U � :O , 4.11- wW ,- O. ..z w = . • O z Develop.pks Flow Frequency Analysis Time Series File:develop.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.237 7 2/09/01 2 0.463 1 100.00 0.99 0 0.209 8 1/05/02 16:00 0.356 2 25.00 0.96 0 0.290 3 12/08/02 18:00 0.290 3 10.00 0.90 0 0.244 6 8/26/04 2:00 0.290 4 5.00 0.80 0 0.290 4 10/28/04 16:00 0.254 5 3.00 0.66 7 0.254 5 1/18/06 16:00 0.244 6 2.00 0.50 0 0.356 2 10/26/06 0:00 0.237 7 1.30 0.23 1 0.463 1 1/09/08 6:00 0.209 8 1.10 0.09 1 Computed Peaks 0.427 50.00 0.98 0 Page 1 t• Retention /Detention Facility Type of Facility: Detention Pond Side Slope: 3.00 H:1V Pond Bottom Length: 45.82 ft Pond Bottom Width: 22.91 ft Pond Bottom Area: 1050. sq. ft Top Area at 1 ft. FB: 4407. sq. ft 0.101 acres Effective Storage Depth: 4.50 ft Stage 0 Elevation: 31.00 ft Storage Volume: 9993. cu. ft 0.229 ac -ft Riser Head: 4.50 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.82 0.039 2 3.39 0.82 0.019 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac -ft) (cfs) (cfs) (sq. ft) 0.00 31.00 0. 0.000 0.000 0.00 1050. 0.01 31.01 11. 0.000 0.002 0.00 1054. 0.02 31.02 21. 0.000 0.002 0.00 1058. 0.03 31.03 32. 0.001 0.003 0.00 1062. 0.04 31.04 42. 0.001 0.004 0.00 1066. 0.05 31.05 53. 0.001 0.004 0.00 1071. 0.06 31.06 64. 0.001 0.005 0.00 1075. 0.07 31.07 75. 0.002 0.005 0.00 1079. 0.17 31.17 185. 0.004 0.008 0.00 1121. 0.27 31.27 299. 0.007 0.010 0.00 1164. 0.37 31.37 417. 0.010 0.011 0.00 1207. 0.47 31.47 540. 0.012 0.013 0.00 1252. 0.57 31.57 668. 0.015 0.014 0.00 1297. 0.67 31.67 800. 0.018 0.015 0.00 1342. 0.77 31.77 936. 0.021 0.016 0.00 1389. 0.87 31.87 1077. 0.025 0.017 0.00 1436. 0.97 31.97 1223. 0.028 0.018 0.00 1484. 1.07 32.07 1374. 0.032 0.019 0.00 1532. 1.17 32.17 1530. 0.035 0.020 0.00 1582. 1.27 32.27 1690. 0.039 0.021 0.00 1632. 1.37 32.37 1856. 0.043 0.022 0.00 1682. 1.47 32.47 2027. 0.047 0.022 0.00 1734. 1.57 32.57 2203. 0.051 0.023 0.00 1786. 1.67 32.67 2384. 0.055 0.024 0.00 1839. 1.77 32.77 2571. 0.059 0.024 0.00 1893. 1.87 32.87 2763. 0.063 0.025 0.00 1947. 1.97 32.97 2960. 0.068 0.026 0.00 2002. 2.07 33.07 3163. 0.073 0.026 0.00 2058. 2.17 33.17 3372. 0.077 0.027 0.00 2114. 2.27 33.27 3586. 0.082 0.028 0.00 2171. 2.37 33.37 3806. 0.087 0.028 0.00 2229, 2.47 33.47 4032. 0.093 0.029 0.00 2288, 2.57 33.57 4264. 0.098 0.029 0.00 2347. 2.67 33.67 4501. 0.103 0.030 0.00 2408. , 2.77 33.77 4745. 0.109 0.031 0.00 2468. 2.87 33.87 4995. 0.115 0.031 0.00 2530. 2.97 33.97 5251. 0.121 0.032 0.00 2592. 3.07 34.07 5519. 0.127 0.032 0.00 2655. 3.17 34.17 5782. 0.133 0.033 0.00 2719. 3.27 34.27 6057. 0.139 0.033 0.00 2783. 3.37 34.37 6339. 0.146 0.034 0.00 2848. 3.39 34.39 6396. 0.147 0.034 0.00 2862. 3.40 34.40 6425. 0.147 0.034 0.00 2868. 3.41 34.41 6453. 0.148 0.034 0.00 2875. 3.42 34.42 6482. 0.149 0.036 0.00 2881. 3.43 34.43 6511. 0.149 0.037 0.00 2888. 3.44 34.44 6540. 0.150 0.038 0.00 2894. 3.45 34.45 6569. 0.151 0.039 0.00 2901. 3.46 34.46 6598. 0.151 0.039 0.00 2908. 3.56 34.56 6892. 0.158 0.042 0.00 2974. 3.66 34.66 7193. 0.165 0.045 0.00 3041. 3.76 34.76 7500. 0.172 0.047 0.00 3109. 3.86 34.86 7815. 0.179 0.049 0.00 3178. 3.96 34.96 8136. 0.187 0.050 0.00 3247. 4.06 35.06 8464. 0.194 0.052 0.00 3318. 4.16 35.16 8800. 0.202 0.053 0.00 3388. 4.26 35.26 9142. 0.210 0.055 0.00 3460. 4.36 35.36 9492. 0.218 0.056 0.00 3532. 4.46 35.46 9848. 0.226 0.058 0.00 3605. 4.50 35.50 9993. 0.229 0.058 0.00 3635. 4.60 35.60 10360. 0.238 0.367 0.00 3709. 4.70 35.70 10735. 0.246 0.932 0.00 3783. 4.80 35.80 11117. 0.255 1.660 0.00 3859. 4.90 35.90 11507. 0.264 2.450 0.00 3935. 5.00 36.00 11904. 0.273 2.740 0.00 40.12. 5.10 36.10 12309. 0.283 2.990 0.00 4089. 5.20 36.20 12722. 0.292 3.230 0.00 4168. 5.30 36.30 13143. 0.302 3.450 0.00 4247. 5.40 36.40 13571. 0.312 3.660 0.00 4327. 5.50 36.50 14008. 0.322 3.850 0.00 4407. 5.60 36.60 14453. 0.332 4.040 0.00 4488. 5.70 36.70 14906. 0.342 4.210 0.00 4570. 5.80 36.80 15367. 0.353 4.380 0.00 4653. 5.90 36.90 15836. 0.364 4.550 0.00 4736. 6.00 37.00 16314. 0.375 4.710 0.00 4820. 6.10 37.10 16800. 0.386 4.860 0.00 4905. 6.20 37.20 17295. 0.397 5.010 0.00 4991. 6.30 37.30 17798. 0.409 5.150 0.00 5077. 6.40 37.40 18311. 0.420 5.290 0.00 5164. 6.50 37.50 18831. 0.432 5.430 0.00 5251. Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu -Ft) (Ac -Ft) 1 0.46 * * * * * ** 0.32 4.58 35.58 10303. 0.237 2 0.24 * * * * * ** 0.15 4.53 35.53 10108. 0.232 3 0.25 0.06 0.06 4.50 35.50 9977. 0.229 4 0.25 * * * * * ** 0.05 4.23 35.23 9028. 0.207 5 0.28 * * * * * ** 0.05 4.01 35.01 8298. 0.190 6 0.16 0.03 0.03 3.38 34.38 6378. 0.146 7 0.21 * * * * * ** 0.03 2.56 33.56 4237. 0.097 8 0.24 * * * * * ** 0.03 2.55 33.55 4208. 0.097 Route Time Series through Facility Inflow Time Series File:develop.tsf Outflow Time Series File:rdout Inflow /Outflow Analysis Peak Inflow Discharge: 0.463 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.318 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 4.58 Ft Peak Reservoir Elev: 35.58 Ft Peak Reservoir Storage: 10303. Cu -Ft 0.237 Ac -Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.155 2 2/09/01 16:00 0.318 4.58 1 100.00 0.990 0.029 7 12/28/01 17:00 0.155 4.53 2 25.00 0.960 0.051 5 2/28/03 7:00 0.058 4.50 3 10.00 0.900 0.029 8 8/26/04 6:00 0.054 4.23 4 5.00 0.800 0.034 6 1/05/05 15:00 0.051 4.01 5 3.00 0.667 0.054 4 1/18/06 22:00 0.034 3.38 6 2.00 0.500 0.058 3 11/24/06 7:00 0.029 2.56 7 1.30 0.231 0.318 1 1/09/08 10:00 0.029 2.55 8 1.10 0.091 Computed Peaks 0.264 4.57 50.00 0.980 APPENDIX B - ON -SITE WATER QUALITY CALCULATIONS 39 .1g) a INC. p:\d \dasc00000023 \deliver\r 03_1016 rmf tukw tir parking,doc NE 128th Street Widening DAVID EVANS AND ASSOCIATES, INC. June 2003 Surface Water Technical Information Report Surface Area (sf) Ai (Impervious) 37897 Atg (Till Grass) 0 Atf (Till Forest) 0 Ao (Outwash) 0 Sabey Data Center City of Tukwila Calculations for Water Quality Treatment (1998 KCSWDM Criteria) For 6- month, 24 -hr Design Event Design Calculations for Wet Pond Design Criteria: King County SWDM 6.4.2 Step1: Identify required wetpool volume factor (f) Basic Large 3 4.5 Step 2: Determine rainfall (R) for the mean annual storm. From Figure 6.4.1.A, R= Step 3: Calculate runoff from the mean annual storm (Vr) for the developed site. Volume of runoff from mean annual storm (Vr) = (0.9Ai + 0.25Atg + 0.10Atf + 0.01Ao) x (R/12) inches or (i 0Q39lfeet Vr (cf) = (0.9* 37897 +0.25* 0 +0.10* 0 +0.01* 0 )* 0.039 = 1336 Step 4: Calculate Wetpool Volume Vb = f * Vr Vb (cf) = 3 1336 = i140.08 cf Step 5: Determine Wetpool Dimensions 44:44.4:4:::' 4 s,■. APPENDIX C - CONVEYANCE CALCULATIONS DAVID EVANS AND ASSOCIATES, INC. June 2003 Pgq I N C. p;\d \dasc00000023\deliver\r 03_1016 rmf tukw tir parking.doc 41 NE 128th Street Widening Surface Water Technical Information Report Z w 6 J U cn N W W =' J H w g J. LL to �. Z I' 1— O Z 1- O • co 0 I- . W W ~ L O . • Z '. ILI F - I. O H z File: D03 -0305 35mm Drawing #4 * ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS - 6869 WOODLAWN AWL. N. K., Siam; WA 98115 (206)523-7560 FAX (24)6) 522-6698 FAX TRANSMITTAL To: Sabey ATTN: Brian ItE: Pond cats L. N1Jm.13ER OF PACES: Vo4f Ratite COVER SHEET FAX DATE: October 31, 2003 PROJECT: 16 (COVER SHEET INCLUDED) — ORIGINAL (s) TO FOLLOW: No I understand that the Plan Check approvals are F,utijectlo errors and omissions and approval of not suthczize the violation of any ci. ord RacPipt of con- Lj of approve:d plans rowlcdge CITY OF TUC • • . gir4it;itt P;4105 30Vc1 !VIV£0:0 I-SOOEIU :IV . s • _ 1 • • Email: bobr@cnwseattle,com RECEIVED c.rry OF TI OCT 3 1 2003 PERMIT CENTER CORRECTION I If you did not receive all pages indicated above, please call (206) 525-7560 ..1 V 1 4% li 404 Z 6D 00 N O U) LLI -I 1.- 0 u_ < I iu z 1-0 z t— ill w O D O 1— W L u • 0 - 0 z 0 "117,, t VV ENGINEERS NORTHWEST, INC., P.S. STRUCI'URAI. F.SICITNRERS •-• 6869 WOUDLAWN A vE. N. E., SEATILE, WA 98115 (206) 525-75601:Ax (206).522-669g SABEY DATA CNTR STRUCTURAL CALCULATIONS September 11, 2003 1 ENW PROJECT Smut:X:1' ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN Avu. N. E., 11205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522--6698 PROiriC 5cL 6 e Vek. 74 DATE SHHF:T OF By OE c ) 3 4-1ctr? e fp i.i 1 diey ...,74,40,44e6( C S 4.1 1 c.-c- , r A • so/ f"‘ 5 id' .17 - 1 - 3 G -_-__„ 2 . ;p; ; ; • : ,..- • ;"9 --- 2. . I•4 "NC •11 I • "b 4 4 1/ Air vtAcJ...:3 44 1 t ce 4 0 /4. 4 IE INS V ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOcmi.AwN Avis. N. F... #205, SEATTLU, WA 98115 (206) 525 -7560 FAX (206) 522• -6698 PROJF('T # PROJECT J .� i2 ea-( �� DATE `7. , / •O 3 SUBJECT `i SHUT OF By W � = f)‹. 4 1) ^ 4100 c r� go r e'o > c. UT 1 4... l 4.1 to 4Jc f -l-t- - P ° G, , ' 66 1 ^ Pe eLeb1L X c�� fic Pe + e., p c. et 54" ec. f 7 /o a.aQ �O Y Sly i / 4 f1 J Stem From top (0 1/10 th Pis.) Mu Kit v u Kal p Vertical reinforcing As bar size Spacing Horizontal reinforcing Axil° bar size Sileinq Remarks 1.000 0.023 0.001 0.0000 0.18 6 18 0.24 4 10 2.000 0.181 0.004 0.0001 0.18 6 18 0.24 4 10 3.000 0.612 0.008 0.0003 0.18 6 18 0.24 4 10 4.000 1.461 0.014 0.0006 0.111 6 18 0.24 4 10 5.000 2.833 0.022 0.0013 0.18 6 18 0.24 4 10 6.000 4.806 0.032 0.0022 0.20 6 18 0.24 4 10 7.000 7.775 0.044 0.0033 0.30 6 17 0.24 4 10 • 8.000 10.764 0.040 0.0037 0.33 6 16 0.24 4 10 9,000 14.408 0.055 0.0060 0.46 6 11 0.24 4 10 10.000 19.276 0.072 0.0069 0.62 6 8 0.24 4 10 Ftg.Toe Bottom reinforcing CO Stem Mu K•FT v u Ks' p As bar slze Spacing 11.450 0.084 0,0037 0.34 6 16 18111■00aka.o. v., Ftg.Heel Top reinforcing e Stem Mu Ksr Vu KG! p As bar size Spacing 10.660 0.058 0.0033 0.36 6 16 Shear key d ■ 8,625 Vertical reinforcing reinf.3" clr. NU K•sT Vu Ku p As bar size Spacing to toe face 8.521 0.062 0,0029 0.30 6 17 • PROJECT : Data Center ,.__ . .,...::• 1............ .. _ . ._...... 1 f t. j ,_ . . . _ r.. _ _ ..,. .. . .... ,.__...... . _�. ,. . _. . .. _..... .....,... .., . ...... .... Input = 1( � ce Equivalent active pressure le BO Mf Equivalent passive pressure IN Uniform horizontal pressure = Soil density = F'c Fy = • ksi _• Vertical Reinforcing size = d5TEIM CONCRETE RETAINING WALL Properly of Engineers Northwest, Inc., Scottie . Use by others unlawful 7.5 in. de.O.F. = 7.75 in., dT.O.F. _ ' 8.76 • . 1 Horlz, Rein /. size = * 4 . Allowable soil bearing = • 3. ksf • Coefficient of friction i . / �' 0.36 .. • Toe width =" �2 66 n, 2wnn '! Iv , M Shear key width 12 in. - 1 Shear key height 32 k>. \ Restrained by slab? (Y or N) .,. :'N ^-j Slab resistance = Passive at 4.230 kips W, to shear key ENGINEERS NORTHWEST, INC. P.S. 6569 WOODLAWN AVE. N.E, (SUITE 205) SEATTLE, WA. 98115 Friction = 2.333 kips qs max. _ .•2.864 ksf. _ qs at F.D.W. = 1.326 ksf ' qs at B.O.W. ■ 0.817 ksf Page 1 D F.S. Overrunning ■'1 :66 ' •. • • F.S. Sliding = t62 • Surcharge i ri_____ Hi .nl..... • . •....MI" 'III r _ Ts =L . '1 k t.'.: Ph = ETE4 iU ' H2= 1.66 ft. : r � El 0' .0" 4 ) - Bury = 1. ft. . E Tf = ( .�_ 15: in. 1 SHEET OF Rcv.311+Nt Width c 6.6 ft Q-- gs min. = L brg.= .4.67 ft. • T.O.Soil Dosign Soil pressure on wall 720 psi c Et 0' .0" . 900 psf (g). B.O.Ftg. 9/11/2003 Rrtwall.xis : i 90 @ �rr"=+ ualeawarovinestroompiesttsI,MNgiimgrovi rkt 14 Stern From top (4g 1/10 th Pts.) Mu KFT vu Kla p Vertical reinforcing A.: bar size Spacing Horizontal reinforcing A:" bar xlze Spacing Remarks 1.000 0.010 0.000 0.0000 0.18 6 18 0.24 4 10 2.000 0.079 0.002 0.0000 0.19 6 1B 0.24 A 10 3.000 0.268 0,004 0,0001 0.18 6 18 0.24 4 10 4.000 0.635 0.008 0.0003 0.18 6 18 0.24 4 10 5.000 1.240 0.010 0.0005 0.18 6 18 0.24 4 10 6.000 2.142 0.014 0.0000 0.18 6 18 0.24 4 10 7.000 3.401 0.019 0.0015 0.18 6 18 0.24 4 10 8.000 6.077 0,026 0.0023 0,20 6 18 0.24 4 10 9.000 7.229 0.032 0.0033 0.29 6 17 0.24 4 10 10.000 9.817 0.030 0.0034 0.31 6 17 0.24 4 10 Ftg.Toe Bottom reinforcing 02, Stern Mu " VLS "1 p As" bar size Spacing 5.435 0.048 0.0027 0.25 6 20 Ftg.Heel Top reinforcing @ Stem Mu R-FT VII K tl p As" bar size Spacing 6.126 0.027 0.0017 0.18 6 28 Shear key d = 8.626 Vertical reinforcing relnf.3" clr. Mu !OFT VII " p As size Spacing to toe fact 8.521 0.052 0,0029 0,30 $ 17 . • . PROJECT: InPut Equivalent active pressure = Equivalent passive pressure • Uniform horizontal pressure = Soil density = p " Fy 60.k Vertical Reinforcing size • dsTEN cla,o,F, • :1106 in Horiz. Reinf. size • Allowable soil bearing = Coefficient of friction :a Toe width • Shear key width Shear key height a Restrained by slab? ( Y or N) Slab resistance a Passive 4.230 kips Wito shear key .1•" 2.5 ft, ' goo.* ENGINEERS NORTHWEST, INC:. P.S. 6809 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE. WA. 913115 Property ot Englneeis Noillnyest, Inc., Seattle - Use by others unlawful CONCRETE RETAWINO WALL ....•••■•••••■••••.....■■••••■•■••■•■•••■.OGIWOMPW.alkallOMINNWIWOViewaiON.101.•■■••■•■••••••,..O.F0 p • wawrs.W....■ 0.•• ...4o .01. ea..., tfte. 'wool ■•• • ...IA a • On. • no. gm...wive • 4. • J...10 per lineal ft. 1 • 4 .7- 3 . 60.per• • ... . . . ■■•••••••■■■■•■•••••■•••■••/ • 1 . 3. kvf . 0.35 • • 2,5 ft.., 12 In, Friction 7 2.333 kips qs max. '1.628 ksf - qs at F.O.W. -7: 1.141 ksf-' qs at 8.0.W. = 1.012 ksf- Page 1 F.S. Overturning :3,18. • • F.S. Sliding • .• Pv el • •• ' 7 Surcharge '•• • • • Hi TR 1411 L.: 9; •"' . 1 Ph = • • . 14. • :• El 0'-0" _4) Bury T1 =L qs min, • . 0.623 L bro. , •6.6.ft. . Width SHEET OF Rev. 3/15/01 Cosign Soil pressure on wall 9/11/2003 RetwalLyis ,./ • arz&IIblzu 4 4t, . Stem From to W th Pts.) Mu K•FT vu K9 p Vertical reinforcing As 4 bat size Spacing Horizontal reinforcing As ''Z bar size Spacing Remarks 0.700 0.008 0.000 0.0000 0,18 6 18 0.24 4 10 1.400 0.062 0.002 0.0000 0.18 6 18 0.24 4 10 2.100 0.210 D.004 0.0001 0.18 6 18 0.24 4 10 2.800 0.498 0.007 0,0002 0.18 s 18 0.24 4 10 3.500 0.972 0.011 0.0004 0.18 6 18 0.24 4 10 4.200 1.679 0.016 0.0007 0.18 6 18 0.24 4 ID 4.900 2.667 0.021 0.0012 0.18 s 18 0.24 4 10 • 5.600 3.928 0.025 0.0018 0,18 0 18 0.24 4 10 0.300 6.472 0.033 0.0026 0.22 6 18 0.24 4 10 7.000 7.436 0.041 0.0033 0.30 6 17 0.24 4 10 Ftg.Toe Bottom reinforcing g Stem Mu K.FT vu ku p Aa' bar size Spacing 6.470 0.047 0.0023 0.21 6 24 Ftg.Heel Top reinforcing M Stem Mu K'rr vu K " p As' bar size Spacing 3.734 0,026 0.0012 0.13 6 41 Shear key d = 8.626 Vertical reinforcing reinf.3" clr. Mu K vu K81 p As bar size Spacing to toe face 2.778 0.022 0.0009 0.10 6 64 PROJECT : •rQ ∎∎∎ Center. " ............., ...... .••••••..,,._... •■••• - . Input = •• X ( per lineal R. ) Equivalent active pressure o 8 p.c 1 ' Equivalent passive pressure - 36 0 . Soil density = • t? F'c ■ �: 3.�ksl� Fy- • " 60.ksi :_.} Vertical Reinforcing size • dSTSN = • :7.6 In. • - de.o.p. dT.O.F. Horiz. Reinf. size = .* 4 ..�i Allowable soil bearing a • 3. ksf Coefficient of friction = �... 0,36 Toe width= . : '• 2:(t; Shear key width • M •.121n. } Shear key height Restrained by slab? (Y or N ) Slab resistance = Passive = 2.686 kips ENGINEERS NORTHWEST, INC. P.S. 8889 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful CONCRETE RETAININO WALL. 4 " I edGil Friction t 1.698 kips qs max... 2.2 ksf qa at F.O.W. c 0.988 ksf --- qs at B.D.W. = 0.483 ksf Page 1 F.S, Overturning • 1,68.' F.S. Sliding = .1.87 Pv Surcitarge El 0'•0" 1} Bury aE1.R $-- Tf � • H = W 6. ft. • Ph a i. :� R .! H2 '� Width ■ 6' • SHEET OF Rev.:NI:AA (D T.O.Soil Design Soil pressure on wall 660 psi B.O.FIg. 9/11/2003 Retwall,xls r . 480 psi M El 0' -0" N3S Stem From to • _._...._ co '1l10 itT0U.) K.FT Mu vu K81 Vertical reinforcing As irlz bar size S cm Horizontal reinforcing 41 bar size S • :cin! Remarks 0,700 0.003 0,00D 0.0000 0.18 6 18 0.24 4 10 1.40D 0.027 0.001 0.0000 0.18 6 18 0.24 4 10 2.100 0.092 0.002 0.0000 0.19 6 18 0.24 4 10 2.800 0.219 0.003 0.0001 0.18 6 18 0.24 4 10 3.600 0.426 0.00S 0.0002 0.18 6 18 0.24 4 10 4.200 0.736 0.007 0.0003 0.18 6 10 0.24 4 10 4,900 1.167 0.009 0.0005 0.19 6 19 0.24 4 10 . 6.600 1.742 0.012 0.0008 0.18 6 18 0.24 4 10 6.300 2,480 0.015 0.0011 0.18 6 18 0.24 4 10 7.000 3.401 0.010 0.0015 0.18 S 18 0.24 4 10 Ftg.Toe Bottom reinforcing ig Stem Mu °` vu " y As bar size Spacing 2.850 0.024 0.0012 .. 0.11 6 47 Ftg.titecl Top reinforcing g Siam Mu K•FT U " - p M bar size Spacing 1.512 0.010 0.0006 ..... 0.06 6 102 • , 7 Shear key d -1. 6,626 Vertical reinforcing reinf.9" clr. Liu 1f-FT VU m p As size Spacing to toe fact 2.776 0.022 0.0009 0.10 8 64 Om. • • . I • ,. • VI.. •■• 10 4 ..... PROJECT : • Data Center. ... • .• • • • • : :. • • . •. . ;flout = • •• ( per lineal Pt.) ......o•••■•■••■■••••■••■••••■•■••.:•••■••••••• elontoWrWinva:•••■■■1.4.111:.. •••■■• ■■ 350 Lid "i7iisi • . .71 "7" ds 7.5 in. • &Los'. = • 815'In: Horlz. Reinf. size zL #4 ' : • • Allowable soil bearing a: iFsr Coefficient of friction a • :.0.35 . Equivalent active pressure IN Equivalent passive pressure a Uniform horizontal pressure Soil density • Pc = Fy Vertical Reinforcing size ds.e.F. = Toe width 2 ft. Shear key width al Shear key height 20 Restrained by slab? ( Y or N) Slab resistance = pe 2.685 kips ENGINttRS NORTHWG0T, INC. P.S. 6889 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA, 98115 Property of Engineers Northwest, Inc., Seattle - Use by othors unlawful CONCRETE RETAINING WALL Friction = 1.398 kips • qs max. a. . ;1.108 ksf qs at F.O.W. • 0.861 ksf qs at B.O.W. 3, 0,767 ksf Pap 1 F.S. Overturning • 3.96 F.S. Sliding =3;43 .:•. • Surcharge = - • El 0%0 v Bury • ifl $ TI •>1 Width = ".. r ....77.f qs min. ;a 0489 L brg. = SHEET : ? • • . :0• Lav,),b, ) ;tyl„ 44111»,a,,A.V“44)k.A1A)..1.1.610: • OF en/ 3/154)1 L0 ,5011 DoSIgn Soil pressure on wall 210 psr a El 0'-0" ' 729 pat' g13.0.Ftg. 8/11/2003 Rstwall.xit. • • IP 9,.• • '• • • • -.MN , 3S < • ii- 6 00 cn 0 11.1 i- Cf u i 0 cn 1 w z o z u , • 0 O S2 O 1- W ui w z I 0 L I 0 0 Stem From top (et 1110th Pts.) Mu x.FT Vu K81 p Vertical reinforcing M ira bar size Spacing Horizontal reinforcing As bar size Spacing Remarks D.400 0.001 0.000 0,0000 0,18 6 18 0,24 4 10 0,800 0.012 0.001 0.0000 0.18 8 le 0.24 4 10 1.200 0.039 0.001 0.0000 0.18 6 18 0,24 4 10 1.600 0,093 0.002 0.0000 0.18 6 18 0.24 4 10 2.000 0.181 0.004 0.0001 0.18 6 18 0.24 4 10 2.400 0.313 0.006 0.0001 0.19 6 16 0,24 4 10 2.800 0.488 0.007 0.0002 0.18 6 18 0.24 4 10 . 3.200 0.743 0.009 0.0003 0.18 6 18 0.24 4 10 3.600 1.068 0.012 0,0006 0.18 6 18 0.24 4 10 4.000 1.461 0.014 0.0006 0.18 6 18 0.24 4 10 Ftg.Toe Bottom reinforcing g Stem Mu K.FT vu KU p As bar size Spacing - 0.986 0.010 0.0004 0.04 6 138 Ftg.Neel Top reinforcing t Stem Mu K RT vu K� p As bar size Spacing 0.663 0.006 0.0002 0.02 6 238 Shear key d = 8.626 Vertical reinforcing ' reinf.3" clr. Mu K FT vu KBr p As bar size Spacing to toe face 0.775 0.005 0.0003 0.03 6 187 Input = Equivalent active pressures 80 pcf •.• Equivalent passive pressure = �.. 36_0 pcf Uniform horizontal pressure ■ • « Soil dells kY = X 110 ' Y f F'c _ pc . 3. ksi ' Fy =� y :Ksl vertical Reinforcin size = . • 6,.: dsrt:M ■ 7.b ki . w . de.o.F. 7,7'S in. dT.O.F. = ^ y 8.76 In. . u ww. Horiz. Reinf. size :7 1� 4 M � Allowable soil bearing '. ksf:; . Coefftclent of friction = 0,35, Toe wIdth = G..... it Sheer key width =F Sheer key height =_,.12 in. i........:11.1.:...::: r _ Restrained by slab? (Y or N) • ' Slob resistance = Passive= 1.610 kip ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Properly of Engineers Northwest, Inc., Seattle - Use by others unlawful CONCRETE RETAINING WALL. _ . w ��••.. W+ .�...v.w.,.•..•.n.�N�rw+� PROJECT : • O ta.Center � • . M.�alnMI1W.[..V.�IM..YV,WtM Mw•r Na..W.w �...•�' ^. _c • •. : ; • .. • : ......_.. ..._.w,.......:,,..•.,...... -. ' � ( neal ft. ) � per li Anel litt on.mw I a I wi t q s i I 1 I .•- Bu .•r- 1. iLfL� ry $ --- -Tf =111.25 in W to shear key Friction = 0.612 klps 1.ti18ksf' qs at P.O.W. = 0.869 ksf qs at B.O.W. = 0.309 ksf q s max. =, • Page 1 F.S. Overturning ■ :1.84,.'.•• . F.S. Sliding = 2,18 .. A v Y. W Surcharge �--- Ht = t :..:.: fi 1i;.w.'.,i Pb • H2= El 0' -0" - Lbrg. at: : 86:6. 10. .�,OZ Ts ■ 10; in: .33, f t. . Width m ' . -fi M 7s gs min. = . •• SHEET OF R=43/1541 T.O,Soil Design Soil pressure on wail • El 0'-o•' 396 psi B.O.Ftg. 9f 1112003 Retwati,xle Earth Consultants Inc. QCpIK}1nityt R , + I►Ym, O M1 t & gminnunentni st b•,at1/41 z x I- 4-- z w November 28, 2000 E- 2579.38 � QQ 2 J 0 Dear Mr, Lang: t d LG ' 1 O Sabey Corporation . ai w 12201 Tukwila International Blvd. J Fourth Floor , w Seattle, Washington 98168 -5121 w O Attention: Mr. John Lang co s Subject: Subsurface Exploration 1- w Proposed Exodus Ramp z - tntergete East — Building 5 z o Tukwila, Washington w O • 5 O H In accordance with your request, Earth Consultants, Inc. (ECI) performed a soil boring w w in the vicinity of the proposed tamp to be located southeast of the Exodus Building. H The purpose of our work was to explore the subsurface conditions In the vicinity of u_ o the ramp, and provide recommendations for the ramp excavation. We understand a w Z series of excavations into the existing sixteen (16) to eighteen (18) foot hillside will be v g2 necessary to construct the ramp. Construction of a series of retaining walls will be O '— necessary to support the proposed ramp excavations, z Su 4urFOP EYDlonitiou One boring was drilled at the top of the existing hillside in the vicinity of the proposed ramp. The approximate location or the boring is indicated on the attached Site plan. The boring was drilled to a depth, of thirty -one (31) feet. Medium dense silt and sandy silt was generally observed lo a depth of approximately fifteen (15) feet, These soils were generally Ina wet condition at the time of our exploration. At e depth of approximately twenty (20) feet, water bearing sand was encountered, These soils were In a dense condition, and became Increasingly derma with depth. The field log for the boring is attached, loos - 136th Place t4,E•, Suite 201, Beilevue, Washington 98005 Bellevue (425) 643.3780 FAX (425) 746-0880 VI Free (888) 739.8670 SW 110 QZAJQ Wd6b:T Ce 2'V ...: .:::�v.<G. ..,. 3a. 4f- Lw..l..w.�:•����:SG.i:V.lSv.4s ,�...' Ot {. w�:a.2..r v'.y+:�4 riuvreoroor wb+:•MNa :14fi1X411t�! S 1. Sabey Corporation November 28, 2000 Cnrullalginos Based on the subsurface conditions observed at the boring location, it Is our opinion the planned excavations for the ramp am feasible from a geotechnical standpoint. Medium dense slit and sandy silt soils, and possible zones of groundwater seepage should be expected in the excavations, Based an the soils observed, the temporary. slopes for the ramp excavations should be inclined no steeper then 1 H;1 V (Horizontal:Vertical). In our opinion, undisturbed native soils exposed in the excavation should be suitable for support of the retaining wall foundations. The retaining wall footings can also be supported on structural fill. Adequate drainage should be provided behind the planned retaining walls to intercept groundwater seepage end surface water runoff. We hope this information meets your current needs_ If you have any questions or need additional information, please contact us. Sincerely EARTH CONSULTANTS, INC. and A. Cog Project Manager Kyle R. Campbe Manager of Geo RAC/WIC/kn. Attachments: S'd G5P.'IJN Site Plan Field Logs Ennh Consultants, Inc. E- 2579 -38 Page 2 SNrfA3 QIAWQ . 14c1617tr seee'D 'J Nl1 a r ' 35 \\\ 2 d 2.62 'CN EXIST C0 10P 18.81 IE 15.90-12"CP W 5 &E uccm IP(4 z..c'Si c, POND EXIST CB 01' P 18,71 IE 16.61--12 "CP w IE 1 .61 --1. 'CP NE 6 1 t SHUA alma wdE;v : 1 az . b '83S R S z I w JU 0O co o CO ILI J H LL W g 2 I— W I Z I'- I-- O W ~ U D ON 0 1— W H� 4 - 1 O .• Z W U= O f" z —50 40 30 20 100 50 SREEY *- ( -kiNI E) F 'd 2.6a.ON 0 SI'J iA3 QIAdc 141.G17 : T E002 t7 '83S 5t 4( 50 3' 2( z re W 6 U 00 U) 0 W J H � u. W 2 < c 0 = W z = 1- 0 z F- W ui U O N O 1- W W � w z o � z 1 \ 'INI QUND PROFILE - .---.- .- - '-' -- — .... « .,... -- ... -__,.—. r.. MAX WATEP ELEV•- EXIST! oRovND PROFi • 5Q i - _. „ it - .. WAI-I. :55.50 \ MIN X 1 RETAJNIN a WALL WAlER ELEV_31.00 ` POND BOTTOM ELEV -27.0 ' `\ 1 \ 1 k \ POND SECTION A -A SCALE: H:1 ° 1•7A' V: 1"1115 h r. 17 ^� m M7 c � e pp r'7 o N Erz 1 , —50 40 30 20 100 50 SREEY *- ( -kiNI E) F 'd 2.6a.ON 0 SI'J iA3 QIAdc 141.G17 : T E002 t7 '83S 5t 4( 50 3' 2( z re W 6 U 00 U) 0 W J H � u. W 2 < c 0 = W z = 1- 0 z F- W ui U O N O 1- W W � w z o � z ;out 9'd • !k" I I I I I I 11111111111111 111111, I I ! ' ! I 1 I I r I I 1 I I I I , 1Vf V 0 • x i glade :7,Eii2;,i_i-J6 7 INIIIIIFOR4V% „i .-.-.;:,-_- 4.13,\,t51.47tFli.14.. "---•‘'..'1.-'-.7,-,-1-r-::'-:':::-'-'.1;.-'',,..-;I:Q7.;;1-,,.6:14111b:-.. 117'..4' . / .., Y 1., .� S ,o • 1 UcTuv.tod4QD aogg2 MO nit g°7! VC:9t X 1 bnlf L62'ON y .rl.,. l` n���••- ,,SkHl13 QIAkI1 ..: /Wd6t'iT s#c6002•P 1 • . • LI i • i 1 t 5 I- TA' 1, , _ v a 4..e . .. _ lI 1.44 ININnwi • 14 , 1I 1 LOCATION ELEVATION : ._ L • SL . • SURFACE CONDITIONS : ERMINATED AT�� .. FEET BELOW ►B / SEEPAGE) E COUNTERED AT IPE INSTALLED TO ( BOTTOM OF BOOING - 1V.rl ow soRING BACKFILLED WITH c , t ,. .r ,. :.� .,� w:t;. F. R.;,:'.+.:• lewnm. rnYl w^` R1F4• A: h�Ct' invwHr; r. 1' .V.". "'�F:w.�NrtonMVe.Y»'aN4,•✓. ;iskl4 � s�,'Yf •' JOB NO. CLIE 7G-1.:3/4-vi Sr". DRILLING METHOD SAMPLING METHOD _Exar HAMMER WT. I't� _ 1 DROP o DATE II l ► /co d ]BYE DRILLING CONTR. fl ' WATER LVL. TIME DATE -. Azt 0 90a►NG SHEET OFZ 5TART NG GRADE, ( NO) GROUNDWATER FEET DURING DRILLING. 9/W` PVC FEET. LOWER -- FEET , SNtinJ ❑I�tl� — WdS' : X �E00Z'ti ' ��S FINISH LOCATION ELEVATION : JOB NO. CL DRILLING METHOD ‘1,0110.4,,j, soccer SAMPLING METHOD HAMMER WT, DROP DATE l j I 0 BORING SHEET fo WATER LVL_, TIME DATE ST • FINISH SURFACE CONDITIONS BORING TERMINATED AT FEET BELOW EX TING GRADE (NO) GROUNDWATER ( TABLE / SEEPAGE) ENCO NTERED AT FEET DURING DRILLING, 3/4' PVC STANDPIPE INSTALLED TO ( BOTTOM OF BORING) BEET, LOWER FEET $ •d SLCgit01 BORING BACKFILLED WITH _ .sue arnda - woes • t � +� • c • dAS ei• iii'' r' .i11 (iK.7�M iii, Q�1 IiM ��r1 ?�'"'' 'aNy ea e? �.V 8 �' ', 9 V'r., j•� .t+;. , :e•e'4riwa�s::art%a'mr+t �a'pca f�i1 t*apwyR,s ;M'Nr`.R;MrarMi�'n.' NG��M1�'� :SRNA� T "I "a -S LUMINAIRE SCHEDULE . Symbol Label Qty Catalog Number Description Lamp File Lumens I • • A 2 KAD 250M R3 DIE -CAST CUTOFF LUMINAIRE 250 WATT METAL HALIDE 92042001.IES 19500 ( B 0 KAD 250M R3 DIE -CAST CUTOFF LUMINAIRE 250 WATT METAL HALIDE 92042001.IES 19500 A STATISTICS Description Avg Max Min Max/Min Avg/Min Calc Zone #1 1.0fc 3.5fc. 0.2fc 17.5:1 5.2:1 PARKING LOT LIGHTING PLAN RECEIVED C.ITV o F TI IKWI PERMIT Ctly TER SEP 3 0 2003 D03-305 • • 59D • .•295 _0. 0.3 + 0.4 41 0.4 + 0.25 0.5 4 0.6 4 0.6 + 0.6 - 0.6 4 0.4 + 0. 0.5 + 0.7 4 0: . 9 . ' 0. 8 + +2 .6 4 3.1 + 3.3 4 2.8 4 2.7 4 3•1 4 3•3 1.8 4 0.8 .8 + .7 4 2. 1 4 2.9 2- 1.9 8 4. .7 3.0 3.3 3 3.1 3.1 3.2 1.9 0.9 .5 - 0. 4 1. + .6 + 2 + 4 2.6 + . 4 1 4 0.8 * 0.4 + 1 4 + . 1 1.0 4. 0 • .6 * 0.4 * +o.8 4 0.8 .5 Ci ii 5 .5 4 0.4 * + 0.7 0. 4 047 4 0.8 + 0 .1 • + 0.3 • 0. 0.4 O . 0.2 + .2 4 0.3 4 0.3 + 0. 0.2 + 0 .3 0.3 0.4 0.5 + 0 0.6 .5 0.5 '0.3 - 0,3 + 0.4 4 0.3 4 0.4a 2 1 fitinditill 4 0. + 0.4 • in 3 - (1'3 0.7 4 0.6 � 0.4 0.3 0.6 0.6 • a I `11 •• - T.-L:0.7 4 0. 5 4 1.2 10.3 + I + ' 5 2.9 4 34 '2 4 2.7 -* 2.9 + 34 2.0 0.9 '.6 0.4 .3 0.3 I 4 + 1 6 4 2.111221Venr.0 4 3.1 2.0 CU:0.5 0 1 . 2 .2 • 0.3 4 °.. 5 41 1 r 4 1 6 2.8 4 3.5 4 3.1 4 3.1 4 3.0 4 3.3 2 2.0 0.9 1.5 4 0.3 02 0.4 t 0.5 4 C.1 4 1. . 4 1 2. ..... 2 . 5 .. + 1 .... + 0 + 0.4 + 0.4 "XIII 0.6 4 0 • .._ + 4 4. 1 1.0 4 0. 9 +1. 4 0.8 0 0.5 40 .4 + 0 0.4 '0. + 0.6 + 0.7 * 0.7 + 0.8 4 0.7 + 0 0.5 4 0.4 '0.3 4 0 0.3 0.4 0.4 '0:5 0.4 0.4 0.4 + 0 3 0.4 " .3 Plan View Scale 1" = 40' 6 + 0.4 4 3 .5 + 0.25 0.2 4 0.2 t3 0.3 4 0.2 + 02 + 02 .2 4 0.2 0.3 0.2 1 02 02 ...... • : • - SJ4BEY CONSTRUCTION October 31, 2003 Stefania Spencer 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 D03 -305 Permit Revision Submittal: Dear Stefania Spencer: Please find submitted with this letter our revision submittal that addresses the comments made by the City of Tukwila — Dept. of Public Works in Correction Letter #1. Comment #6 under Plan Comments was not addressed but is addressed in the current landscape drawings by Main Street Design on Sht. L -2. Attached you will find a letter dated 10/22/03, revised calculations dated 10/20/03 and revised drawings from David Evans and Assoc. Earth Consultants has also provided a revised letter and drawings dated 10/21/03 that addresses comments #7 and #9. Engineers NW has also provided structural calculations for the retaining wall within the detention pond. Please let us know if there are any further items that need to be addressed. Brian R. Ellingson CORREC ION LT R# .___.. A R C H I T E C T U R E Sabey Construction Inc. 206/281 -4200 main line C O N S T R U C T I O N 12201 Tukwila International Blvd., 4th Floor 206/281 -0920 fax line D E V E L O P M E N T Seattle, Washington 98168 -5121 www.sabey.com DO?xS" October 21, 2003 Mr. Brian Ellingson 12201 Tukwila International Blvd Fourth Floor Tukwila, WA 98168 RE: CORRECTION LETTER #1 Development Permit Application Number D03 -305 Sabey Data Center — 3355 South 120 Place Dear Brian: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Public Works Departments. At this time the Planning and Fire Departments have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted throu2h the mail or by a messenj'er service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, _Aideotzet,„ Stefania`Spencer Permit Technician encl xc: File No. D03 -305 Guy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -305 DATE: 11 -13 -03 PROJECT NAME: SABEY DATACENTER PARKING LOT SITE ADDRESS: 3355 S 120 PLACE Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 after /before permit is issued DEPARTMENTS: Nor '11 -- Building Division ❑ Fire Prevention ❑ Planning Division Public Works ❑ Structural ❑ Permit Coordinator yir DETERMINATI N OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11 -18 -03 Complete Incomplete ❑ Not Applicable 0 Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 12 -16 -03 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Documents /routing slIp,doc 2 -28 -02 PERMIT COORD COPY DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: i.. �:.?. F.:,✓, cn:..,: a«:;,r x ;.i�k�r`t�..x,',r;;�:vi..t,� �i: ias�. ti�l:: aicv7rv: ttke�w ...;;:;,:,�,.i�o�.;ww=a.,..;� ,mac �r •.::+r�.��i;,�ta : ' a,n;s, ate, �:6�ws DEPARTMENTS: AW& II-16 Buildirftision Documents /routing slIp.doc 2.28 -02 APPROVALS OR CORRECTIONS: PEPMfT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -305 DATE: 10 -31 -03 PROJECT NAME: SABEY DATA CENTER SITE ADDRESS: 3355 S 120 PLACE _Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # Revision #_after /before permit is issued Fire Prevention ❑ Planning Division ❑ Publi & ks . Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11 -04 -03 Complete Ili Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROOTING: Please Route El Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY DUE DATE: 12 -02 -03 Not Applicable ❑ DATE: r3:t3iii,$fi:�^ ACTIVITY NUMBER: D03 -305 PROJECT NAME: SABEY DATA CENTER SITE ADDRESS: 3355 S 120 PLACE X Original Plan Submittal DATE: 09 -30 -03 Response to Incomplete Letter # Response to Correction Letter # Revision # after /before permit is issued DEPARTMENTS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP c12 n(a., 10-1-0 /0- - 2/ . cg Building Division g Fire Prevention Public Works Structural ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10 -02 -03 Complete [� Comments: APPROVALS OR CORRECTIONS: Documents /routing slIp.doc 2-28-02 Incomplete REVIEWER'S INITIALS: ►� N4- 4P / - j7-()3 Planning Division Permit Coordinator Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R�TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: PERMIT COORD COPY Not Applicable ❑ DUE DATE: 10 -30 -03 z Approved ❑ Approved with Conditions ❑ Not App roved ( attach comments) Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: / ..".° 3 Departments issued corrections: Bldg AI Fire ❑ Ping ❑ PWX Staff Initials: �4 e Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 7i Plan Check/Permit Number: b ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # - 4; / ��- eZr/i //�%CVf77 i Revision # / hermit is Issued � El Revision requested by a City Building Inspector or Plans Examiner Project Name: f? L Project Address: 3S 5. " 2c Contact Person: Summary of Revision: j Entered in Permits Plus on // i3 - Phone Number: 2 to - ( Sheet Number(s): S e . PI A�v �.1 L t "Cloud" or highlight all areas of revision date of revision Received at the City of Tukwila Permit Center by: �a 'VO 7 44 I 44 FR 4f/) ZOp 08/06/03 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Vb Sheet Number(s): a� City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after/before Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Summa of Revision: Saber Data Center Project Name: Project Address: 3355 South 120 Place Contact Person Brian Ellingson Plan Check/Permit Number: D03-305 i r • �— mil CA,- �C•e - z "Cloud" or highlight a areas of revision including date of revision Received at the City of Tukwila Permit Center by: Or Entered in Sierra on (O' 5 l e C1 S Lic 'LL1 Phone Number j,^- 6 C rte-- l c 0/TPECEIVED Tv 1 2003 • PERMIT CENTER 10/21/03 6s; 441 hn ifipS " :?�.8 tiS: a; isi3wr "rk. :`a�zu:5i.1:F «ti:: ::neeawara - 25.052.000 (8/97) i- 052.000 (8/97) DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST. # ,EXP. DATE CC01 SABEYCI033KM 01 /06/2005 EFFECTIVE DATE 05/14/1997 SABEY CONSTRUCTION INC 12201 TUKWILA INT'L BLVD 4TH FLOOR SEATTLE WA 98168 -5121 Detach Anil Display Certificate REGISTERED AS PROVIDED BY LAW ASI CONST CONT GENERAL .REGIST. # EXP. DATE CC01 SABEYCI033KM 01/06/2005 EFFECTIVE DATE 05/14/1997 SABEY CONSTRUCTION INC 12201 TUKWILA INT'L BLVD 4TH FLOOR SEATTLE WA 98168 -5121 Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES Please Remove And Sign Identification Card Before Placing In Billfold W re J U. UO W I u. F— W O gQ : f... w F- O. Z F- LU uj O cn O F— W W , 1`.-2 W ~O tll Z U = Z 15 IMIQE GRAVEL ACCESS ROAD 25.5' 119.0' LDSCP R =7.5' NORTH 0 10 20 N N W N 0 N • Mgr • 40 • I • • ri O 1tiE : - ,ANC , 'E r i r BUILDING 21 -05 Ak • •. •.'0 ! i 4,M �, 4 • :r. i • i► o , 11 0. �r' r . =S( X �r � , _.41 i • i a • ••••••••••••. • • ___. X ,z-- --- _ • ir• *+i•• r• ;s.••:• ]C is N; • • • • N � • • • ■ • r• r f / / r / % r LOSCP 5.0' R= 2' J r // EXISTING DRIVING LANE ranirSell 270.10' A PORTION OF THE SW 1l4, SECTION 10, T. 23 N., R. 4 E., W.M. f . i f • r / ' ti J / , R=2' C C C r R =5' 13.4` i i i i 7.5 •• ✓ i 1 F i• R = 2 ' --= . E PARING STALLS r X EX PARKING k STALLS ' N -.■ �C `w 1 In rei cv 0 ,_ ,_ _ �� +, • r i'r'e -_ F v •t r.. ) _ . -- f cr..'r.' r - 4 - C with cTr'rrrt + : :1 errr are! ;��:... v h:ch c'^ rr. 2 , : h H c Vit T1(rc (' 2 - : :'.1 7, ('T cri! :. I1 ►!C r��r��i�11'S�1 \ t�l \ _ ` `•I"w T/`•��� !0•711`' ttt _.. : -. .�,.� =: ^•,� c:'c ions r- tr+ t1'cc.c :.. ? roc ulrc a rep : i` a:::: ; a r rc'v sc' ::use _L�er t 2 rc' J _ �_t - :.ar t is 4:t'=Cct t.` rc•c3 1 S1 �J..,. eb BENCHMARK: EAST ONE - QUARTER QUARTER SEC 9, T23N,R4E, WM. TOP OF 2" PIPE W/BRASS CAP PARKING SUMMARY: REGULAR STALLS = 62 COMPACT (C) STALLS = 12 TOTAL. STALLS >. 74 DATUM: PROJECT DATUM -14.45 PROJECT DATUM= 88 NAVD +0.38 FEET CIVIL SHEET INDEX Cl OVERALL SITE PLAN C2 CLEARING. GRADING AND T.E.S.C. PLAN C3 CLEARING. GRADING AND T.E.S.C. DETAILS C4 PAVING AND DRAINAGE PLAN C5 PAVING AND DRAINAGE DETAILS GENERAL NOTES LEGAL DESCRIPTION 111W HOED M it OTT OF T WA` COIONTY OF MIt„, STATE OF 11• 21111410111 13. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND AN OTHER RELATED PERMITS PRIOR TO ANY CCNS7RUCT1ON ACTIVTY. 14. ALL LOCATIONS OF EXISTING UTILITIES SHORN HEREON HAVE BEEN ESTABLISHED ED BY FELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE_ IT IS THE SOLE RESPONSIBILI TY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY TIE ACCURACY OF ALL UTUTY LOCATIONS SHOW, AND TO FURTHER DISOOOER AND AVID ANY OTHER U1U1ES NOT SHOWN HEREON WINCH MAY BE AFFECTED BY THE l. I NTATTO N OF MS PLAN_OF MS PLAN. THE CONTRACTOR SHALL CONTACT THE U1UILS UNDERGROUND LOCATION SERVICE (1- 800• -424- 5555) PRIOR TO CONSTRUCTION. THE ONMER OR HAS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT OSS1S, VICINITY MAP By Date Permit No. NO SCALE I understand th:t the P! on Crieck approvals are subject to errors and om;s.3,cns and approval of plans does not authorize the vioi�ation of any adapted code or ordinance. Receipt of con- ; tr3ctor's copy of approved plans acknowledged. lie!' '2 1. AT LEAST ONE MEEK BEFORE BEGIIINNG COL. TRUCTION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUCIION MEETING. 2. NOTIFY THE U11UTIES INSPECTOR AT 206 -433 -0179 AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK. 3. REQUEST A PU8UC WORKS UTILITY INSPECTION AT LEAST 24 HOURS N ADVANCE BY CALNG 206-433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY. AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUC1 OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY of CITY OF TUKIIILA INFRASTRUCTURE DESIGN NC CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVE-) DRAMNGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE - APPROVAL FROM THE OWNER, THE ENGINEER. AND TIE CI TY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA INFRASTRUCTURE DES ON AND CONSTRUCTION STANDARDS, UNLESS O1HERIOSE APPROVED BY THE PUBUC WORKS DIRECTOR. 8. THE CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON- -SITE. 9. THE CONTRACTOR SHALL PROVIDE RECORD DRAIINGS PRIOR TO PROJECT FINAL APPROVAL 10. THE CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PI. JC WORKS APPROVAL BEFORE UP .M NTA110N. 11. THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL SINS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 12. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE MTH THE "STANDARD SPECIFICATIONS FOR ROAD. BADGE. AND NIJNICIPAL CONSTRUCTION. WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLJC woRf(S ASSOOATION. WASHINGTON STATE CHAPTER. 2002 EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKMA.A INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. THAT POt101 OF T LOT 15 AIM) THE SOONEST QUARTER OF THE SOUTHWEST CUAR1ER. SECTION 10 AID THE SOUTHEAST QUARTER. SECTION 9. ALL N 1011NSHP 23 NORTH. RANGE 4 EAST. W.M., N KING COUNTY. 1MSNNNGTON. DESCRIBED AS FOLLOMIS. CCNIMENONG AT THE HEST (LIE - QUARTER CORNER OF SAID SEC110N 10t THENCE S01J1N OI46'021" HEST ALONG THE NEST LINE ' A DISTANCE OF 107.22 'UT TO A POW OP. SAID U NE. THENCE LEAVING SAID LSE WITH 8T33'1r EAST A MINCE OF 51224 FEET. pact sou Ts 0146'O2' HEST A DcSTAI!ICE OF 402 93 FEET. THENCE NORTH 913 NEST A DISTANCE OF 6,6 r EE THENCE 51X1WH 3709'15' EAST A DISTANCE OF 26 64 FEE THEME SOON 221314'16` EAST A DISTANCE OF 22' 58 FEET TO A PST OM THE 'EST LIE OF SAD COIIERNiesi .Ot i 5_ HOM LEAVING SAID IIEST l!E SOUTH 20"3Dr45' EAST A DISTANCE OF 471 24 FEET TO 1 * 1wuE POINT OF RQIN/NG. THENCE SoulU as EAST • DISTANCE OF 362.52 BEET. THENCE SOUTH 0t 46► Or :T • DISTANCE OF 80_C6 SET. WE]ICE SOUTH 8d'13'1S EAST • OZTANCE OF 22 7.95 FEET. 11110E SOUS, A aii"U ° VEST A DISTANCE OF 30 13 FEET. iimDNCE SOUR, 111111 0r EAST A DISTANCE �0 CE 5 0 FEET' TO THE EASTERY 11AACIN OF THE vACATE'D 3514 A4*( Sou l% AS VMCAW or 1U D 87 Orr AM'+ I' 'E N_ 8 imam swim 01 41'02* NME'ST ALONG SAID IMAM A WAKE OF $136+5 FEET To RE SWTMEASTERT CCIRSER OF SAID * 'WARM WINCE NOM NEST A DISTANCE OF 27010 FEET VOICE SOUTH Wine WEST A mama or ive FEET MICE ROMP 11/11( 50 VEST A DISTANCE CIF SQ o FEE' 1Q TINE TICITTNEAST CONNER OF 'at 000a ACINNOISIC 10 NE RAT 114131BY WORM w 110.tIIE 20 OF RATS, PATE 5 OF OK 001.01rr. 11. I41411t ''el10E NOM onano7' EAST A aSTiA1IZE OF 2•7 71 FEET TAKE NOM' TATTY NEST • Wu= or Mr a FV1! lea mom 011 LAST A 01511 OF SCAB RV TO 1 PUT or S C fs a. r h Cc; ? 7 26'0 I -J MIL LTN q k b DD3O5 SIDER NO. 00 5 DATE: SE''. 20G? DESIGN: fit= DRAWN: CL* CHECI D: REVISION NUMBER: SCALE: 1 PROJECT NUMBER: DASC0023 Cl N a x W 0 N CIA co r C cto 0 In � N C In b ea " o C O .0 w REVISIONS: APPD. DRAWING FUR: DGsc002 Sec CT iS NCD Ft. T 0 10 20 40 •••••••••••••••••••A•••041••••••••••••••••••• ••••••• • w • r I r - • ---- r, 1 EROSION AND SEDIMENT CONTROL MEASURES / - /1 -- ar r M BUILDING 21-05 MEASURE STABILIZED CONSTRUCTION ENTRANCE CATCH BASIN PROTECTION (SEE NOTF 9. THIS SHEET) INTERCEPTOR SWALE MULCH AND /OR MATING SEDIMENT POND/BASIN (SEE CONSTRUCTION SEQUENCE NOTE 7) SILT FENCE . kc ir r d p t ,• • � � SINE NOTE 7 r ` ��- y rr jf J `J f Y • CUDANG LMTS r' / r I ; • A PORTION OF THE SW 1/4, SECTION 10, T. 23 N., R. 4 E., W.M. UTILITY NOTES: ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES. AU. TRENCH SAFETY SYSTEMS SHALL MEET MASHA REQUIREMENTS. EARTHWORK QUANTITIES: CUT: 2100 CY FILL: 350 CY TOTAL NET: 1750 CY CUT i • r. 7 7 f ti } !. I rx i t I 1 1 I I I 1 1 I I 1 I I I 1 I I 1 I 1 I I I 1 I 1 � Ni '1' N f ``, ' r ), ! NN N • II ` 1 1 N • • r \ r ��► • r R 1 t r p - I► -I I 1 . 1 1 N Ns 'N 11 N N I X - A ger ab 4 - ci FOR UTILITY LOCATES EIEFORE YOU DIG GENERAL CONSTRUCTION SEQUENCE: 1. PRE - CONSTRUCTION MEETING. 2. FLAG OR FENCE CLEARING UNITS 3. POST A SIGN WITH THE NAME AND PHONE NUMBER OF THE ESC SUPERVISOR. 4. INSTALL CATCH BASIN PROTECTION ADJACENT TO WORKAREAS. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCES. 6. INSTALL PERIMETER PROTECTION (SILT FENCE). 7. CONSTRUCT DETENTION POND. CONTROL STRUCTURE AND OUTFALL PIPES TO EXISTING STORM DRAINAGE SYSTEM. UTILIZE AS SEDMENT POND BY INSTALLING DEWATERING DEVICE ON END OF OUTLET PIPE PER DETAIL 3. SHEET C3. 8. GRADE AND STABIUZE CONSTRUCTION ROADS 9. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DITCHES, PIPE SLOPE DRAINS, ETC.) TOGETHER MATH CLEARING AND GRADING FOR PROJECT. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS. 11. RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE IMTH THE CITY OF TUKW ILA TESC MINIMUM REQUIREMENTS. 12. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING OR EQUIVALENT. 13. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 14. SEED OR 500 ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15. UPON COMPLETION OF NE GRADING. ALL DISTURBED AREAS MUST BE STABILIZED AND BLIPS REMOVED IF APPROPRIATE. TEMPORARY EROSION AND SEDIMENTATION CONTROL NOTES: 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITY, ESTABLISH THE CLEARING UNITS AND INSTALL CONSTRUCTION ENTRANCE. 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 MEASURES. INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL ANAL 9TE CONSTRUCTION IS COMPLETED AND PERMANENT STABIUZADON IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30. PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNMKJRKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 TROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT *I REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES. THE CONTRACTOR SHALL PROTECT STOCKPILES AND STEEP OJT AND FILL SLOPES IF UNIFORM) IFORKED FOR MORE THAN 12 HOURS. STOCKPILE. ON SITE. ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 7. BY OCTOBER 8. SEED ALL AREAS NAT WALL REIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 8. THE IMPLEMENTATION OF THESE TESC PLANS AND THE CONSTRUCTION, MAINTENANCE. REPLACEMENT. AND UPGRADIN', OF THESE TESC FACUTIES IS THE RESFI'ONS UTY OF THE APPUCNITf WSC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED. 9. A "FOSS STREAMGUARD INSERT" OR EQUAL SHALL BE INSTALLED N AU. CATCH BASINS ADJACENT TO OR RECEIVING DRAINAGE FLOW FROM NEARBY MCJRK AREAS. 10. THE TESC FAQUTIES SHONMN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN CONJUNCTION WITH ALL SITE IMPROVEMENTS TO THE EASTING BUILDINGS SO AS TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS, DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES IS MINIMIZED. 11. ANY AREA NEEDING TESC MEASURES. NOT REQUIRING IMMEDIATE ATTENTION. SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. 12. THE TESL FACUTES ON NAME 91ES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN 48 HOURS FOU..0111ING A STORM EVENT. 11 AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASKS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER INTO THE DOWNSTREAM SYSTEM. 14. WHORE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED. IT SHALL BE APPLIED AT A MIMMUli THICKNESS OF 2 TO 3 INCHES. 15. S 7 . NO SANDBAGS SHALL BE USED ON THIS SIZE. BAGS MAY BE FILLED NINTH PEA GRAVEL AND USED ON THIS 91E. 16. WATER SHALL BE USED FOR DUST CONTROL. APPLY WATER WHEN EXPOSED SOILS ARE DRY TO NE POINT THAT WIND TRANSPORT IS POSSI L SPRAY AREA UNTIL.. WET. DO MOT GENERATE ANY RUNOFF BY SPRAYING. F NECESSARY. APPLY MYOROISEED OR U TREATMENT TO SLOPES, 17_ PAVEMENT AREAS SHALL BE SWEPT ON A ROUTINE BASIS TO MNYIZE CONSTRUCTION DEBRIS AND SEDIMENT T FROM ENTERING THE STORY DRAINAGE SYSTEM_ GENERAL GRADING NOTES: 1. ALL EAR1HVIORK SHALL BE PERFORMED IN ACCORDANCE WITH OTY. PRECOMSTRUCIION SOILS NIESIIGAIION MAY BE REQUIRED TO EVALUATE S[ES STABUTY. 2r F CUT AND FILL SLOPES EXCEED A MA . M OF 1W0 FEET HORIZONTAL TO ONE FOOT vERIXAL. A ROM(. BLOCK OR =ACME RETAILING WALL MAY BE REQUIRED. ALL ROCK RETAINING WALLS GREATER THAN FOUR (4) FEET IN MEW ARE TO FOLLOW QTY SPECFICADONS AND TO BE DESIGNED AND CERTIFIED BY A Q. E GI EER CIFIE'RENCED IN SCR S MECHANICS 'SEE SOILS REPORT FOR RECOMMENDATIONS) .L STO KPRES APE TO BE LOCATED al SAFE AREAS AND ADEQuAWELY PROTECTED BY 1OPORARY SEEING AND miasma NYOR05EED PITUENRNED 4. ALL EARTH AND CONSTRUCT• Js RELATED ATED ACIIM ES SMALL BE PER TAE RECOmmENDATIONS 1i11D E.D +8Y TN►E 6EOWCHNI AL E ITNIEDt Mi. Ctr1PACn cj iw.u. NE IN ACCORDANCE ■1M RE 7E9Au RECOmmENDATIoNs OF WC GEOTEi?MCNL E11iiE"ElDIG REPORT . THE '°RAMAGE SYSTEM 9iALA. BE KSTM.LED M AcccopeNct 13104 THE APPROVED PLAN cSEE ATTIC BRA IAfE PUNS 940u IVE ON-91E FOR DRAT NfIE INSPECWom THE GEO1'EOI ICAL DOORS 9104.1. DAME * . SAD SLIOGRPCk WAS asID 1E PROOF ROWS OPERMION5 PRES To 1E START OF FILL KAMM OR vionmocipt. 1::>tib 46r 3 • • a 0 LIJ CK 0 Lil g F 0 Z L1J ilv- CI 5 0 4 0 i 0 0 5 >- 0 0 CO 0 0 CO CO 0 • Lu REVISIONS: APPD. DESIGN: RW DRAWN: REVISION SCALE: 1 DRAWING ME: MET C2 !.. rx t f_ 33 8 tit LaJ Cr • • t i i -' -- -- F FINISHED R ROUltilD PROFILE DUSTING P PROFILE ! I I I 4 1 CHAIN LILAC FENCE I OVERFLOW TO B£ CONSTRUCT FROM DETAD 5, OrIET i1TERIAL MEETING THE OLLOMWNG JJ OF BERM - I. ! t 50 4 0 30 R= 25 MIN. (OPTIONAL) 12" MIN. 4 " -8" Q UARRY SPALLS PLACE GEOTEX11LE UNDER SPALLS STABILIZED CONSTRUCTION ENTRANCE SECTION NO SCALE INSTALL GRASS OR ROCK ON INTERIOR SLOPES INTERCEPTOR DITCH NO SCALE i00 I 50 40 50 40 30 1 : A PORTION OF THE SW 1/4, SECTION 10, T. 23 N., R. 4 E., W.M. STAPLES OR 1MRE RINGS (TYP.) FILTER FABRIC MATERIAL 1AIRAFI 100X OR EQUAL. 2 "X2" WOOD POSTS, STANDARD OR BETTER, OR EQUIVALENT BURY BOTTOM OF FILTER FABRIC MATERIAL IN 8"X12` TRENCH FILTER FABRIC MATERIAL MARE MESH SUPPORT FEECE FOR FILTER FABRIC PROVIDE WASHED GRAVEL OR COMPACTED NATIVE SOIL AS DIRECTED BY LOCAL III1 =IIII= GOVERNMENT { FENCE DETAIL NO SCALE POND BEI NATIVE GRADA 202 SILT MAX 60X MAX 602 1S IT MATERIAL i SHOULD BE PLACED ; SIX INCH LFT$ AND COMPACTED TOI 952 RELATIVE !COMPACTION. PACTIO N. EXi'S1IItG GROUND PROM IiY ! I:Tft.G WALL I WATER ELEV= 31.0Oi 1 t DEAD STORAGE POND 80TTa1 Ex W 27.00 ! • MOM SECTION BIB SCE - It 1'= 2O v 5` 40 I e f II ';. X. ;i _ U l a 0 50 11 2 "X2"X14GA. WELDED WIRE MESH OR EQUAL n 0 In OP p ....._ 12" OUTLET PIPE TO CONTROL STRUCTURE MAX WATER EL= 35.50 12" TEMPORARY RISER --� IE =31.00 2' DEPTH CONC ANCHOR BLOCK 18` MINA MIRTH T 1 — TT CONCRETE FOOTING KEYED INTO UNDISTURBED SOIL AS SHOWN. DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB MIN. DIAMETER= 3 -1 /8" es)( 1 " MIN . I I= 3O "x30 "x 18" CONCRETE BASE TRENCH WALL PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP PERFORATED POLYETHYLENE DRAINAGE TUBING, DIAMETER MIN. 2" LARGER THAN DEWATERING ORIFICE. TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294. MIN WATER EL =31.00 SEDIMENT TRAP DEWATERING DEVICE NOT TO SCALE 6" MIN (TYP) 12` MIN NOTE: DEPTH OF CONCRETE ANCHOR BLOCK SHALL BE A MIN OF 2' -0" AND SHALL NOT BE INSTALLED WITHIN 6" OF A PIPE JOINT. STORM PIPE ANCHOR DETAIL NO SCALE DEAD STORAGE - -� • POND BOTTOM EL =27.00 �. V, 3 ` 27-,) z--.-r - C' L . . ! • _ ,r :7"TtNik`r yt { 4 F- C,) O 47 --I J W D Z ui LLI Ct H Z Z W O OC z 0 W z V oc Q w —J Q REVISIONS: APPD. DATE: SEA -. 20C DESIGN: PAO= DRAWN: L« CHECIaD: REVISION NUMBER: SCALE: AS NOTED PROJECT NUMBER: DASC0023 DIRAIING FILE: 23e I:.I; SHEET NO. or 5 C3 0 CO CD C 0 CD C L b O W cA a) 0 a) 10 0 N m C a- 50 4 0 30 R= 25 MIN. (OPTIONAL) 12" MIN. 4 " -8" Q UARRY SPALLS PLACE GEOTEX11LE UNDER SPALLS STABILIZED CONSTRUCTION ENTRANCE SECTION NO SCALE INSTALL GRASS OR ROCK ON INTERIOR SLOPES INTERCEPTOR DITCH NO SCALE i00 I 50 40 50 40 30 1 : A PORTION OF THE SW 1/4, SECTION 10, T. 23 N., R. 4 E., W.M. STAPLES OR 1MRE RINGS (TYP.) FILTER FABRIC MATERIAL 1AIRAFI 100X OR EQUAL. 2 "X2" WOOD POSTS, STANDARD OR BETTER, OR EQUIVALENT BURY BOTTOM OF FILTER FABRIC MATERIAL IN 8"X12` TRENCH FILTER FABRIC MATERIAL MARE MESH SUPPORT FEECE FOR FILTER FABRIC PROVIDE WASHED GRAVEL OR COMPACTED NATIVE SOIL AS DIRECTED BY LOCAL III1 =IIII= GOVERNMENT { FENCE DETAIL NO SCALE POND BEI NATIVE GRADA 202 SILT MAX 60X MAX 602 1S IT MATERIAL i SHOULD BE PLACED ; SIX INCH LFT$ AND COMPACTED TOI 952 RELATIVE !COMPACTION. PACTIO N. EXi'S1IItG GROUND PROM IiY ! I:Tft.G WALL I WATER ELEV= 31.0Oi 1 t DEAD STORAGE POND 80TTa1 Ex W 27.00 ! • MOM SECTION BIB SCE - It 1'= 2O v 5` 40 I e f II ';. X. ;i _ U l a 0 50 11 2 "X2"X14GA. WELDED WIRE MESH OR EQUAL n 0 In OP p ....._ 12" OUTLET PIPE TO CONTROL STRUCTURE MAX WATER EL= 35.50 12" TEMPORARY RISER --� IE =31.00 2' DEPTH CONC ANCHOR BLOCK 18` MINA MIRTH T 1 — TT CONCRETE FOOTING KEYED INTO UNDISTURBED SOIL AS SHOWN. DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB MIN. DIAMETER= 3 -1 /8" es)( 1 " MIN . I I= 3O "x30 "x 18" CONCRETE BASE TRENCH WALL PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP PERFORATED POLYETHYLENE DRAINAGE TUBING, DIAMETER MIN. 2" LARGER THAN DEWATERING ORIFICE. TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294. MIN WATER EL =31.00 SEDIMENT TRAP DEWATERING DEVICE NOT TO SCALE 6" MIN (TYP) 12` MIN NOTE: DEPTH OF CONCRETE ANCHOR BLOCK SHALL BE A MIN OF 2' -0" AND SHALL NOT BE INSTALLED WITHIN 6" OF A PIPE JOINT. STORM PIPE ANCHOR DETAIL NO SCALE DEAD STORAGE - -� • POND BOTTOM EL =27.00 �. V, 3 ` 27-,) z--.-r - C' L . . ! • _ ,r :7"TtNik`r yt { 4 F- C,) O 47 --I J W D Z ui LLI Ct H Z Z W O OC z 0 W z V oc Q w —J Q REVISIONS: APPD. DATE: SEA -. 20C DESIGN: PAO= DRAWN: L« CHECIaD: REVISION NUMBER: SCALE: AS NOTED PROJECT NUMBER: DASC0023 DIRAIING FILE: 23e I:.I; SHEET NO. or 5 C3 0 CO CD C 0 CD C L b O W cA a) 0 a) 10 0 N m C a- ••4,6i_6, 666406 • ..66.16'61iI: . 'W04644r4.v1• °14 6 TYPE 1 -W/ - SOLID LACING COVER - BIM =19.0± - - IE= 16:00- 12 "N.S _ .. INSTALL PIPE- ANCHORS___ . - -GB -- -- (ONE - 'PER SECTION) PER --DE-TAIL. 5., SHEET -3 -AND -- - ANT : EEPAGE COLLARS_... - a - 5 , 4 1 �. C8 2 TAPE 1 GRATE =46.25 1E-43,25-1211.f I 142LF 6 - PERF Pvc S= - 462 N CD RT 0 10 20 i __. x 40 O \_ I6 23- i2 CP E .r" A ?rr 4:4 CC. . '' r -'• \‘',.u1►44 4+ ' x'101. . :. DE1EN110N POND STA1S DESIGNED UVE STORAGE - 10.888 CF DESIGNED DEAD STORAGE = 3,720 CF MAX WATER ELEV =35.50 ,MIN WATER EL =31.00 BDTTOM EL =27.00 - -- r • i s. BUILDING 21-05 N ia • ` 1 -:2'' _ � r 30LF - 6 PER Ss0.04z E =44 50 _ --- - - E X I S T • CB_ IE 15.9E.-- t2 "CF W 9e_- ,12"C.:P E S. r . CB 7 TYPE 1 GRATE-18.75t IE= 15.75 -EX & NEW 12" • GR*'iE =47 00 IE =44- 50-4 41 EX 100LF A PORTION OF THE SW 114, SECTION 10, T. 23 N. R. 4 E. W.M. i 1 I I '-)il of i .) 1 „. I 1 i f jj `-ter , , t � \, t ai 1. - III • r -�qfl , , 'i ii EXIST C 6 TOP 18 71 iE 15.61-12"C-) W '\ IE 15.6] - I2"rc> NE � ` ,1E ' 6,56- .k. -SE GRATE =36.50 - 1E2;33 .50- 1i2 "S,W - • E?�►',1 cb TOT IE , 5.53- .12 - CP SW 1c 15.28- 15"CF N IE 16.43 --4 "C0 E 6 PvC - CAP E* E_4800 CB 3 T'+1PE I GRATE =5025 I ( =47 25-1211 i I I I 'I • • I I • . • r • 11 • • r '4 4 I I- CONSTRUCTION NOTES 0 0 (9) ,z 13 14 15 16 17 18 19 20 LFT ROD ORIFICE NO. 2 PER DETAIL ON SHT C5 E =34.39 01Aa13/16' P E =31.00 T:'`I'PE 2 SC OM CH r/ non arsa 1C1G7 LADDER STEPS STANDAINID CKV STEEL BENCHMARK: EAST ONE- QUARTER QUARTER SECTION 9, T23N,R4E, A. TOP OF 2 PIPE W/BRASS CAP DATUM: PROJECT DATUM =14.45 PROJECT DATUM =88 NAVD +0.38 FEET REMOVE EXISTING TREE (TIP) EXISTING TREE TO REMAIN (IF POSSIBLE) - FIELD DECISION FOR REMOVAL TO BE BASED ON EXTENT OF ROOT DAMAGE DUE TO SITE GRADING REMOVE EXISTING FENCE (& GATE WHERE APPLICABLE) REMOVE EXISTING CURB & ROCKERY REMOVE EXISTING STAIRS, RESTORE FENCE, VEGETATION & ROCKERY REMOVE EXISTING CURB SAWCUT EXISTING PAVEMENT. MATCH GRADE WITH NEW PAVING. REMOVE EXISTING ASPHALT PAVING NEW ASPHALT PAVING PER DETAIL 1, SHEET C5 MATCH EXISTING CURB & PAVEMENT GRADE NEW CONCRETE SIDEWALK & STAIRS INSTALL 42" HANDRAIL CONSTRUCT 15' MADE GRAVEL ACCESS /MAINTENANCE ROAD TO BOTTOM OF POND (15% MAX GRADE) CONSTRUCT 6' CHAIN LINK FENCE W/ SIGHT OBSCURING SLATS AROUND POND AND 16' WIDE GATE AT ACCESS ROAD INSTALL 142 LF FRENCH DRAIN PER DETAIL 4. SHEET C5 INSTALL 30 LF DISPERSAL TRENCH PER DETAIL 3. SHEET CS CONSTRUCT EMERGENCY OVERFLOW WEIR PER DETAIL 5. SHEET C5 CONSTRUCT 4' CHAIN LINK FENCE EXISTING CHAIN LINK FENCE NEAR SOUTH PROPERTY UNE TO REMAIN. INSTALL SIGNAGE ENTITLED STREAM BUFFER ". Rcu'ID SOLID LOCKING COVER MARKED 'DRAW ELEv =38.00 ALUM- CLEANOUT GATE 12 So INLET ELEVATION NOW WO WU ID T2 SO OUTLET / PIPE SUPPCR' 3" 0_90 Via BaTED OR MEWED Ez31 00 CifisvOuT WEAR GATE PER DE 011* 94EET CS FLOW CONTROL RESTRICTOR STORM DRAINAGE NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE W1TH THE "STANDARD SPECIFICATIONS FOR ROAD. BRIDGE, AND MUNICIPAL CONSTRUCTION, WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBUC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER, 2002 EDITION TOGETHER VAN THE LATEST EDITION OF THE CITY OF TuKwILA ENGINEERING STANDARDS. 2 AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEvER CONSTRUCTION IS IN PROGRESS. 3. IT SHALL BE THE SOLE RESPONSIBIUTY OF THE CONTRACTOR TO OBTAIN STREET uSE AND OMER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIvITY 4. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CITY OF TUKVALA ENGINEERING DEPARTMENT (206) 433-0179 MUST BE CONTACTED FOR PRECONSTRUCTION mEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOM HEREON HAvE BEEN ESTABLISHED BY FIELD SURvEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITy OF THE CONTRACTOR TO INDEPENDENTLY vERIFY THE ACCuRACY OF ALL UTIUTY LOCATIONS SHOWN, ANO TO FURTHER DISCOVER AND AVOiD ANY OTHER UTILITIEs NoT sH0wN HEREON WHICH mAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTIUTIES UNDERGROUND LOCATION sERvICE (1-800-424-5555) PRIOR TO C0NSTRuciioN. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFUCT EXISTS. 6. ALL CATCH BASIN FRAMES AND GRATES SHALL BE DUCTILE IRON PER WSDOT/APWA STANDARD PLAN 8-2k 7. ALL CATCH BASIN GRATES SHALL BE DEPRESSED 0.10 FEET BELOW PAVEMENT LEVEL. 8. ALL OIL/WATER SEPARATOR CB GRATES SHALL BE OF THE ROUND SOLID LOCKING TYPE. 9 ALL STORM DRAINAGE CONVEYANCE PIPE SHALL BE ADS TYPE N-12 HIGH-DENSITY POLYETHYLENE CORRUGATED PIPE WITH AN INTEGRALLY FORMED SMOOTH INTERIOR TO THE REQUIREMENTS OF A.A.S.H.T.O. M-294. 10. ALL PIPE BEDDING SHALL CONFORM TO WSDOT/APWA SECTION 9-03.15 FOR RIGID PIPE AND 9- 03.16 FOR FLEXIBLE PIPE. ALL TRENCH BACKFILL SHALL BE COMPACTED TO 95 PERCENT MINIMUM DRY DENSITY PER A.S.T.M. D-1557-70. 11. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPECIFICATION 7-02.30). THIS SHALL INCLUDE NECESSARY LEVEUNG OF THE TRENCH BOTTOM OR THE TOP OF THE FOuNDATION MATERIAL AS reel AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT ENTIRE LENGTH OF THE PIPE VALL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING BASE. IF THE NAME MATERIAL IN THE BOTTOm OF THE 'TRENCH MEETS THE REQIUREMENTS FOR "GRAvEL BACKFIU. FOR PIPE BEDDING," THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED, PROVIDED THE MATERIAL IN THE BOTTOm OF THE TRENCH IS LOOSENED, REGRADED, AND COmPACTED TO FORm A DENSE UNYIELDING BASE. 12. AU. BUILDING ROOF DRAIN DOWNSPOUTS AND F0011NG DRAINS SHALL BE DIRECTLY CONNECTED TO THE MAIN STORm DRAiNAGE CONvEYANCE SYSTEM THROUGH AN UNDERROUND PIPE SYSTEM. ROOF DRAINS AND FOOTING DRAINS SHALL BE SEPARATE SYSTEmS. THE CONTRACTOR SHALL KEEP A DIMENSIONED RECORD OF THE LOCATION OF ALL PIPES AND CLEANOUTS AND SUBMIT SAME TO THE CITY, ENGINEER, AND OWNER UPON COMPLETION OF THE WORK. 13. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS *ICH ARE ON FILE IN THE ENGINEERING DEPARTMENT. ANY DEVIATION FROm THE APROvED PLANS wILL REQUIRE WITTEN APPROVAL FROm THE PROPER AGENCY. 14. CONSTRUCITON OF DEWATERING (GROUNDWATER) SYSTEM, IF REQUIRED, SHALL BE IN ACCORDANCE NTH THE STANDARD SPECIFICATIONS. 15. PRIOR TO OCCUPANCY. THE PERMANENT STORm DRAINAGE SYSTEM MUST BE CLEANED OuT. (DO NOT PUMP OR DISPOSE INTO ANY OTHER STREAM. STORM, SEWER. OR SANITARY SEWR 16. RIP RAP ROCK FOR EROSION PROTECTION SHALL BE OF SOUND QUARRY ROCK PLACED TO A mitmuM DEPTH OF ONE (1) FOOT. ROCK AGGREGATE TO BE AS FOLLOWS: 1/2 INCH - 2 INCHES - 10 PERCENT - 40 PERCENT 17. TESTING OF ALL STCRm %%ER PIPE VALL BE AT THE OPTION OF THE CITY OF TUKvALA. 18. THE TEMPORARY EROSICN/SEMENTATION CONTROL FACIUTIES SHALL BE CONSTRUCTED PRI0R TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE vATH THE APPROvED TEMPORARY EROSION/SEDIMENTATION CONTROL PLANS. THESE FACILITES MUST BE SATISFACTORiLy MAINTAINED UNTIL CONSTRUC11M AND LANDSCAPING IS COMPLETED AND THE POTENTIAL FOR M-SITE EROSION HAS PASSED. 19. ALL EARTHwORK UNDER PA‘ANG TO BE uSED BY vEHrCuLAR TRAFFIc SHALL BE COMPACTED TO miNDAUm 95 PERCENT DRY OPTImUm DENSITY PER A.S.T.m. D-1557-70 (MODIFIED PRocToR), 20. UNLESS OTHERWISE NOTED. ALL ELEvATIONS SHOwN IN PANED AREAS M THE PLANS ARE TOP OF PAVING. 21. 1111,COATELY FOLLOWING FINISH GRADiNG. ANY DISTURBED AREAS NOT SPECWIED FOR PERMANENT LANDSCAPING SHALL BE SEEDED AND STABILIZED vATH PERmANENT vEGETAII0N, CONStSTING OF RAPID. PERSISTENT. AND LEGUmE GRASSES (mwamum 80# PER ACRE). THIS IS TO INCLUDE: - 20 PERCENT ANNUAL, PERENNIAL OR HYBRID RYE GRASS - 40 PERCENT CREEPING RED RESCUE 2Z THE SITE WORK WIPROVEMENTS SHAU_ BE CONSTRUCTED ACCORDING TO THE APPROvED PLANS wHiCH ARE ON FILE IN THE DVG1NEERING DEPARTmENT. ANY DEMATION FROm THE 21 THE CONTRACTOR SHAU. KEEP PARKw4G LOTS AND STREETS CLEAN AT ALL TIMES BY SWEEPNG. WASHING OF ANY TRAVELED SuRFACE WILL NOT BE ALLOviED. NESIPIKTOP PLATE IV 13. 31A CAME we STRAW, PER OVAL 94Er INF 111 3 By- 3 7 0 Te z < a s Ct 0 SHEET NO_ Or 5 5 0 r, 0 CL 0 < > CO cin z gi o 2 3t L DESIGN: Pv- DRAWN: ay REVISION PROJECT 1 . 4 0111BER: DRAWING FILE: C4 0 0 Co REVISIONS: APPD. • • 6 MIN PAVEMENT BEHIND CURB 2"x12" BOARD REDWOOD OR CEDAR DETAIL - TYPICAL PAVEMENT SECTION DETAIL - EXTRUDED CEMENT CONCRETE CURB END CAP OR PLUG- ELEV =47.00 ,�►►X CNI i GALVANIZED BOLT (TYP) 6' MIN Z • ) T• -04 «n • MN Bea MOM rl1061 A/IU MIAOW a02 WOW - CLEANOUT WYE PIPS O.D. 1 -0 A� -- 6" PERFORATED PVC PIPE LAID FLAT/LEVEL PLAN NTS .*- FILTER FABRIC 30' -NOTCHED GRADE BOARD 2'x2' NOTCHES 6" PERFORATED PVC PPE LAID FLAT/LEVEL - 1E =45.00 AN 5z FWNES) 1 1 /2" - 3 /4" WASHED ROCK 4•x4" SUPPORT POST A15% MAX FOR FLOW CONTROL/WATER QUALJTY TREATMENT N RURAL AREAS 2 COMP. DEPTH CLASS "B" ASPHALT 4" COMP. DEPTH CRUSHED SURFACING TOP COURSE COMPACTED BASE DETAIL - TRENCH DRAIN NO 9CME 6 MIN PAVEMENT BEHIND CURB 70 01% SECTION A---A NTS DETAIL - DISPERSION TRENCH NO SCALE NOTES: 1. The trench shall be constructed so as to prevent point discharge and /or erasion. 2. Trench and Gracie beard must be level 3. Support post spocinq as required by sod conditions to ensure grade board remains Level. A PORTION OF THE SW 1/4, SECTION 10, T. 23 N., R. 4 E., W.M. NOES FRAME AND GRATE (SEE STANDARD PLAN FOR DETAILS) RISER SECTION 2-#.3 BAR HOOP /3 BAR EACH CORNER #.3 BAR EACH SIDE FRONT �1. OVERFLOW ELEV =36.00 6' WIDE EMERGENCY OVERFLOW CATCH BASIN TYPE 1 NO SUE 16" PRECAST BASE SECTION (MEASUREMENT AT NE TOP OF THE BASE) 1.5' NOTES: TOP BERM =36.50 --\ 41/4. 6" DEPTH RIP RAP PRO SECTION DETAIL - OVERFLOW WEIR NO SCALE NAMILE WIN Sot EVENLY SPACED MOLES _: LOCK PVC ON 10 3/b" AM.T COW FOR BOOM K1 FLANGE a ssE aces I ,ADJUSTABLE LOG( HOOK 11114 LOCI( SUENI. ili(K► OR LIFT MAI JE 944411 BE *MOO) PER NONUFACIURIEWS RECONNIENDATIONS c�enNOUr i SHEAR GATE DETAIL ND 1. CATCH BASINS SHALL BE CONSTRUCTED N ACCORDANCE WLTH ASTM C478 (AASHTO M 199) & C890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE WSDOT/APWA STANDARD SPECIFICATIONS 2. AS AN ACCEPTABLE ALTERNATIVE TO REBAk. MELDED MITRE FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. MELDED MIRE FABRIC SHALL COMPLY TO ASTM A497 (AASHTO M 221). MARE FABRIC SHALL NOT BE PLACED IN KNOCKOUTS. 3. ALL REINFORCED CAST -N -PLACE CONCRETE SHALL BE CLASS 4000. 1 91E/Mr calf SOIL E RAM ruir/ TER AS7r 0- 30- 210-X16 a1 ma som ASar * MSS >! AS REamlaa 2. C+►1E 9.L E C faLrMl vIRE35 owns smai1®, 3 CA lE 91IIti E AMIE0 10 SECION !Y SOAK (0•0000 Rion NUM A o E SEME NOM • IFT mai ACS WORM ,v ant ams wommitE etas Mt RIOT M COMER - maS13110E M10pt MK 8 167800 1101 MM Q WW1 RJR 5 aW 91Irra1 Mir VIEW MOO 110E WAR MOM DT UM MOE 001181110t S7OP M. err Ore I NCE t Il!"NBE •melt OMIT IE+•110E• UMW ME napolux, amnia AN colt NAM 7 MUG SOF403 E tie NS SOW 1aE am0.19111 MOW _- RI a RAW IILONNIIIC ilai lS SUM E � BIIMII =mass Via W N11�►>E 4E1 /lE/R 1E MOP slim 1R aocemin. fume airy on NIE Mlll'Jrt imaNcit - - MLE A Mt II )N' RT allRE IME SEAL 7A 1E RAZE cagiont 4. PRECAST BASES SHALL BE FURNISHED MATH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THIO(NESS OF 2" MIN. ALL PIPE SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT. 5. KNOCKOUT OR CUTOUT HOLE SIX IS EQUAN. TO PIPE OUTER DIAN. PLUS CATCH BASIN WALL THICKNESS. 6. KNOCKOUTS MAY BE ON ALL 4 SIDES IMTH MAX. DIAN. OF 20 ". KNOCKOUTS MAY BE EITHER ROUND OR 'D' SHAPE. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2"/FT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR -F -6210. MATING SURFACES SHALL BE FlMSHED TO ASSURE NON- ROCKING FlT MATH ANY COVER POSITION. 9. FRAME AND GRATE MAY BE INSTALLED MATH RANGE DOWN OR CAST INTO RISER. 10. MAX. DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5' -o 11. EDGE OF REDUCING SECTION OR BRICK SHALL NOT BE MORE THAN 2" FROM VERTICAL. EDGE OF CATCH BASIN WALL. AX WATER SURFACE =35.50 OPENING OF GATE • REINFORCING STEEL (FOR PRECAST BASE AND INTEGRAL RISER ONLY) 0.23 SQ IN/FT IN EACH DIRECTION FOR 48' DIA 0.19 SQ IN/FT IN EACH DIRECTION FOR 54" DIA 0.25 SO 114/FT IN EACH DIRECTION FOR 60" DIA 0.35 SQ IN/FT IN EACH DIRECTION FOR 72' DIA 0.39 SO IN/FT IN EACH DIRECTION FOR 96' DIA '0' RING w 0 z MORTAR nu PRECAST BASE JOINT 96" TOP SLAB TOP SLAB - 1 2° ■ I Z L -L J� r 72' TOP SLAB t ■ 1' r- 6' IAN FOR 48', 54'& 60" Dm. 2' -0' FOR 72' & 96' DIA 05 BARS • 6" CENTERS BOTTOM FACE MIOTH 1' IiMN COYER #4 BARS • 6' CENTERS BOTTOM FACE WITH 1' MM OM ER L T 16 BARS 0 7' CENTERS BURN FARE WITH I' MIN COVER ELBOW DETA! REINFORCING STEEL (FOR PRECAST BASE AND INTEGRAL RISER ONLY) 015 SQ IN/FT IN EACH DIRECTION FOR 48' DIA 0.19 SO IN/FT IN EACH DIRECTION FOR 54' DIA 0.25 SQ IN/FT IN EACH DIRECTION FOR 60" DIA 0.24 SQ IN/FT IN EACH DIRECTION FOR 72" DIA 0.29 SQ IN/I:"T IN EACH DIRECTION FOR 96" DIA SEPARATE CAST IN PLACE BASE OR SEPARATE PRECAST BASE CATCH BASIN TYPE II 48" TO 96" AND SCALE CATCH BASSI STEP 5.1_ 74" 5 - 3 1 a.FAw+cE t -- ! ,3 ...POE 4) GRACE RING FRAME & GRATE "" ADJUSTMENT SECTION (LEVELING BRICKS OR GRADE RINGS OPTIONAL) 6' MAx STEPS OR LADDER. 48- OU. -6' 54" DIA. -8" 60' DIA. 72' DIA. -8' 96' aA - 12' PRECAST BASE AND INTEGRAL. RISER ACCEPTABLE REDOING MATERIAL 6' MN. COMPACTED DEPTH FOR PRECAST BASES ONLY TYPICAL ORIENTAT1ON FOR ACC SS AND STEPS DROP RUNG CATCH 81lSIi STEP MISCELLANEOUS CATCH BASIN DETAILS No scALE ATTALi sitAimER 10 N-12 1111 A*' SHEET METAL SCREWS. (2 OER S'PAP% 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 ( AASHTO M 199) AND ASTM C 890 UNISEE OTHERWISE NOTED IN THE WSDOT /APWA STANDARD SPECIFCAT1oNS. 2. HANDHOLDS IN ADJUSTMENT SECTION SHALL HAVE 3' MNMI )M CLEARANCE. STEPS IN CATCH BASIN SHALL HAKE 6` MINIMUM CLEARANCE. 3. ALL REINFORCED CAST -IN -PLACE CONCRETE SHALL BE CLASS 4000. ALL PRECAST CONCRETE SHALL BE CLASS 4000 4. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MIN. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT. PIPES SHALL BE INSTALLED ONLY IN FACTORY KNOCKOUTS UNLESS OTHERWISE APPROVED BY THE ENGINEER. 5. KNOCKOUT OR CUTOUT HOLE SIZE SHALL EQUAL PIPE OUTER DIAMETER PLUS MANHOLE WALL THICKNESS. MAXIMUM HOLE SIZE SHALL BE 36" FOR 48' C.B., 42' FOR S4' C.B -. 60' FOR 72" C.B.. 84' FOR 96" C.B., MINIMUM DISTANCE BETWEEN HOLES SHALL BE 8' FOR 48' AND 54' C.B.. 12' FOR 72' AND 96" C.B. 6. CATCH BASIN FRAMES AND GRATES OR COVERS SHALL BE IN ACCORDANCE 11TH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR- F -621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT IMTH ANY COVER POSITION. 7. ALL BASE REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI AND BE PLACED ED N THE UPPER HALF OF THE BASE WTH 1" MINIMUM CLEARANCE. 8. FOR HEIGHTS OF 12' OR LESS. MINNLNI SOIL BEARING VALUE SHALL EQUAL 1300 POUNDS PER SQUARE FOOT. FOR HEIGHTS OVER 12'. M111 SOIL BEARING VALUE SHALL EQUAL 1800 POUNDS PER SQUARE FOOT. 9. FOR DETAIL SHOVING GRADE RING. LADDER. STEPS, HANDHOLDS. AND TOP SLABS, SEE 'MISC. CATCH BASIN DETAILS". 10. SEE WSDOT /APWA STANDARDS SPECIFICATION SEC 7 -05.3 FOR JOINT REQUIREMENTS. NOTES: 1. PROPRIETARY CATCH BASIN HANDY HOLDS AND STEPS ARE ACCEPTABLE. PROADED THAT THEY CONFORM TO SECTION R. ASTM C 478 ( AASHTO M -199) AND MEET ALL. WISHA REQUItEmI NTS. 2. CATCH BASIN STEP /HAND HOLD LEGS SWILL BE PARALLEL OR IWPROXIIMATUY RADNL AT THE OPTION OF THE MANU- FACTURER, EXCEPT THAT ALL STEPS IN ANY CATCH EMS'I1 SHALL BE SKIM. PENETRATION OF OUTER (MALL BY A LEG IS PROIMTED. 3. HAND HOLDS AND STOPS SHALL HOE "DROP' RUNGS AS SHOWN ON DETAIL. OR PROTUBERANCES TO PREVENT SIDEWAYS SUP. 4. SLAB OPENIMO MAY BE 24' X 20' OR 24' DIME'IER. 5. AS AN ACCEPTABLE ALTERNATE TO REBAR. WELDED SIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WIELDED MIRE FABRIC SHALL COMPLY TO ASTM A 497 ( AASHTO M 221). 6. LADDERS OR STEPS SHALL EXTEND TO IIITTMIN 16" OF BOTTOM OF CATCH BASIL 7. HANGING LADDERS SHALL BE PERMANENTLY FASTENED AT TOP BY WONG ON STEP OR BY BOLING OR IASEDOII+G N CONCRETE EACH SHALE BE WEDDED AT BOTTOM IN BASE. 8. ADDITIOW . SAFETY FEATURES MAY BE REQI.IIRED IN VERY DEEP OR L1NIU51UAL StRUCTIJRFS- 11 3/4' CENTER Tt0 CENTER Is Gramma DEFORMED Eall --4114 !MO 12' - . c e r PR FAtMCATED LAMER ' • ' Tic ' 274‘; . ▪ • .. • w :w ~ to irs-cc:i " by • 13 OrA 5` .3 e- MAI 'LATE SOU0 T2tiA("X 90170111 otA1F ORIFICE STRAINER DETAIL lb NC E 4 -9t • ,12 ;,A CAM * S'RAIPS TAGS MELD 'O l sE9+ 7%1 GA GAL r _ INES Thai nap um( 1E 9+ 7 1 . ._ . - :- 'sr ' j . ▪ �., - e - •: vo:1 W 1/4 y O f REVISIONS: APPD. DATE: sP -. 2X3 DESIGN: PU' DRAWN: CO C HECI►TD_ REVISION NUMBER: SCALE: AS NOTED PROJECT MANNER: DASC0023 DRAWING F1L8: tvsc002 ;ecc11c . =a4 SUET NO_ OF 5 O z • CO ,Z Q I > a W - O 00 o *(0) 04 C5 • I Z p • i • a t • a r .ri -w•■• r- r N 7^P P N tY N '1 111 1 S tior 11 ; I i t ; 01 tIli pip! I I Z 0 N I_ c r z z G? rn A r C) 7) c v 0 1C, z C) 0 rn Pw m n C 0 rn r z z 0 m D r n - o r z z C, as m v v rn — tr ••w• r• . ••••••• i • • • • , LANDSCAPE ARCHITECTURE MO lllini Ave. it Itd 77f -Id01 STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT SABEY DATA CENTER ADDITIONAL PARKING job no. drawn checked dote /12/0 EMI INE 1 LIYAt !!! revision date i POP—UP SPRAY SPRINKLER No Scale Pav ? ii 1 117., -_I,I 1: =_1 -11 F=1 1 i-! 11=1 ! FI11 5e1ect backfill, .a11 remove rocks, debris and 11 - sharp objects !; --III -II I - 111-31H 11 - _111 --1 PVC. Glass 200 sleeving twice size of pipe Lateral or Mainline SLEEVING DETAIL No Scale Gate Volvo POINT OF CONNECTION No Scale IRRIGATION SCHEDULE SYMBOL O 00 15 00 +(D z6 IGO TIP 13 z STATION ;'6PM fo resin bier out S Finish grade/ Top of mulch Pop -Up spray sprinkler w/ plastic MPR nozzle 1/2 -Inch male NPTx .490 Inch Barb Elbow 12" Nipple or Funny Pipe "AAA- rlis►.v etrei vW/. IWZOr, vWnr virrr vir v viWr. Z., 4 -444 +. • �r �� .. ..: DESCRIPTION POINT OF CONVECTION- C Schedule 40 Tee orEll 1 ‘N\NN I/2-Inch male NPT x .490 Inch Barb Elbow PVC Lateral Pipe N - Double Check Valve Stub out from Domestic Meter, or separate irrigation meter RAINBIRD PE$ SERIES PLASTIC VALVES I -V2` MAINLINE. PVC SCSIEDLILE 40 LATERAL LINE. PVC GLASS 200 -- - p'VC GLASS 2G70 Pressure ReduGing Valve, If required Master Valve, If required PVC Mainline RAINB1RD 1800 MPR 15' SERIES 4' LA*1 POP-UP, 6' 6:C_ RAIN DIRD 1800 tPR 12' SERIES 4' LAWN POP-UP, P, 6' G.C. RAINBIRD 1000 MPR 10' SERIES 4" LAMS( POP -UP, 6' &C_ RAINBIRD 1600 MPR 8' SERIES 4" LAWN POP-UP, 6' G. RAINBIRD 1.500 MFR SIDE STRIP 4" LA h414 POP -UP, 6' &C. B RAINBIRD 1800 MPR SiDE STRIP 4' LAM POP -UP, 6' 6.C_ RAIN BIRD IWO MPR END STRIP 4' LAi* POP -UP, 6' G.C. © RAINBIR'D ESP-4 SERIES 4 STATION CONTROLLER T a PVG class 200 Lateral Pipe DOUBLE SWING JOINT No Scale Finished grade 1IIITIIi Select backfill, -- " 1111 remove rocks, debris and shop objects PVC Lateral Class 200 PVC Glass 200 Mainline RADIUS 15' 12' 10' 8 ' '4'X18' 4'X30' 4'X15' 3/4' IRRIGATION METER 3/4" FESGO 850 DOUBLE CHECK. VALVE 3/4' K,IUiGC CO4PLER VALVE 0 CONFIRM EXACT ROGATION OF P.O G _ CoONTRi2LUER. AhC r iATER PRESSURE AT P.0 C. 0 ALL VALVES IN AMETEK OR 'CARSON' BOXES SET AT = i PIED &RADE_ O ALL W1i.714K PER PLANS LOCAL CODES AN, MAKFAG''CRE3R'S SPECS C PRESSURE TES- BEFORE BAGKr ua .IN6 0 PLAN T5 DT A6RAP4MA TIC ^MUST LINE AND NERD Lt?1GA i-sosv 6 AS PIEGEBEAR'r 'T`O ASSURE PROPER COVERAGE AID CONFORM PSTN .44c.eirrEp COP11511 PR/ I 1 1 I' 1=111 l • TRENCHING DETAIL No Scale - III -III ={ I!��Clli_ • - LI II- 11I -1�y GPM I.85k o_ ?41.I 052H 1.?3 1.21 0.61 Height above grade determined In field. Black pipe only. Shrub spray head Finish grade 12" Nipple (2) 9O° Marlex Ells PVC Schedule 40 Tee or Ell Valve Wires PSi 30 30 30 30 30 30 30 — •— I x x x -- -x x -x . • - A -x - - •x CONTROLLER CONFiird1 LOCATION Y - x 3/4" 3/4" ee' _Y 0 K) f '• * • 1 i i i i i i 3/4" it t 1 POINT OF CONNECTION 1 N. c cr s 7 H (ft) t1 t2 w 1 w 2 bar CI bar � bar 10 15.. 2' -8" 2' -6" 6' -6 16 • 8"o /c • 16 0 150% 16 0 15" 0% 7 15" 1 2' - 0" 5'--0" •6 0 18 "o /c #5 0 18`o/c #5 0 15 o/c 4 11 1" 12 1' -0' 3' -0" 15 0 18"o /c 15 0 18"o /c 15 0 18 JOB NO: 991 3601 4 R. FtA0CHILE MAW BR Dar: 09/12/03 S7tET Si • S RETAINING WALL PLAN I WTER LEVEL VARIES 35.50 TO 31.00 SEE CIVIL a 111=111 ! I ( 1 11 1 11 -1 1=111= • • 4 •a 1 ±I 1 1-11 iii 111= 111.=111= 0 w1 a 4 10" 4 4 4 • • 4 4 4 . 4 4 • .Q 4 . 4 4 • 4 • a 4 a • • a a • w2 11 =111`111- _I =III =III =III = III= III —II I a . • . • 4 • 12" a 4 2" CLR. .4 � il"= 111 =I1 CUT OFF ALTERNATE BARS 0 5' - *8O t FOOTING. NOTE: PLACE VERT. JOINT IN WALL 0 ± 20' - O "o /c 15 015i "o /c H. 15 018 "o /c T. & B. a -4 .• �� =III -1l n71:7=11=111= SECTION A • i " 1 ._ 0 " J U N (O 44 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 36.50 SEE CIVIL Oa GENERAL NOTES THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE CODE. UNIFORM BUILDING CODE -- 1997 EDITION - ASTM'S LATEST EDITION OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAXING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SOT HE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 3000 PSF AND EQUIVALENT FLUID PRESSURE = 35 PSF (80 PSF SATURATED) IN ACCORDANCE WITH THE SOILS REPORT PREPARED BY EARTH CONSULTANTS. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM D -1557. EXTEND ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYIENT . CAST-IN-PLACE-CONCRETE F'c = 3000 PSI FOR ALL CAST -IN- PLACE - CONCRETE. ULTIMATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE AND TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% + 1 -1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER - CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING 3/4" CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A615. GRADE 60 (fy=60.000 psi). LAP CONTINUOUS REINFORCING BARS 36 BAR DIAMETERS, 2' -0" MINIMUM. UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2' -0" MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES ". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST -IN -PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER 06 AND LARGER 2 05 AND SMALLER 1 -1/2 SLABS. WALLS, JOISTS 14 AND LARGER 1 -1/2 011 AND SMALLER 3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS 1 -1/2 - y\ 40 Ivi i)(C) -1 3 tb-31)3ilor z z w I 0 N1 U File: D03 -0305 35mm Drawing #1 -2 /A1 .4..) 0 SID CIS U O Cd A U 5 ON 0 vr rin w c 1 1 BOEING FIELD/ KING COUNTY INTERNATIONAL AIRPORT PROJECT LOCATION SEATTLE - TACOMA INTERNATIONAL AIRPORT 5L �I E6 Z6 6L 6 1 b w� IIIIIIIIIII IIII�IIIIIIIIi�lll 0 1111Illlll llllllllll 8 III IIIIIII L IIIIIIIIII IIIIIIIIII IIIIIIIIIIIIIIIIIIII IIIIIIIIII IIIIIIIIII IIIIIIIIII _LEGEND DRAINAGE BASIN BOUNDARY TUKWILA CITY LIMITS 16 "CW '16 S 48 -P0 X 2 -10 X 0.75ac Tukwila, Washington 2 -12 - A , Sabey Data Center Sabey Corporation 8 HiDi CHAIN 11 FENCf,. 3 - 24'PO 24 - CW 4- 3' IGA1E 16 - CW 6. CIIA11XlINh 0.87ac TOTAL 36 12 "A Existing Conditions Map Figure 4 File: D03 -0305 35mm Drawing F ........ CB 2 TYPE 1 GRATE.46.25 . Ii Op 0 O CH s - CcNTltoLsreucTUR£ I' TOP E1. 38.00, � ' `: ' IE- 31.00.12'N,w, • i OVERROvo- WSS. . :4 '.n 12'CP 5. 0.35x_ _ _ 39.4 'PERT PVC S- 2.467 N 0 to 20 4o Ti ...._ -.._ - -..... D3. >U.X:COCp ,•._ ..-. C n • y l/1 P CO . v ,..�.: ^.^.•.�..: ��p:m...• , ,.z.,. ,.m,.... PA{{ • DETENTION POND STATS DESIGNED UK sTORAx - 10.699 CF DESIGNED DEAD STGRAX . 3.720 ff MAX WATER ELF+ -33.50 MN WATER 11.31.00 DorTOM EL -17.00 4_. ." BUILDING 21 -05 F J 3QF- 6'PERF PvC 5.0.005 / ..... ■E.44.S0 CB 7 TYPE t CRATE -18.75! IE- 15.75 -CX k HEw 12' r , . 4, I S ■61 iE 15LtF, -1rt; iF it 15.9'i- IT`tJ' E. IE 'F SG -I 5 CB 4 TYPE t GRATt.47.00 IE. -6'9.0 N A PORTION OF THE SW 1/4, SECTION 10, T. 23 N., R. 4 E., W.M. In.!: NE `. IK w/. SQIO LOCKING COVER . .WM.19.0! • - _ IC• 12'9 6 PVC - CAP ENO IE -48.00 E.9 S j,IST rtl I TOp C IS. SS -1 Sr( IE *.23.• I N 'L' I,; 47 -.CPC I LDSCP � I 7 II x I CB 3 TYPE I ' GRATE -50.25 1 1E- 47.25 -12'W I LL li A0 c� C0T ... BENCHMARK: EAST ONE - QUARTER QUARTER SECnCN 9, T23H,R4C, W4. rots or r PPE w/BRASS CAP DATUM: PROJECT DATUM -14,45 PROJECT DATUU -66 NA FEET CONSTRUCTION NOTES 0 0 0 0 0 0 0 0 0 0 i2 (13 REMOVE EXISTING TREE (TYP) EXISTING TREE TO REMAIN (TIP) REMOVE EXISTING FENCE (k GATE WHERE APPLICABLE) REMOVE EXISTING CURB k ROCKERY KNOW EXISTING STARS, RESTORE FENCE. VEGETATION k ROCKERY REMOVE EXISING CURB SAWCUT EXISTING PAVEMENT, MATCH GRADE NM NEW PAWNG. REMOVE EXISTING ASPHALT PANIC NEW ASPHALT PANNC PER DETAIL I, SHEET CS HATCH EXISTING CURB k PAVEMDIT CRADC NEW CONCRETE SIDEWALK & STARS - SEE ARCHITECT PLAN INSTALL 42' GUARDRAJL - SEE ARCHITECT PLAN cCNSTRUCT 15' WDE GRAVEL ACCESS/MAINTENANCE ROAD TO BOTTOMS OF PONO (ISO MAX GRADE) CONSTRUCT 6' CHAIN LINK FENCE W/ Soli OBSCURING SLATS AROUND POND AND 16' WOE GATE AT ACCESS ROAD INSTALL 142 LF FRENCH DRAIN PER DETAIL 4, SHEET CS INSTALL 30 If DISPERSAL TRENCH PER DETAIL 3, SHEET CS CONSTRUCT EMERGENCY OVERFLOW KR PER DETAIL S. SHEET CS CONSTRUCT 6 CHAIN LINK PERIMCTtR FENCE EXISTING FENCE NEAR SOUTH PROPERTY LINE TO REMAIN. CONNECT NEST SIDE PCRNMETER FENCE TO ExISRNC. INLET FR044 DETENTION POND ALUM. CLEAROUI GATE UFT RCO ORIFICE NO, 2 PER DETAIL ON SHT CS 1E-3439 DIA.13/16' 12' 50 INLET LADDER STEPS STANDARD GALV. STEEL 24 DIA ACCESS NTH LADDER IE -31.00 - TYPE 2 54' DIA CB-- -- W/ FLOW RESTRICIOR ROUND SOLID LOCKING COVER MARKED 'ORAN' ELEv.36.00 ELEVATION NOT TO SCALE TYPE 2 54' EA CB CB #5 - TYPE 2 54"0 W/ 5 6 t7 6 £I r i ILL 6 9 ti 6 w0 I I II III�IIII IIIII 1I I li i � IIIililliliililii�Ill 0 ililli�Idim �ii I IIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIII IIII�IIIII I II�IIIIIIIII�IIIII 12' SD CUTLET S .ICI I I ICI ICI ICI I I ill ICI Nil I I ICI ICI I-�I I i, I ICI ICI ICI ICI 11 3 I ��� � �� Inch 1/16 4) I I S I I I I ICI IC I • OVERFLOW ELCV -35.50 PIPE SUPPORT: 3' X 0.90 GAGE BOLTED OR NBEDOED 2' IN WALL AT MAX. 3' SPAONC. IE -31.00 FLOW CONTROL RESTRICTOR CLEANOUT SHEAR GATE PER OCTAL ON SHEET CS AND STRAINER PLATE DE PTAILION SHEETTVCS ORIFICE TO BE SHARP EDGED SHOP LY.IA.ED STORM DRAINAGE NOTES I, ALL WORK AND NATERULS SHALL BE IN ACCORDANCE NM ME 'STANDARD SPEOfCATIONS FOR ROAD, DROOL AND IAUNIOPAL CONSTRUCTION, WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND MIERICAR PUBLIC WORKS ASSOOAn01, WASHINGTON STATE CHAPTER. 2002 EDTIDN• TOGETHER NTH ME LATEST EDITION Of THE cry or TUCrrIA ENGINEERING STAN)ARDS 2. AN APPROKD COPY OF THESE PLANS 'JUST BE CN SITE WHENEVER CONSTRUCTION IS N PROGRESS 3. IT SHALL BE 'NE SOLE RESPONSRIUTY Cr THE CONTRACTOR TO OBTAIN STREET USE ANO OTHER RELATED PEN ITS PRIOR TO ANY CONSTRUCTION ACTIUM 4, PRIER TO ANT CONSTRUCnON ACTIVITY, THE ON OF 1UKMLA ENGINEERING DEPARTMENT (206) 433 -01 WST BE CONTACTED FOR PRECONSTRUCnON NCETINO 5. ALL LOCATIONS Cr ERSnNO ununES SHOWN HEREON NAVE BEEN ESTABLISHED BY FIELD SURVEY CR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY ANC NOT NECESSARLY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE cEITRACTEI To P+OEPENOENILY VEF6rY ME ACCURACY or ALL unuTY LOCAncNs 5110994, MO TO FURTHER DISCOVER AHO AKIO MY OTHER UTIUTIES NOT SHORN HEREON W14ICH MAY BE MECTED BY ME WPLZMO4TAnON OF MIS PLAB. ME CONTRACTOR SHALL CONTACT THE UTTLT .ES UNDERGROUND LOCATION SOINCE (I 600 - 424 -55SS) PRIOR TO CONSC 1 / 4 E OW ER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF x 6. U ALLCAT WN 0 4 BASIN E FRAME $ AND GRATES SHALL BE DUCTILE RCN PER wSOOT /MWA STAIOARD PUN B -2A. 7. ALL CATCH BASH GRATES SHALL BE DPRCSSED 0.10 FEET BELOW PAVEMENT Lt\EL It AU. OIL/WATER SEPARATOR CB CRATES SHALL BE Cr 7HC ROUND SOU° LOOCNC TYPE. 9 ALL STORM DRAINAGE CONVEYANCE PIPE SNAIL BE ADS TYPE N -12 HIGH - DENSITY PCLYEMITENE CoRRUWTEO PIPE NTH AN INTEGRALLY FORMED SMOOTH INTERIOR TO THE REDIIREMENTS Cr AASH.1.0. M -294. TO. ALL PIPE BC3014 SHALL CONFORM TO WSDOT /APWA SECTION 9 -0115 FOR F9O0 PPE ANO 9- 03.16 FOR FLExI9Lt PPE All TRENCH 1340 01U. SHALL BE COMPACTED TO 95 PERCENT MINIMUM DRY DENSITY PER A,S.T.H. 0- 1557 -70. H. ALL PIPE SHALL BC L.uO ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPEOFICATION 7- 02.3(1). THIS 9ULL NQUDE NECESSARY LEvEUNC Or 1HE TRENCH BOCTCY OR THE TOP Cr THE FOUNDATION MATERIAL AS WELL AS PLACEMENT LENGTH OF THE PPE TAL A BE PORTED ON A UNIFORMLY DENSE UNTIELD G BASE. IF THE NATIVE MATERtu. w THE BOTTOM l • NNE TRENCH MEETS THE REOURENENTS FOR 'CRAWL BACKFKL FOR PIPE BEDDING,' THE FIRST UFT OF pip( BEDDING MAY BE OMITTED, PROVIDED 7H€ MATERIAL IN ME Bona, Or THE TRENCH IS LOOSENED. REGRADED. AND COMPACTED TO FORM A DENSE UHIIELDNG BAS[. 12. ALL B'ALDINO Poor ORNN DO'HSPQUTS AN() FOOTING DRAINS SHA1J, BE DIRECTLY CONNECTED TO 'HE MAIN STORY DRAINAGE CONVEYANCE SYSTEM THROUGH AN SYSTEMS. TH w E CONTRACTOR SHALL O KEEP A duE NO Drums SiONCD RECORD OF ME LOCATION Cr ALL PIPES AND O- EANOUTS ANO SUBMIT SAME TO THE OTY, EKTNEER. AND O'NER UPON COMPLC OF THE AORK. 13. ME STORM DRAINAGE SYSTM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVEp PLANS A411CH RE ON kt N THE ENCNCERINc DEPARTMENT. ANY DENAn0F FR04 04€ APROVE PUNS WLL REO KITTEN APPROVAL ERN ME PROPER AGENCY. 14. CONSTRUCION OF DEWATEM ND NG (GROUNDWATER) SYSTEM. IF REQUIRED, SHALL. BE IN ACCOR DANCE NM THE STANDARD SPEOnCAT10NS TS. PRIOR TO OCOFPANCY, ME PERMANENT STORM DRAINAGE SYSTEM WST BE O.EANED OUT. (00 NOT PUMP CR DISPOSE INTO ANY OTHER STREAM. STORM. SERER. OR SANITARY SEWER SYSTEM.) T6. RP RAP ROOL TOR EROSION PROTECTION SHALL BE OF 5QUN0 QUARRY ROOD PLACED TO A MINIMUM DEPTH OF ONE (I) FOOT ROCK AGGREGATE TO BE AS rcLLOwS 2 / I N C HE O SS - 4 1 140 NOES - 20 PERCENT - 40 PERCENT T 4 INCHES - I NONE$ - 40 PERCENT - 70 PERCENT I7. TESTING Or ALL STORM SEWER PPE WLL BE AT T$ OPncN OF THE OTT Or TUKWILA. 1B. THE TEMPORARY EROS N /SEDIMENTATION CONTRA FAOtJTYES SHALL BE CONSTRUCTED PRIOR TO ANY CIAGNG OR EXTEN9\E LANG [TEARING N ACCORDANCE YNTH THE APPROVED 5 1 TSrACTORII ot UNM CONSTRU AND LAROSCM K COMPLETED ARO THE POTENTIAL TOR EN -SITE EROSION HAS PASSED. 19. ALL PANNC. EMTHw3RF( UNDER PAWING TO BE USED BY \CNN:MAR TRAF7TC SHALL BE COMPACTED TO MINIMUM 95 PER NT DRY OPTIMUM DENSITY PER ASTM. 0- 1557 -70 (MODIFIED PROCTOR). 20. UNLESS OTHERwSE NOTED, ALL ELEVARONS SHORN N PAVED AREAS CH THE PLANS ARE TCP OF 21. IIIMEIDATELY FOLLONNC FINISH EEADING, ANY DISNRBED AREAS NOT SPEOnED FOR PERMANENT LANDSCAPING SHALL BE SEEDED AND STA)UZED NTH PERMANENT ACRE). VEGETATION. nHTS COF I9S TO Y INQID NC OF E: RARO. PERSISTENT, AN0 LEGUME GRASSES (I4IMMUM BO/ PER IS 20 PERPERCENT CENT A E NMIAL, EEPINC PERENNIAREDL, RESCUE OR HYBRID RYE CRASS - 40 - 40 PERCENT IRATE O.OvER 22. THE SITE wORK IMPROVEMENTS SHALL BE CONSTRUCTED ACCORDING TO ME APPROVED PLANS WHICH ARE ON FILE N ME ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS '91 REOLURE APPROVAL FROM THE OTY OF TULMLA. 23 . THE CONTRACTOR SHALL KEEP PARKING LOTS AND STREETS QEAR AT ALL TIMES BY SWEEPING. WASHING OF ANY TRAVELED SURFACE WLL NOT BE AU.O'ED. CALL FOR UTILITY LOCATES BEFORE YOU DIG 1- 800 -424 -5555 0 J a- N Y z CL • ct � w z z • z a a REVISIONS: APPD. DATE: SEPT. 2003 DESIGN: RV DRAWN: CLK CHECKED: REVISION NUMBER: 0 I • SCALE: 1 •20' a• c 8 6 c S of PROJECT NUMBER: DASC0023 DRAWING FILE: Do3c00239cIM04.awg SHEET NO. Z 0 -- z I-- 0`-' Z 0 U >.-, W CCI C J 8 File: D03 -0305 35mm Drawing DASC0023 SABEY DATA CENTER .25 -YEAR BACKWATER ANALYSIS DESIGN STORM 251YR I - ! i ; l I TIME OF CONCENTRATION (MIN) • I ! CB NUMBER SUM SUM AT PREY TIME IN TOTAL I 0 =CIA PIPE UP DOWN LENGTH SLOPE 'PIPE '.': FULL V FULL FROM TO AREA (se) "C" "CA" "A' "CA"I POINT PIPE TIME (in /ht) (cis) MATERIAL IE (R) t ` IE (R) . (R) ( %) DIA in DOWNSTREAM BACKWATER SEE "DOWNSTREAM' CONVEYANCE BASINS MAP ( ) - (cis) (fps) DETENTION PIPE 25 -YEAR RELEASE RATE . 1 0,43 N -12 , 29. 13 12 0,43 N -12 28.44 ' 18.16 58 21.14 16.42 ' 20.91 0.43 N -12 16.18 , 1596 22 > • 1.00 3 12 i'. 3.57 ' 4,55 12 11 0.02 0 90 02 _ 0 02 0.02 10.00 0.08 • 10.08 2.00 0.46 • N -12 15.98 15.61 " ' 70 0.50 11 10 0.05 0.90 0 05 0 07 0.06 10.08 0.48 , 10.56 1.99 0.55 N -12 .. ;15.61 ,';, P 15.53 48 ? 0.17 c _12 `. 1.46 43.20 9 10 9A . 0.03 0 90 0.03 0.10 0.09 10.56 0.47 : 11.03 1.94 0.60 N.12 15 26 15 23, . .; 24 0.21 12 1.03 • 9 . 0.01 0.90 J 01 0.11 0.10 11.03 0.21 11.24 1.92 0.62 r N -12 15 23 15 07 I. r 8 , 76 ., 0.21 15: '.5; 2.97 2 .4 8 0.74 1 •08 • 0 0 0.67 0.85' 0.77 11.24 0.68 11.92 1.84 1 1.84 ;. N-12 15 07 ', 14 79 •, 99 ••`'.. 0.28 i i 15 „'' 2 2 7 8 7 • 0.90 0.97 1.93 1.74 11.92 • 0.59 12.50 1.79 3,53 N -12 ,x 69 ..;•:.•‘• 14.57" '95 5 .1, 0,13 15 ; 3. 44 2.81 6 . 0.47 0.90 0.42 2.401 2.16 12.50 1 0.77 ; 13.27 1.72 4.14 • • N -12 ,14 47 .'. 14.25 104 0.21 18.`. 2.30 1.88 4.84 2.74 6 5 • 0.26 1 0.90 0.23 2.68 2.39 13.27 I 0.56 13.84 1.67 4.43 '.• N -12 14 18 .14 02 74' "`- 0.22 18!;',.: 4.90 2.77 5 i 4 0.19 0.90 C.17 2.85' 2.57 13.84 . 0.39 ! 14.23 1.64 4.64 N -12 '�14 02 13,90 64 •.. 0.19 18' 4.56 4 3 0.11 0.90 0.10 2.98 2.66 14.23 0.36 14.59 1.62 � 4,73 DIP ' • 1390 ,'`,13 49 ': 286 0.14 2 ' 2 �, s 2.58 r 18 1 3 2.52 0 90 2 27 5.48 4.93 14.59 ' 4.14 ' 18.73 1.37 I 7.21 • CMP '13 49 ' 1308 ' , 1112 •' '• 0.42 24 ''• 6.84 2.18 1 1.05 0.14 ' 0.90 0 13 5.62 5.05 18.73 0.69 . 19.42 1.34 6.79 '' CMP ; 1306 ,i::: 11 83 .s 320" 0.38 .24 1.85 1 ,CREEK' 0.02 • 0 102 5. 64 , 5.08 19.42 2.25 21.67 1.25 6.77 CMP ' 1] 83 ;` 1000 ;16(:'^ 11.44 ; 35.62 11031 • I I BACKWATER FOR PROPOSED PARKING CONVEYANCE I 3 0.0867 17.72 1 2 012 090 011 0.12 0.11 i I 10,00 2 1 0.11 ' 0 90 0 10 0.23 0.21 10.00 1.02 ! 11.02 1 94 0 40 N 12 43 5 1 POND 0 64 ' 0.90 0.58 0.87 0 78 11.02 0.43 11.45 1 89 1 48 N 12 33 50 3 . MRI ' m n PIPE DSGN n CAP n Rate -vs- Velocity 2 ! 3.69 0.556 CMP 0.028 • 0.024 1 0/01 1 WW 1 5 5.20 570 N -12 0.013 0.011 10 ! 6.31 0 575 PVC • 0.013 ' 0.011 i ; . I 0.00 0.00 0 00 � [u.vV : u ue ( 25 7 83 0 582 RCP 0.014 0.012 ; 0.01 ' 0.34 1 30.00 0.21 ; 50 ' 8.96 ;, 585 DIP 0 014 0.012 0.02 • 0.40 • 40.00 . 0.33 • 100 10 07 C 586 0.03 ' 0.45 I 45.00 0.40 . 0.04 1 0.48 ; 50.00 : 0.47 • 0.05 0.52 '' 60.00 80.00 0.64 0.08 0.59 70.00 0.85 i 0.10 0.63 1.09 0.13 • 0.68 I 90.00 ; 1 33 I 2.07 1 0.22 C. N -11 " 47.25 1, 122. 3.28 12 00 3.00 ! 3.82 2 33.50 146 • 6.68 ` 12' ` 9.23 11.75 z 100,.• 48 5.43 . 8.33 10.80 12 '. I ,, : I -� Bend Angle ' K • Intenalty- (a)((Tc) "-b) King Cow 0.00 10.021 'EVENT IPreclp a b 10.00 ! 0.05 ! 21 2.11 1.581 0.58 1 I 0.15 ; 0.71 0.18 1 0.75 0.20 . 0.77 0.25 0.83 0.30 I 0.88 0.35 ' 0.92 I 0.40 0.95 0.45 0.98 1 I I I 0.50 I 1.00 0.55 i 1.02 0.60 • 1.05 0.65 1.06 0.70 1.08 0.75 , 1.10 0.80 ; 1.11 0.85 : 1.12 0.90 1.13 0.95 1 1.14 1.00 I 1.14 I 1.05 . 1.13 1.08 I 1.10 I 10.00 I 1.00 1001 251 3.471 2.66; 3.951 2.611 1 0.651 0.63' I i I I I I I ! I I I I DESIGN! TIME IN PIPE PIPE BARREL TW.: FRICT ' ENTR ENTR EXIT • OUTLET INLET INLET COEF. INLET COEF. INLET I INLET ,'.. ApPR u , I •- I 1 , VEL (fps) VEL HEAD (R) EL (R) LOSS (R)' HGL (R) HEAD L (R) HEAD L (R)' CONTROL (R Ke BEND BEND 03/01 JUNCTION JUNCTION! HW GRATE FREEBOARD I I I I • (C) (Y) ; CONTROL HO ( -) CONTROL (R) VEL FI d EAO (R) ANGLE' LOSS (R) 1 0 K LOSS {R) i ELEV (R) ELEV (R) (I1) 0.053; 5.3 0 08 I 0.78 010(1) VEL lips) PIPE (min). AREA (st) 0.51 0.0048 29 64 0.0024 I 30.64 0.0(123 I 0.0048 I I ; ° 7 z ` I s 1 i O.OZB 8.4 0.12 0.79 0.54 0.0048 18,751 0.0059 29.44 000 I 30.65 0.5 0.0398 0.87 I 0.87 I 30.31 y , p woo 0.0001 1:0.00 23 0.0048 r, u 0.00 0.0000 I 30.65 "13990';' 9.25 29.45 0.5 0.03 0. 0.59 I 2903 9 .;O 90 '; ii 0;00 028 •:r 0.19 0.0009 I 29.64 :. .4!•I 10.03 0.120: 2.9 0.13 0.79 0.54 0.0048 18:75: 10022 I 18.75 0.0023 0.0046 1 8.76 0.5 I 0.0398 0.07 I 0.89 ( 16 87 + i 0.184! 2.4 0.46 0.79 0.59 0.0054 18.73 0.0084 I 18.74 0.0027 0.0054 18.74 0.5 0.0398 0.67 I 0.70 I 1 56,18 fi stN 0.0001 0,00•.; 0.00 0.0000 I 16,75 .75 25.50-73 a1. 0.09 • x3 6.75 0.379. 1.7 ' 0.47 0.79 0,70 ) 0.0077 18.71', 0 0082 ! 18.72 0.0038 0.0077 0048 �:•90 0.0072 000:5 0.00 0.0000 1 18.73 0.5 0.0398 0.87 0.70 16 31 I 8 0.3691 1.9 1 0.21 0.79 0.77 0.0091 18.70' 0.0048 I 18.70 0.0046 0.0091 18.72 0.5 0.0398 0.67 I 0.71 13 sR, 0.0002 , 0 0 0:. 0.00 0.0000 I 18.73 1871.." -0.02 0.207' 1.9 I 0.88 1.23 0.50 0.0039 8,70' 0,0049 1 18.70 0.0020 0.0039 18.71 0.5 0.0398 0.67 I 0.85 16.08 '!;,0°.130391:(: 4':0077 K:,S 0.0036 0.00 0.00 0.0000 I 18.71 ! 0.12 0.5331 2.8 I 0.59 1.23 1.50 0.0348 18.59 0.0568 I 18.65 0.0174 0.0348 18.70 0.5 0.0398 18.82 0.5 0.0396 0.67 0.88 1595 y ' x >rt 0.0001 000 = 0.00 0.0000 I 18.70 1885; 0.15 1.5341 2.1 j 0.77 1.23 2.88 0.1280 18.23 0.2014 i 18.43 0.0643 0. 1288 0.67 0.93 32 h 0.0007 4 000:, 0,00 0.0000 I 18.70 rF1887? 0.17 0.8551 3.1 i 0.56 1.77 2.34 0.0852 18.02 0.1147 18.14 0.0426 0.0652 18.26 0.5 0.0388 0.87 I 1.06 1515.51 " 0 } s „0 . „ } 0,0028 0 00's 0,00 0.0000 I 18.59 ?. 0.25 0.9051 3.1 0.39 1.77 2.51 0.0977 17,834 0.0935 17,92 0.0489 0.0977 I 18,07 0.5 0.0398 0.67 ( 1.06 15 24 288 ,q 45 %t 0.0929 0.00'' 0.00 0.0000 I 18,23 r:11.62.-: ! 0.39 1.0181 2.9 0.313 2.63 0.1071 17.83- 0.0536 0.1071 ! 17.88 0.5 0.0398 0.67 I 1.06 15 08 O � ri t 5 p 0.0391 0 00 0.00 0.0000 I 18.02 (4�18 3 0.31 2.556 1.2 4.14 1.77 1 2.68 0.1114 15.61= 1.9619 17.57 0.0557 0.1114 17.74 0.5 0.0398 0.87 I 1.013 14.98 00977 �S , 0.00.00222 000', 0.00 0.0000 17. 0.00 0.0000 I 17. y�) 0.49 1.0541 2.5 0.69 3.14 2.29 0.0817 15.08'. 0.3500 15.49 0.0108 0.0817 15.61 0.5 0.0398 0.67 I 1,36 1485 0 + 1071 } Oy • 02 000;, I 63 q ,1895i 1.32 1.040• 2.4 2.25 3.14 2.18 3.98: 0.9749 15,06 0.0363 0.0725 I 15.17 0.5 0.0398 1 0.1,114 x :90 0.1088 0 0 f 0.00 0.0000 I 15.81 1 689 ''. 3.08 0.1901 8.5 0.03 3.14 2.16 I 0.0721 10,40: 0.0485 13.63 0.0361 0.0721 0.0725 1 I 13.94 0.5 I 0.0398 0.67 138 I 11'46 t 0 ;0725 0.0038 0 0.00 0.0000 I 15.09 1 18780' 3,87 j I l I i 1.25 13.08 4 U.0725 (s,. p0 y 0.0980 0.09 {` 0.00 0.0000 i 13.98 1823 i 1.27 I I I I I I I (--- 0.0741 2.0 1.02 0.79 0.28 0.0013 44.26 0.0162 I 48.25 0.0006 0.0013 48.25 I 0.5 ! 0.0398 0.67 0.87 . 0.043: 5.6 0.43 0.79 0.51 0.0041 3588, 0.0131 ! 44.25 I 0.0020 0.0041 44.20 I 0.5 0.0398 0.67 4437:6921 0.00 0.00, , 0.0000 ' 0,00 0.00 0.0000 48.25 f 50 25.) 2.00 0.178' 7.5 0.10 0.79 1.89 0.0552 .35.50' 0.0564 I 35.56 I 0.0276 0.0552 35.64 I 0.5 I 0.0398 0 87 0. 00013 > :g0� 3 0.0054 0.00: 0.00 0.0000 44.26 50 25 ' 5.99 I 1 I 0.74 34.24 NORMAL DEPTH FORT 8.771CFS t :0 0041 1. ? 0.0221 0.00'1 0.00 0.0000 35.68 313,5 0.84 �. I I my SWDM Manual WITH NO SIG TW = 0.40:FT ., ,� I I I I I I a I I I I I I I I Inch 1/16 56 b6 El. � Zb 66 06 6 19 IL 19 9 117 IC IZ wo I