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HomeMy WebLinkAboutPermit D13-096 - SEATTLE CITY LIGHT - TENANT IMPROVEMENTSEATTLE CITY LIGHT D13-096 City oslorukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206.1131-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov Parcel No.: 6874201170 Address: Suite No: Project Name: SEATTLE CITY LIGHT DEVELOPMENT PERMIT Permit Number: D13-096 Issue Date: 05/08/2013 Permit Expires On: 11/04/2013 Owner: Name: SEATTLE CITY OF SCL Address: 700 5TH AVE STE 3200 -AP , PO BOX 34023 98124 Contact Person: Name: MARY JUNTTILA Address: PO BOX 34023 , SEATTLE WA 98124 Contractor: Name: PELLCO CONSTRUCTION INC Address: P.O. BOX 82586 , KENMORE, WA 98028 Contractor License No: PELLCI*038QC Lender: Name: Address: Phone: 206 684-3825 Phone: Expiration Date: 11/24/2013 DESCRIPTION OF WORK: REPLACE DETERIORATED 230KV WOOD POLE TRANSMISSION STRUCTURES WITH (8) GALVANIZED STEEL MONOPOLES ALONG THE DUWAMISH-CRESTON (NORTH) LINE BETWEEN BEACON AV S AND EAST MARGINAL WAY SOUTH IN CITY LIGHTS 200 -FOOT WIDE TRANSMISSION RIGHT OF WAY. THIS WORK INCLUDES BUILDING TEMPORARY OR PERMANENT RETAINING WALLS THAT ARE GREATER THAN FOUR FEET IN HEIGHT AT (4) OF THE NEW MONOPOLE FOUNDATION LOCATIONS: A TEMPORARY GRAVITY BLOCK RETAINING WALL AT SITE 8, A PERMANENT GRAVITY BLOCK WALL AT SITE 4, A STRUCTURAL EARTH WALL AT SITE 5, AND A STRUCTURAL EARTH WALL AND SOLDIER PILE WALL AT SITE 7. Value of Construction: 4,900,000.00 Type of Fire Protection: Type of Construction: Electrical Service Provided by: SEATTLE CITY LIGHT Fees Collected: $42,848.90 International Building Code Edition: 2009 Occupancy per IBC: **continued on next page** doc: IBC -7/10 D13-096 Printed: 05-08-2013 Public Works Activities: Chanrtelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: N Number: 0 N N Start Time: Volumes: Cut 0 c.y. Size (Inches): 0 End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: Date: Public: Non -Profit: N Public: I hereby certify that I have read and ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie whether specified herein or not. The granting of this construction or th to this permit. Signature: ermit does not_pr.-sume to give authority to violate or cancel the provisions of any other state or local laws regulating rmance of wor authorized to sign and obtain this development permit and agree to the conditions attached Print Name: r►� Date: /13 This permit shall bec3n{e 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. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be required. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection doc: IBC -7/10 D13-096 Printed: 05-08-2013 approval. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 9: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 10: ***PLANNING DEPARTMENT CONDITIONS*** 11: The landscaping shown on plans submitted for this permit are not approved as part of the building permit, but were reviewed and are subject to the condtions of Special Permission permit L12-036 and Public Works Permit PW 12-117. doc: IBC -7/10 D13-096 Printed: 05-08-2013 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION 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** SITE LOCATION Site Address: Tenant Name: Seattle City Light King Co Assessor's Tax No.: 6874201170, 3348402700, SCL Transmission ROW between Beacon & E IVh Suite Number: N/A Floor: N/A New Tenant: ❑ Yes VI ..No PROPERTY OWNER Name: Mary Junttila Address: P.O. Box 34023 Name: Seattle City Light Phone: (206) 684-3825 Fax: Email: mary.junttila@seattle.gov Address: P.O. Box 34023 State: City: Bellevue State: WA City: Seattle State: WA Zip: 98124 CONTACT PERSON — person receiving all project communication Name: Mary Junttila Address: P.O. Box 34023 City: Seattle State: WA Zip: 98124 Phone: (206) 684-3825 Fax: Email: mary.junttila@seattle.gov GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: Company Name: N/A Engineer Name: Robert Richardson City: State: City: Bellevue State: WA Zip: Phone: Fax: City: State: Contr Reg No.: Phone: Exp Date: Tukwila Business License No.: H:\ApplicationsWorms-Applications On Line\2011 Applications\Permit Application Revised- 8-9-11.docx Revised: August 2011 bh ARCHITECT OF RECORD Name: N/A Company Name: HDR Engineering Inc Company Name: N/A Engineer Name: Robert Richardson Architect Name: City: Bellevue State: WA Address: Phone: (425) 450-6315 Fax: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: N/A Company Name: HDR Engineering Inc City: State: Zip: Engineer Name: Robert Richardson Address: 508 108th Ave NE, Suite 1200 City: Bellevue State: WA Zip: 98004 Phone: (425) 450-6315 Fax: Email: robert.robertson@hdrinc.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: N/A Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 4,900,000 Describe the scope of work (please provide detailed information): Existing Building Valuation: $ Seattle City Light is replacing deteriorated 230kV wood pole transmission structures with 8 galvanized steel monopoles along the Duwamish-Creston (North) Line between Beacon Ave S and East Marginal Way South in City Light's 200 foot wide Transmission Right of Way. This work includes building temporary or permanent retaining walls that are greater than 4 feet high at four of the new monopole foundation locations: a temporary gravity block retaining wall at Site 8, a permanent gravity block wall at Site 4, a structural earth wall at Site 5 and a structural earth wall and soldier pile wall at Site 7. Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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 of 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: 0 Compact: 0 Handicap: 0 Will there be a change in use? 11 Yes © No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ 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 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1Applications\Forna-Applications On line12011 Applications\Permit Application Revised - 8-9-1 I.docc Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 151 Floor rd Floor 3`d Floor Floors thru Basement Accessory Stricture* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 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 of 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: 0 Compact: 0 Handicap: 0 Will there be a change in use? 11 Yes © No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ 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 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1Applications\Forna-Applications On line12011 Applications\Permit Application Revised - 8-9-1 I.docc Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES - 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 grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 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 OW Signature: Print Nam Mary un e a Day Telephone: (206) 684-3825 Mailing Address: Seattle City Light; P.O. Box 34023 Seattle WA 98124 Date: 03/08/2013 H:Wpplications'Forns-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh City State Zip Page 4 of 4 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov RECEIPT Parcel No.: 6874201170 Permit Number: D13-096 Address: Status: APPROVED Suite No: Applied Date: 03/15/2013 Applicant: SEATTLE CITY LIGHT Issue Date: Receipt No.: R13-01528 Payment Amount: $25,970.80 Initials: WER Payment Date: 05/06/2013 10:18 AM User ID: 1655 Balance: $0.00 Payee: CITY OF SEATTLE TRANSACTION LIST: Type Method Descriptio Amount Payment Check Authorization No. ACCOUNT ITEM LIST: Description 02175367 25,970.80 Account Code Current Pmts BUILDING - NONRES 000.322.100 STATE BUILDING SURCHARGE 640.237.114 25,966.30 4.50 Total: $25,970.80 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No.: 6874201170 Address: Suite No: Applicant: SEATTLE CITY LIGHT RECEIPT Permit Number: D13-096 Status: PENDING Applied Date: 03/15/2013 Issue Date: Receipt No.: R13-01058 Payment Amount: $16,878.10 Initials: JEM Payment Date: 03/15/2013 11:26 AM User ID: 1165 Balance: $25,970.80 Payee: CITY OF SEATTLE TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2154040 16,878.10 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 16,878.10 Total: $16,878.10 rine- Rnrcin4_f1R PrintPri• f -15_7l1l INSPECTION RECORD Retain a copy with permit INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 013-0% 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project., • 64Ai"Type of Inspection; Ms ( i f W.:1104Z Address: Date Called: Special Instructions: C161/144-- Date Wanted: a.m. p.m. Requeste0h. Phone No: � 4 eNg • S3S-q Approved per applicable codes. LJ Correction required prior to approval. COMMENTS: o kL— Inspector: :Yr:70/144C* REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit b\ -09b INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Pr ject: ati�R ili� �L+ Type of Inspection: SvtIS Pi&sinih �j 1►rtkl Address: I 1 Date Calle: J S_ 1 o rg— IS - Special Special Instructions: Date Wanted: a. Requester: Sob SI—&ijturf Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: Sb1ISiviSLt71� umIA4111//i!� F114 pr /e .f J Date: /0/572o/S pi $58.0d'REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project, `oC'tli-C:1-1\t �,)% Type of Inspection- I- Cog -01 Address: Date Called: 1 -O6 -I ; ,•S(•--- 1.-aw.. MT i i t.1-- , Special Instructions: Date Wanted: a.m.. • • Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: n�c c7 lee 6'1 - A P� t e..) o .0 (j,o-P t- , iv A (z.) Foc-i- 1t, - appieNtv6 C3")- V -7-N,18. is 4 -,.‘.1 -- (-1-C9id•-/-7k.---4 c-J�� �eo "1 -tvs WS °..+obLi "� --7--;:7S7 LA - `r) So.Pr,, A 1 C26).")0 I Ion (,xe A -I--( la. . , re -51 InspecOi: 1 to n MEIN PECTION.FEE REQUIED. Prior to ext inspection, fee must be i at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. p�: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 v._ 12._(206) 431-3670 Permit Inspection Request Line (206) 431-2451 Prot: (-r-FL£ CIA li L;(1 Type of Inspection: I— OCT 1 P J( Address: Date Called: Special Instructions: Date Wanted:Ca:m. CI --2-0 — 1-.2 P.m. Req ester: iAUe__ Phone o: QApproved per applicable codes. LJ Corrections required prior to approval. l2 COMMENTS: re-. 0 5 SI T ny i EINSPECTION FEE R paid at 6300 Southcent Dated �QUIRED. Prior to next inspection, fee must be r Blvd., Suite 100. Call to schedule reinspection. 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 Permit Inspection Request Line (206) 431-2451 bk-3-09 Pro ect: Type of Inspection: Address: Date Called: Special Instructions: l i e ...7 Date Wanted: ate;, Ct — 1 0 —1 ' P.m. Requester: \ ri- Il Phone No: 7-0 (.0 7&0-047`( LJApproved per applicable codes. !__ ] Corrections required prior to approval. COMMENTS: \,,.SPq( Inspect' r: Date: I I R 1 SPECTION FEE REQIPi11ED. Prior -to nkxt inspection. fee must be p• id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. 11 r INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: S Q A Fr LE.__ C ITt-( 1..1(014 ; Type of Inspection: � oii, i3 i o) W A ( I Address: • Date Called: Special Instructions: Date anted: Requester: Phone No: -a G-1 -I �6 U ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: (, t) J PO. Ac 0,.Js -1PL 6, 5?' t'Ae E dt)(--` 41-: Ayu Date: ,v► .A ...b 1 1l r A I )SPECTION FEE REQU RED. Prior to inspection, fee must be i6 at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD. Retain a copy with permit 13-C1 INSPEC ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 - Project: SEP TL C(Ttiuc,fil" Type of Inspection:.. (-(s-1( rubATI 0-W A1\ Address: Date Called: S040,.v/J1 Special Instructions: • Date Wanted: S" !2_.I3 CID p.m. Requester: y5P21 Phone No: Approved per applicable codes.. Corrections required prior to approval. COMMENTS: T. d 0.S--ir' - 9H9r S040,.v/J1 -1..�/ _(,0-r/0 y5P21 N. Date _ /� _ I-5 INSPECTION FEE IIEQUIRED. Pria to next inspection, fee must be aid at 6300 Southcedter Blvd.. Suite,/100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION bi3'bS-6 6300 Southcenter Blvd., #100, Tukwila. WA 98188 1., (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: BfAirt.; . 0.tiy Ltc Type of Inspection: r' Fd1.trJ1::::,A1-- It W4 t1 Address: Date Called: ~ Special Instructions: «.. Date Wanted: 7-- 31-- 1-3 a r p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: 0 Corrections required prior to approval. 1 pect a r: n RE NSP CTION FEE REQUIRE . Prior to next spection. fee must be pai at/6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: `7- 3 i 7-3 - • f INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 `tc- (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: r7)F. it 07114 4 Lito)47- Type of Inspection: iftlitICTIO v3 PH 1 Address: Date Called: Special Instructions: Date Wanted: -7-- .c 1 -2, �7 `P"rn Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. 'g COMMENTS: r1�lA .3SS iRti SYzI C2Pt)iPtA)(30l Keva FC Date El SPECTION FEE REQIfIRED. Prior to next inspection. fee must be pa' a at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 ; (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: E vcit-E_ e_ i �I LK) Type of Inspection: t -a i v -o c j -J c Address: Date Called: a) (..:!0\\C fele c eo IsAiu_,,,,S� t \4wS� `�Cke c'c i 1 ,e41,0v f 7 S B 9 S �' k..0 Special Instructions: Date Wanted: - f ci - 1"-2D ars �•m• Requester: Phone No: c. 0 Approved per applicable codes. Q Corrections required prior to approval. COMMENTS: 1:.9 S 1_t e tt°5 S....GO UO ALL- . C...P., i e'''1/4)Ai - o eek bye t` (x)Q2 eS1).novec ,o (27,3 TE. IZ(-' So1Uf (,ccriEc4.1 a) (..:!0\\C fele c eo IsAiu_,,,,S� t \4wS� `�Cke c'c i 1 ,e41,0v f 7 S B 9 S �' k..0 '' Ce' J, -E--) N c-`kr 0 Je, - ; 4- 0 - ,_ f 0-- til 1 t- 41 —'\ v►FS, i ► 1►91aj z )` ,I k. 4/1". -,\ I ! REINSPECTION FEE REQUI ED. Prior to extriinspection. fee must be paid/at 6300 Southcenter Blv ., Suite 100. Call to schedule reinspection. Da _ 3 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 Permit Inspection Request Line (206) 431-2451 i3-C,\Ch Project: AiTLi. Cl ITL( Li C, it Type of Inspection: I - our (Q C., Address: Date Called: Special Instructions: Date Wanted: -7, 1 S _ c--)-) (em. pm. Requester: Phone No: (9-0(n-7c`3(-0147Li 0 Approved. per applicable codes. .Corrections required prior to approval. COMMENTS: 1 Cis 0 i" c? r4- 2n pev-i A$P P J F) rr41;-( ticTALgBt.ry S ': cto R' NSPECTION FEE REQUIRED. Fl to next inspection, fee must be •aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Da ,--, 8_1 ce 1 - 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 Permit Inspection Request Line (206) 431-2451 bt2 09 Project: 031-(4 Utz:, Type of Inspection: HT- 2Rc -Q un1si 8)16 i I Oil A4 i 1 L_ Address: Date Called: rr V1\1 --I ► �.0 1� �'1 k Special Instt u tions: Lith f? SQOK *1n€ I O — Ir4 Date Wanted:. (5.-- Iia -- I ?j a T tp�m_ Requester: R(`k1 c.Mfn'K1. t Phone No: Approved'per applicable codes. Corrections required prior to approval. COMMENTS: (,'\ 1 r rr V1\1 --I ► �.0 1� �'1 k �- Q \1?TIT r - t I tC(.t.) t 4 J ARcal. N3C_ I` 0;1 1/ 1 0.5 tYtTiA i,Nv k 1Ai �iri,ocnrIc t 4 \, 1 Inspector: Date: . ( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 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 Permit Inspection Request Line (206) 431-2451 b i 3-0q ,49 Project: A i t.f__ 0.7.17:(-( Type of Inspection: H7 t-DRc -Q n k:1 — t�i1i6 f).6k Address: e:5IA Date Called: Special Instructions: Y;h IP SpOK. tiNIF I 0 —!p"4 Date Wanted:. ta"rrm Requester:�� ° Phone No: _ ;y 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: (.7-• V"'- rr ;y ;'Vis::?"- i A.t. ` 1 .3i t k1 \ x � !1 t i IC I tC i . 1 ,l a• ,\_,--. 0-i ti 1 . . � '.__-.--__1:7. { v Inspector: REINSPECTION FEE REQUIRED. Prior to paid at 6300 Southcenter Blvd.. Suite 100. Date: next inspection. fee must be Call to schedule reinspection. d 7 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 Permit Inspection Request Line (206) 431-2451 Project: Type of Inspection: r V f +T ' (..4l1 )J cri'i Address: Date Called: '1----"'P(AlCA Qd; A Vrr'iL/1i;i._E.. Special Instructions: Date Wanted: -7_. i'_,m C.m. pm. Requester: e 1 ;^ 1 ) Ii_`L.\ii L "''\--1_\14,1-i <> I`li.'jy)ui z') t-+‘ :l Phone No: _ 21 Approved per applicable codes. Corrections required prior to approval. COMMENTS: I -1-1- Type of Inspection: - i_ c-- j IQ r V f +T ' (..4l1 )J cri'i "vZV f 1' A.PP .° 'Y r `= ;_t a.. , Z ,l: SO )U-05 C c3i C41 '1----"'P(AlCA Qd; A Vrr'iL/1i;i._E.. a. Requester: Phone No: e 1 ;^ 1 ) Ii_`L.\ii L "''\--1_\14,1-i <> I`li.'jy)ui z') t-+‘ :l . % r N. s 5 ctoi: Date.; �j REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 3 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 Permit Inspection Request Line (206) 431-2451 1..\ 3 Project: f \ L 4 (` ` t ` ` ‘...Jct 5 F E --� -1-1- Type of Inspection: - i_ c-- j IQ r V Address: Date Called: `= ;_t a.. , Z ,l: SO )U-05 C c3i C41 Special Instructions: Date Wanted: a. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: r. { 1 - ri e GO, civ. L.� . ,; ,, l e��-f . �� c e(k °r- - O2 �Ci5r1V Y, 10 G f `= ;_t a.. , Z ,l: SO )U-05 C c3i C41 '' i_.'0,30 f6Ae c�P(iI 1, ._2..._K1S' ---; iti4-w Sf icee '7` i\,.7 s• C? i..1 `) Y li. t -1A., v -r`' l.. (_• , k f e 1 ;^ 1 ) Ii_`L.\ii L "''\--1_\14,1-i <> I`li.'jy)ui z') t-+‘ :l . % Inspe or Da NKti►rw-7 tom ' 1 3 EINS' PECTION FEE REQUI ED. Prior to ext inspection, fee must be paid/at 6300 Southcenter BI .. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 1tz-- •(206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: L Tyke of Inspection: i-n_t9a c; 1'- 0-A i y ,....)c:L.VJ j 1rYi R. '-( `5?1( F y i T (51i Libt ilc k. ki3 fl 1) Address: Date Called: Date Wanted:'‘..- --F1-- t 3 Special Instructions: Date Wanted:•T- Requester: 0 4,7 Li Phone No: ao(0-7 J ot-75 ElApproved per applicable codes. EJCorrections required prior to approval. COMMENTS: Type of Inspection: r E-d1t.1I ,A, I c; 1'- 0-A i y ,....)c:L.VJ j 1rYi R. '-( `5?1( � e d oof,,i-c.-1 Date Called: Special Instructions: Date Wanted:'‘..- --F1-- t 3 .."7_-7 P.m. Requester: Phone No: 2.00 - -7 ,- 0 4,7 Li ti In`sRecto r • 4W--, 1;N) _ E1NSPECTION FEE REQUIRED. Prior to next inspection. fee must be ,4 at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Dat • I 5 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 11., (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: SFA i T`L;. c ti 4 LfG+r" Type of Inspection: r E-d1t.1I ,A, I w 4 I Address: Date Called: Special Instructions: Date Wanted:'‘..- --F1-- t 3 .."7_-7 P.m. Requester: Phone No: 2.00 - -7 ,- 0 4,7 Li DApproved per applicable codes. Corrections required prior to approval. COMMENTS: 1 0 t ( A,rt,/1,.Al CTION�l�FEE REQUIRE. Prior to next spection, fee must be paid! at%6300 Southcenter Blvd.. Suite 100. Call o schedule reinspection. Date: 3 A �` INSPE ON NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 L (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Type of Inspection: li ) It i #{.[. Type of Inspection: Date Called: Address: SpecialInstructions: Date Called: a:4 Special Instructions: ' Date Wanted: p.m. Requester: Phone No: j -- COMMEN f"5: nspettor: $RtINSPECiION FEEREQUIRED. Pn low at 6300 Southceriter Blvd.. Suite. 00. Call to schedule reinspection. to next inspection. fee must be INSPECTION RECORD Retain a copy with permit ION : PE MIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188(206) 431-3670 Permit Inspection Request Line (206) 431-2451 �' Pro' ! L.,I I-; Type of Inspection: li ) It i #{.[. Address: ' Date Called: SpecialInstructions: bate need: 3, a:4 Requester Phone No: nspettor: $RtINSPECiION FEEREQUIRED. Pn low at 6300 Southceriter Blvd.. Suite. 00. Call to schedule reinspection. to next inspection. fee must be INSPECTION RECORD Retain a copy with permit ION : PE MIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188(206) 431-3670 Permit Inspection Request Line (206) 431-2451 �' Pro' ! L.,I I-; Type of Inspection: li ) It i #{.[. Address: ' Date Called: SpecialInstructions: bate need: 3, a:4 Requester Phone No: COMMENTS. i)c) E r s .,. ,t F y.,, -(r ¥` 5 C. PECTION FEE REQU . Prior to next inspection. fee must be at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I SPE _ ION O. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206)431-2451 Project. ,� { Type of Inspection: ��i Address: Date Called: Date Called: Special Instructions: Date Wanted: `-' I 5., i -n6•: p.m. Requester: Phone No: Requer. INSP INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 9.. ) \� { }� I.,`!. i t 11 (...ice T9 &inspy{ ��i f.y Address: Date Called: Special Instructions: Date.Wanted: a.m.- p.m. Requer. Phi ,. f _ COMMEN-- Inspecti Date: REINSPECTION FEE RE * - = t . Prior to n xt inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. C� d per applicable codes. r1111.1•11•1111111.1•1 PECI'ION FEE IRED. Prior to next inspection. fee must be paid at -6300 Southcen Blvd_. Suite 100. Can to schedule reinspection. Inspecti Date: REINSPECTION FEE RE * - = t . Prior to n xt inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. C� d per applicable codes. r1111.1•11•1111111.1•1 PECI'ION FEE IRED. Prior to next inspection. fee must be paid at -6300 Southcen Blvd_. Suite 100. Can to schedule reinspection. Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory 4f -Frame z01z- 034 Site 1 1881 Cl 4000 Ska ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4,000 ysi @ LY (41:75 Plant: Seattle Cement Brand: 55any,7ony Date Poured 07/30/13 Truck No. 7644 Slump (AsTM-c143) 4 (In.) Ticket No. 768113 Air (ASTM -C231) 3 (%) Bat. Amt. 4.0 yd^3 Conc Temp (AsTM -c1o6 73 (F) Bat. Time r:-.44 414 Ambient Temp. 6f (F) Test Time 43FA 41 Bid Item(s) 1z Pick-up Date: 07/31/13 Specification Ref. 6-0z Source: oxtporttand Type: r-rr, stay Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. CITyFE1VEp f.. T UKwi� MARO1 72014 PERMIT CENTER COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi T444. - - - - - - - - - - Ctilisa.er 4x8 7 82,000 6,460 4.02 12.69 8.98 153 8/6/13 5 GS kart ZS' 98,200 7,780 4.01 12.63 8.94 - 153 8/,27/13 5 GS Zr 99,000 7,760 4.03 12.76 8.93 151 8/,27/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % • Field Test By: JP/995 Cylinders Made By: JD/995 NOTES: Q.0 a*C 10 o f'30. f gal on site Prepared on 2/27/2014 (2013.07.30) Concrete 9446 MD_1881 Project PW# Location Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) 4f -Frame Date Poured 07/30/13 Truck No. 01Z -Of? Slump (ASTM -C143) 71/Z (In.) Ticket No. sites Air (ASTM -C231) z•f (%) Bat. Amt. Mix Design No. 1881 Conc Temp (ASTM -c,ot; 7F (F) Bat. Time Concrete Class ct 4000 Ambient Temp. 61 (F) Test Time Description SlaftConcrete Bid Item(s) Design Strength: 4,000 psi @ ZS 0475 Specification Ref. Plant: Seattte Cement Brand: Ssanyllony Source: Catporttanr( 1z 1. -OZ Type:. I -TI, stay 71?1 76812.1 ?.0 yd^3 Y2 A7<t 10:00 ATt Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 07/31/13 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `7447 - - -- - - - - - - Gt,linler 4x8 7 68,400 5,390 4.02 12.69 8.84 150 8/6/13 5 GS kart ZS 83,000 6,540 4.02 12.69 8.88 151 8/,z7/13 5 GS Zr 79,000 6,220 4.02 12.69 8.88 151 Y/Z7/f3 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount 94 Field Test By: JP/995 Cylinders Made By: JP/96 NOTES: Q.G a.* { ff o f'3.Z gal Dn site Prepared on 2/27/2014 (2013.07.30) Concrete 9447 MD_1881 Project PW# Location Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) If-Fra/ne Date Poured 07/30/13 Truck No. ZOIZ-034 Slump (ASTM -C143) 61/4- (In.) Ticket No. Site Air (ASTM -C231) (%) Bat. Amt. Mix Design No. 1851 Conc Temp ‘ASTM -C1o678 (F) Bat. Time Concrete Class Ct 4.000 Ambient Temp. 61 (F) Test Time Description Skaft Concrete Bid Item(s) Design Strength: 4-,000 psi @ ZS 015 Specification Ref. Plant: Seattle Cement Brand: 55a1,4j>7ony Source: Catporttaru( 1z 6 -OZ Type: r-rr, stal 7176 768ff4- ?.0 yd^3 8:49Alt 10:1fATt Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 07/303 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi '7448 4'8 - - - - - - - - - - Cif liqer4x8 7 80,000 6,300 4.02 12.69 8.97 153 8/6/13 5 GS kot4 ZS 96,000 7,530 4.03 12.76 8.99 152 8/,27/13 5 GS zf 95,100 7,490 4.02 12.69 8.97 153 8/,27/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: J/96 Cylinders Made By: JP/995 NOTES: 2C ktrRe410 of 30..4gat on site Prepared on 2/27/2014 (2013.07.30) Concrete 9448 MD_1881 Project PW# Location Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) U -Frame Date Poured 07/30/13 Truck No. 7171 ,LOLL -03? Slump (ASTM -C143) 8 (In.) Ticket No. 714711 Site l Air (ASTM -C231) 4' (%) Bat. Amt. Y•0 yd^3 Mix Design No. 1771 Conc Temp ‘ASTM -C10(v78 (F) Bat. Time 10z¢Al'i Concrete Class Gl ¢000 Ambient Temp. 61 (F) Test Time 10:4-1, Description Skaft Concrete Bid Item(s) 1z Pick-up Date: 07/31/13 Design Strength: 4-,000 psi @ Z8 rZa1/$ Specification Ref. L -OZ Plant: Seattle Cement Brand: 5san9yon9 Source: Catporttant( Type: 1-11, slit" Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `74.4,T - - - - - - - . - - - Gtitin4er 4x8 7 75,200 5,920 4.02 12.69 8.85 151 8/6/13 5 GS koq ,28 89,400 7,040 4.02 12.69 8.90 151 8/,27/13 5 GS Zf 91,000 7,170 4.02 12.69 8.82 150 8/,7/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount Yo Field Test By: JP/95 Cylinders Made By: JP/9 NOTES: 2G a RerZ t0 of 31.3 gat on site ant( TO oz o f A-ir to q7 oz Prepared on 2/27/2014 (2013.07.30) Concrete 9449 MD_1881 Project PW## Location Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) Date Poured Slump (ASTM -c143) Air (ASTM - C231) 0rft?/13 7 at/A• Truck No. (In.) Ticket No. 763E 7811.6 (%) Bat. Amt. ?.0 ydA3 Mix Design No. 1881 Conc Temp (AsTM . c1os. 8¢ (F) Bat. Time 1L:1877 Concrete Class Ct+000 Ambient Temp. 74 (F) Test Time z:11 ix Description 51 ft Concrete Bid Item(s) 14, 1f Pick-up Date: 08/.0/13 Design Strength: 4,000 psi @ ZSeta+/s . Specification Ref. 6-0z Plant: Seattle Cement Brand: Ssart.917on9 Source: Catporttanr( Type: I-II, slag Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield . Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft"3 DATE SHAPE/ NAME Initial lbs psi `Ifz7 - - - - - - - - - - Critincter 4-xY 7 64,000 5,020 4.03 12.76 8.78 149 8/,26/13 5 GS kolrt ,28 81,200 6,400 4.02 12.69 8.87 151 `1/16/13 5 GS Zr 77,600 6,110 4.02 12.69 8.83 150 ?/16/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: Jjn Cylinders Made By: Jj) NOTES: (LC ar{rferq f0 o f 33.3 gat water Prepared on 2/27/2014 (2013.08.19) Concrete 9527 MD_1881 Project PW# Location Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) 91--Fra/ne Date Poured os/r4/1j Truck No. 71f7 LOfL-034 Slump (ASTM -C143) 81/z (In.) Ticket No. 781»4 Sitez Air (ASTM -C231) N/A' (%) Bat. Amt. '7.0 ydA3 Mix Design No. t881 Conc Temp (ASTM -c106, r4 (F) Bat. Time 3:03P14 Concrete Class Ct 4'000 Ambient Temp. 7? (F) Test Time 3:f&174 Description 5Aaft Concrete Bid Item(s) 14', !f Pick-up Date: 0Y/Z0/13 Design Strength: 4,000 psi @ ZS' t(ais Specification Ref. 6 -oz Plant: Seattle Cement Brand: 5514,111/01 Source: 6atyorttan4 Type: 1-11, gal Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `IfZ' - - - - - - - - - - cry lin.der 4x8 7 72,800 5,740 4.02 12.69 8.84 150 Y/Z6/f 5 GS fold ZS. 87,200 6,870 4.02 12.69 8.89 151 4/!6/!3 5 GS -' 88,200 6,950 4.02 12.69 8.87 151 4/!6/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total lb. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: JP NOTES: Prepared on 2/27/2014 Cylinders Made By: JD (2013.08.19) Concrete 9529 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory 4f -Frame zorz-o39 Site 3 1851 61.4000 Ska ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4-,000 psi @ ZIT 4pu s Plant: Seattle Cement Brand: 5san9yonl Date Poured 07/31/0 Truck No. 7633 Slump (ASTM -c143) 71/Z (In.) Ticket No. 76433f Air (ASTM -c231) Z.f (%) Bat. Amt. q•0 yd^3 Conc Temp (ASTM -c106,77 (F) Bat. Time P:4LAlt Ambient Temp. Li (F) Test Time 10:2f1Y i Bid Item(s) 14, 1f Pick-up Date: o8/or/13 Specification Ref. L -OZ Source: Gatyorttand Type: 1-11, stag Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi ‘74-11, - - - - - - - - - - eAllinrper4x8 7 65,600 5,140 4.03 12.76 8.92 151 8/7/!3 5 GS kol4 ZY 81,000 6,380 4.02 12.69 8.94 152 17/,8/!3 5 GS lif 79,600 6,240 4.03 12.76 8.94 151 8/,Z8/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: jP/95 Cylinders Made By: pigs NOTES: 2C a.ctrectZ8.8 o fz8.8 water 3/!0 gal A -DVA' Prepared on 2/27/2014 (2013.07.31) Concrete 9456 MD_1881 Project PW# Location Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) -Frame Date Poured 07/31/13 Truck No. 70? 2.012-05f Slump (ASTM -C143) 7 (In.) Ticket No. 764,ff Site, Air (ASTM -C231) (%) Bat. Amt. q•0 yd^3 Mix Design No. 1881 Conc Temp (ASTM -c,os 78 (F) Bat. Time q:00, Concrete Class Ct 4.000 Ambient Temp. 61 (F) Test Time 10:4-0M+4 Description SkaftGoncrete Bid Item(s) 14•, 1f Pick-up Date: 08 01/1, Design Strength: 4-,000 psi @ Z8 oasis Specification Ref. 6 -OZ Plant: Seattle Cement Brand: Ssant]iiont] Source: Catrrtlanr( Type: r-rr, slat] Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi '7417 - - - - - - - - - - C /t inAer 4x8 7 64,000 5,020 4.03 12.76 8.80 149 8/7/13 5 GS lwlq ZS 83,200 6,560 4.02 12.69 8.84 150 8/,Z8/f3 5 GS Zr 85,200 6,710 4.02 12.69 8.88 151 8/,Z8/f3 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: Jfl/995 Cylinders Made By: p/9 NOTES: 2C arRett 10 o f 30.Z Tal water Prepared on 2/27/2014 (2013.07.31) Concrete 9457 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory 4f -Frame z01z-o3? Site 3 18s1 Gt 4000 Shaft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4-,000 psi @ZBcfaiis Plant: Seattle Cement Brand: Ssanyyonl Date Poured 07/31/13 Truck No. f34'? Slump (ASTM -C143) F1/4- (In.) Ticket No. 764f4T Air (ASTM -C231) 3 (%) Bat. Amt. 4•o yd^3 Conc Temp (ASTM -C10678 (F) Bat. Time 10:0 Alt Ambient Temp. 61 (F) Test Time 1L:00A14 Bid Item(s) 14.,1E Pick-up Date: 08/01/13 Specification Ref. 6-0z Source: Gatporttanr( Type: r-rr, sta9 Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `14f8 - - - - - - - - - - Ctjlin4er4xY 7 80,200 6,290 4.03 12.76 8.90 151 Y/7/13 5 GS (oto Zg 96,800 7,660 4.01. 12.63 8.96 153 8/,28/13 5 GS 2'f 93,800 7,390 4.02 12.69 8.94 152 8/,28/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: JD/995 Cylinders Made By: JP/95 NOTES: Q.0 ac{4eA 0 of Z?.* gat water fj + Z4- oz ADVA- Prepared on 2/27/2014 (2013.07.31) Concrete 9458 MD_1881 Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) Project if -Triune Date Poured07/31/13 Truck No. 7171 PW# Lou -039 Slump (ASTM -C143) 8 (In.) Ticket No. 761414 Location Site Air (ASTM -C231) 3•f (%) Bat. Amt. ?.0 yd^3 Mix Design No. 1881 Conc Temp (ASTM -C106144 (F) Bat. Time 41OfPM Concrete Class Cl 4000 Ambient Temp.70 (F) Test Time f:"--0 PM Description SkaftConcrete Bid Item(s)14, 1f Pick-up Date: Design Strength: 4,000 psi @I Zr etowis Specification Ref. 1.-0L Plant: Seattle Cement Brand: Ssanytiony Source: Calporttant( Type: 1-11, stay Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 08/0l/13 COMPRESSIVE STRENGTH (ASTM C 39 /C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi •`4'fy - - - - - - - - - - Ctitiii*r 4x8 7 66,200 5,190 4.03 12.76 8.74 148 8/7/13 5 GS kotr ZS 81,200 6,400 4.02 12.69 8.84 150 8/,28/13 5 GS zr 80,200 6,320 4.02 12.69 8.74 149 8/,28/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount Field Test By: JD/96 Cylinders Made By: JP/995 NOTES: 4.0 a.r�rter4zYo of 33.3 gal water Prepared on 2/27/2014 (2013.07.31) Concrete 9459 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory ;f -Frame ZOLL-OP? Site 3 18yr Cl 4000 Sitaft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4-,000 psi @ Zr4 s Plant: Seattle Cement Brand: 65an9yony Date Poured 07/31/13 Truck No. Slump (ASTM -C143) 4 (In.) Ticket No. Air (ASTM -C231) ¢•f (%) Bat. Amt. Conc Temp (ASTM -C10& 0 (F) Bat. Time Ambient Temp. 70 (F) Test Time Bid Item(s) Specification Ref. Source: Catportlanr( 14-, 1f 6-O.Z Type: 1-11, stag 7181 764463 4.0 yd^3 4-:z7 pM 6:00 pM Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. ' Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 0r/01/13 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number AGE BREAKING STRENGTH, Average Area WEIGHT DENSITY SHAPE/ Initial Size/Shape days lbs psi Diameter/Length (.01 in) .01 lbs. 1 Ib/ft"3 DATE NAME `74.63 - - - - - - - - - - Ct'lim er 4x8 7 69,400 5,440 4.03 12.76 8.76 148 8/7/13 5 GS iwq ,Z8 84,000 6,620 4.02 12.69 8.82 150 8/,28/13 5 GS . ' 84,200 6,670 4.01 12.63 8.86 152 8/,28/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount 94 Field Test By: JD/95 Cylinders Made By: JP/9$ NOTES: 2C a4rfet( 0 o f33.8 gal water Prepared on 2/27/2014 (2013.07.31) Concrete 9463 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory 1 f-Frahne ZO1Z-OM Site 4- 1811 1811 Cl 4000 Ska ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4,000 psi @ ,Z8 015 Plant: Cement Brand: Seattle Ssan9sion9 Date Poured 0Y/1Z/13 Truck No. Slump (ASTM -C143) 71/Z (In.) Ticket No. Air (ASTM -C231) 3.1 (%) Bat. Amt. Conc Temp (ASTM - C106, 71 (F) Bat. Time Ambient Temp. 71 (F) Test Time Bid Item(s) Specification Ref. Source: calyortt .nd 14, 11 6-04 Type: I -TI, slag f3f6 776138 Y.0 yd^3 1032 s1✓M 11:4f sHM Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 01/13/13 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area • (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `14'`17 - - - - - - - - - - Cllincer 4x8 7 73,400 5,810 4.01 12.63 8.80 151 8/lf/13 5 TR kol4 ZY 86,400 6,840 4.01 12.63 8.81 151 '/f/13 5 GS Zf 90,400 7,160 4.01 12.63 8.80 151 ?/` /13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: JP/9$ Cylinders Made By: IJ/9 NOTES: 26 actrj'e4 10 of 33.,Z gat water Prepared on 2/27/2014 (2013.08.12) Concrete 9497 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory 4f-Fracne zotz-o3? Site 4 1,571 GI 4000 Siva -ft Concrete CONCRETE TEST REPORT (ASTM C39) Design Strength: 4-,000 psi @.Z '4 is Plant: Seattle Cement Brand: Ssanyyony Date Poured Wail, Truck No. Slump (ASTM -C143) ? (In.) Ticket No. Air (ASTM -C231) (%) Bat. Amt. Conc Temp (ASTM-c1o6.80 (F) Bat. Time Ambient Temp. 70 (F) Test Time Bid Item(s) Specification Ref. Source: GatporttMu 14, 11 6-0z Type: 1-11, stag 7667 7761f0 9.0 yd^3 10:43.4 4 1Z:117 4 Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 08/13/13 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `I412I - - - - - - - - - - Cilinc{er 4x8 7 67,400 5,340 4.01 12.63 8.80 151 8/1`1/13 5 TR. kolk ZY 82,800 6,520 4.02 12.69 8.83 150 `1/`1/13 5 GS Zf 90,000 7,090 4.02 12.69 8.85 151 `t/V/3 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount Field Test By: JP/95 Cylinders Made By: JP/995 NOTES: 2C a.cRq 1f of 33.f gal water Prepared on 2/27/2014 (2013.08.12) Concrete 9498 MD_1881 Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) Project It -Frame Date Poured 08/1Z/13 Truck No. 7617 PW# L01L-03f Slump (ASTM -c143) Yr/z (In.) Ticket No. 7762s0 Location Site 4. Air (ASTM -C231) (°%o) Bat. Amt. Mix Design No. tm Conc Temp (ASTM-Ct06.8-0 (F) Bat. Time Concrete Class Ct 400o Ambient Temp. 70 (F) Test Time Description SiiaftConcrete Bid Item(s)1¢>lf Pick-up Date: Design Strength: 4,000 psi @,Z8tatjs Specification Ref. L.OZ f.0 yd^3 LZ:04 pM 12:401'74 Plant: Seattle Cement Brand: Ssanyyony Source: Catporttani( Type: 1-1r, sta9 Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 08/13/13 . COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `I44/T - - - - - - - - - - Clilincfrr 4x8 7 68,400 5,390 4.02 12.69 8.80 150 8/14/13 5 TR ZY 86,800 6,840 4.02 12.69 8.85 151 4/4/13 5 GS Ziff 86,000 6,780 4.02 12.69 8.88 151 4/4/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: JP/995 Cylinders Made By: JP/9S NOTES: 2C a1{44 0 of 3.Z..Z Ica water Prepared on 2/27/2014 (2013.08.12) Concrete 9499 MD_1881 Project 4f -Frame pw# zofz-oil Location Site ¢ Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) Date Poured wait, Truck No. Slump (ASTM -C143) of/Z (In.) Ticket No. Air (ASTM -0231) a (%) Bat. Amt. Mix Design No. 1881 Conc Temp (ASTM -0106 8f (F) Bat. Time Concrete Class Gt 4000 Ambient Temp. 73 (F) Test Time Description Skaft Concrete Bid Item(s) Design Strength: 4,000 psi @ ZS' Mps Specification Ref. Plant: Seattle Cement Brand: Ssan9 yon9 Source: Gatportlanc 14, 13 6 -OL Type: 1-11, stag 7668 776366 1.0 yd^3 1:,uk4 z:00 Aat Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. DY/f3/f3 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `7100 - - - - - - - - - - CIlincfrr 4x8 7 70,200 5,560 4.01 12.63 8.70 149 8/l7/15 2 TR i.olcl ZY 82,600 6,540 4.01 12.63 8.69 149 `117/13 5 GS Lf 85,400 6,760 4.01 12.63 8.71 149 f/V/3 2 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount To Field Test By: JP/95 Cylinders Made By: JP/9S NOTES: 2G aqer(0 of 3.Z.'7 dal water Prepared on 2/27/2014 (2013.08.12) Concrete 9500 MD_1881 Project PW# Location Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) 4t-fratne Date Poured O'/1z/r3 Truck No. W. LO1L-034 Slump (ASTM -C143) 4x/4• (In.) Ticket No. 7764•x4 Site4- Air (ASTM -C231) 4'.4 (%) Bat. Amt. 4.0 yd^3 Mix Design No. /57/ Conc Temp (ASTM-C10Cvrt (F) Bat. Time z:orkAt Concrete Class el 4.000 Ambient Temp. 73 (F) Test Time z:3fA14 Description Skaft Concrete Bid Item(s) Design Strength: 4.,000psi @Z8rta1Js Specification Ref. 6 -Oz 14•, If Plant: Seattle Cement Brand: 55asuJilon9 Source: catyorttand Type: r-rr, sta9 Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. OF/r3/r3 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ftA3 DATE SHAPE/ NAME Initial lbs psi `7101 - - - - - - - - . - - Gtilinder 4x8 7 68,600 5,430 4.01 12.63 8.70 149 8/17/13 2 TR kart Z8 82,000 6,490 4.01 12.63 8.69 149 f/?/13 5 GS ,Zif 76,000 5,990 4.02 12.69 8.68 148 77/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount Field Test By: JD/95 Cylinders Made By: JP/95 NOTES: 26a dect0ofPZ.7gal Water +ZtOZA-DVAr Prepared on 2/27/2014 (2013.08.12) Concrete 9501 MD_1881 Project PW# Location Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) If -Frame Date Poured 04/!3/13 Truck No. 76f3 ZOtL-039 Slump (ASTM -c143) 71/.Z (In.) Ticket No. 7.71."4 Sites Air (ASTM -C231) 3 (%) Bat. Amt. q•0 yd^3 Mix Design No. 1P81 Conc Temp (ASTM -C106, 7Z (F) Bat. Time 7:,8.414 Concrete Class Ct 4000 Ambient Temp. 6,Z (F) Test Time 8.44Alvt Description 51,.aft e'mCrete Bid item(s) 14,11 Pick-up Date: 04/14/13 Design Strength: ¢,000 psi @Z84a17s Specification Ref. 6-0Z Plant: Seattle Cement Brand: 55as,91Jonl Source: 6atportian4 Type: I -1I, Slab Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi WO- - - - - - - - - - Cillin.lfrr 4x8 7 79,800 6,290 4.02 12.69 8.88 151 `I/Z0/l3 5 GS kola Zr 101,800 8,020 4.02 12.69 8.89 151 10/11/13 2 JD Zr 99,400 7,830 4.02 12.69 8.89 151 10/11/13 2 JD Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % • Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: 9. S1(ettata. Cylinders Made By: 9. Skelton NOTES: 2C ac(4 (Z0 v f 3,Z. q gat of water tj 4/10 APVA- on site Prepared on 2/27/2014 (2013.09.13) Concrete 9630 MD_1881 Project PW## Location Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) 1('-FrMnc Date Poured WW1, Truck No. 7'4.7 ,ZOtZ-034 Slump ‘ASTM •c143) 81/z (In.) Ticket No. 7?6327 sites Air (ASTM -C231) j•f (%) Bat. Amt. 4•o yd^3 Mix Design No. IYY1 Conc Temp ,ASTM -C10rv7L (F) Bat. Time 7:4•4414 Concrete Class Ct 4000 Ambient Temp. 6z (F) Test Time "0 Ali Description 5k. ftGoncrete Bid Item(s) 14,1f Pick-up Date: 0f/1 113 Design Strength: 4,000 psi @ ZS €ails Specification Ref. G -OZ Plant: Seattle Cement Brand: ssanjyonl Source: catporth.nt( Type: 1-11, stay Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi 11,31 - - - - - - - - - - Citintfer4x8 7 68,800 5,420 4.02 12.69 8.84 150 `t/Z0/13 5 GS kol4 z8 88,000 6,930 4.02 12.69 8.86 151 10/11/!3 2 JD .Zr 86 800 6,840 4.02 12.69 8.86 151 10/11/13 5 JD Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % . Field Test By: 9. Skelton. Cylinders Made By: 9. Skelton NOTES: a -C a444 1Fo f3,Z.8 Ica o f rater Prepared on 2/27/2014 (2013.09.13) Concrete 9631 MD_1881 Project PW# Location - Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory 4f -Franc zolz-o34 Site f 1871 Ct 4000 Stix ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4,000 psi @ ZY 0,+15 Plant: Seattle Cement Brand: 55aruIt)cn9 Date Poured 04/1,/13 Truck No. 7,344 Slump (ASTM -C143) 81/`I" (In.) Ticket No. 746433 Air (ASTM -C231) 3.f • (%) Bat. Amt. 4.0 yd^3 Conc Temp (ASTM -C106, 74 (F) Bat. Time P47 Alt Ambient Temp. 6z (F) Test Time 4.30A1c Bid Item(s) 14, 1f Pick-up Date: 04/14/13 Specification Ref. 6-0Z Source: catyorttand Type: r-rl, sta9 Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi '763,Z - - -- - - - - - - eitincfrr4x8 7 82,200 6,480 4.02 12.69 8.96 152 `t/.20/13 5 GS. kol4 28 99,000 7,760 4.03 12.76 8.97 152 10/11/13 5 GS zf 99,000 7,760 4.03 12.76 8.94 151 10/11/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount ok Field Test By: 9. Shelton Cylinders Made By: 9. 5ketton NOTES:LCa ctgfof34.x1ofrater Prepared on 2/27/2014 (2013.09.13) Concrete 9632 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory If -Frame zolz-039 Site f 1,571 Ct 4-000 Ska ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4-,000 psi @,zY0.17s Plant: Seattle Cement Brand: 5uvlujiptuj Date Poured 09/13/13 Truck No. 7669 Slump (ASTM -C143) s (In.) Ticket No. 74640¢ Air (ASTM -C231) 3.1 (%) Bat. Amt. 9.o ydA3 Conc Temp (ASTM -c106, 74- (F) Bat. Time 10:zc Alt Ambient Temp. 6Z (F) Test Time 11:0! Alt Bid Item(s) 14-, 1f Pick-up Date: 09/1¢/13 Specification Ref. 6-0z Source: &P-tpQrtt m Type: I-II, sial Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft"3 DATE SHAPE/ NAME Initial lbs psi `t633 - - - - - - - - - - Ciilisa.r(er 4x8 7 73,200 5,770 4.02 12.69 "8.93 152 `I/.Z0/13 5 GS 6i:otrq " 97,000 7,640 4.02 12.69 8.90 151 10/11/13 2 JD Zr 91,600 7,220 4.02 12.69 8.90 151 10/11/13 2 JD Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: 9. Skelton Cylinders Made By: 9. Skelton NOTES: (LC ache€( l0 o f 38.d gat of water Prepared on 2/27/2014 (2013.09.13) Concrete 9633 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory -Frame L01Z-03? Site 6 1881 CI 4000 Sita ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4,000 psi @ ZY t is Plant: Seattle Cement Brand: Ssanyrny Date Poured 04/30/13 Slump (ASTM -C143) Yl/.L Air (ASTM -C231) Conc Temp (ASTM -C106 70 Ambient Temp. 13 Bid Item(s) Specification Ref. Source: Gatporttand 14,11 6 -OZ Type: Truck No. 7641 (In.) Ticket No. rOLlh' (%) Bat. Amt. (F) Bat. Time (F) Test Time r-rr, stay ?.0 ydA3 10:Z? Afil 11:17 Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 10/01113 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `Id q0 - - - - - - - - - - Citint(er 4x8 10 101,200 7,970 4.02 12.69 8.79 150 10/10/1 2 TR (wt4 Z8 114,200 9,040 4.01 12.63 8.77 150 10/ZY/13 5 GS Zf 112,600 8,870 4.02 12.69 8.79 150 10/ZY/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: JP Cylinders Made By: JJ NOTES: Q.0 acd4q 0 of 0.1 /at of water on site Prepared on 2/27/2014 (2013.9.30) . Concrete 9690 M D_1881 Project PW# Location Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) 1+-f as+.o Date Poured WW1, Truck No. 7610 2012-014 Slump (ASTM -0143) '71/4 (In.) Ticket No. Y06r31 Site 1, Air (ASTM -c231) (%) Bat. Amt. q•0 ydA3 Mix Design No. 1881 Conc Temp (ASTM -c1os, 7Z (F) Bat. Time 1o:37Aht Concrete Class Ct 4000 Ambient Temp. s3 (F) Test Time tt23 Description Skafte'oncrete Bid Item(s) 14,11 Pick-up Date: (0/0111 Design Strength: 4•,000 psi @,ZBc/ai7s Specification Ref. 6-02 Plant: Cement Brand: Seattle SsanTiony Source: Catyortland Type: 1-11, stay Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ftA3 DATE SHAPE/ NAME Initial lbs psi TM - - - - - - - - - - Gt7lin4er 4-xY (0 88,400 7,000 4.01 12.63 8.62 147 10/10/13 2 TR • Z8 103,800 8,180 4.02 12.69 8.70 148 10/ZS/13 • 5 GS 2f 106, 400 8,380 4.02 12.69 8.70 148 10/Z3113 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount To Field Test By: JD Cylinders Made By: p NOTES: a,C arRer( 0 of f1.19a1 of Water on site Prepared on 2/27/2014 (2013.9.30) Concrete 9691 MD_1881 Project if-Fra/ne PW# ZO/Z-034 Location Site 6 Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) Date Poured 0?/30/13 Truck No. Slump (ASTM -C143) 1/Z (In.) Ticket No. Air (ASTM -C231) (%) Bat. Amt. Mix Design No. r88r Conc Temp (ASTM -C106. 7,Z (F) Bat. Time Concrete Class Gt 4000 Ambient Temp. f3 (F) Test Time Description Shaft Concrete Bid Item(s) Design Strength: 4,000 psi a Z'4 ,s Specification Ref. Plant: Cement Brand: Seattle SsanTiosu1 Source: Gatportlant( 14, if L -OZ Type: 1-1I, slag 7W 80617E .0 ydA3 11:14 Alt 11:10 Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 10/01/13 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `71,T.Z - - - - - - - - - - Ct1linc(er 4x8 10 87,800 6,950 4.01 12.63 8.64 148 10/10/13 2 TR %J 99,900 7,870 4.02 12.69 8.65 147 t0%Z8/13 5 GS Zr 98,000 7,760 4.01 12.63 8.66 148 10%Z17/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed . % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: Jjn Cylinders Made By: JP NOTES: 2G A -4(W 10 o f 11.4 gat of hater on site Prepared on 2/27/2014 (2013.9.30) Concrete 9692 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory 41.-FrA.rne zO1Z-03? Site I. 11187 Ct 4000 Ska ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4,000 psi @ ZSc{aiis Plant: Seattle Cement Brand: Ssanyyony Date Poured 0`1/30/13 Truck No. Slump (ASTM -C143) ? (In.) Ticket No. Air (ASTM -C231) (%) Bat. Amt. Conc Temp (ASTM -C106, 7z (F) Bat. Time Ambient Temp. t, (F) Test Time Bid Item(s) Specification Ref. Source: Catpvrttant( 14,11 1-0z Type: r-rr, stay )348 YOLZ47 ?.0 ydA3 rz:,Zz pat 1:10 Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 10/01/13 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft"3 DATE SHAPE/ NAME Initial lbs psi '76'73 - - - - - - - - - - 6/tin4er 4x8 ,' (0 82 600 6,540 .4.01 12.63 8.63 148 10/10/13 2 TR kr/4 ZS 100,000 7,920 4.01 12.63 8.60 147 !0/ Z$ /13 5 GS Zr 101,100 7,930 4.03 12.76 8.64 146 10/ ZS/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount 9/0 • Field Test By: JJ Cylinders Made By: JD NOTES: r 4c{ if of LZ.19at of rater on site Prepared on 2/27/2014 (2013.9.30) Concrete 9693 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory 4f -Franc z0rz-o39 Site 6 1871 Cl 4000 Sitaft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4-,000 psi @ ZIT 4als Plant: Seattle Cement Brand: 5sasujyon9 Date Poured 09/30/(3 Truck No. 6348 Slump (ASTM -c143) 9 (in.) Ticket No. 506345. Air (ASTM -c231) - (%) Bat. Amt. 9.0 yd^3 Conc Temp (ASTM -C106, 7z (F) Bat. Time (:z7A/1t Ambient Temp. s3 (F) Test Time Z:01 r¢, r. Pick-up Date: 10/0183 Bid Item(s) Specification Ref. Source: 6atp7rttant( 6-0z Type: 1 -TT, stag Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average oiameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ftA3 DATE SHAPE/ NAME Initial lbs psi `Id 4, - - - - - - - - - - CiilinAer 4x8 10 91,000 7,210 4.01 12.63 8.80 151 10/!0/13 2 TR kart ZS 107,200 8,450 4.02 12.69 8.85 151 tO/ ZS/!3 5 GS Zs 109,600 8,640 4.02 12.69 8.81 150 10/ ZS/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: 7.1) Cylinders Made By: If) NOTES: (LC ar{((ea 1Y of 12.19at of Water on site Prepared on 2/27/2014 (2013.9.30) Concrete 9694 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory 4f -Frame ZOfZ-039 Site 6 1881 el 4000 Ska ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4,000 psi @.ZS 015 Plant: Seattle Cement Brand: Ssanyt)ony Date Poured 0?/30/13 Truck No. Slump (ASTM -C143) 81/Z (In.) Ticket No. Air (ASTM -C231) f..L (%) Bat. Amt. Conc Temp (ASTM -C106, 7'Z (F) Bat. Time Ambient Temp. 13 (F) Test Time' - 7678 806347 ?.D yd^3 Z:18' Alit Bid Item(s) Specification Ref. Source: Gatrrttanr( 14, 1f 6-0Z Type: 1 -TT, slay Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 10/01/13 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE ' days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `Ib`tf - - - - - - - - - - Gllin4er4xY 10 104,000 8,230 4.01 12.63 8.86 152 10/10/13 2 TR (144 Z8 124,000 9,820 4.01 12.63 8.84 151 10/,8/13 5 GS '-‘f 122,000 9,610 4.02 12.69 8.80 150 (0/Z'/(, 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount Field Test By: JJ Cylinders Made By: JP NOTES: 2C a.t((et( 0 of 0.19x1 o f water on site Prepared on 2/27/2014 (2013.9.30) Concrete 9695 MD_1881 Project If -Frame PW# zotz-off Location site 7 Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) Date Poured of/zi/t3 Truck No. 7624 Slump (AsrM-c143) f (In.) Ticket No. sotfoo Air (ASTM -C231) (%) Bat. Amt. q•o ydA3 Mix Design No. (PBt Conc Temp i xASTM - C106, 7z (F) Bat. Time f:47AT1 Concrete Class Ct 4.000 Ambient Temp. 6z (F) Test Time to:ZZ.s Description 5kaftConcrete Bid Item(s) t4, 11 Pick-up Date: of/z4-/t3 Design Strength: 4,000 psi @ZS4a1/s Specification Ref. 6-0z Plant: Seattle Cement Brand: ssanyyonl Source: Catporttanr( Type: r-rr, staff Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ftA3 DATE SHAPE/ NAME Initial lbs psi f'ddz - - - - - - - - - - C/finder4x8 7 77,400 6,100 4.02 12.69 8.61 147 ?/30/13 5 EB kart ZS 91,800 7,200 4.03 12.76 8.59 145 tO/Zt/t3 5 GS -g 88,600 6,980 4.02 12.69 8.68 148 t0/,Z1/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: JP/95 Cylinders Made By: JP/95 NOTES: GLC a kkec(0 o f 3.Z.7 gat of water Prepared on 2/27/2014 (2013.09.23) Concrete 9662 MD_1881 Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) Project 4f -Trains Date Poured 04/.23/13 Truck No. 7633 PW# 01L -03f Slump (ASTM -C143) f (In.) Ticket No. 80141Y Location Site? Air (ASTM -c231) •(%) Bat. Amt. 4.0 yd^3 Mix Design No. 1r 7 Conc Temp (ASTM - C106, 7z (F) Bat. Time 4:fPATt Concrete Class ct 4-000 Ambient Temp. 6Z (F) Test Time 10:4.0 Description SluiftConcrete Bid Item(s) 14., If Pick-up Date: of/Z4./13 Design Strength: 4,000 psi @ ZS" 0,11s Specification Ref. 6 -OZ Plant: Seattle Cement Brand: Ssanyyony Source: "porttand Type: r-rr, gal Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi IMO- - - - - - - - - - Grjlinc(er 4x8 7 83,800 6,600 4.02 12.69 8.67 148 `l/30/13 5 EB kvtq ,ZS 96,000 7,560 4.02 12.69 8.72 148 10/,1/13 5 GS Zf 102,000 8,040 4.02 12.69 8.68 148 10/Zf/13 5 . GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD ' % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount ok Field Test By: JJ/95 Cylinders Made By: Jfl/995 NOTES: 2C kt*Ze4 0 of 33.0 gal o f' water Prepared on 2/27/2014 (2013.09.23) Concrete 9663 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory ±f -Triune zo1z-off Site 7 18s1 Cl ¢000 Siu� ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: ÷,000psi @ZY04/s Plant: Seattle Cement Brand: 5511,n9i)on9 Date Poured 04/43/1, Truck No. 7678 Slump (ASTM -C143) 8 (In.) Ticket No. SOz016 Air (ASTM -C231) (%) Bat. Amt. f•o yd^3 Conc Temp (ASTM -c1os. 7z (F) Bat. Time 1o:ff A01 Ambient Temp. 6L (F) Test Time 11:30 14, 1f Pick-up Date: of/Z4/13 Bid Item(s) Specification Ref. Source: Catporttani( 6 -Oz Type: I -TI, stag Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi `Ibbf - - - - - - - - - - C1Jliqer 4-xY 7 85,000 6,700 4.02 12.69 8.96 152 ?/30/13 5 EB ZS 103,600 8,120 4.03 12.76 8.90 151 f0/,Z1/13 5 GS zI' 103,800 8,180 4.02 12.69 8.71 148 10/,21/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: JP/95 Cylinders Made By: 7P/95 NOTES: 2C act1fe1( 0 of iZ.0 gal of rater Prepared on 2/27/2014 (2013.09.23) Concrete 9665 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory 41 -Frame zorz-of Site 7 1887 Gl 4.000 Ska ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4-,000 psi @,ZS'4xlis Plant: Seattle Cement Brand: Ssant)spnt) Date Poured 04/.13/13 Truck No. Slump (ASTM -C143) 6 3/ 4. (In.) Ticket No. Air (ASTM -C231) 4' (%) Bat. Amt. Conc Temp (ASTM -C1os 70 (F) Bat. Time Ambient Temp. 6.Z (F) Test Time Bid Item(s) Specification Ref. Source: Gatporttanr( r4, 1f 6 -oz Type: I -1I, slat) 7637 4.0 yd^3 12:4.1 PM 1:30 Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. o1/z4/13 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE" TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi '7666 - - - - - - - - - - Cilinr(er 4x8 7 93,200 7,340 4.02 12.69 8.96 . 152 1/30/13 5 EB kolr{ Z8 106,400 8,340 4.03 12.76 8.91 151 10/,21/13 5 GS Zr 117,000 9,260 4.01 12.63 8.99 154 10/,1/13 5 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr.; SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: JP/95 Cylinders Made By: JP/995 NOTES: LC a.rtr{er{,ZOo f'Z.f gal of water, After test (LC ar{r{er{ an a4r{itiowat f0 gal to loan{ Prepared on 2/27/2014 (2013.09.23) Concrete 9666 MD_1881 Project PW# Location 9f -Frame zO1z-03q Site Y Mix Design No. 1881 Concrete Class Ct 4000 Description Seattle Public Utilities Materials Laboratory Slice ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4,000 psi @,ZSka1,s Plant: Cement Brand: swill/mil Seattle Date Poured 0 /43/13 Truck No. 7631 Slump (ASTM -c143) q (In.) Ticket No. YO1OO4 Air (ASTM -C231) (%) Bat. Amt. q.O yd^3 Conc Temp ,ASTM -C1os.7Z (F) Bat. Time 8.:4-Z AA Ambient Temp. 6z (F) Test Time q.40A1~t 14, 1f Pick-up Date: oq/z4/13 Bid Item(s) Specification Ref. Source: Catyorttanr( 1 -Oz Type: I -IT, stag Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare, Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH • (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi "MA - - - - - - - - - - C1tinger4x8 7 82,000 6,460 4.02 12.69 8.67 148 ?/30/13 5 EB rtot4 ZY 94,800 7,470 4.02 12.69 8.70 148 t0/,Zf/f3 5 JD Zr 93,600 7,410 4.01 12.63 8.72 149 10/.Z1/0 5 JD Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: JP/95 Cylinders Made By: JP/995 NOTES: 26 a4#4 f of AZ.f gal o f Mater Prepared on 2/27/2014 (2013.09.23) Concrete 9656 MD_1881 Project PW# Location Mix Design No. Concrete Class Description Seattle Public Utilities Materials Laboratory 14 -Frame .ZOIZ-034 Site 8 1881 CI 4,000 Ska ft Concrete CONCRETE TEST REPORT (ASTM - C39) Design Strength: 4-,000 psi @,ZY (tat/5 Plant: Seattle Cement Brand: Ssanyyony Date Poured 04/.13/13 Truck No. 7Z1Z Slump (ASTM -C143) 41/Z (ln.) Ticket No. 801103 Air (ASTM -C231) (%) Bat. Amt. 4.0 ydA3 Conc Temp ,ASTM -C1067Z (F) Bat. Time 4:4.1a1t Ambient Temp. 6,Z (F) Test Time 1°:-4° All Bid Item(s) 1¢, 1f Pick-up Date: Of /Z4-713 Specification Ref. 6 -OZ Source: catyorttand Type: r-11, stay Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi '7617 - - - - - - - - - - Cllin.der 4-xY 7 85,400 6,730 4.02 12.69 8.83 150 `7730/13 5 EB kart ZY 94,000 7,410 4.02 12.69 8.81 150 tO/Zt/13 3 JD Zr 97,600 7,690 ' 4.02 12.69 8.87 151 tO/Z1/1, 5 JD Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: p/(),'S Cylinders Made By: JP/95 NOTES: CLC a414ect O of 3.Z.Y gat of water Prepared on 2/27/2014 (2013.09.23) Concrete 9657 MD_1881 Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) Project 4f-Frarne MAN zolz-o34 Location Site /7 Mix Design No. IYYI Concrete Class Ct 4000 Description 5f ft Concrete Design Strength: 4,000 psi @ZYc{a1Js Plant: Seattle Cement Brand: Ssanyyonl Date Poured 04/43/13 Truck No. Slump (ASTM -C143) F (In.) Ticket No. Air (ASTM -0231) - (%) Bat. Amt. Conc Temp (ASTM -0106 7z (F) Bat. Time Ambient Temp. 6z (F) Test Time Bid Item(s) Specification Ref. Source: Catportlane' 14,1f 6-0z Type: 1-11, slag 763E Y01174 4.0 ydA3 10:14 Aho 11:00 Alt Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. 04/x4/13 COMPRESSIVE STRENGTH (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ft^3 DATE SHAPE/ NAME Initial lbs psi TWIT - - - - - - - - - - e jtinder 4x8 7 86,000 6,780 4.02 12.69 8.83 . 150 `I/30/f3 5 EB ZS' 99,200 7,820 4.02 12.69 8.86 151 10/z1/13 3 GS 28 101,000 7,960 • 4.02 12.69 8.86 151 10/z1/0 3 GS Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD Water Content gal.per cu. yd. Sand Amount % Field Test By: JD/995 Cylinders Made By: JP/995 NOTES: 2C pt,44er 0 of ,z.z gat of water Prepared on 2/27/2014 (2013.09.23) Concrete 9658 MD_1881 Project -Frame PW# zotZ-oaf Location site 8 Seattle Public Utilities Materials Laboratory CONCRETE TEST REPORT (ASTM - C39) Date Poured of/Z3/13 Truck No. 7648 Slump (ASTM -C143) 8 (In.) Ticket No. 8orz64 Air (ASTM -C231) (%) Bat. Amt. Mix Design No. 1881 Conc Temp (ASTM -C,os 7z (F) Bat. Time Concrete Class a 4000 Ambient Temp. 6Z (F) Test Time Description skaft concrete Bid Item(s) Design Strength: 4,000 psi @ ZIT 04is Specification Ref. Plant: Seattle Cement Brand: Ssanyt)ony Source: Gatporttan.r( 14, if 6-0Z Type: r -JT, stay f.0 yd^3 Mir Alt tZ:00 Pick-up Date: Cement Sks. Ib. Sand Type Ib. Gravel Type Ib. Water Gal. Ib. Total Ib. Admixture: Amount Gross Tare Net Volume Plastic Density Yield Cement Factor Ib. Ib. Ib. cu. ft. Ib. per cu. ft. cu. yd. per batch sks. per cu. yd. Of/Z4/13 COMPRESSIVE STRENGTH. (ASTM C 39 / C 1231) HARDENED DENSITY FAILURE TYPE ID Number Size/Shape AGE days BREAKING STRENGTH Average Diameter/Length Area (.01 in) WEIGHT .01 lbs. DENSITY 1 Ib/ftA3 DATE SHAPE/ NAME Initial lbs psi '707 - - - - - - - - - - e t m4er 4x8 7 92,400 7,280 4.02 12.69 8.75 149 1/30/13 5 EB kart ZY 107,200 8,450 4.02 12.69 8.77 149 WV/13 3 JD Zf 105,200 8,290 4.02 12.69 8.75 149 10/Z1/13 3 JD Sand Moisture, Oven Dry % Free Water from Sand Ib. Sand Moisture, Absorbed % Free Water from Gravel Ib. Sand Moisture, SSD % Added Water Ib. Sand Sp. Gr., SSD Total Ib. Gravel Moisture, Estimated % Water -Cement Ratio gal. per sk. Gravel Sp. Gr., SSD ' Water Content gal.per cu. yd. • Sand Amount ok Field Test By: JD/95 . Cylinders Made By: JP/9$ NOTES: 2C alRert 0 o fAZ.7 gat of rater Prepared on 2/27/2014 (2013.09.23) Concrete 9659 MD_1881 Robert Miner Dynamic Testing, Inc. Dynamic Measurements and AnalysERECOVOIDoundations CITY OF TUKWILA MAR 1 7 2014 PERMIT CENTER Ly Pham, P.E. Seattle Public Utilities Materials Laboratory 707 South Plummer Street Seattle, WA 98134 Re: Cross -Hole Sonic Logging Sites 6 and 7, October 7, 2013 Duwamish Creston H -Frame Replacement, Seattle, WA Dear Mr. Pham, October 8, 2013 RMDT Job No. 13F44 At your request Robert Miner Dynamic Testing, Inc. (RMDT) conducted Crosshole Sonic Log (CSL) tests of drilled shafts at the site referenced above. This report presents test details, the CSL measurements, and our interpretation of the measurements for the shafts which RMDT logged on October 7, 2018 Test and Shaft Details The sha s which we logged on October 7, 2013 were identified in the order of testing as Shafts a'"cn ( an ith Site 6 being west of Site 7. Both shafts have a diameter of 12 ft and we observed 12 steel CSL access tubes in each shaft. Both shafts extended above the ground surface and the visible portion of each shaft was cased with steel, with the concrete surface level with the top of such steel casing. We observed an anchor assembly extending above the concrete surface of each shaft. We used a weighted tape to sound each CSL access tube and noted the length of tube embedded in concrete. We also measured the lateral spacing between the tubes for all tube pairs which we tested. We numbered the tubes in clockwise progression with Tube 1 on the "east" side of the shaft considering the power line alignment as an "east -west" line. Tubes "A", "B" and "C" are the 101h, 11`h, and 12th tubes in this clockwise progression. Table 1. Summary of Shaft and CSL Test Details Pile Date of CSL Test Concrete Age Length of Tube in Shaft Concrete No. of steel tubes No. of Tube Pairs No of Tube Pairs Tested Site 6 7 -Oct -13 7 Days • 74.5 ft 12, 66 36 Site 7 7 -Oct -13 >10 Days 45.2 ft 12, 66 38 Mailing Address: P.O. Box 340, Manchester, WA, 98353, USA Phone: 360-871-5480 Location: 2288 Colchester Dr. E., Ste A, Manchester, WA, 98353 Fax: 360-871-5483 Seattle Public Utilities, H -Frame Replacement October 8, 2013 RMDT Job No. 13F44 Page 2 CSL measurements were made with a Pisa CSL system manufactured by Piletest.com. This equipment satisfies the requirements of ASTM Designation D 6760-02. Ultrasonic signals were logged at approximately 2 -inch intervals as the probes were pulled upwards from the bottom of the access tubes. Results and Discussion Attached pages present the CSL measurements collected for the two shafts tested on October 7, 2013. The CSL determined wave travel times were divided by values for the approximate lateral spacing between the tubes to compute apparent wave speeds in each scan. On the attached pages the CSL measurements are presented with the apparent wave speed, arrival time and signal attenuation plotted versus depth. The apparent wave speed is indicated with an inverted triangle. In concrete the low strain (sonic) wave speed, c, is related to the material stiffness, E, the material density, and Poisson's ratio, with Young's Modulus, E, being proportional to the square of the wave speed: This relation is part of the rational basis for interpreting the CSL data. However, measured travel times and computed wave speeds cannot directly provide evaluations of concrete quality or strength. Factors which generally preclude direct evaluation of concrete strength from arrival time or wave speed include uncertainty of the in situ tube and probe spacing, uncertainty in Poisson's ratio, and the lack of a reliable quantitative correlation between initial tangent modulus, E, and strength or quality. The primary means of evaluating shaft conditions using the CSL method is the uniformity of the CSL log with depth, rather than the absolute values of the travel times or apparent wave speeds. Local wave speed reductions of ten percent or Tess are considered normal and consistent with uniform material. Local reductions of approximately ten to twenty percent are usually considered an indication that softer material may be present near the reductions. When a local wave speed decrease is greater than twenty percent it is usually considered probable that some associated material is significantly softer and may be unsatisfactory relative to normally acceptable concrete. Site 6 Scans for the shaft at Site 6 yielded relatively uniform apparent wave speeds within scans and between scans. The overall average wave speed was typically between 11,500 and 13,000 ft/second. Upon our arrival at the site the water level within the steel CSL access tubes was 8 to 15 ft below the concrete surface. A representative of the contractor added water to each tube so that testing could proceed. Based on the temperature of the water within the tubes at our arrival, Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement October 8, 2013 RMDT Job No. 13F44 Page 3 we consider it likely that the tubes and the surrounding concrete were initially warmer than the water that was added after our arrival. The addition of cold water to the upper part of the tubes likely caused the upper part of the tubes to contract. In our opinion, this condition may have partially cased the reduction in CSL energy observed for the upper 5 to 10 ft of some scans. For the shaft at Site 6 a number of the scans indicated signal loss approximately 1 ft below the concrete surface. Scan 2C yielded signal loss approximately 2.5 ft below the concrete surface. However, signal loss near the top of a shaft is not uncommon, and it is our opinion that this result does not necessarily indicate softer material, but instead probably reflects the limitations of the test method very near the top of the shaft. It is our opinion that the results for the shaft at Site 6 are consistent with the presence of uniform and normally acceptable concrete material conditions between the CSL tubes from the bottom of the scans upward for approximately 74 ft. Site 7 Scans for the shaft at Site 7 yielded relatively uniform apparent wave speeds within scans and between scans. The overall average wave speed was typically between 12,000 and 13,000 ft/second. Upon our arrival at the site the water level within the steel CSL access tubes was 10 to 20 ft below the concrete surface. Prior to the CSL testing the tubes were filled with water It is our opinion that the results for the shaft at Site 7 are consistent with the presence of uniform and normally acceptable concrete material conditions between the CSL tubes from the bottom of the scans upward for approximately 45 ft. Additional Considerations Crosshole Sonic Logging is an indirect low strain method for evaluating the concrete between the CSL access tubes. This method does not provide a comprehensive evaluation of a shaft's material and cannot be used to evaluate soil resistance or shaft displacement under service or other loads. If the access tubes and concrete are debonded during testing the CSL results may yield signal loss or reduced apparent wave speeds, even within sound concrete. We recommend visual or other means of inspection of concrete near the top of the shaft due to the limitations of the method and the increased possibility for delamination between the tube and shaft near the top of the shaft. We recommend that the significance of any non -uniformities be evaluated based on the actual requirements at the location of the apparent non-uniformity. Also, the measurements and our comments reflect conditions at the time of the test; hydration or other time dependent effects may result in increases in material uniformity, or other changes, Robert Miner Dynamic Testing, Inc. I Seattle Public Utilities, H -Frame Replacement October 8, 2013 RMDT Job No. 13F44 Page 4 over time. Please do not hesitate to contact us if you have questions about our test procedure, the measurements, or our comments on the measurements. Sincerely, Robert Miner Dynamic Testing, Inc. Robert F. Miner, P.E. October 8, 2013 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 5 SITE 6 10/7/2013 12 74.5' Distance: 40.16" Filter: 2 SITE 6 10/7/2013 13 74.5' Distance: 64.96" Filter: 2 SITE 6 . 10/7/2013 16 74.5' Distance: 120.08" Filter: 2 • ., • sag, • '•_9, •y. •Q• a a a 5.0 _ 10.0_ 15.0- 20.0- 25.0_ 30.0_ 35.0 400- 500 • 55.0_ 60.0^ 65.0_ 70.0_ • • •;a :1 g4it)t t 1 1 11 ( /ff } [py t A t 1 1 �f p 9.L 5.0 - to.o_ 150_ 20.0_ 25,0_ 30.0 _ 35.0_ 40.0_ 45.0 500 55.0 60.0_ 65.0- 70.0_ • . . • • • Yt 1 rt . ( Y r T j}(]4 T . T T ?1? Tt i;i, ,,,, .r tp i " ?`. ?Ct'` .. 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Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 6 SITE 6 10/7/2013 18 74.5' Distance: 118.11" Filter: 2 SITE 6 10/7/2013 1B • 74.5' • Distance: 59.84" Filter: 2 SITE 6 10/7/2013 1C 74.5' Distance: 33.86" Filter: 2 • :• ... ` . • .. ,A �.•. • • • �, o• a a 5.0 10.0 15.0 20.0 25.0_lrist 300_ 35.0_7. 40.0- 45.0 _ 50.0_ 55.0_ 600_ 65.0- 70.0^ T T t r5.0 ., I • ,p ) if(f'iritiI. ( II I q t, p y /,}1 ,,,/,,fCA t(t it' 1t..,' i{ s• y b fids 5 R2iti 4p1(tt�S. ij({9i1MR �Fhht j t'f,piil,. ra 1�}]'Z I. tt{{(((! • t� p;# + •xd1 ' � 4f y i •' ti t:id t/PL .20.0 ' 6•;', ,. a tS}• 1 sty `It a <� �. r 1 • .s• 4 r. rrr ig Y°s r ,car .r K> ° _.. i• sP151 ' . ;rr • �d rt .. . 'S y. t' '�t • • ;. t' ,a_ .t . t• 5.0 10.0 15.0 zoo 25.0_ 30.0_ 35.0_ 400_ 45.0_., 50-0_ - 600_ 65.0_ 70.0- Ti�1 T1, - ' �I T r . 44rf T i i 11) T ,1.. $•,• t 1l$F t! 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Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 7 SITE 6 10/7/2013 23 74.5' . 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JJ c r �s . : ? •' { rXe {( ' - `i e . 74.5 00 1 1 I 0.2 04 O6 08 ] j_ .....,.,'..'._ JArrival timel[ms] (Flagg' d at 20%) I 05 10 15 20 Apparent V 110001feet/s] I 74.5 00 I I 0.2 04 0.6 08 jJam,_.(Arrival timers)s) (Flagg) d at 20%) 0'5 10 15 20 , pparenl V [1000 feet/s] 74.5 0.0 I I 0.2 0.4 0.6 08 J„ Arrival time((ms] (Flagg) d at 20%) I -'__4,_ 1 05 10 15 20 pparent Velocity (10001teeVs) I elocity I I 0 24 48 72 96 ��Attenuation (db] Itodty 0 24 48 72 96 Attenuation Idb] I 0 24 48 72 96 0 Attenuation [dbj Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RM DT Job No. 13F44 October 8, 2013 Page 8 SITE 6 10/7/2013 29 74.5' Distance: 118.11" Filter: 2 SITE 6 10/7/2013 2C 74.5' Distance: 68.11" Filter: 2 SITE 6 10/7/2013 34 74.5' Distance: Filter: 2 33.86" ••• • e• • • ..: p.1,, si7_s? ••• • • • •• • ,.••• • t, �• • �' ',. • •.rs%% D 0' 0' 5.0 _ 10.0- 15.0_ 20.0_ 25.0_ 30.0_ 35.0_ 40.0_ 45.0_ 50.0 55.0_ 65.0_, 70.0- • • • • • ••T� • .. • • . • . 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(Iit(t{\L § r•( T•1[ �f l T '7 1 ( :f: �4(t. t((,1{ft YJe {ttfr� jjjy t1 (t ti!! 1r/ii r.; .Z •.has.•, ";t: {f +., Ifftyt�f (r4 >'i (1( (t{/�J$(SJtyT t � �S. • u/ > (� i (��t s (t�ta ( $1).1? ft i mit, l }f - 1414%.r ,+ it};. lfj Irl t \l WOW t�) 2iVt<91 r::'i'1•. =. • f �Y 'Y` •: S--': , ' r `. -0• {% S ,: ,�. •..it.•'. ..r.•. .'.. ! s ~t x.,f t t i.. k.4- .r:...1 t : ) ; . ' . _.';'. t . 1:.;. .11 .;.'• • , s ..• .%'..:.,'..... t e # 1 t tj>.; it1(��. �.' e.�Qf, 1.... • 74.5 00 1 I 02 04 (Arrival time][ms] (Flagged 0 5 10 ]„ Velocity (1000IfeeUs) I 0.6 08 at 20%) 15 . 72 1 I 20 I 96 74.51 0.0 1 02 ].,__ (Arrival 0 5 pparent 04 time'(ms] 10 loony 48' (db] 1 06 08 (Flagged at 20%) I 15 20 [1000ifeeUs] I 72 96 74.5 00 ,I.....,IAmval 02 0 I 04 0.6 0.8 timel[ms] (Flagg)d at 20%) 5 10 15 20 i pparent V Ilocity (1000Ifeet/s] I 24 48 72 96 (d)] (Apparent 0 24 48 u�Attenuation [db] i 0 24 �sAttenuation 0 ��Attenuation Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 9 SITE 6 10/7/2013 35 74.5' Distance: 68.11" Filter: 2 SITE 6 . 10/7/2013 38 74.5' Distance: 118.11" Filter: 2 SITE 6 10/7/2013 3A 74.5' Distance: 116.14" Filter: 2 • ,•,�,• • • 'oRlyi • y"a•!' � • • • • •'•� • • •sib' • • • •ea• • t. .'. •�y% 0' 0' 0' 5.0 10.0_ 15.0_ 20.0_ 25.0_ 30.0 _ 35.0_ 40.0_ 45.0.E 50.0 55.0_ 60.0_ 65.0- 70.0_ T) # T i . i y 'III T { T f T i(il4frp;ij'44£ti t3tat f t ' r '�#��,'f .1:,1y Attt„e }} itf t i • 4t [ I):jsr 1; FF>it3i'f:r'.,2a^,_' {i. r ! d s1 (tq , ri (g1.,!. 1' . 'Tii' s, ' ti`' rf i. t 14 <, ir, i? ttsr=r.i ; Uzi s •! } X, , ; at t -!$ g :tt `tft.1 i' . +t rs a ,?{or ff s J�t ' -`.�t� i � r !t]) 1f ! P ?�'d .. kjy5)11A YtiTf.% `rl�y.�9; r 4i t. 1t d,:). ' «" ?" 5.0_jlAl _5.0 10.0_ 15.0_ 20.0_ 25.0_ 30.0 35.0_ 40.0_ 45.0^ 50.0_ 55.0_ 60.0_ 65.0 70.0 �� • • - T TI 1 T T T1� ( T T I T, d 1 [t T. _ i 10.0_ 'CS15.0_ t s 20.0_ S 25.0 30.0 35.0_ 140.0_ t 45.0_ 50.0_ 55.0_ 60.0 s' 65.0_, 70.0__, .J. ' _ • T t T T. T` T 11111 • T � i' r t{1 r. 1 t i 1 1i•� !4 i t 1 1)^ ff il 74.5 0.0 1 02 04 1....0......1 Arrival timel(ms) 0 5 10 I pparent Velocity 1 O6 O8 (Flagged at 20%) ( 15 20 [1000Ifeet/s] I 72 96 74.5 0.0 1 1 1 02 04 O6 08 ]�_ [Arrival t me[[ms] (Flagged at 20%)jam_ 0 5 10 15 20 pparent Velocity [1000[feells] l'ii 0 24 48 72 96 _Attenuation [db].Attenuation 74.5 00 r 1 02 0.4 IAmvat time[[ms] 0 5 10 j„Apparent Velocity 0 24 48 [db] I T 0.6 08 (Flagged at 20%) 15 (1000[feetJsj 72 20 96 i 0 24 48 _Attenuation [db] Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 10 SITE 6 10/7/2013 45 74.5' Distance: Filter: 2 40.16" SITE 6 10/7/2013 46 74.5' Distance: Filter: 2 64.96" SITE 6 10/7/2013 49 74.5' Distance: Filter: 2 118.11" ._•.. • • der ••-• • >4 •...._,. .•• • • • .�; a - a _ 0• 0• 5.0_ 10.0_ 15.0 20.0_-Tt 30.0- 35.0- 40.0- 450_ 50.0 55.0 60.0_ 65.0_ _• ] 1. tdiiJi 4 T+ t .Tl II T+1+' {SSsS I T illj (jJ T lf 1 );I l t �� 1119)t$slsp•' /hi i Stt-idl (�fjj21 ISj,t�}q ,•• 1t(ty V�. 44 •fr') J ii .f.lT is �, \tT �$ .. j }+j � t A� tt t } + i` ly`i , s ar ir 'r i 4y,?� >1 ,, It�{,Y1tts,si,1 t ,rt '. YY�C?d' of "rr 1. } . •t t. ;.} S tt'1`9ftrt r•; 4_ �t, y• ftt f i %• .,, t x f Y� '. t3 � • ; �;- • • ••• +' `... Zit, i�I j,. t:♦ s. .. , :i:. �.Y4 t s '. < \` f. tee(S, h ! . R? e ? t�..ti {4((> {d l( -, s700 5.0_ 10.0-iT 15.0 20.0_ 30.0_ 35.0_ 40.0- 450_ 50.0_ 55.0_, 60.0_ 65.0__ 700 . . T l T ,,�•R', 1 1• T : Tf T1'tl`>)t j{ i T at 1r TJit I 9 s tt•s r... tyttii 7,, + tt d d1t! `, ,. t t /' ' V. •• 1 r �$ S Siis o;d#.� wt;• / it>,�t. 'ti i .. n: t14 t Sr • filiis.. : ,•J•250 t �I}}ji a2 a• a 314 a x s tate+�tt.� • t /�♦'f s t 4: { 11.1 ! t1: i 1?ti,X� . fS -'I r 3: 1 t 1' i .` )14 Yid,0 4 ) , i ���tt � t�i1s1�; ZiT 1',r�. c€tc t l 1f{.ttitl at( i , rr�t .ta,, '.s :A � f�t}' � � r.e t> 5.0_ 10.0- 15.0 200�it� 30.0_ 35.0_ 40.0_ 450_ 50.0_ 55.0_ 60.0_ 65.0 70.0 • • •• • • • • • • T Ti250 i T T T j •. { l' _.4I`1•�, ` (j[ 1 ft V It i1 74.5 00 1 02 1 I 04 O6 08 time1[ms] (Ftaggl d at 20%) I 10 15 20 pparent Veilocity [1000]feetrs] I 48 72 96 [db] 74.5 00 I 02 ]Arrival 0 5 L_.�_ I 04 08 08 Wei[ms](Flagged al 20%) I 10 15 20 pparent Vilocity [10001feet/s] I 48 72 96 [db] 74.5 00 1 02 04 I Arrival time l[ms] (Flagged 0 5 10 Apparent Veiledly 1 06 08 at 20%) 15 20 [10001feet/s] 72 96 ]Arrival 0 5 f ___0_.. i 0 24 0_Attenuation i 0 24 �sAttenuation 0 24 48 �sAttenuation [db] Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 11 SITE 6 10/7/2013 4B 74.5' Distance: 116.14" Filter: 2 SITE 6 10/7/2013 56 74.5' Distance: 33.07" Filter: 2 SITE 6 10/7/2013 57 74.5' Distance: 64.17" Filter: 2 ft • by • •:lb • •,. . 0' 0' 0' 5.0N,' t0.0 15.0_ 30.0 35.0_ 40.0_ 45.0_ 50.0_ 55.0_ 650 70.0 , r t ' (/r(S r II 1 j *cY.'s`ii::is.t , f F�t WV$ } ]?��:�?Y\t)�� S��iJJJ 4�� ,•j 4)) bit;j:..I..i.i.‘:.(:!).1.' 1 i[eitst",sy 4!r `J/4- 1s ;100 a i,=:tT!! i. . I:. J�+iy� t?P+ay` > j�Jjtt r ;:_�. tI ' i, , . 1 j •'.. i)' .. ,:j1 ...• 51t���t F:` kii) l it. 5.0 - 100 15.0 2a0_liS(Syi4 25.0 30.0 35.0_ 40.0_ 45.0- 50.0_ 55.0 60.0_ 65.0 _ 70.0 f It 1SSSSt�pl1 J041 iti/ jj lli0iS (iiii!,!: 4 t1�PlL' I I�jjrr lj Iti 4 r (Pirt IM'A§t• { t4 .e 1•�)t` cl , }f�S . r r j yft 1�Vi�,511tfi :tj;“. . �..;,: ,,_ sar ' �. ,,:20.0/ .; ` a t25.0 ra t • t: t:`t: }•is :tt `. fret ;' ` itr t..i. ,,.600_- f,•d} rrd qi..•f f 5.0 - 15.0 00 25.0 30.0 35.0_ 40.0_ 45.0 50.0_ 55.0_ 60.0_ 65.0 _ 70.0 • • • • • • • iti I titf (l. I f y , ti 74.5 00 I 02 04 (Arrival timel(ms) 0 5 10 Velocity I I 0.6 0.8 (Flaggi d at 20%) 15 20 (1000 feeUs) 74.5 0.0 I I I 02 04 06 0.8 ]jj]Ardval time((ms) (Flaggi d at 20%) I 0��''��5 10 15 20 Apparent Velocity [1000 feeUs]Apparent 74.5 00 I I 02 04 06 08 timeI[ms] (Flagged at 20%) (Arrival 0 5 10 15 20 Apparent Velocity [1000 feeUs] 0 24 48 72 96 •••• =. Attenuation (dbI o 24 48 72 I .Attenuation [db] 0 24 48 72 g6 ..Attenuation (db] Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 • October 8, 2013 Page 12 SITE 6 10/7/2013 5A 74.5' • Distance: 120.08" Filter: 2 SITE 6 10/7/2013 5C 74.5' Distance: 118.11" Filter: 2 SITE 6 10/7/2013 67 74.5' Distance: 40.16" Filter: 2 • .•• • K ••• • •••. 5.0_ 10.0_ 15.0_ 25.0_ 30.0_ 35.0_ 40.0- 45.0- 50.0_ 55.0_ 60.0_ 65.0_ 70.0 • • • • • • 111 1^g l (�� j } i i; .: ( � 'i { 5.0 10.0 _ _W1:.';';':''' 15.0_ 20.0 25.0_ 30.0_ 35.0_ 40.0^ 45.0 50.0_ 55.0- 60.0_ 65.0_ 70.0_ • • • • • ' O I IP, it a i#s kil 1' )j t"� ! ! `(�??' I M SJ, � )t1 A-. /.V 5.0_ 10.0- 15.0_ 20.0_ 25.0_,l.1;�1; _0.0_ 35.0_ 40.0_i 45.0_ 50.0_ 55.0_ 60.0_ 65.0_ 70.0_ 74.5 00 ati1 ` �rtt �./, l if i1 � S( {a+4`55 iMi, , t• 1`l i.`'$';',i, VI) 'y)o1 • • A,t. • 'i .. ., :_ (f1 7Fi{!• , i ,•. ' •• ,...t ,..,;. `.'f., y ', • , j ,:I 'a:: : ;;. +:'.20.0 S5S}(' .. r •• ";� yj' , 1 )1t ,%.�,t •;c tt•t , • cdd l t 1 Y 4 `� y of is • s .'+., - . AV ; .e,a'/7G'+., r;:, tFFSSS1�iS, ' ' 0.‘V.S , . t. alel• �° �Y• .ter; _ . j J f{1l••: i1 SSS :','.4:•:-: Uti„1„ •• , S; i<1.,:;•�tt:,; • ie , ,• 1)1:. 1 4jt; . 1 74.5 0.0 1 02 0.4 J•o_ (Arrival timel(ms] (Flagged 0 5 10 jx Apparent V [1000Ifeetis] 1 1 06 08 at 20%) I 15 20 I 72 96 74.5 0.0 1 02 04 1_ Arrival timel[ms] (Flagged 0 5 10 ]�.� pparent Velocity [1000(feaUsj 1 06 08 8120%) I 15 20 I 72 96 1 02 Jam_ 1 1 1 04 0.6' 08 time([ms) (Flagg)d at 20%) 10 15 20 Velocity [10001feeVs] 48 72 96 (db] (Arrival 0 5 ]........ pparent Ilocity 0 24 48 _0sAtlenuation (db) i 0 24 48 �sAttenuation [db] i 0 24 -0 _ Attenuation Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 13 SITE 6 10/7/2013 68 74.5' Distance: Filter: 2 . 64.96" SITE 6 10/7/2013 6B 74.5' Distance: 112.99" Filter: 2 SITE 6 10/7/2013 78 74.5' Distance: Filter: 2 37.01" •••. • - ••• •a•• •a°•, ••• • • ••• • •1.., .. ••sem 0 0' 0' 5.0 15.0 200 300• 35.0_ 40.0_1 45.0_ 50.0_ 55.0_ 60.0_ 65.0_. 70.0_ • • Tl(! • . ,11�t. ,11 } i f 4 0 qi.1?(3 ;. j`i4tflt))>' rbc a:,,' t a i lqDs,'{ �e.i�4s:�•'% sfit....y..:„;(1 � (kc;i,�,ft { ,f MI EEi1#On t fti t l S} a (7 ft ;. ra s, i', Mt "'' •. ; :: pyji j J di " ."_ • llb� t;ii. .:• }... i a;,70.0_ : 5.0 15.0_ 20.0101 25.0 300 .- 35.0_ 40.0_ 450_ 50.0_ 55.0_ 65.0_ ( t i@i(-diI{ta:itA 4'6i 4 ri NI, !% 11 ,Its ..1 S:1jjtc t. 11j:: I _ta 5.0 • 15.0_ 200 25.0- 30.0_ 35.0_ 40.0_ 450 50.0- 55.0_ 60.0_ 650_,Ii 70: a,r ) ! .T , Tt,1114i • T ))l d (( Ne:ia?!. f ,'illi`,.%:. taf Y:" .)) i t k , tft is i jf (� t "' �� WSS: 1 ' 1�ij: rci • t, ° t , .{:;.: �\4 :T.. '''Pj`0iii,t, - S ..'• :„../, II+i, jftaic . Sl� �S ,;7'. . , , 'f25.0 ja J •c -. „ .i•�.� :. %'� :l J. . . 84: `. . > ; _' , •+.. 74.5 0.0 0.2 0 I I 0.4 (Arrival 6mel[ms) 5 10 pparent Velocity I 08 a8 (Flagg) d at 20%) I 15 20 (10001 feet's] I 72 96 74.5 0.0 I I I 02 04 O6 O8 j#..i'' )Arrival timers] (Flagg) d at 20%) I 0 5 10 15 20 iito.(%pparent V Ilocity (1000lteet/s] I 0 24 48 72 96 ��Attenuation [db] 74.5 00 02 _ 1.....01 0�a'5 I I I I 04 O6 0.8 (Arrival timers) (Flagg) d at 20%) 10 15 20 : pparent V Ilocity [1000 feetis] 1 24 48 72 96 (db) il 0 24 46 _�Allenuation [db] 1 0 ��Allenuation Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 14 SITE 6 10/7/2013 79 74.5' Distance: 59.84" Filter: 2 SITE 6 10/7/2013 7C 74.5' Distance: 116.14" Filter: 2 SITE 6 10/7/2013 89 74.5' Distance: 35.04" Filter: 2 . �•1•. •. Y'• • • . ,• •�• • 7• . ,.. • cot 0 0 0 5.0 _ 10.0_ 15.0_ 20.0_ 25.0_ 30.0_ 35.0 45.0 50.0 55.0 60.0- 65.0._t 70.0_ 1 rr t T I r• T, 11}1)1,11\ 4i Tiptii,-:;-,1- ')1:11!4,!::L. T, 4}[ 1 T III / !rr iY14i<C.'r:%'> �� t 12 ( }1��5 !{{J.N ,Ir{#�t t ;tit !}` tif), %r ) tt) i )�r r3 S ttttt tk' j. it jtjf * * � ' 'IN.-. 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[l.ii}fifi sI2tiiFi 74.5 00 I 1 I 02 0-4 0.6 0.8 Jam,_ [r Arrival timel[ms] (Flagged at 20%) 0�`5 10 15 20 Apparent Velocity [1000 feet/s) 74.5 0-0 1 1 1 1 0.2 0.4 0.6 08 1......0....., jAnival Gme[[ms] (Flagged at 20%) I 00 5 10 15 20 Velocity [1000 feet/s] I 74.5 0.0 1 1 1 1 02 04 06 O8 time (Flagged at 20%) I 1.....0...... (Arrival [[msj 05 10 15 20 Apparent Velocity [1000 feet/s)Apparent I 14 48 I 96 Attenuation (db] ]4 48 72 ��Atlenuation [dbj HM 0 2]4 48 72 Imm0Attenuation [db] • Robert Miner Dynamic Testing, • Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 15 SITE 6 10/7/2013 8A. 74.5' Distance: 66.93" Filter: 2 SITE. 6 10/7/2013 9A 74.5' Distance: 38.98" Filter: 2 SITE 6 10/7/2013 9B 74.5' Distance: 64.17" Filter: 2 •'• • •• .;.• ., ., ••• •26 • • • . • .,• •sig' • �'• •.109' a a o• 5.0 _ io.o_ 15.0_ 20 A_• 25.0_t 30.0_ 35.0_ 40.0_ 50.0_ 55.0_ 60.0-a 65.0_ 70.0_, T T T T T T �.1 ` T �{ iJq Ti` i k. / i Taro >t tl T• ill,..,, 1f°°°1Cc )Y!!g.!::>r z{ fq A� iiP l#tis Q V.,.,',, �iT ) t>. )V.,...','•:*'''.'.) f! 1,,i1� tt�.. .alt -r 1/itiil S1, ti.Vi. 'ri, 4i )f)ttt {' ey1 j P}I�ly�]t Irsf ``I/Vi%,i o• j� {]+Ic � / > '°fait .t'}daft,,, {{11 pp+ 'hili -.;::1i tf 'I> t . C- �iiT ar, St,;ti•. 4' '. , , ai : _1' pit, 1- , . +• a (• „�.; ;Y.,/ . 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(�� zt;s v. ° �tattf.�lr: ill ••��C'•%'4'''..4.1' (ppS i!+ IP (;t1 i�f`7 ! ! II ' °) {�tt t r 1aL i fi,t1 �1 ,`�l� +iSi„ii}i. ,i - 119° I t !.' iil �y10�°tv ) 5 :tit `�}ttx stt>f. is .'• l° P a)Ya •i* •4a. y���� 1F; 't �'• • 1.ar y'•' (, \ {'` tj T.' S •gf t*s,1 ;; �. Ed) ! (�{f�1i� E�,� 74.5 0.0 I 0.2 0.4 J_ n_ timers) I 0.6 0.8 (Flagg) d at 20%) 74.5 00 I I I 0.2 04 0 6 08 ]-"q1Arrival timel(ms] (Flagged at 20%) I j0 -5 10 15 20 1....10,......(‘ ()parent V [10001feet/s] I 74.511 1 0.0 0.2 0.4 0 6 0.8 J_am,timers) (Flagg) d at 20%) I [Arrival j0�"�5 10 15 20 1,` parent V [10001feet/sI I 1Anival 0`5 10 15 20 Iii ()parent V Itocity [10001feet/s] 0 24 48 72 96 ...0,....Attenuation [dbI I elocity 0 24 48 72 96 ........ Attenuation [db] elocity A 0 24 48 72 96 ..Attenuation [db] Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 16 SITE 6 10/7/2013 AB 74.5' Distance: Filter: 2 33.07" SITE 6 10/7/2013 AC 74.5' Distance: 57.87" Filter: 2 SITE 6 10/7/2013 BC 74.5' Distance: 33.07" Filter: 2 a o' lr -, 5.0 10.0 25.0- 30.0 35.0- 45.0 50.0_ 55.0- 60.0 70.0_ T 1111 il( I1 ., T 1 ' ' ' ?_ '� if! {jjj IS s'.. tSi 't: 14 {_ (yy1 t ♦1; �- 6 }psi !`sr',, o)!/'. • WV. i . �: . S.i `!!��;; i:t ` leq • ". {• ;tJ�1 S! jii • . < J. _ `) kg {S�tZ� } e r ) glitif <f ' • ycc t t �� "" 11.' �Il� `?> . c, r•t.. jt. ) ,... t� �n;;1 �F , `_;• {{ ggg{{{d I\ AS11 r•60.0- l • :l i 311111gil s'rtt ..;♦ '' 1. t3 ¢. .., lt' . c::. 111.;... _ 5.0_ 10.0 20.0 25. - 30.0_ 35.0- 40.0_ 45.0_ 50.0_ 55.0- 65.0_ 70.0_ TS 4(1 T� T T T TM i T ` 1 itt'1 `( i t1; 1 1 tn,,1 S•u,t1 ��(tt//''�� ((]]`t{{ t` tiiiiiii;,1 �IiS3ti1l.: [!( j(9 ' jfi4liilPl( f Illi •‘W.:$:ES i((ji ,.,.::::„::„:,;,;;+.4.•,_ 1 t •f • i';11`jt{ 1 ? t mi: , Ii j,is "`� V ) .' !! •:'....;...•,W,. ,ttl44lt'i ?• jt�, ti .,5 ti T•! > -t 1. .„ )2; ��, ` i el,J Y% t� r ! �i{)> {' ((t t;.{ !}5 L s Sf 2X1 c li ; , 4 t1 s t. �. ,f, ' �.. ..:•... . I . df 1 t"3}. •• } > ► .*'1,.4'1.')...':- '1(t 1 y44jtI.: e11{)%r },.. t�.,\\t ,S (( a65.0_P?,65.0- :tttt�l�i Mta {;`. ,1)\\.t 5.0- 20.0- 25.0- 30.0- 35.0- 40.0_ 45.0_ 50.0- 55.0_ 60.0_ 70.0 M1,((•I j �1� ''' 14j1,iiit 4111llii4i i f l 1 jj .:1Aq1JJE �; '. Rcl+} L1 }k7) r 11,CA t 1ifPc f t `' llllltt ' .Ue.t ii•{�jjjlftf{1i=. 1 fj�t. F+c „1t.ii`L '.. 'Sti. n 1 F •t N r` + 4) ct 110111.:. I I'iii` . p ! ! lft{{�t i. t. 1, 15:01{ .r`d'{)c i Ilei,,, 03;.p .. 1.4 • , C1E -a {t}� •ffp0 �j�P ... i20.0_ i .•:.'y f ';: �: Cr , it ESc �i} •P 1 { ;:f- :r tr}�/, tE1` t .) CJ ti 1 • • . y�l ; . <et«,iai...: 74.5 0.0 T 0.2 1,4? Arrival 0 5 j pparent 1 I 1 0.4 0.6 0.8 time((ms] (Flagg) d at 20%) I 10 15 20 Velocity [10001feet/sj I 48 72 96 [db] 74.5 0.0 I 0.2 04 jjj��-",_]Arrival timel(ms] 0�-5 pparent Velocity I I 06 08 (Flagg) d at 20%) I 10 15 20 [10001feet/sj 1 48 72 96 [db) 74.5-1 0-0 0.2 1...0......1 jj0�"'��5 j_.` I I I 0.4 0.6 0.8 Arrival timel[ms] (Flagg) d at 20%) 10 15 20 (Apparent V Ilocity (1000(feet/s] 48 72 86 [db] --_„" i 024 0.Attenuation i 0 24 �sAttenuation j0��24 ..Attenuation Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 17 SITE 7 10/7/2013 12 45.2' Distance: 32.28" Filter: 2 SITE 7 10/7/2013 13 45.2' Distance: 57.87" Filter: 2 SITE 7 10/7/2013 16 45.2' Distance: 118.11" Filter: 2 . 's • • • J(]� . t• . {s • • a a a 5.0 •10.0 15.0 20.0 25.0� 30.0 35.0il`l� 40.0 450 • • • .. • ••rj. • tit. T1 �tjt l ' t T 4; t )y t''•�� T T#; t f t T ( p'' �ftt tl 1 t 5.0 10.0 15.0 20.0 25.0 35.0 40.0 45.0 • e • • • • Tl„ • t T • t ♦ r � `� , i a {;'. t J y{o•i 1 J1!1lt)1}I a. r S�iJ+}ali i g ty y rf A�IX)l fs c - ISa )il .��" 1 ' B ill ��l<..i?k°;�!� �c S; 4cr f:a 3d t et it\ill; }]f44, 6 2� v � <.::: , . r• • , `` t� Ss lr %. ?.,:pfj,,, 0:, 5.0 . to.o_ 15.0_ 20.0_ 25.0_ 30.0_ 35.0_ 40.0^ 45.0 tt tj Ij 1 ,. .. . .. 4.et it(g}5f1 tth. trij,c $i f/' 3i} a, �Jr 1 3� l 3>: S`3 �. {� #1{jl +f� `t7S11(t. to , •�6;t11S)1 { H)f{ L} ,� tc ts`f�y�L itt 1��!! tial !SOLI,. :r').',!'ill }�< �A Y61x� ..• •, , , • i� J S.�# {;:.•.. .. lit, y�r`Gtiy:iS,--;f t4 } j�f t=7C '.. L i1 t ; *,':... iS\,i .,, `• t2;SCr4'4,. ;:> ... 45.2 0.0 0.2 0.4 0.6 0.8 _Arrival timel[ms] (Flagged at 20%) 0 5 10 15 20 Apparent Velocity [1000 feet/s] 45.2 0.0 0.2 0.4 0.6 0.8 Arrival fimel(ms) (Flagged at 20%) l j05 10 15 20 Apparent Velocity [1000 teet/s] I 45.2 0.0 '1 1 1 0.2 0.4 0.6 0.8 [Arrival time [1ms] (Flagged at 20%) I II 0 5 10 15 20 Apparent Velocity 0000 feet/s] I I [ [ 0 24 48 72 96 �_Atlenuation [db] 0 24 48 72 96 Attenuation [db] [ 0 24 48 72 96 ..Attenuation [db] � _ Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 18 SITE 7 10/7/2013 18 45.2' Distance: 120.08" Filter: 2 SITE 7 10/7/2013 1B 45.2' Distance: 68.11" Filter: 2 SITE 7 10/7/2013 1C 45.2' Distance: 40.16" Filter: 2 ••• • ,40 . • • P"•• • • 0' 0' • 0' 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 45.2 0.0 ,,,c,�Attenuation • • • •� ••r • • • r ))/. r i.,,.. r 4, ♦ •�1 J •U k TV r)!T 08 I 20 I 96 5.0 10.0 15,0 20.0 25.0 300 35.0 40.0 45.0 • T 1 • T' • r • r t 1� • r Sfi Si,, !' _ t i;Of.1/I ' ��t''Yi fx�Ifh�i�t:fji {f<flS�•r1•e: f!#�er.l It t k���Ej� i f�1rlrrri B9 t( 1111 I .. �.. . ' . ' , . Jig tii� Ha': ,.. �a a ,�.t;•,. � At rt f ;i iPi�' 5.0 10.0 15.0 20.0 25.0 300 35.0 40.0 45.0 T,• •. • T {{S 7 • iii • r � TI 'i(' � ilt�tdl r�. �C *l�t{�! 1INi •, ,•,• . ggli atsf•+il arr t siC ?'..4.„ r1,�=�;: �SY`?! ii�1'SJi�. .. - . i�zYal % t .S. ,tp opt �. sL�. ). � / 1 �?t�' Sri t ,...,.0-::,,,,,, �}}}!� t y Y{ I'1Y iF. ..:; ..: 1 � r )Yelr t.. j °'rrfeii,4.' �,. iii Zy,li i.rtil . 02 04 O6 [Arrival time (ms] (Flagged at 20%) 0 5 10 15 ]_._[Apparent V [1000[feet/s) 45.2 00 02 04 06 0.8 ' ]�,_ [Anival timers] (Flagged at 20%) I j0�`5 10 15 20 ]_.`] pparent Velocity (1000[feet/s] I 0'24 48 72 96 _..Attenuation [db] 45.2 00 02 0.4 06 08 1]Amval timers) (Flagged at 20%) 0 5 10 15 20 limmikii ()parent Vetodty (1000[1eetJs] 0 24 48 72 06 miii•iici•••••Attenuation [db] Ilocity j0 24 48 72 [db] Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 19 SITE.7 10/7/2013 23 45.2' Distance: 33.86" Filter: 2 SITE 7 10/7/2013 24 ? 45.2' Distance: 66.93" Filter: 2 SITE 7 10/7/2013 27 45.2' Distance: 118.11" Filter: 2 . • • • • . • aC. r� • .,• •• • •. • • =e 5.0 30.0�.` 45.E ( {4�"a Il 1f.'etc, �,f�.�t,. {{ 811{ �e• , `•. '-. `�iti i.11°�.,:�;.: t � �r,- + .v+� .. i f%1 ' i;; `:: .:20.0j ���•?; °' ;i:5��%� ;�;j t �' � n 1 i 0 :i:itt' > ,t�‘‘,4'',tiai. • r:,•JC, A.,:a• , 5.0 10.0: 150!(;#fiS 25.0` 30.0•it::-�•�, 35.0irtiki 40.0 45.0 T Ti) 11:T 1.14P- t)1ii}'S•.,'"',t's tide• 1��111i1�b • irll,_lf10.0Z)t� iilllitA}1l �,t,;?1)?4f` Y�.:. ..::t: wn.25.0�it ����4 14L;r40.0 � a{''•' ;aft!•:r ,.:.��)f10.0tt��� �i�`Ic15.0c(g°si5ytt a` t•• i. .pars.>p� ra::: t)• Vit•35.0_i't{� ? t �'aitf' 1 5.0' 15.0• 20.0 25.0_.."(.4i,i-'r, 30.0�t1. 35.0Vs 40.0`pp}}t 45.0 7�' .. • ,, •i. plidi ,%20.0 {El1 45.2 0.0 r 02 0.4 0.6 08 Arrival time[[ms] (Flagged at 20%) 45.2 0.0 I r 1 0.2 0-4 0.6 0.8 IAnival timel[ms] (Flagged at 20%) I 0 5 10 15 20 Apparent Velocity [1000 feet/s] 45.2 00 '0 02 0.4 0.6 0.8 ]_aL [Arrival bme[1ms] (Flagged at 20%) I 0 5 10 15 20 s] 1,.........Apparent Velocity [1000 tfeet/s]1 I 24 48I I 72 96 sawn [db] f.....0. I 05 10 15 20 Apparent VelocityI [10007eet/sI] I I I 0 24 48 72 96 �e.Attenuation (db] I 0 24 48 72 96 �_ Attenuation [db] Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 20 SITE 7 10/7/2013 28 45.2' Distance: 120.08" Filter: 2 SITE 7 10/7/2013 29 45.2' Distance: 118.11" Filter: 2 SITE 7 10/7/2013 2B 45.2' Distance: 85.83" Filter: 2 or • • `'... N. • t'/' , .4 . 0 4' . • ...0-, ..• * • . • .1'1' • • - • t.Z.d4 olorr. • t'sq. o ' • . • • . r . • •'`. 0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45 0 T ii . . i . II: • ... , .1 1 S, • 0 a 5.0 10.0 15.0 200 2350.. . :0 40.0 45.0 : 1 • • . *: 1 h : : .11V.:.:::*; v , v 1 r( :;:::: all.,IY • plipin . ) ;;;;C.•)1 tfl, 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 . 1 : • • • . . . . . . . . . qq. ..:. jj TI S' 45.2 0 0 0 2 0.4 0.6 0.8 Arrival time (fns) (Flagged at 20%) l I I I 0 5 10 15 20 Apparent Velocity [1000 feats] I 45.2 0.0 . 0.2 0.4 0 6 0 8 1....0....... Anival time (ms) (Flagged at 20%) I I I I 0 5 10 15 20 Apparent Velocity [1000 feeUs) 45.2 0.0 ..0 0.2 0.4 0.6 0.8 Arrival time 1ms) (Flagged at 20%) I I I I 0 5 10 15 20 I1.1tApparent Velocity [1000 feet's] 0 24 48 72 96 ....... Attenuation R ib) 0 24 48 72 96 .. Attenuation (db] .0..• , 0 24 48 72 96 ..... Attenuation [db] ..0 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 21 SITE 7 10/7/2013 2C 45.2' Distance: 64.17" Filter: 2 SITE 7 10/7/2013 34 45.2' Distance: 38.98" Filter: 2 SITE 7 10/7/2013 35 45.2' Distance: 64.96" Filter: 2 • •, •, ... • • • . ;• _• • •, . . •.. •1 • .7 5.0 10.0 15.0 20.0 25.0 30.0• 35.0 45.0 • •{1ileil • • • T • Tr r #t¢i(tf(13 r .:Orit' • 7,t2f • r y{�ii.1, 1Jrlix' Oil iii.ic.:MT �ti * -3• ii, •! tt �°,� t t .} ,: i; '• i• tt.e. jt I ,•I i r. ((AI , ex tf .y" ;. l,a`l'rt f4f r 1: P.< r.tii 44 + �s}1�T<1y ' insr`400 •IF2et 5.0._ io.0_ 15.0_ 20.0_ 25.0- 30.0- 35.0_ 45.0 i ' ! /,':.):17/ ♦ 1; d � 4t fa + ) N�hza• .1.1S 'ti iia l� 6 JD)) } "S; .i •ti !1}}iiS1 �f, . i; S • • S�Lj}L fry 3; t%( } i'�;l�aS i1, 1c }k}"� r�} tli I. r. �� 5 :u 1. 1.:' /$'N�i3,'. }4.tf} If , t[tf1 !ii IN :. s �ttF� it.S it1 11ri r r I ,. .r� •. Sr ' 1 1st r"ref ), • j{!; ft','rf +.rx'� •r f, 5.0 10.0 15.0 20.0 25.0 30.0 35.0 45.0 • • • • . T rdd{EIf(rsrrrl .i.ii ;;; •'Ibgt'"Nr.'�IFfd i1i1` >^ri,5'1�i r l{T{ll(j�(J(4�r11y)2tttt '" i� 1111€1T),i.:: �iFffar tri 5 f�� il9dl/ ' itr tFle�4 ray • 11C1":(1:1:1.::!.:::. .iF� •M> �f/4145 (j � (t1 `1:' rrri,ff )iF�,p'r tt J tri .• F i.� 45.2 00 02 04 06 08 [Arrival time][ms) (Flagged at 20%) I 0 5 10 15 20 J.` Apparent V [1000Ifeet/s] 45.2 00 1 1 1 02 04 0.6 0.8 ]Arrival time][ms] (Flagg)d at 20%) I 0 5 10 15 20 pparent Velocity [1000[feet/s] 45.2 00- 02 0.4 0.6 0-8 f �0_ Anivat time[[ms) (Flagg) d at 20%) 0 5 10 15 20 f Apparent V (1000Ifeet/s) Ilocity I 0 24 48 72 96 Attenuation [db] i I 0 24 48 72 96 [db] elocity 0 24 48 72 96 _ _ Attenuation [db) .Attenuation Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 22 SITE 7 10/7/2013 38 45.2' Distance: 118.11" Filter: 2 SITE 7 10/7/2013 3A 45.2' Distance: 116.93" Filter: 2 SITE 7 10/7/2013 45 45.2' Distance: 33.07" • Filter: 2 • ••• • s? .•. 4.9' •••• • • . a a oa 10.0- 15.0_ 20.0- 25.0_ 30.0`}er 35.0_ 45.0 1 1.1';.,;4!1:::.)11.1%1 ( t 1thf, �1 :< 111}94 ir ))• S 111'1 ., X15? , ,' ':�'• < ti '•`•'1i,, ;�:'. 1, rj ,tri•.:. 1et',liti„ •:} {i7i la• . :; ::':' :. q;40.0 . LTA t ° ', _ �, • 10.0 • 15.0 • 20.0 25.0IN 30.0)))♦♦ • 35.0 • 45.0 45.2 0 0 0 2 0 4 1........0.....1 Arrival time[(ms] (Flagg) 0 5 10 j . pparent V (1000 T r�) • r T 0.6 d at 20%) 15 feet/s] 1 i f {tt 1)l f� 0-8 I 20 10.0 15.0 20.0 25.0 30.0 35.0 45.0 45.2 0.0 • .`'� • F. r((% •40.040.0J% r 0.2 0 4 0 6 [Anival time](ms) (Flagged at 20%) 0 5 10 15 j_.0_ Apparent V [1000Ifeet/s] it. i ! 0.8 I 20 45.2 0.0 I 1 r 0.2 0.4 0.6 0.8 (Anival time([ms] (Flagged at 20%) 0 5 10 15 20 J_.` pparent V [1000(feet/s] I Ilocity A 0 24 48 72 96 Attenuation (db) Ilodty ] I 0 24 48 72 96 �asAttenuation (db] Ilocity I 0 24 48 72 96 •=•••a.....Atlenuation [db] Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 23 SITE 7 10/7/2013 46 45.2' Distance: 64.96" Filter: 2 SITE 7 10/7/2013 49 45.2' Distance: 118.11" Filter: 2 SITE 7 10/7/2013 4B 45.2' Distance: 120.08" Filter: 2 • �•.•• • •t .t.. ••• •• • •, .,, . • a a a , r 15, i .r{N?d • T �, 31 �# j: rs + 1, 9 • 5.0 10.0 15.0 20.0 25.0 30.0». 35.0 40.0 45.0 45.2 0.0 ' ' r • • • • • T trf r r .t4 :�y 31±S1 S' ,' t1f t###;+.'.' �:'!/.0 9-ytit<ts,/ t'1 { WI, i':: jIe‘tlti.i1iii nr is:'• i�:.'iij`,; rp)�S}1:e.=ft++ 4\L .. , : ;• ..• �eve)t.;� : ra •uv:re•tfi �:+.; r k :' ``< : ?; '' }� ;3ir�lo.. I Ii ... S' ; .. 50 10.0 15.0 20.0 25.0 30.030.0i 35.0 400 45.0 r T,• 111 �I '. ii. J/ ` ° r ttri i 10.0k.:: 15.0 20.0 25.0 5.0 1111. 35.0 ao.o 45.0 T 0.2 0.4 [Annual tlmel(ms] 0 5 10 0.6 0.8 (Flagged at 20%) I 15 20 (10001feeUs] I 72 96 45.2 0.0 T 0.2 04 06 0.8 time[(ms] (Flagged at 20%) I 45.2 00 02 04 Lr,_ IAnival Erne[[ms] (Flagged 0 5 10 1_.._ pparent Veloaty [1000(feet/s] , 0.6 O8 at 20%) 15 20 72 96 (Arrival 0 5 10 15 20 f....•.... pparent VeIoctty [1000]feeUs] [Apparent loony 0 24 48 ��Attenuation (db] i I 0 24 48 72 96 [db] i 0 24 48 •Attenuation (db) •Cii_Attenuation Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 24 SITE 7 10/7/2013 56 45.2' Distance: 40.94" Filter: 2 SITE 7 10/7/2013 57 45.2'45.2' Distance: 66.14" Filter: 2 SITE 7 10/7/2013 5A Distance: 118.11" Filter: 2 ••• • .. • • � `; •, •�, • ••• .• �r.. • ri • • • •, • .• •• ;.. • :.;• •deo, a 0' 0' 50 20.0�k{ 45.0 T ` ' T ]rt�' I r2111;;'}lf ]Hilt. ]]})``3• nit flit�j� .11 liiiil ({!t%; /#��,�{ 't��4�`t:: -i:' if �� :: :tilt '.ii•`• `� :,..:: 1 lil�)7,.i.:J.;?15.01�1.'.: 1 l tid't \ t- S) �,.��R •,�Sl,t,�.:: e + y ��t, , � '=� t: .!,..",:i.' r T 10.0 20.0)```'1}icy T 25.0t1 5.011.' 30.0��jil 35.0�1�{i' T1')y: r 45.0 t 3��j���.:. 1/) Ii. 1 i�:t t 1{�{3_� t.cdi.i•i .�.0 i?}Ill'z..i.' 3 . i10.0 )f,i=.:?:,./s liah• ;i, it..150:41 i}1r3.3.t31r.�.f��p'til ili{•t�,1�j«. ,' ''200�¢1. t i `25.030.0 f. s }}35.0 fq 1�40.0�tirr40.0 i}�{y 1:r i� i ,.�� i.> < : ="; 5.0 10.0 300(`est 35.0 40.0 45.0 . • • Tit . T,ti...;f.i�•.; r r 1 r15.0 (�J25.0 (2i ). 45.2 00 r 02 04 0.6 0.8 jam_ Arrival timel[ms] (Flagged at 20%) 45.2 00 0.2 04 O6 08 timel[ms] (Flagged at 20%) 45.2 00 02 04 0.6 08 [� Arrival timel[ms] (Flagged at 20%) I II 0 5 10 15 20 Apparent Velocity [1000IfeeUs] IArtival II I 0 5 10 15 20 Apparent Velocity 0000teeth]I 0 5 10 15 20 Apparent Velocity [1000 feet/s] 0 24 48 72 96 ,.Attenuation [db] I I 0 24 48 72 98 ____Attenuation [db] 0 24 48 72 96 ��Attenuation [db] Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 25 SITE 7 10/7/2013 5C 45.2' Distance: 118.11" Filter: 2 SITE 7 10/7/2013 67 45.2' Distance: 35.04" Filter: 2 SITE 7 10/7/2013 68 45.2' Distance: 59.84" Filter: 2 • ••• •• •, •. . •••• •, • ••• . • • • . V 0' o• - 10.0 15.0 20.0 25.0 30.0 35.0 40.0 • • • • T' , T�(��J�t, T• � 1 f) ? � t () TId. T • j 7r (+'! ),_.. jt�e3 Y�if• .. �(ve•• �. t:•c •. - )::))7:i Ill (!I •.• 4 ' 1 �r � � )���ic�j�•,. . =.. Ytf�lflri,''•.. •. • trrf :y.,..�,. 1t t•z. JJ:� J r• %v. Pia}f • rj( r` Pty. 1 dl �f::i. l.. 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 • • Till:, T 7f .1 T � T! 9 *iii T ( �r�Y T e i 0 10.0_ 15.0_ 20.0_ 35.0_ 40.0_ 45. t } tFj#ti i,4;,, �,, Y¢ �} r: pe5 �ttiFdJ,; �iii3��S> Ji!jtii• f��1 9• • Dfilt1. ; j l r'r:'<. 4I{}'�,itr•.. erl:,ai art Ki f )(S4 ;ill.' /r l�rr�.: T� .i..).::,.....'•,---•:. :'r�I{a,. J1rt:. ittE�gi!^q. r ;0 ti 1,..';. � •45.0 45.2 0-0 02 0.4 0.8 0.8 (Arrival timers] (Flagged at 20%) 0 5 10 15 20 id,`.i pparent V [1000IfeeUs] 45.2 00 I I I 0.2 0.4 06 08 (Arrival timers] (Flagged at 20%) I 0 5 10 15 20 ]..'-`i pparent loony [1000 teeUs] I 0-24 48 72 96 �sAttenuati0n (db] 45.2 0.0 0.2 0.4 0.8 0 8 jid , Anival timers) (Flagged at 20%) I 0 5 10 15 20 J...,...... Apparent V (1000iteetIs) llocity j 024 48 72 96 �aAttenuation (db] llocity I 0 24 48 72 96 ��Attenuation (db] Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 26 SITE 7 10/7/2013 6B 45.2' Distance: 116.93" Filter: 2 SITE 7 10/7/2013 78 45.2' Distance: 35.04" Filter: 2 SITE 7 10/7/2013 79 45.2' Distance: 68.11" Filter: 2 • •. tea. • , • dig • •;,•• •• • ,• • ,� , . . • , •.•.• • • •t.ip,•$ a a l7 10.0 20.0 25.0 �.0iililt%tai 40.0 45.0 TAy •', • • , • r • • , • r .: ((tn•.4- f1i2f1 11 .'i��))1l.� )ltlti; �r } ,Q \ ) I •tt tat at F.. `` "�7�tt7 (ie?":xS • t�; $' ..��: :� ,' J l,i..5.,•'•'?.+ �11:1�>5i1. i Say 3y: �e :...'t;,'r '`j7l1;;idr f. 5.0 _ 15.0_15.0 20.0_ 25.0_��]4jt 30.0_ 45.0 i j f 1 ll 11 WIN, I.: 1 {fr:t fitil/ki?I i;t�_1� .. ., l > r': >.i:7:!-..5.0 4i' ifr' f i[ l!t �3ir la f {{ia1;� ��ss 3.,t �t};:i; •:>,:..' 1``tt����f t!!'sSr - �: c. r ' (: 53>- 3 S 1! f, • f .i�a.. .:: ' ,>.I�`ili.. - r. 5.0 01'ijflt�t�a 15.0 20.0 25.0 30.0 45.0 • T { F •• , 1711 • , it • • • .�� `j ; i y.1111 rg t lli �_'1: Dolt 45.2 00 02 04 08 0.8 ] Arrival Ume][ms] (Flagged at 20%) jj05 10 15 20 Apparent Velocity [1000IfeeUs] 45.2 0.0 t 0.2 0.4 0.6 0.8 ],_[Arrival time l(ms) (Flagged at 20%) I j0-``�r5 10 15 20 Apparent Velocity [1000 feeVs] I 45.2 O. I I 0.2 04 O6 08 ]�,_ (Arrival time l[ms] (Flagged at 20%) I 00 5 10 15 20 ]�._ Apparent Velocity 11000 feet/s] 0 24 48 72 96 0_Allenuation [db] I 0 24 48 72 96 _ Attenuation [db] 0 24 48 72 96 •Attenuation [db] Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 27 SITE 7 10/7/2013 7C 45.2' Distance: 118.11" Filter: 2 SITE 7 10/7/2013 89 45.2' Distance: 40.16" Filter: 2 SITE 7 10/7/2013 8A 45.2' Distance: 66.93" Filter: 2 .•p • •, • , , ••• • • ;I• Qom, ,•• • v1.�,„ 0 0' 0• 5.0 10.0 150 20.0 25.0 30.0 35.0 40.0 45.0__ r 411 • r rra • r M �Sl • r� ) • T 1 ti • • r.°.i$ •M R 7 1 r d d2 • T' a • tip: • • r t ' 5.0 10.0_ 150_ 20.0_ 25.0_ 30.0_ 35.0_ 40.0_ 45. 1 t 11�tt. l dd dSL[[ { ( 1} Tf zt 777 i 1°3]{a'. iSS ,•- t : ,{{, ; .: 41 �.( 1t1 < 31� , i' l< •Si., '6 > s E_ ,� 3 1):1jw` ,lr N •' •;i� tr Fa ::, +{ 7 �. E1 M11 i r'r 't 4 S ,r: '''<4 •r+i;. n'Y,� ,. i ;ayt# v.c tf SLS eta: �i t ;"�v4 , M11.1i)' ,s:, 1-1 .. ESit .i:=:.�:�? :t (c9• b !1 = !• t. tFt�f � ► i, .t t .. 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 • T • • •1`j:T'.l.ay..�t.. • r. •r • r (if]2ttd'`1}l,+.:i 1lfits i�7c•i. ti a•.L4 Cti th N t �i}'�,. .. thy) )) °Y '- r 'I'!�/! f:!ti::.:a.!• r ' }��ii• .S itir:i ( 1 t ryi.i Y'`.�`' �tl451bi' r (( ()tYi!,1�/ .'» 't ,..,Ylt1':'C`i:,,i flI!::'.?, •1:' , ff(€:ii.dri:.,, (4.:;..S ::.. +: api11fi1iii'' e,. 1l1/4:. 'i i 45.2 0-0 T\ 0.2 0.4 0.6 08 bme[(ms] (Flagged at 20%) 45.2 0.0 _ T , 02 04 0.6 0.8 Amval umel[ms] (Flagged at 20%) jj0Y . 5 10 15 20 ]_.,_ pparent Velocity [1000IfeetIs] 45.2 00 I ( 02 0.4 0.6 0.8 ]Amval timel[me] (Flagged at 20%) I II 0 5 10 15 20 Apparent Velocity [1000Ifeet/s] IArrival I ]0 5 10 15 20 ]_.�_ Apparent Velocity 0000 feet/s] o I 0 24 48 72 96 __Q�Attenuation [dD] i I 0 24 48 .72 96 (db] I I 0 '-' 24 48 72 96 ��Attenuation [db],_Attenuation Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 28 SITE 7 10/7/2013 9A 45.2' Distance: 35.04" Filter: 2 SITE 7 10/7/2013 9B 45.2' Distance: 57.87"Distance: Filter: 2 SITE 7 10/7/2013 AB . 45.2' 33.07" Filter: 2 • .;•. '.s" ••:. h. Asia .•. • D' 0 0 5.0 _ 10.0_ 15.0- 20A_ 25.0_ 30.0_ 35.0- 40.0_ 45t_ / 14 t1 1' .] •{(irt (?); 1112}011i� 1C%1 iStJ � 14 t 15 } S15.0 \'lit ffj!( ft{} )i!{)1{ =raj 9 4 s {,tr tt1 F/ (2{� f!s , . .`' . c cs�rT rF=�=} }r r.. 11 �. »i z •) rr. a l ,,'. r,•,.. �::r ,. xr r_� {t/ t . • + •;J .,!%�t i, it• ... 5.0 lac) 15,0 20.0 25.0 30.0 35.0 45-0 • • • •SiSYr.�(r. • T T • T • • *fir}a��5s=` . • r T t tt fttu ''"'rr , , �� CO- , t iri+hat' �C}�..;.(.'i'f. fr ! i ypt'trei `<liSrll�,� { ((l//� ,i' ilSl (J I (flit it e "11Z` i. _ IIt r Iti}(t#� {1 � ,r{�'S 1}=t{� it , art t (1:1;;Y: =re iflt {z�f3 l '{rtf ;�= (.( S�!. ed/(7 J; 5.0 - 10.0_ 20.0_ 25.0_ 30.0_ 35.0_ 40.0 45.0 1 . ( (��i[%I4F1.Ya 1• .i 1 i1 cY ...=£t x _ °.,. ».\\‘'l!t =r. :,i� ,:: `;'• l { tl x S. { Q ii rLSitr ay}. $ 11}',i ". S, irk �•- ' �) 41 1 i a. ` 4) -on trot;.'� 1! I > . 1 >s . , `k>Ly i.L { t y y i :+r y rr �filti�ssti # iy• N �+ iScatr fia i�3� (}.�.f40.0 }.., ti�•ir +�rS,r. �t,i II(rr. r`::r t 45.2 0.0 02 �[Amval 0 1i 0 24 �_ i 1 0.4 0.6 0.6 timers] (Flagg' d at 20%) 5 10 15 20 pparenl V i ocity [1000Ifeet/s] 48 72 96 Attenuation [db] I 45.2 00 02 0.4 O6 08 ]__ IAmval time'[ms] (Flagged at 20%) I 0 5 10 15 20 pparenl V'locity [1000 feet/s] I 45.2 '0-0 I i )` 0.2 0.4 O6 08 ]�-" ,_ [Anival timers] (Flagg) d at 20%) I 0 5 10 15 20 j,_„i pparent Vilocity (1000[feet/s) I 0 24 48 72 96 �iAttenuation [db] i 0 24 46 72 98 Attenuation [db] i_, Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 8, 2013 Page 29 SITE 7 10/7/2013 AC 45.2' Distance: Filter: 2 59.84" SITE 7 10/7/2013 BC 45.2' Distance: 35.04" Filter: 2 ,. • ;' •. • • . • .�0. a a 5.0r 10.0 15.0 20.0• 25.0 30.0 35.0 40.0 45.0 • T• Tt • T• • T t r ( f ••:;Slit.:.'. 1` , 1 " �3 i f q 1111 t ,Ft�r f (7r )' t. ti.f . ,tJ .f tF tt xx : E<t ({tYS(y, �i' �ttyjt�.. >s::. . jl")pS.)Sr� ::'i o))) �. } Y 1 { rr iI3_) r!' 5.0 10.0 15.0 20.0 25.0 30.0 350 40.0 45.0 • T • •T. 11 • T '' Trfs� { 3 til % ri ,1 5:6tiSS) :. .�.tiy.` ,e Sst•,)r ,1 t l{, t 3� LI tit f t Eirf . ' {)){)E i, 313 1,,?.yy.4 •4 S r x "l ey.•f l r „err ;fi t;l it f, r,r p `' �[ �r'�•t /��' ^� lY r. 1 ;• Y ?s; . r„ .. tF1t ,:• 1 :1°Y r,• Sil'l t i !' • eii34 ti. + 4r i;} S 45.2 0.0 0.2 0 0.4 IAmval Umel[ms] 5 Apparent Velocity 0.6 0.8 (Flagged at 20%) I 10 15 20 o[1000IfeeUs] I 48 72 96 [db] 45.2 0.0 0.2 fes_ 0.4 0.6 0.8 timeI[ms] (Flagg) d at 20%) 10 15 20 Velocity [1000IfeeUs] 48 72 96 [db] ]Arrival 0 5 I Apparent 1....... 0 24 Attenuation 0 24 0Attenuation _0 Robert Miner Dynamic Testing, Inc. Robert Miner Dynamic Testing, Inc. Dynamic Measurements and Analyses for Deep Foundations Ly Pham, P.E. Seattle Public Utilities Materials Laboratory 707 South Plummer Street Seattle, WA 98134 Re: Cross -Hole Sonic Logging Sites 5 and 8, September 24, 2013 H -Frame Replacement, Seattle, WA Dear Mr. Pham, October 2, 2013 RMDT Job No. 13F44 At your request Robert Miner Dynamic Testing, Inc. (RMDT) conducted Crosshole Sonic Log (CSL) tests of drilled shafts at the site referenced above. This report presents test details, the CSL measurements, and our interpretation of the measurements for the shafts which RMDT logged on September 24, 2013, 2013. Test and Shaft Details The shafts which we logged on September 24, 2013 were identified, in the order of testing, as the single shafts at Locations 5 and 8. as on a hillside approximately 100 yards east of the northbound lanes of Interstate 5.01r18pas near the crest of a hill adjacent to Beacon Avenue S and 518t Avenue S. The shafts at Sites 5 and 8 had eight and 10 steel CSL access tubes, respectively. Both shafts extended 2 to 3 ft above the ground surface and the visible portion of each shaft was cased with steel, with the concrete surface level with the top of such steel casing. We observed an anchor assembly extending above the concrete surface of each shaft We used at weighted tape to sound each CSL access tube and noted the distance each tube was embedded below the surface of the concrete; the apparent embedded lengths were 53.7 and 43.2 ft for Shafts 5 and 8, respectively. We also measured the lateral spacing between the CSL tubes at the top of the tubes. Table 1. Summary of Shaft and CSL Test Details Pile Date of CSL Test Concrete Age Length of Tube in Shaft Concrete No. of steel tubes No. of Tube Pairs No of Tube Pairs Tested Site 5 24 -Sept -13 >20 Days 53.7 8, 28 .28 Site 8 24 -Sept -13 6 Days 43.2 10, 45 35 CSL measurements were made with a Pisa CSL system manufactured by Piletest.com. This equipment satisfies the requirements of ASTM Designation D 6760-02. Ultrasonic signals were Mailing Address: P.O. Box 340, Manchester, WA, 98353, USA Phone: 360-871-5480 Location: 2288 Colchester Dr. E., Ste A, Manchester, WA, 98353 Fax: 360-871-5483 Seattle Public Utilities, H -Frame Replacement October 2, 2013 RMDT Job No. 13F44 Page 2 logged at approximately 2inch intervals as the probes were pulled upwards from the bottom of the access tubes. Results and Discussion Twenty-one attached pages present the CSL measurements collected for the two shafts tested on September 24, 2013. The CSL determined wave travel times were divided by values for the approximate lateral spacing between the tubes to compute apparent wave speeds in each scan. On the attached pages the CSL measurements are presented with the apparent wave speed, arrival time and signal attenuation plotted versus depth. The apparent wave speed is indicated with an inverted triangle. In concrete the low strain (sonic) wave speed, c, is related to the material stiffness, E, the material density, and Poisson's ratio, with Young's Modulus, E, being proportional to the square of the wave speed. This relation is part of the rational basis for interpreting the CSL data. However, measured travel times and computed wave speeds cannot directly provide evaluations of concrete quality or strength. Factors which generally preclude direct evaluation of concrete strength from arrival time or wave speed include uncertainty of thein situ tube and probe spacing, uncertainty in Poisson's ratio, and the lack of a reliable quantitative correlation between initial tangent modulus, E, and strength or quality. The primary means of evaluating shaft conditions using the CSL method is the uniformity of the CSL log with depth, rather than the absolute values of the travel times or apparent wave speeds. Local wave speed reductions of ten percent or Tess are considered normal and consistent with uniform material. Local reductions of approximately ten to twenty percent are usually considered an indication that softer material may be present near the reductions. When a local wave speed decrease is greater than twenty percent it is usually considered probable that some associated material is significantly softer and may be unsatisfactory relative to normally acceptable concrete. Site 5 All of the scans yielded relatively uniform apparent wave speeds within scans and between scans. The overall average wave speed is approximately 14,000 ft/second. Some scans indicated reduced signal strength and reduced wave speed within approximately 1 ft of the concrete surface. Such results near the top of a concrete shaft are common and are typically attributed to debonding or other aspects of wave propagation which are not necessarily related to a reduction in concrete stiffness or quality. It is our opinion that the results for Site 5 are consistent with the presence of uniform and normally acceptable concrete material conditions between the CSL tubes from the bottom of the scans upward for approximately 53.7 ft. Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement October 2, 2013 RMDT Job No. 13F44 Page 3 Site 8 All of the scans yielded relatively uniform apparent wave speeds within scans and between scans. Within Scans the average wave speed was typically between 13,500 and 14,500 ft/second. Some scans indicated a pattern of gradual change in wave speed with depth and it is our opinion that this apparent change was likely caused by gradual changes with depth of the insitu tube spacings. It is our opinion that the results for Site 8 South are consistent with the presence of uniform and normally acceptable concrete material conditions between the CSL tubes from the bottom of the scans upward for approximately 43.2 ft. Additional Considerations Crosshole Sonic Logging is an indirect low strain method for evaluating the concrete between the, CSL access tubes. This method does not provide a comprehensive evaluation of a shaft's material and cannot be used to evaluate soil resistance or shaft displacement under service or other loads. If the access tubes and concrete are debonded during testing the CSL results may yield signal loss or reduced apparent wave speeds, even within sound concrete. We recommend visual or other means of inspection of concrete near the top of the shaft due to the limitations of the method and the increased possibility for delamination between the tube and shaft near the top of the shaft. We recommend that the significance of any non -uniformities be evaluated based on the actual requirements at the location of the apparent non-uniformity. Also, the measurements and our comments reflect conditions at the time of the test; hydration or other time dependent effects may result in increases in material uniformity, or other changes, over time. Please do not hesitate to contact us if you have questions about our test procedure, the measurements, or our comments on the measurements. Sincerely, Robert Miner Dynamic Testing, Inc. Robert F. Miner, P.E. October 2, 2013 Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 4 SITE 5 9/24/2013 12 53.7' Distance: 37.0" Filter: 2 SITE 5 9/24/2013 13 53.7' Distance: 59.0" Filter: 2 SITE 5 9/24/2013 14 53.7' Distance: 75.0" Filter: 2 • .• . • • • 0 • • • • ..g . 0• a` 0. 5.0 r • 5.0_ r _, 5.0 10.0 10.0 _ 10.0 i T • TT 15.0 r • 15.0 _ T 15.0 r 20.0 20.0 20.0 r • rr 25.0 25.0 25.0 T • r - r• 30.0 30.0 _ 30.0 r • TT 35.0 35.0 _ 35.0 T • T • T 40.0 40.0 40.0 r • r r 45.0 45.0 45.0 50.0 r • r 50.0 r T 50.0 53.7 53.7 I I I I I I 1 53.7 0 010.20.30.40.50.60.70.809 1 0 0.10.20.30.40.50.60.7080.9 1 0 010.20.30.40.50.60.70.809 1 F-866 Arrival time ms 1 PK?. Arrival time ms [ I 1 }i7. Arrival time [ms I 0 I I 1[ 10 I I ( 20 0 1 1 1 10 I I 20 0 I I I 10 I I 20 PO. Apparent Velocity [1000 feet's] I HI** Apparent Velocity 11000 feet/s1 1 f Apparent Velocity [1000 feet's] 0 6 12 18 24 30 36 42 48 54 60 0 6 12 18 24 30 36 42 48 54 60 0 6 12 18 24 30 36 42 48 54 60 -0• Attenuation [db] • 0 Attenuation [db] 'OP. Attenuation [db] Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 5 SITE 5 9/24/2013 15 53.7' Distance: 79.0" Filter: 2 SITE 5 9/24/2013 16 53.7' Distance: 71.0" Filter: 2 SITE 5 9/24/2013 17 53.7' Distance: 51.0" Filter: 2 • • •; • • 0' 0' 1 0' 1 1 5.0 10.0 15.0 20.0 25.0 30.0+� 35.0 40.0 45.0 50.0 „ r., ,f . •��'� r • ,:. r` )) l IS{trj}r �II i r1 t {(( [ 1 t I �� )�k. sill( , feft ! �,.) ]I r,\• tj1 '} ] 1 itel tot , • III,'.1►t t)lt{'iii r • t!J'. s ' a y•, ,, i 1�� i till)'{##! r ••i...i r::i' • iii + (1 '.. IP, ?i1.•,•/.,!. f•t:t 1•.,r1. l' > , tt' �. I { tt�+' tlti t, '[{') i;l11( t,� v Il 1)' t , ! •r yt.. 1' `.•• i,' It 4: i ' 'r, A. 't 5.0 _ 15.0- 20.0_ 25.0 _ 30.0_ 35.0 40.0_ 45.0_ 50.0_ r + 1 r'1131 r .. r..} r. r! r l� l )74 ! .l •t� { { ft•tvf JJ I � i � 't •",.,\fgty}j h•;; It •' i• •tri• 1,Ii,� t')r 71It f::'[ lt�``y 1]';S.' { t M.1 It *. ).ti itt,tc .n1`•: • +1$ • ' '`•' •ftt,• "' S lit:. 'qf !' �`,`. 4f/ r r ff r 14 r:11' s20.0 c ir 1'� `:::: ,,t{,t S{((" 1�l'f'l , YI[ { ', '1 all• ,,{l� li{,Cztll : • •, . ,..k. 5;; t. , Ir ! `4 )�� r ii,r4 r o.�'9 't,� �•i4 / y i„,. ,s 5.0 15.0 25.0 30.0 35.0 40.0 45.0 50.0 {(� r) III ' T311 f�tt j 1 1. 1 •t•' *'•j i ;)],} 111 tl • '' r ��."•" [ a r, �ll) t Y e ti r • )N .•I l 1' , �' , ! ti tir: 7'..... f. 11y tl.' r 5 Irt!iy )} 1 r l - 1tjI )} i ,I . ' •li i 'rt` t W)1/t11 ,' , f'{/' ; tt;1 ! ] {r I.i',•• r 1�I 14t•' ,(' ; ,, '1' ('• . 'i ft 0: , l ' t `; C; •' l{f l ' r , `� • ; II ._. . 53.7 0 010.20.30.405060.70809 } 0] 0 6 0. Arrival time [ms] 1 1 1 10 I I I Apparent Velocity [1000 feet/s] 12 18 24 30 36 42 48 54 Attenuation [db] ' 1 1 20 1 60 53.7 0 01020304050.6070809 0 -0• I I 1 Arrival time [ms] 1 1 1 10 I I Apparent Velocity [1000 6 12 18 24 30 36 42 Attenuation [db] 1 I I teetIs] 48 54 I 20 60 53.7 0 0102030405060,70809 0] j'RF[ 0 -0- Arrival time [ms] 1 1 ] 10 I I I Apparent Velocity [1000 teet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] 20 I 60 Robert Miner Dynamic Testing, Inc. .Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 6 SITE 5 9/24/2013 18 53.7' Distance: 28.0" Filter: 2 SITE 5 9/24/2013 23 53.7' Distance: 25.0" Filter: 2 SITE 5 9/24/2013 24 .53.7' Distance: 52.0" Filter: 2 •° • • • • 0 0' 1 1 0' 1 I 10.0 15.0 20.0 25.0 30.0 350 40.0 450 50.0' T'rflt T 11} ti itr \///1�11 3iftZt)t.t 1t i Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 7 SITE 5 9/24/2013 25 53.7' Distance: 74.0" Filter: 2 SITE 5 9/24/2013 26 53.7' Distance: 79.0" Filter: 2 SITE 5 9/24/2013 27 53.7' Distance: 75.0" Filter: 2 • • 9 Q • 0' 0' o' 5.0 f 5.0 • 5.0 10.0 10.0 10.0 T T • T 15.0 15.0 15.0 T; T• T 20.0 20.0 20.0 T T • T` • 25.0 _ 25.0 25.0 l� f r• f• 30.0 _ 30.0 30.0 T T T 35.0 35.0 35.0 T T • T 40.0 _ 40.0 40.0 T T • T 45.0 _ 45.0 45.0 T:- T • T 50.0 50.0 50.0 53.7 1 1 1 1 I 1 1 53.7 53.7 '1 0 01 0.2 0.3 0.4 0.5 0.6 0.7 08 09 1 0 01 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 0 01 0.2 0.3 0.4 0.5 0.6 0.7 0.8 09 1 j4 Arrival time [ms] I I I 1 $47 Arrival time [ms] I I I 1 F9 Arrival time [ms] I I [ ] 10 20 0 1 ] 10 20 0' 1 1 1 10 , 20 {-V. Apparent Velocity [1000 feet's] 1 {iH Apparent Velocity [1000 feet's] 1 }i>v Apparent Velocity [1000 feet's] 1 0 6 12 18 24 30 36 42 48 54 60 0 6 12 18 24 30 36 42 48 54 60 0 6 12 18 24 30 36 42 48 54 60 -0- Attenuation [db] �O• Attenuation [db] Attenuation [db] Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 8 SITE 5 9/24/2013 . 28 53.7' Distance:. 59.0" Filter: 2 SITE 5 9/24/2013 34 53.7' Distance: 30.0" Filter: 2 SITE 5 9/24/2013 35 53.7' . Distance: 62.0" Filter: 2 . • if • • • • • •141• • .... Q..., 0' 0' 1 0' 1 5.0 - 10.0 15.0 _ 20.0_ 25.0I11t 30.0_ 35.0 _ 40.0 45.0 50.0 - -� Til T Tt T T" T T Sr rS • +' /,`•i• tij t • 1;1\ '[ II rh , .:° .r 1K, •'ti \ t )j1(• 1})�A�l[I.1•1. �\?.•� ,. r{ } it . ., fiY t>.:�t�� f(// \•30.0 ��" y[((i 1t { (1 t „ tl 1 t.6:-..'%',:t { ft tot\, -1 I++r(�(1 1• i y t ,titit't•r' i ,..(S) t., .r• t 1. 1 1 • i•i•-' } }f6 itl "�. 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',' 1 d i'?:': .i11y1t1t] ,,,: '.� j f I Sti' 11��lll i±}][• ty j1i ttllt f.t • 11 �.1+ , , , 1 ; t� ['i it t '' I`;•; 1;1... � )i t+ 1 hitt, . ;, ry11 t . i yfr i ,/J' .: 4,. ?,i'. .:. 53.7 0 010.20.3040.50.60.70.809 }i?{ 0 -o- T I I I Arivaliime[m10 l Apparent Velocity 6 12 18 Attenuation I I I I I I (1000 feet/s) 24 30 36 42 48 54 [db] 1 1 1 ( 21 0 1 60 53.7 0 010.20.30.40506070809 }4{ U[�+tt' 0 -0• Arrival I[ Apparent 6 12 Attenuation time I I I Velocity [1000 feet/s] 18 24 30 36 42 48 54 [db] I 210 60 53.7 0 010203040506070.809 0 �R 0 = Arrivaltime 10 I I I 11 Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] I 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 9 SITE 5 9/24/2013 36 53.7' Distance: 75.0" Filter: 2 SITE 5 9/24/2013 37 53.7' Distance: 80.0" Filter: 2 SITE 5 9/24/2013 38 53.7' Distance: 73.0" Filter: 2 • .44.14 o' a 0 a 5.0 10.0 15.0 20.0 25.0 30.0 350 40.0 45.0 50.0 r{ski, ,ll• 11' n i• , t. r' ' y '111.1 ,c, f . tj[Ijt�,1..t % `' ,. I+,tr t; , € t''1 i, p �.:: ii il(' ,J• t. ,{ f r; f t lliHrrit,, + I � t•i •• ; { , i!' 1 r , 11.. �+��, , , , . i ; i ,.1.'F •i 1,11::311 i r,' d;i � •) _ ' 11, rr [.• 1 ,...:i• y 1!;',..) f1fj ,11 , 1i[+. '' 5.0 - 10.0 15.0_ 20.0 - 25.0 30.0 350_ 40.0_ 45.0_ 50.0_ r *•Ilii' r r,) 11. ,( r �t {•. •. �,, t'f i ,11hi 1 � " �• j '{ 11i{i1I 111i,'i " 1�(f '• 1 i�1 � 1, fl �(f; 4 ,H' (ti tr �+�!• (� W. 'ter 1 i,A;, 1�Vi�1. 1 rf r �t ,)n ',�� ),f; . i i i „1 ` i ,i�t �'•, 1 r�{4 f ll {,;.t t• r. -,I'.. , i+ d;'. .• . ,t:. ,'°f','; 5.0 ,o.o, 15.0 20.o 25.0 30.0 35.0 40.0 45.0 50.0 T71 , . 1 IP!• ,� . r _ ��,,!• �' , it 'it ti til 1 J1 ) �'II `iliT . f 1lj{ t l,ii,,'a. 'St, t t tls t, •.1 t . ju � + 1)•,;: tq :1 i('n1, `(i f• U tt,ii `1'.11((1 'i + 11,,./ (tt! of, r' '1 r ' tt , ;1 r, .11.. 1' }'a ,1 ) {tit+ ,'t ,1,1, `•7,'•.;h 11. •11 : i ti,., 53.7 010.20.30.40.506070809 o 0 6 ••O• Arrival time [ins] I I1 110 Apparent Velocity (1000 feet/s)I 12 18 24 30 36 42 48 54 Attenuation [db] 1 21 0 1 60 53.7 0 0102030.40.506070.809 f'I1 0 6 •o- 1 1 I 1` 1 110A meIm Apparent Velocity [1I000 12 18 24 30 36 42 Attenuation [db) 1 1 Lel] I 48 54 1 21 60 53.7 0 010203040506070809 C 111444I 0 'O••• Arrival time I Apparent Velocity [1000 6 12 18 24 30 36 42 Attenuation [dbJ I I feet/s) 48 54 1 I10 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2,. 2013 Page 10 SITE 5 9/24/2013 45 53.7' Distance: 37.0" Filter: 2 SITE 5 9/24/2013 46 53.7' Distance: 59.0" Filter: 2 SITE 5 9/24/2013 47 53.7' Distance: 75.0" Filter: 2 • - • • ! ,F•; A•:• ! • a a 1 a 1 5.0 16.0 15.0 20.0 25.0 30.0 350 40.0 45.0 50.0 r"JjliV.' r ((illk'4{., /Ar 'i) ti : • { 1({".11.,'!!I. r �r _.,4. 1ft1•I11 ]�'y f t • �1i i $1 • 11;••..r 1 ) fl(111ii tl s r • J 1rf iki.g /]l i[ I 1 t { rs c it } } f : 1.. 1 ,,,r: ! t. 1f •. [ ; d]]' /(• 1(•y l _ 1 , }! ]• st 11 •r• _ 1 _... , '!:(it` • 5.0 10.0 15.0 zoo 25.0 30.0 35.0 40.0 45.0. 50.0 r r/[ r1l :11 r 'lih+f T I 1 t' :l1 ' � fl {.• mil: !,i111/1' 111111 .,1).0 111(1 r il 11�I't ij1:;I1Ifi ` r 1 Gtr � •,itl]I i �{t l,l' 1�i ilki' y`) 1 �I(t11�(.[i'. J lyty tir t l it��5}'; 11 i1 1`•, 1)11''1• ttt.t 1,; i • j] `i(!r][. It{1 l ]. ISG 1 )t l�ll, s1\'.. it 'rr.'::',. •10.0 , t•. y, tif f , ./ ]`Ii. ` ' t ., , 5.0 15.0 zo.o 25.0 30.0 350 40.0 45.0 50.0 r r r r i 1 ( 1t i'• I f. ]•:)/1`. (1111 ut. • N %t kt4 t 141]Iii t/ 1 11 I t 11 1rt1 ' f t r]! , t t.• t5s[1' ill (kl�t}`� 1• l.. j l(�,r ' • �/t,:t 1 +/1 4)1 �1 j :{t1 • 11:11:11; 1 11 ' Y:11 '1(f"ti'„ 'il • fir I. : •'i(`' ;.'•1.1:4 t',.7 ! it; ` .i.'I1 , t.1111T• j ' t'' f ' '`t [ tit t Nir, J ' 't ,t111.! 4 t t ' 1 r1 i'i' I )r f rl ti,l1 t •,i 1 •J•:. •.f 53.7 • 0 010203040.506070809 Arrival time [ms] rel ( ( ] 10 I I I 1}1.10014 Apparent Velocity [1000 feet/s] 0 6 12 18 24 30 38 42 48 54 - Attenuation [db] 1 I 20( 1 60 53.7 0 010.20.30.40.506070809 0 0 ; Arrival time [ms] ] 1 I 10 I I I I Apparent Velocity [1000 feet/s]]�p� 6 12 18 24 30 38 42 48 54 Attenuation [db] 20 60 53.7 0 010.203040506070809 0 0 Z Arrival time (ms) I I I 10 I I I Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation (db] I 20 60 Robert Aliner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 11 SITE 5 9/24/2013 48 53.7' Distance: 79.0" Filter: 2 SITE 5 9/24/2013 • 56 53.7' Distance: 27.0" Filter: 2 SITE 5 9/24/2013 57 53.7' Distance: 53.0" Filter: 2 • • .4 ;., •. • • a a 1 1 o' 1 5.0 10.0 15.0 20.0 250 30.0 40.0 450 50.0 T T T T • T. tip P (1]�f ,. IIP!" iS- i !(ti! 4 l r Aii/iii j fl,�(.1 ,illi id, fp4,i tt1 fl i,ki �• fl t(114111 +'I, sir •li ii. i ct i t, 1 f+ i• 11 1 a, , 9 ,. , I(t (r1 �Sr; r, •, t.. 1 I ,. + !,)i1;t , 1, • .. rr f+�� I tl ,• '' , ,J . r aQti' ,1 1 • .. .., •, 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 TI I/PthV. 1111 T+']•'}. •I. 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J rtt , 1,V - 1 1111 ill -I ,t 1 '{}{ 13 F+r.35.0 I l�ii� {1t4 � t ,f , T '1����1�t'� ,I r..kii. • ',• }T 1 t It tt tt, i t ti [ , 11 53.7 0 010.20.30.40.50.6070809 0 Ffiid�'1{ 0 6 = T Arrival time ms I[ 10 Apparent Velocity [1000 12 18 24 30 Attenuation [db] I 36 42 I I feet's] 48 54 1 20 60 53.7 0 010.20.3040506070809 0 0 = Arrival time [ms) 1 I I 10 I I I Apparent Velocity [1000 feet's] 6 12 18 24 30 38 42 48 54 Attenuation (db] I 20 60 53.7 0 01020.30.40.50.8070809 0 jjjiiiill*4 y( 0 0 Arrival time [ma] I J( 10 I Apparent Velocity [1000 6 12 18 24 30 36 42 Attenuation [OW I I I teet/s] 48 54 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 12 SITE 5 9/24/2013 58 . 53.7' Distance: 70.0" Filter: 2 SITE 5 9/24/2013 67 53.7' Distance: 31.0" Filter: 2 SITE 5 9/24/2013 68 53.7' Distance: 55.0" Filter: 2 • • 4 •, • • • a. 0' a 1 o 1 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 500 r�l I(l�f if 4:,..1 r 11,1 ,t , r ,��jj r•1{�1I(.• (li T,P tl T iia. 1, , i ; ' t {1 tt f, 11''r r Iftflt it `,k;,25.0 tI{j (I;. r i! Iif? (((,+lit (hi i�(flail, 1 i,t 1 ((� t tr,r ' .. Blt'.: • i ) lel. t, t , , ,. �� I t tttr I i , '.ti, t` 1 r + ri .' '', , 1 yj.t F' 1 . h '.; i # , t ut'_ 5.0 - 10.0- 15.0 _ 204- 30.0- 35.0_ 40.0_ 45.0_ 50050.0 r , T�f .I„', TI�1 r , 1. t T T Zit, 111 i1! ':j:,I„r Fpr ,�Ilf ( { [1i tt' ` 7 (L!,: , 11;11: eJ r} / I!61 Ij Of,i Itl 11;1111~ i I� , , iii t . ., '1 tt'r 1' �� ( J '�Il(I+ iii'l Ftl ,,1 ' = I+1r 1ii i ,t r,,. pp'111 t:itt.l„r� ,15': ' . 1!r)'..iil,1 " 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 Tlt,• T, ,' Ti.11...1L„1. , . ,'. XVII •!l , , 7l } 11 ?'l11$ � !',„ ,.. I•�rt� i i,!( (t �l+'`il r lil�Ijl�t'>.r } i lr 4 j(l iI1i(It}:1�' i„ 1 t'l'1 t n tt, II. r til y I 1�1t(t t0, {.. .' , r , r• j • Z•, E r (. , , ..t `•. • r 1- '+ '.' .,.• 53.7 0 010.203040.5060.70809 0 6 0- Mivaliime1 10 I Apparent Velocity (1000 1218 24 30 36 Attenuation (db] I I feet/s1 42 48 54 1 I 20I 1 60 53.7 • 0 010203040506070809 0ll 0 : T I 1 I I I I Arrivaltime 10 I I I Apparent Velocity (1000 feet/s)11C""uPPltt 6 12 18 24 30 36 42 48 54 Attenuation (db) I 20 60 53.7 0 010.2 03 04 05 06 0.70.809 t� ivaliime1m%1111 Apparent Velocity (1000 teeth) 0 6 12 18 24 30 36 42 .' Attenuation (db( 20 48 54 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 13 SITE 5 9/24/2013 78 53.7' Distance: 28.0" Filter: 2. SITE 8 9/24/2013 12 43.2' Distance: 35.0" Filter: 2 SITE 8 9/24/2013 13 . 43.2' Distance: 58.0" Filter: 2 • • •Q - • • a o' 1 o' 10.0_ 15.0- 20.0_ 25.0 ^ 30.0 35.0_ 40.0_ 450 50.0 ,14114 t�i�i€� 11 ri(q)((,3 ;(1{14' r '1€+i, t 1 r' r 111 r '', ,+.. . 41 '' 111 l' fltl+ , oIA', > 14°11+t;t (4f$} ` ]bill' ' , '• " •, ((( ';‘;';'!'41,•t -�• • 11 i ,1 1S t 111Eit ' , t , jt� . €(i yi� Ili jjl I �I Vt 1 , 1 7,. `i' { •t. jt 1t �l r', jj if } .' Q•. 11'• Sk," 111Ji .1)1 ' . 10.0 15.0 20.0 25.0 30.0 35.0 40.0 1•, , I r, € r j A 1 I , rI , r 1 ; , 141 it ' i t� tlJiti l • 4,,, i •11 I''t . I;� , i'i ii ,1 •r Til f • r rt!, . • up;. i e}' ..,1., t4yi11, ;� a,,, Ei„ lit ' %r`.. t t` 11 11t.,;' t�+ t• • 5.0 10.01 15.0 20.0 25.0 30.0 350 40.0 T� rI r, r }, f,�jj r • t� • (iid i j . • tj7`{„ n:: • •, , ,it}r1 t 11!1 , )I ,; , 111 t ' ii ,� } +t! ,t {€t.'. ' t } °'1 i 43.2 0 01 0 -0• 0.2 Anival Apparent 6 12 Attenuation 03 04 0.5 06 07 08 09 time [ms] Velocity [1000lee I J 18 24 30 36 42 48 54 1db] 1 I 20 60 43.2 0 0102 0 -0• 03 Anival time Apparent 6 12 18 Attenuation 04 05 [ms] Velocity 24 30 [db) 06 07 08 09 [1I lee I ] 36 42 48 54 1 I 20 60 53.7 0 01 0 0 6 -0• 1 1 1 1 1 1 0203 040506070809 Arrival time [ms) 1 1 1 10 I I I Apparent Velocity [1000 feet/s1 12 18 24 30 36 42 48 54 Attenuation [db] I 1 20 1 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 14 SITE 8 9/24/2013 14 43.2' Distance: 86.0" Filter: 2 SITE 8 9/24/2013 16 43.2' Distance: 103.0" Filter: 2 SITE 8 9/24/2013 18 43.2' Distance: 76.0" Filter: 2 •'• • • .. • . •:• •{{ i • • ..• • -;'a 5.0 10.0 150 20.0 25.0 30.0 35.0 40.0 r T 1!:+u.y T T T )r7t'• if'; !•' � !;''� i[•s'.l 1 t 1 i il3t • ' li � ))pti •)i t • , ' ': ra 1� i.'}�` 1s' '.:'] fi .rf{yj:: 1 a 111.,' ' !! 1.;':..:-:-'( . ,�i }3 fi ;':]!t•'' ` (,111//' ...,.]`l; • •, t.J;.•� 4.] 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 T T• T ,,,,I, TY T• T T • f •f'f I II . •'11 ( U1lei' ill /JII1II j CC .,I '�•.'''',' .t�H�„ � 1/'/,: n}•'1.; j{iiY., j ��. 1 10 lir r}j' { , I: a , ,i J 5.0 io.o 15.0 20.0 25.0 30.0 35.0 40.0 T T T T T • /•i' . • •.3 • '12 .:p tit";}]:.]ji.; a in 11t` t$!/ , tt; rjF i. . j.: •:3f•r•' 'It� i�•t' "1� iS)/ its Sot' j i i11- j t. I� 43.2 0 010.20.30.40.506070809 0 4.0• Arrival time me'[m10 I I Apparent Velocity 11000 teet/sJ 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 I 20 1 60 43.2 T D 010.20.304050.60.70809 A ivaliime[["110 I �TTT"'999u"'1111 Apparent Velocity [1000 0 6 12 18 24 30 36 0 Attenuation [db] I I I feet/s) 42 48 54 1 20 60 43.2 0 0102030.40506070809 �T"P'fl 0 - A ivatiime[["t10 ( I Apparent Velocity [1000 feet/s) 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 I 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 15 SITE 8 9/24/2013 19 43.2' Distance: 63.0" Filter: 2 SITE 8 9/24/2013 .1A 43.2' Distance: 31.0" Filter: 2 . SITE 8 9/24/2013 23 43.2' Distance: 25.0" Filter: 2 • ,. % -• 0' 0' 1 I 0' 1 I 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 T T. 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'� i ��1 t f c [ + t1 ter S., r: ..I •.. ll 5.0 10.0 15. 0 200 25.0 30.0 35.0 40.0 T Ti T, T 1 T ' T :.f y•,; iii.(i; ) i'.' j t Illy ' �i�``itErft� E,t,!t}�, lf(S' •+i tii• t • v. 1•;I�l�s' •; Li.� t . i �tE 1 +,r �+ jI + 1• t+ t•1 (3t, ; .. i.•t.,t•... 43.2 0 010.20.30.405060.70809 0 0 6 - T Arrival time I Apparent Velocity 12 18 Attenuation [ms] I 10 I I I [1000 teeUs] 24 30 36 42 48 54 [db] 1 I I I 60 43.2 0 0102030.40506070809 0 : I 1 Anivat time (ms] I I I 10 I I I Apparent Velocity [1000 teat/s]j}}iii���[ 6 12 18 24 30 36 42 48 54 Attenuation [db] I 20 60 43.2 0 01020.3040.5 0 •.O. Arrival Apparent 6 12 Attenuation time I Velocity 18 24 0.0.70.809 [ms] i0 I I I I 11000 feet/s] 30 36 42 48 54 [db] 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 16 SITE 8 9/24/2013 " ' 24 43.2' Distance: 61.0" Filter: 2 SITE 8 9/24/2013 25 43.2' Distance: 85.0" Filter: 2 SITE 8 9/24/2013 27 43.2' Distance: 103.0" Filter: 2 •• :.� • o. t, 1 1 5.0 100 15.0 20.0 30.0 35.0 46.6 1` I ( ' , T 2{ Ii } 11i, � ([ 'ill T • T 1 • 11 1tlill r 1 • \li' 4{ s. 1. ,t ]!j j' a lyf,1I 111 1}}�' li,[4illl.{ jj •16%.•t'.••'•• I'l [t "jlirr`r ct[ II 1 1 " l'; ,, {� tt .' ,,i:f.(1. (.. lr ,. � !� ti� .., ., 71' 1 'ti' :..' t. •� ti • t 1y"1Tiil, 5.0 100 15.0 200 25.0 30.0 35.0 40.0 T T r�!• T ri ",j •1 ' �rl �• . T•) . IC,. •.,, F 1/ rA 1111 �1�"`I""i°l• It ?lig: rr>iifitii a9yt: ftit�it ,1 1 ' r(jt1:, rt,' �1{i25.0 f if.t j•,trl.;•r11,_r nt �'t lfjlt it I- f tri r,,40.0 ���' yr [ I,i. �1 71 • • f ; 5.0 10.0:II, 15.0 20.0 30.0 35.0 TA T T1•. '• ; l) T • j•j, T 1/11 r Ye tti T ! r T •�� .} I it tt� T t 1)l f` y ! • (• /.'; 4} ei ()�i r� t $ t y. 1 11y25.0 r r ''.; 1 )r •' 3'r TI" +[t. V1. t ',• •,.� 43.2 0 010.20.30405060708091 1111'"���WWWW 0 0 Arrival time [ms] 1 1 I 10 I I I Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] I 20 1 60 43.2 0 0.1 0 jjj} q���+++����[[[ 0 .<1 0 2 0 3 0 4 0.5 0 6 0 7 0 8 0 Arrival time [ms] 1 1 1 10 I I I Apparent Velocity [1000 feet/sj 6 12 18 24 30 36 42 48 54 Attenuation [db] 9 I 20 60 43.2 0 010.20.30.40.50.60.70.809 jj{iiilllyyy 0 •••O' Arrival lime [ms] I I I 10 I Apparent Velocity [1000 feeds] 6 12 18 24 30 36 42 48 Attenuation [db) 54 1 20 60 Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 17 SITE 8 9/24/2013 29 43.2' Distance: 87.0" Filter: 2 SITE 8 9/24/2013 2A 43.2' Distance: 63.0" Filter: 2 SITE 8 9/24/2013 34 43.2' Distance: 37.0" Filter: 2 0 1 I 0' 1 1 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 T r r T T • • , • t t ,� • tt; •j)}'-1 •(:;!'t (} Ott �ri� i1 li.ttllfi�I� '�'R 1 •t]l{�]t't tltl1,f.sis. 1,1 t1.1• 'lir f 'if/:V.1 of ff ii:"1(? • • !i1 i' ,. `' i{: i. 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 r T r' T ' It) i*11)}14,' r;t. it ltf 1t t ] ,.r t 1t S'�f yii (it. 1r 14 i] 'ti�] ,(k k i t� • tStl € �/. R i,' (1 h ��. i••111'1 .i. ({�,,,,. . ! itt t ri ' i; ?'i. .' }•l s i {],�1 +'. �.� } 4 r) (1 S� ].►,�fI).r!) IR:, r11•�; 5.0� 10.0 15.0 200 25.0 30.0 35.0 40.0 r Mil, T il� ] rj f 1i„'•]( �1 r Tl I -•.t't.t•, i, " ,• 17" `.,y 1• . . "1 1 k. tl • '; { F t' i ]1 y,t frim 14•'1! t ( f 1 (Et'Iv t41 r r]{�iv j ..::: 1I• .V.Vi. ,+fir ;.4 ,iiiiiqh � t yy, il.. ; �il"�ttl .. +. F3.�< '.4. �'•.. 43.2 0 010.20.3040.506070809 Arrival time (ms] } 10 Apparent Velocity [10001ee I ] 0 6 1218 24 30 36 42 48 54 -4 Attenuation [db] 1 I I 21 0 60 43.2 0 010.20.3040.50.60.70.809 o 0 0 Arrival time Apparent Velocity 6 12 18 24 Attenuation [ms] [10001ee I ] 30 36 42 48 54 [db] I 20 60 43.2 0 010.203040506070809 Arrival Apparent 0 6 12 Z Attenuation time (ms] Velocity [10001ee I ]1 18 24 30 36 42 48 54 [db] I 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 18 SITE 8 9/24/2013 35 43.2' Distance: 68.0" Filter: 2 SITE 8 9/24/2013 36 43.2' Distance: 89.0" Filter: 2 SITE 8 9/24/2013 38 43.2' Distance: 103.0" Filter: 2 • 2 • • • • •• •• . • . • 1 1 . 1 [ 5.0 100 15.0 20.00111''''''1�,' 25.0 30.o 35.0 40.0 T T iil ll jl + ' 1•'111 i T r '• { ][.• C + , yy [ 1 [� • ..�{�" +1] Rj I 1,� •„/�.:'•:n+.' 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Arrival time [ms] I [ [ [ 10 I I I Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] I 20 60 43.2 0 01020304050.60.70.809 0 [}iiyy 0 = Arrival time [ms] [ [ ] 10 I I Apparent Velocity [1000.feeVs] 6 12 18 24 30 36 42 48 54 Attenuation [dbj I 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 19 SITE 8 9/24/2013 3A 43.2' Distance: 81.0" Filter: 2 SITE 8 9/24/2013 45 43.2' Distance: 31.0" Filter: 2 SITE 8 9/24/2013 46 43.2' Distance: 63.0" Filter: 2 .0144, • • !• ,• •.. r 0• 0' 0 5.0 10.0 15.0 20.0 25.0 30.0 350 40.0 T T, T T T T T�! ill I f I 1 r • j+ j • • 1 'f, / ' U. c'.i j 11 ir+ liitt. j! i {}l''; . ;[ ii:i. : (+ • 1 ] ! 1:' ••,•i''' .+ !, f[ {t �� + ll,.�i1 y f..f f [� t ,• to i}I r• r�,{ i �l [i .: 5.0 10.0 15.0 20.0 25.0 30.0 350 40.0 T. I ],; ll�'!f 1 T) III •ljt1 1 Ill; T if' t{ .. 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Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 20 SITE 8 9/24/2013 47 • 43.2' Distance: 87.0" Filter: 2 SITE 8 9/24/2013 49 43.2' Distance: 104.0" Filter: 2 SITE 8 9/24/2013 56 43.2' Distance: . 32.0" Filter: 2 O4/P ••• • • •_ Q ••• • 0' Cr , 0' 5.0 10.0Tr 15.0 25.0 300 35.0 400 r ill.' ti ��. Tif • ' �l t�{, .� r. • • T :,\ t� � !+}lirr i �' .] +�,; t J;S I ;]] , �'r 1lt]��, "i 1 J{.,F: • `.fi rr,rr,t�•. `v".:,(300300�f1 1t j(li to i .1,11 to.o' 5.0ITT 15.01�t 200 25.0t�±I�:`25.0]t 35.0 400..]�,; 43.2 0 010.203040506070809 6 _ _ hRF[ 0 ..4• Arrival time [ms] [ 11110 I Apparent Velocity [1000 6 12 18 24 30 36 Attenuation [db] `. I •tFj{{{I�.•}�. I feet/s] 42 Ili t('''S r l��x,:200 I 48 d l, ] }i35.0•Jit ,;40.0� at ' , 1 I 20 54 60 5.0 10.0 15.0 . ] 4t• Si ` +ttr ;t:r (te, > � f7200 , 'r � ��. irl ,;�,t;i i t II 1 r rt��sf{ . ��iJ1 . • ,i:;;;��;�,i,.r 1;I %a !!.; i, 43.2 0 0 } 0 M}iiFi[ 0 6 ..O• 1 0.2 0.3 0 4 0 5 0 6 0 7 0 8 0 Arrival time [ms] [ , , , 10 I I ( Apparent Velocity [1000 (sells] 12 18 24 30 36 42 48 54 Attenuation [db] 9 1 1 I 20 1 60 43.2 0 010203040506070809 0 1}"i�� 0 1 Arrival , 11110 [1 Apparent 6 12 18 Attenuation time [ms] Velocity [1000 24 30 36 [db] feet/s] 42 48 54 1 I 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 21 SITE 8 9/24/2013 57 43.2' Distance: 64.0" Filter: 2 SITE 8 9/24/2013 58 43.2' Distance: 86.0" Filter: 2 SITE 8 9/24/2013 5A 43.2' Distance: 103.0" Filter: 2 .�. • • •Q• • §n, • •Q •= 4w�• ,.; 0' 0' 0 0' 5.0 - 10.0_ 15.0 20.0- 30.0 35.0 40.0 T T Ti T r 4' ! fetif 1! 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I T I., I Arrival iime1[m10 I I I Apparent Velocity [1000 feet/s] 12 18 24 30 36 42 48 54 Attenuation [db] I.s 1 1 20 1 60 43.2 0 01020.30.40.506070809 111C"""yPPP111 0 -0.• 1 I I Arrival iime1lm10 III Apparent Velocity [1000 6 12 18 24 30 36 42 Attenuation [db] feet/s] 48 54 1 I 21 60 43.2 0 010203040506070809 1�'q_'ll 0 •: T A 1vat1lme11m10 I I I Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 22 SITE 8 9/24/2013 67 43.2' Distance: 31.0" Filter: 2 SITE 8 9/24/2013 68 43.2' Distance: 60.0" • Filter: 2 SITE 8 9/24/2013 69 43.2' Distance: 79.0" Filter: 2 • • ,. • �,• • �; •, . ,• . •; :.:, • �h• • * , • • O. 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' itt;. tt}{ 1.��fi4 f ) 1 Pt 43.2 0 010.20.30.40.50.60.70809 0 0 -0• r Anivaliime[[m10 I I I l Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 20 1 60 43.2 0 010203040506070809 �( C1"v11 y"'ffTl 0 S T Arrivaltime Apparent Velocity 6 12 18 24 Attenuation 10 I [1000 30 36 [db] I I feet/s] 42 48 54 1 I 20 60 43.2 , 0 010.20.30.40.50.60.70.809 CrrP"ggqu""III 0 0 1 1 time Apparent Velocity [1000 6 12 18 24 30 36 Attenuation [db] • I I I feet/s] 42 48 54 1 I 210 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 23 SITE 8 9/24/2013 78 43.2' Distance: 32.0" Filter: 2 SITE 8 9/24/2013 79 43.2' Distance: 53.0" Filter: 2 SITE 8 9/24/2013 7A 43.2' Distance: 81.0" Filter: 2 •Q. • • .S• g •Q. • • 4. 4 ••• • • V 1 I 1 I 5.0 _ 10.0 15.0_ 20.0 _ 0 25. _ 30.0— 35.0— ,fit (TI11 j i I il�t ! i ftt:+ r. } I; T �,( .1 T (Ii L `, 1 � t)ti - t ' , , r. 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I I'ti . t 1 f ,1i l • >; 1'611\1 fil[; l}; y,1 t ,1 , t y:: t 1t, t�”. :::y i•;? . 1t(n , l,t,,r iy,1 t� , ,, ,i ,rtl ! 1 i1 ,.$ i , }A°tt;,;+y • li , .. ,t , ' 5.0 ,0.6 15.0 20.0 25.0 30.0 350 400 '((1iti 'tit T • �' T T , * tf 1� (} i , fI. `;•`t . j �• I'. !400_466'. . ,‘..771114 �Ii 1 .f. l !�4 ��I�'1'' [ • jf , �l�1 �4) • },tl{511 i ,11 { to Cl i 1; i!h, i •z' it , } f!t{� y, :,' t t }t it It i `��� ' f iE, rr tt r 11 ( j!(+lil {ti 11 (= t ( y lt, i �,'y�,4"c' }`t: �i;t { tt t t•,.t ].if. l i 43.2 0 01020.3040.50.6070809 0 1IIF"''�PPPiiii 0 0 1 I 11• Arrival time ms I I 1 10 I I I Apparent Velocity (1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db( 1 1 1 20 1 60 43.2 010.203040506070809 10 "v7 11�h'"'�WWWi 0 ..; Arrival time [ms I I 1 10 Apparent Veloci 6 12 18 24 30 Attenuation (db) I I I y [1000 feet/s]111hRRRWMM 36 42 48 54 20 60 43.2 0 010.20.30.40.50.60.70.809 0 0 2 Arrival time ms A I I I ([ 10 Apparent Velocity 6 12 18 24 30 Attenuation (db] I [1000 36 42 I I teeUs] 48 54 ( 20 60 Robert Miner Dynamic Tesling, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 October 2, 2013 Page 24 SITE 8 9/24/2013 89 43.2' Distance: 23.0" Filter: 2 SITE 8 9/24/2013 8A 43.2' Distance: 57.0" Filter: 2 SITE 8 9/24/2013 9A 43.2' Distance: 34.0" Filter: 2 .•.. • •4•• w ..• 1••• • a a 1 ( a 5.0 10.0 15.0 20.0 25.0` 30.0 35.0 1;•'.\.:('"(iii, T �. r h r T •(i1i{• t1•'ai, a - tl 31 s {1' / `tt',t1if 1t� ix { 11 %/[ „� t 1.40 •it Iltt �I� i 3 1.1 TI l r ill tt' +1t / ! •+i , ! ,,i 1 ( l lii ' I I 1111 l,i, t T III( gll±i. 1(( t r � .. t, l , 1. rK • t, , I . . 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 i{{,,' t;; 1.,, , l++. 3 j�Sj� j T, '•( lilt T �• I , } )I • a 11 T+ 11 al a i1 ,. 1 ! I �l ,11,E',,, ilii : • , )q.,'? l ,'. l . 1 r� IV!'('! , . }{ant , ti ,,, , „1 t�',•t i i�(t ,,. . , . 1S1 �i! •.; 1 , ( ;r 1 r • : f n ,,: 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 T,I' T .; ( T �y l I T. ! T I 1 (] 1, +i i . T i, � , I1 i 1 .` ,11tr i,.< ,.. r jt(tl �r a.i, . ; { {; . , • tl • 11. 41 [ �, „� :, •l j.+ , 1 ,y r , • t l •i. 1 It f t� tat •! a it a ' 111 t j,I : al+ „Iiiiii:. r,i, r' • l Irl., .. .i 43.2 0 010.20.30.40506070809 0[ 0 6 • Arrival time ms 10 I I I Apparent Vetocity (1000 feet/s] 12 18 24 30 36 42 48 54 Attenuation [db] 1 1 ( 20 1 60 43.2 0 0.10.203040506070809 0 }}}iiiFjFFjj 0 6 t T Arrival time [ms] I ( 10 Apparent Velocity 12 18 24 30 Attenuation [db] I I I [1000 feels] 38 42 48 54 I 20 60 43.2 0 01020.30.40.5060.70809 0 }}}iiR��� 0 0 Arrival time ms f 1 I I[ 10 I 1 I Apparent Velocity (1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation (db] 1 20 60 Robert Miner Dynamic Testing, Inc. Robert Miner Dynamic Testing, Inc. Dynamic Measurements and Analyses for Deep Foundations Ly Pham, P.E. Seattle Public Utilities Materials Laboratory 707 South Plummer Street Seattle, WA 98134 Re: Cross -Hole Sonic Logging Site 2 and Site 4, August 26, 2013 Duwamish Creston H -Frame Replacement, Seattle, WA Dear Mr. Pham, August 29, 2013 RMDT Job No. 13F44 At your request Robert Miner Dynamic Testing, Inc. (RMDT) conducted Crosshole Sonic Log (CSL) tests of drilled shafts at the site referenced above. This report presents test details, the CSL measurements, and our interpretation of the measurements for the shafts which RMDT logged on August 26, 2013. Test and Shaft Details The shafts which we logged on August 7, 2013 were identified, in the order of testing, as Shafts attiifelMnd Siit'ei21 Sites 4 and 2 were on the east and west sides of a railroad yard, • respectively. Both shafts have a diameter of 10 ft and we observed 10 steel CSL access tubes in each shaft. Both shafts extended above the ground surface and the visible portion of each shaft was cased with steel, with the concrete surface level with the top of such steel casing. We observed an anchor assembly extending above the concrete surface of each shaft. We used a weighted tape to sound each CSL access tube and noted the length of tube embedded in concrete. We also measured the lateral spacing between the tubes for all tube pairs which we tested. We numbered the tubes in clockwise progression with Tube 1 and Tube 6 on "east" and "west" sides of the alignment, respectively. Table 1. Summary of Shaft and CSL Test Details Pile Date of CSL Test Concrete Age Length of Tube in Shaft Concrete No. of steel tubes No. of Tube Pairs No of Tube Pairs Tested Site 2 26 -Aug -13 >6 Days 51.5 10, 45 37 Site 4 26 -Aug -13 >6 Days 54.4 10, 45 35 CSL measurements were made with a Pisa CSL system manufactured by Piletest.com. This equipment satisfies the requirements of ASTM Designation D 6760-02. Ultrasonic signals were logged at approximately 2inch intervals as the probes were pulled upwards from the bottom of the access tubes. Mailing Address: P.O. Box 340, Manchester, WA, 98353, USA Phone: 360-871-5480 Location: 2288 Colchester Dr. E., Ste A, Manchester, WA, 98353 Fax: 360-871-5483 Seattle Public Utilities, H -Frame Replacement August 29, 2013 RMDT Job No. 13F44 Page 2 Results and Discussion Attached pages present the CSL measurements collected for the three subject shafts. The CSL determined wave travel times were divided by values for the approximate lateral spacing between the tubes to compute apparent wave speeds in each scan. On the attached pages the CSL measurements are presented with the apparent wave speed, arrival time and signal attenuation plotted versus depth. The apparent wave speed is indicated with an inverted triangle. In concrete the low strain (sonic) wave speed, c, is related to the material stiffness, E, the material density, and Poisson's ratio, with Young's Modulus, E, being proportional to the square of the wave speed. This relation is part of the rational basis for interpreting the CSL data. However, measured travel times and computed wave speeds cannot directly provide evaluations of concrete quality or strength. Factors which generally preclude direct evaluation of concrete strength from arrival time or wave speed include uncertainty of the in situ tube and probe spacing, uncertainty in Poisson's ratio, and the lack of a reliable quantitative correlation between initial tangent modulus, E, and strength or quality. The primary means of evaluating shaft conditions using the CSL method is the uniformity of the CSL log with depth, rather than the absolute values of the travel times or apparent wave speeds. Local wave speed reductions of ten percent or less are considered normal and consistent with uniform material. Local reductions of approximately ten to twenty percent are usually considered an indication that softer material may be present near the reductions. When a local wave speed decrease is greater than twenty percent it is usually considered probable that some associated material is significantly softer and may be unsatisfactory relative to normally acceptable concrete. Site 2 Scans for Site 2 yielded relatively uniform apparent wave speeds within scans and between scans. The overall average wave speed is approximately 14,000 ft/second. For some scans the CSL signal was weak near the top of the shaft, such that the signal was lost within the top 1.5 to 0.5 ft of the shaft. Such results near the top of a shaft are not uncommon and do not necessarily indicate unsatisfactory material. It is our opinion that the results for Site 2 are consistent with the presence of uniform and normally acceptable concrete material conditions between the CSL tubes from the bottom of the scans upward for approximately 50.0 to 51.5 ft. Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement August 29, 2013 RMDT Job No. 13F44 Page 3 Site 4 For the shaft at Site 4 the majority of the scans yielded indication of softer material in a zone at the bottom of the shaft. Nine scans yielded a local wave speed reduction of 10 to 20 percent and 20 scans yielded a reduction of more than 20 percent. The effected zone was typically the lowest 1.0 to 1.5 ft of the shaft but in some scans the softer material extended up to 2 ft from the bottom. Based on these results it is our opinion that the majority of the material in the bottom 1 to 1.5 ft of the shaft is significantly softer, and thus weaker than material higher in the shaft. The bottom portion with the lowest wavespeeds is most evident near the shaft perimeter in association with Tubes 1 to 7, and thus primarily on the southern side of the shaft. Approximately 13 ft below the top of the shaft a number of scans yielded a local wavespeed reduction. We completed 37 scans for this shaft and 6 of the 37 scans yield local wavespeed reductions of 10 to 20 percent, and 2 scans yielded reductions of 20 percent or more. The depth of this zone is judge to be approximately 12.5 to 13 ft below the pile top. The zone with reduced wave speed was also typically associated with a marked local reduction of the signal strength. Based on the available data it is our opinion that the conditions causing these measurements are likely to be located near Tubes 2 and 3, and Tube 6. We understand that the bottom plate of the pole anchor system may be relatively close to the zone with reduced wave speed, and there is some potential that the reduced wavespeed and signal energy is caused by the anchor plate, or associated with some aspect of concrete placement near that plate. Although we have observed signal reduction at the anchor plates on some other projects, we did not observe that for Sites 1, 2 and 3 of this project and our presumption at this time is that the CSL results for this shaft indicate the presence of some softer and thus weaker material 12.5 to 13 ft from the shaft top. We understand that the nominal location of the bottom plate is 12.0 ft below top plate and thus approximately 11.75 ft from the top of concrete and thus 0.5 to 1.25 ft higher than the feature observed in our CSL measurements. With the exception a zone 12.5 to 13 ft from the top of the shaft, and a zone in the bottom 1.5 to 2 .0 ft of the shaft, it is our opinion that the CSL results for Site 4 are consistent with sound and normally acceptable concrete material. Based on our interpretation of the available CSL measurements we recommend assuming that the majority of the material in the lowest 1.0 to 1.5 ft of the shaft is significantly weaker than the material higher in the shaft. We also recommend review of construction records and other design or as -built data to supplement the CSL evaluation of the material 12.5 to 13 ft from the top of the shaft. Additional Considerations Crosshole Sonic Logging is an indirect low strain method for evaluating the concrete between the CSL access tubes. This method does not provide a comprehensive evaluation of a shaft's material and cannot be used to evaluate soil resistance or shaft displacement under service or. other loads. If the access tubes and concrete are debonded during testing the CSL results may Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement August 29, 2013 RMDT Job No. 13F44 Page 4 yield signal Toss or reduced apparent wave speeds, even within sound concrete. We recommend visual or other means of inspection of concrete near the top of the shaft due to the limitations of the method and the increased possibility for delamination between the tube and shaft near the top of the shaft. We recommend that the significance of any non -uniformities be evaluated based on the actual requirements at the location of the apparent non-uniformity. Also, the measurements and our comments reflect conditions at the time of the test; hydration or other time dependent effects may result in increases in material uniformity, or other changes, over time. Please do not hesitate to contact us if you have questions about our test procedure, the measurements, or our comments on the measurements. Sincerely, Robert Miner Dynamic Testing, Inc. Robert F. Miner Robert Miner Dynamic Testing, Inc. Page 5 SITE 2 8/26/2013 12 51.5' Distance: 33.0" Filter: 2 SITE 2 8/26/2013 13 51.5' Distance: 63.0" Filter: 2 SITE 2 8/26/2013 14 51.5' Distance: 86.0" Filter: 2 • • • • • ••�R•, • ,• • •, •Q. • • • • 0' 0' 0' 5.0 T • 5.0 5.0 r 10.0 T • 10.0 10.0 15.0 T • 15.0 15.0 r• 20.0 • 20.0 _ 20.0 T •' 25.0 _ 25.0 _ 25.0 r 30.0 30.0 30.0 T .• T • 35.0 35.0 35.0 T • r • 40.0 40.0 _ 400 r • T •' 45.0 45.0 45.0 T • T 50.0 50.0 50.0 _. T , 51.5 T 1 f 51.5 1 51.5 1 ] 01 0.2 0.3 0.4 0.5 0.6 0.7 08 09 1 0 01 0.2 0.3 0.4 0.5 0.6 07 08 09 0 01 0.2 0.3 0.4 0.5 0.6 07 08 09 1 Arrival time ms }f7^' Arrival time ms f.4. Arrival time ms] 0 1[ 10 I ( ( 20 0 ] �( 10 I I I 20 0 1 1 I[ 10 I I I 20 fa* Apparent Velocity [1000 feet/s] 1 fat. Apparent Velocity [1000 feet/s] }.0., Apparent Velocity [1000 feet/s] ] 0 6 12 18 24 30 36 42 48 54 60 0 6 12 18 24 30 36 42 48 54 60 0 6 12 18 24 30 36 42 48 54 60 -0- Attenuation [db) .-4 Attenuation [db] �0 Attenuation [db] Robert Miner Dynamic Testing, Inc. Page 6 SITE 2 8/26/2013 16 51.5' Distance: 100.5" Filter: 2 SITE 2 8/26/2013 18 51.5' Distance: 80.0" Filter: 2 SITE 2 8/26/2013 19 . 51.5' Distance: 57.0" Filter: 2 . • • .: .•.•, 0' 1 1 1 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0YI 45.0 50.0 T , •[irl#� 1'li. •/... ({] ' );!,11 {+Ir • ., nt ; i °:1 r •, , .91•'.•'-",• ]•l t •Iir)1 ! 1t 1 it i' . r.( 0)/ t. 1 tib{ ,tt / }I ti 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0� T T T T T� t�1.,] 1{ll{ 'I_.• ti#!� { i #i i� 1t • #j • 1311 if I \� I t, •. {, 1.1•. t 11,11,,. J rr l(` , r� [ ' � 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 T T 11,1;,1 .:. . 't' T{) •.. 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Page 7 SITE 2 8/26/2013 1 A 51.5' Distance: 26.0" Filter: 2 • SITE 2 8/26/2013 23 51.5' Distance: 34.0" Filter: 2 SITE 2 8/26/2013 24 . 51.5' Distance: 63.0" Filter: 2 ..�. • • •9/ _ •Q•� • • • •Q• • • o' 0' 1 I a 5.0 10.0 15.0 20.0 250 30.0 35.0 400 45.0 50.050.0 T1 i t TINI-li :iiNiii) T i1,1i1X;fi;t ' ii1r '� Tt�l�1''1ltt rte lictlI (r'• +tto•tita1 ifli'•�4.{1� • 1,• 1, r l{., tt. �'r,,.. • l,tllf„• { 1 1,• 1 tU j, r•t [iiiiii 1' .' 11:11,1II �t1('I 1 + ( • ' i f 11 /.� +ttt' I lit 1 ' ll �• 1 i- t � t •. lifr St ,it i'M111 ' . , i 5.0 _ 10.0_ 15.0 20.0_ 25.0_ 30.0_ 35.0_ 40.0_ll 45.0_. _ T T'(l=i�'t1 Ti, T '11t't'.. !11 t�}7{1�II �1 rj Ill' 1 ,1I+.i ' 1 1{ li'tt. i Ti 1 1�t �) 1�+ T 11'1 T lli;1:':i, ..j'.ti `j1u i Sjj `I1ry li[i[t u-.1:,,, [ii ' 111111 tlIIfif.I :. I,I "i 1'; 7v i {l!r l t 1 + •. 1 i' i • i' / i t { 1 ' i• 1.i. ` ' - 1 ,•::, 5.0 _ 10.0_. 15.0 20.0_ .25.0 30.0_, 35.0 _ 40.0 450 50.0 T , T' T T T T)c,i T _ Tfit't„r•J ;.. 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Page 8 SITE 2 8/26/2013 25 51.5' Distance: 85.0" Filter: 2 SITE 2 8/26/2013 27 51.5' Distance: 103.7" Filter: 2 SITE 2 8/26/2013 29 51.5' Distance: 81.0" Filter: 2 •. • • • • •Q• • • . •Q• • 0 •_9 0• 0 1 1 O 1 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0°�)�it 45.0 50.0 r * ,i\ t.• r I,i �) •l'.',t'i..I'4(t j 1; r• It ,, •'•�V i' ( r •. i t IA 2 1,'}: jIlj1 l,]i� ,1,, • j,,, 'nl e'#'I '.:.'1' jt '+'; [,[ 1 , 1.. • ;I1 '/_' ,; r;<< )d }• •�5,;- , i;is, ;Ir'1 '.'.. . _, '; '11t 1 ' 5.0 10.0 15.0 20.0 25.0 30.0 35.0_ 40.0 45.0 50.0 r t NJ;% .. ltltt.';�„ r•w r :r.{1,.; ••' 11 1 r� • ®i 01,' r ., Iif1t1, r •• ',11,1,1) Y• • nr.:• ppJ lii113li(i�tV' Ii1n f•. 1,� ,)�' 1•[1i�i:;t x]111 t}: 1,, if r• t l11})/I''litr il11ti1,1 i ��1'. 1 i "' Otai _1 • , :• ;,.. 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 • •���� r TIt,' r •���, l,), it`( r ) �..• iii 3,11, ;;,'i 1� ]�'• ',V r if'r:' , 'Ii •j d41n j1 ,it •l1 r.•• . 114 ''i au. stf%i i, 1';'ir f'',:'t1: I v • iihI;,i, a! ,1,',� ,r 1' 'l 1. 1 ,'•., .1. i,gin`,' 'll. ' i� : i•• ,: l; 51.5 0 010.20.30.40.50.6070.809 0 } 1t�I 0 6 O.., Arr1 ival lime [mI Il10 I Apparent Velocity [1000 feet/s] 12 18 24 30 36 42 48 54 Attenuation [db) 1 20 1 60 51.5 0 01020.3040506070809 pv'l 0 -0.. Ar1 rival time (ms1 ] ( I I Apparent Velocity [1000 feet/s) 6 12 18 24 30 36 42 48 54 Attenuation (db) I 20. 60 51.5 0 0102030.40.50.6070809 Cuoval 0 : timeEms' I l1 Apparent Velocity [1000 6 12 18 24 30 36 Attenuation [db) I I feet/s) 42 48 54 20 I 60 Robert Miner Dynamic Testing, Inc. Page 9 SITE 2 8/26/2013 2A 51.5' Distance: 56.0" Filter: 2 SITE 2 8/26/2013 34 - 51.5' Distance: 33.0" Filter: 2 SITE 2 8/26/2013 35 51.5' Distance: 61.0" Filter: 2 • . r •• • • •; • `�q/ q/ 0' 0' 0' 5.0 T • 5.0 T 5.0 T 10.0 T • 10.0_ T 10.0_ T 15.0 T • 15.0 T 15.0_ T 20.0_T.., • 20.0 T 20.0_ T 25.0 25.0_ 25.0 T • T 1 30.0_ 30.0 30.0__ T • T T 35.0 35.0 35.0 • T T 40.0 _ 40.0 40.0 r • . T T 45.0 _ 45.0 _ 45.0 T • T T • 50.0 50.0 T 50.0 _ • T 51.5 I 1 1 I I I I 1 51.5 I I I 51.5 0 0 1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0 9 1 0 1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 0 0 1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0 9 1 (43'• Arrival timems I j4? Arrival time ms I I I I f4 Arrival time ms I 0 11 I I 1[ 10 I I I 20 I I[ 10 I 20 0 1 I I[ 10 I 20 1.411. Apparent Velocity [1000 feet/s] I f Apparent Velocity (1000 feet/s] 1-146 Apparent Velocity [1000 feet/s] 1 0 6 12 18 24 30 36 42 48 54 60 0 6 12 18 24 30 36 42 48 54 60 0 6 12 18 24 30 36 42 48 54 60 .0. Attenuation [db] "0` Attenuation [db] •4Attenuation [db] Robert Miner Dynamic besting, Inc. Page 10 SITE 2 8/26/2013 36 51.5' Distance: 85.0" Filter: 2 SITE 2 8/26/2013 38 51.5' Distance: 105.4" Filter: 2 SITE 2 8/26/2013 3A 51.5' Distance: 81.0" Filter: 2 •Q• • • • Q• •Q• Q .•. • • •, 0' 0' - i i 1 1 [ 0' 1 [ 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 - 50.0 T r •• r • , T • r T • `` rTi T • �1� 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0. 50.0'� * * !� r T • 4 r 1 r •' 1 T 11. • * • •T • •T 1111 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 _ T T r r r T� T �. 1 lit 1 • • 44 1111 r woe 51.5 0 010.20.30.40.50.6070809 0 }.+per 0 6 -0' r Arrival time [ms] [[ 1 10 I I I Apparent Velocity [1000 feet/s) 12 18 24 30 36 42 48 54 Attenuation [db] 1 20 [ 60 51.5 0 0.10.20.30.40.50.60.70.809 {d5?^ 0 1.0416 0 •O` Arrival time [ms] 10 ( I ( Apparent Velocity (1000 feet's] 6 12 18 24 30 36 42 48 54 Attenuation [db] 20 60 51.5 0 0.10.20.30.40.50.60.70809 (4 01 HOW 0 "0' Anival time [ms]1 1 1 10 I I I Apparent Velocity [1000 feet/s) 6 12 18 24 30 36 42 48 54 Attenuation [db] 20 60 Robert Miner Dynamic Testing, Inc. Page 11 SITE 2 8/26/2013 45 51.5' Distance: 32.0" Filter: 2 SITE 2 8/26/2013 46 51.5' Distance: 61.0" Filter: 2 SITE 2 8/26/2013 47 51.5' Distance: 84.0" Filter: 2 •Q• • • • ••, •Q• • • •,+•, .Q. • • 1 [ 1 [ 5.0 16.0 15.0 20.0 25.0 30.0 35.0 40.0 450 50.0 T1 T' r TlltlIIl' (j i[li,. ,t' �111t1a•„': • " (l,`rtr+!'{ 11 �Irl1 `:..1: j 4 ' f ( rtip, • l ° t [ 1)' i, ;, ]?' .j'. .. " ft •: it + ►li�, f l t - ,���kl l!• i .` It r•r.- i1[1"%' t l�. '4r(ti'' ' 1 `101" • ]4['�l> '' `' 1 • i k1 i ��r[ 114jY,'.. Ili[!t!},:, ® • r 1' , 5.0 10.0 15.0 20.0 25-0 30.0 35.0 40.0 45.0 50.0. T T rV$ti, -_ .. _. __ _ • t•,• iiiiii1','' r11,'tr::if10.0 !fi,+[ ' 1a!11!• t1• 1 ;J • 1 ;JO( . 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Page 12 SITE 2 8/26/2013 49 51.5' Distance: 104.4" Filter: 2 SITE 2 8/26/2013 56 51.5' Distance: 34.0" Filter: 2 SITE 2 8/26/2013 57 51.5' Distance: 59.0" Filter: 2 .Q. • - U .•. •. • , / 0 0' 1 0' 1 [ I 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 • T.• r r• • •4 P T... T ♦ 5.0 10.0 _ 15.0_ 20.0 25.0 _., 30.0. 35.0 40.0 45.0 50.0 _ moi. 9 y V # b 9 1 • q • • •15.0 • • • • r • T 5.0 10.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 T T t T r r 0 T T 51.5 0 01 f4 0 Ho,. 0 6 -0• T 0.2 0.3 0.4 0.5 0.6 0.7 0.8 09 Arrival time [ms) I I I 1 1 1 10 Apparent Velocity (1000 feet's] 12 18 24 30 36 42 48 54 Attenuation [db] 1 1 20 1 60 51.5 0 01 0 }if 0 0 0.2 0.3 0.4 0.5 0.6 0.7 08 09 Arrival time [ms] 1 1 1 1020 I Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 20 60 51.5 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Arrival time [ms] 0 1 10 Apparent Velocity [1000 feet's] 0 6 12 18 24 30 36 42 48 54 •O'• Attenuation [db] 60 Robert Miner Dynamic Testing, Inc. Page 13 SITE 2 8/26/2013 58 51.5' Distance: 85.0" Filter: 2 SITE 2 8/26/2013 5A 51.5' Distance: 102.0" Filter: 2 SITE 2 8/26/2013 67 51.5' Distance: 28.0" Filter: 2 .Q. .Q. • . • •Q. • , • Cr 0. 1 1 Cr 1• ] 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 T . T•1IIf[ TI �(11{:' 11ir • Ti. 1t� iI 1.: if 9 1(l.;',4,1,.•., 1 'i t hi/1 s'.4 r 1. 1lf7 ll�l Y 91�f 1. • ., t 11 t+ t r� f_ ?1 1t• ill l , tl 1 •. t I I1� 'iiu trt(i• +'tl '41 Y r x� Il -i r: • + i' '' e tit t 1 •I. fl11 it1:, . ,�,.,. 5.0 - 10.0 15.0 200_ 25.0 30.0 35.0 _ 40.0 45.0_ 50.0_ _.. • - _ r_ .• , 1(‘‘•f�SY,. }�r'• P,., ••t =N• T.•t1' • rFt. 11 4. T • •i t t ? (lel! t 1 + i lr..tti... l: `5 11 ' (j }}!i • •`I „( ` 1 �1i‘.41"111 I € ',. t�i 15. j,: T 1( t ,1 Pti �01t1. r .) t 1 ri t,.. 1 h t 1 �i ,•45.0 !' + 1i1, • 7. St,• T r UEvt..• 5.0 10.0 15.0 20.o 25.0 30.0 35.0 40.0 50.0 1 til#i�,; i' fri q=}i jtW. r i li1 +++i"• '11,), I t..t, 6, 1.t.litit I Stip, T1 itEii f 1} Iif7e1 iilsIn('�s yfl ', I 4 �ll+ ,? 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Page 14 SITE 2 8/26/2013 6869 51.5' Distance: 60.0" Filter: 2 SITE 2 8/26/2013 51.5' Distance: 82.0" Filter: 2 SITE 2 8/26/2013 78 51.5' Distance: 36.0" Filter: 2 Q• • ••• • •Q• • 5.0 T • 5.0 T • 5.0 10.0 T • 10.0 T 10.0 T 15.0T • 15.0 r • 15.0 20.0T • 20.0 T • 20.0 25.0 T • 25.0 T • 25.0 r • 30.0 T • 30.0 T • 30.0 r 35.0 35.0 35.0 T • T• T 40.0 40.0 _ 40.0 T r • r 45.0 45.0 45.0 T • T �• r • 50.0 50.0 1 • 50.0 51.5 T 51.5 51.5 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 09 1 0 01 0.2 0.3 0.4 0.5 0.6 07 0.8 09 1 01 0.2 0.3 0.4 0.5 0.6 0.7 08 0.9 1 f'4" Arrival time (ms) I I I 1 Arrival time [ms] I I 1 [' 9 Arrival time [mI I I s) ] 0 [[[ 10 20 0 [[[ 10 I 20 0 [ [ [ 10 20 1-0* Apparent Velocity [1000 feet/s] 1 1.146i. Apparent Velocity [1000 feet/s] 1 F.*. Apparent Velocity [1000 feet/s] 0 6 12 18 24 30 36 42 48 54 60 0 6 12 18 24 30 36 42 48 54 60 0 6 12 18 24 30 36 42 48 54 60 0 Attenuation [db] '-0 Attenuation [db] .O'• Attenuation [db] Robert Miner Dynamic Testing, Inc. 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Tay ir( r j! �, ttr�a!„it T„�y,V 1 r ' :/. 0 010.20.30.40.50.60.70.809 1°"�PI 0 `O' , •( i 1-)!131 r 1 ri ♦ • ] a J .,(4j!!+l u' q. ' •' 11{ =t (r! i14 is $A'ii; '1 n ril' ` i f uF�. �t r 1 r+ 1 .1� �l t li l) EY i{ ;• } r, i�j,llt �,}4 l lx{ lt t . t i" i ' 'r !V .. •, -r. I 210 60 r•n µ. 1d', t:i { ]JI T.1 a It!• � Arrival time 10 I I I Apparent Velocity (1000 feet/s1 6 12 18 24 30 36 42 48 54 Attenuation [db) 54.4 0 0 0 [ 1'404 0 -0- 1 02 0 3 04 0.5 0 6 0 7 0.8 0 Arrival 1 mel 10 I I I Apparent Velocity [1000 feeds] 6 12 18 24 30 36 42 48 54 Attenuation [di?) 9 1 20 1 60 54.4 0 01020.30.405060.70809 0 111C"""PPP111 0 0:)` Arrival time 1(m10 I I I Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation (dbj I 60 Robert Miner Dynamic Testing, Inc. Page 26 SITE 4 8/26/2013 5A 54.4' Distance: 104.0" Filter: 1 SITE 4 8/26/2013 67 54.4' Distance: 32.0" Filter: 0 SITE 4 8/26/2013 '68 54.4' Distance: 57.0" Filter: 1 ,... • . ,, #• •• .... .. • • ,, ,Q:,. • • :.;;x: 0• 0• 1 I o• 1 I 5.0 10.0 15.0 20.o 25.0 30.0 35.0 40.o 45.0 50.0 't/Si:• r;}l T. • , i"_ • T'{11!11% r ` T {f )1 Pf � T� t� T �`''Jt1y1' a1� ,iNr f 1 1`� f , 11 , l ,. ' n {j'11 1. it'll.•rT('�hrt}1q •tr p llt;0'' 1 `��,tit �It 11! l itdt) 11,01•;:l.': 1 t!`: lii? i1, t.\1, a ,�'4 11tH , 1/ �' f p1 5.0 - 10.0- 15.0- 20.0- 25.0- 30.0- 35.0- 40.0- 45.0- 50.0- { p 7111.. • 1'f15.0 llly}Ilr. 'If 1(. tattt4tt{It . t `.0 t • {�..1 1 f t. { t it , '1 ', !1t 1 : t .,t /,''t.". /ii.{1 y, ,...•. !7 t . > G r� ti. (: ],,,' i t , t,' r 11'1 ,. v:,- , 1 { .• ], cis 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 T' `'1111;11}Jjsj`r#' T TI T�I�1i ilii el:: . ; 1 it , • " { Ii r: u•,ia • tltli' '. 11111if r '•�;}tpy, •, r ; i t1t� 1�it 1e; Y(lr u !; I 14 - t itl!1 4 t .111111 t,1 r tt ti 1O !2 ` + � f 1� r '' . 1111W : :i •tf; . vii I,,• ;.1111 r •' , •�,i 'f 77 l'',10'''' ii t r T 54.4 0 010.203040506070809 111"'WWW 0 6 •.0 Arrivaltime[ms] I I I 1 I I 10 Apparent Velocity (1000 feet's) 12 18 24 30 36 42 48 54 Attenuation [db] 1 1 20 1 60 54.4 I 0 010203040506070809 �'� 0 }ifi 0 ..0 I I I I j Arrival time [ms] I I I I 10 I I Apparent Velocity [1000 feeVs] 6 12 18 24 30 36 42 48 54 Attenuation (db) 20 • 60 54.4 0 010.20.30.40.50.60.70.809 (�+p�( 0 •'O• Arrival time Ims] I I I 10 I I I Apparent Velocity [1000 feet's] 6 12 18 24 30 36 42 48 54 Attenuation (db) I 20 60 Robert Miner Dynamic Testing, Inc. Page 27 SITE 4 8/26/2013 69 54.4' Distance: 81.0" Filter: 0 SITE 4 8/26/2013 78 54.4' Distance: 26.0" Filter: 1 SITE 4 8/26/2013 79 54.4' Distance: 58.0" Filter: 0 •Q• .. • • • • 0/ .Q. • N• .• . • 4. o'0' :01 15.0T 20.0 40.040.040.0 45.045.045.050.0 1 4-y �; •15.015.0�20.020.020.025.025.025.030.030.030.035.0 T• NM.. 10.0 35.035.0 50.0 • ai50.0 10.0 54.4 1 0 01 }ice 0 HO. 0 •4 1 1 1 11 ( 0.2 0.3 0.4 0.5 0.6 0.7 08 09 1 Arrival time [ms] I 1 1 1 10 I I I I 20 Apparent Velocity 11000 feet/s] 1 6 12 18 24 30 36 42 48 54 60 Attenuation [db] 54.4 01 0 }S' 0 04 0.2 0.3 0.4 0.5 0.6 0.7 0.8 09 Arrival time [ms] 1 1 10 I I I I Apparent Velocity [1000 feet/s) 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 1 20 1 60 54.4 1 1• I 1 01 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 $ Arcival time [ms] 0 1 10 I I I 120 i4964 Apparent Velocity (1000 feet/s) 0 6 12 18 24 30 36 42 48 54 60 0 Attenuation [db] Robert Miner Dynamic Testing, Inc. Page 28 SITE 4 8/26/2013 7A 54.4' Distance: 84.0" Filter: 1 SITE 4 8/26/2013 89 54.4' Distance: 32.0" Filter: 1 SITE 4 8/26/2013 8A 54.4' Distance: 64.0" Filter: 1 • • 41,-0) •• l;• • 0. 0. 0' • • • • • Arm. • - I I feet/s[ 48 54 20 ( 60 1 5.0 10.0 15.015.015.0 20.0,20.020.0 35.035.035.0 40.040.040.0 45.0T45.045.0 50.0 * " • if. T • 725.0PP625.025.0 T30.0 r• lt T •50.0 _ 5.0 10.0 30.0 * T. • • 5.0 10.0ir 30.0T 50.0•. 54.4 54.4 0 010.20.30.40.50.60.70.809 SAT o 0 �0.• T 1 Arrival time l[m10 2[0 I I I I Apparent Velocity [1000 feet/s] 1 6 12 18 24 30 36 42 48 54 60 Attenuation [db[ 54.4 0 010.20.30.40.50.60.70.80.9 0 1.646 0 -0" T Amval±ime [ms[ I Apparent Velocity [1000 6 12 18 24 30 36 Attenuation [db) I I feet/sj 42 48 54 1 I 2[0 1 60 54.4 0 010.20.30.40.50.60.70.809 HP. 0 -0• Aivaltimel[ms] I Apparent Velocity [1000 6 12 18 24 30 36 42 Attenuation [db[ Robert Miner Dynamic Testing, Inc. Page 29 SITE 4 8/26/2013 9A 54.4' Distance: 35.0" Filter: 1 . 0. 5.0 ' 10.0 r • 15.0 T • 20.0 T • 25.0 r • 30.0 r • 35.0 T 40.0 r 45.0 50.0 T • r 54.4 0 01 0.2 0.3 0.4 0.5 0.6 0.7 08 09 1 } Q 0 I I Arrival time [ms] f 1 ]] 10 I 20 1.41.. Apparent Velocity [1000 teet/s] ] 0 6 12 18 24 30 36 42 48 54 60 -0.• Attenuation [db] Robert Miner Dynamic Testing, Inc. Robert Miner Dynamic Testing, Inc. Dynamic Measurements and Analyses for Deep Foundations Ly Pham, P.E. Seattle Public Utilities Materials Laboratory 707 South Plummer Street Seattle, WA 98134 Re: Cross -Hole Sonic Logging Site 1, Site 3 North & South, August 7, 2013 H -Frame Replacement, Seattle, WA Dear Mr. Pham, August 13, 2013 RMDT Job No. 13F44 At your request Robert Miner Dynamic Testing, Inc. (RMDT) conducted Crosshole Sonic Log (CSL) tests of drilled shafts at the site referenced above. This report presents test details, the CSL measurements, and our interpretation of the measurements for the shafts which RMDT logged on August 7, 2013. Test and Shaft Details The shafts which we logged on August 7, 2013 were identified, in the order of testing, as the North and South shafts a i o nd the shaft ataM Site 3 was between sets of railroad tracks within a BNSF yard laying easterly of Site 1. Site 1 was on the north margin of an open area adjacent to a shooting range. Each shaft at Site 3 had 8 steel CSL access tubes and the shaft at Site 1 had nine steel CSL access tubes. All three shafts extended a number of ft above the ground surface and the visible portion of each shaft was cased with steel, with the concrete surface level with the top of such steel casing. We observed an anchor assembly extending above the concrete surface of each shaft. We understand that for each shaft concrete was placed from the bottom of the shaft to the top of the casing during one session. At Site 3 North we used at weighted tape to sound each CSL access tube and noted that the tubes were 48.2 ft long and extended 3.6 ft above the concrete, such that the embedded length was 44.6 ft. At Site 3 South we sounded each CSL access tube and noted a total length of 14.3 m. However, a number of ft from the bottom of the tubes our sounding weight tended to hang up, and passed to the 14.3 ft depth only with repeated a attempts in some tubes. On our final tape sounding, which was in Tube 8 our sounding weight hung up a number of feet above the bottom of the tube such that the weight was not be retrieved; the sounding tape parted near the weight as we attempted retrieval. The CSL access tubes at Site 1 were not sounded with a weighted tape. For shafts with 8 tubes or 9 tubes there are 28 or 36 possible scans, respectively. Customarily, the scans used for testing when there are 8 or more tubes are the exterior cords between adjacent tubes and a representative sample of other "interior" scans. (Generally, if irregularities are observed then all relevant scans are completed. For the tests reported herein Mailing Address: P.O. Box 340, Manchester, WA, 98353, USA Phone: 360-871-5480 Location: 2288 Colchester Dr. E., Ste A, Manchester, WA, 98353 Fax: 360-871-5483 Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 2 we logged all the available exterior cords and the majority of other possible tube combinations. However, at Site 3 South Tube 8 was partially blocked in a manner which we judged would risk damage or Toss of a CSL probe and we did not complete any scans involving Tube 8 of Site 3 South. For each scan (combination of tubes) that we logged we measured the lateral spacing between the tubes as apparent near the top of the tubes. Table 1. Summary of Shaft and CSL Test Details, Shaft P56 Pile Date of CSL Test Concrete Age Length of Tube in Shaft Concrete No. of steel tubes No. of Tube Pairs No of Tube Pairs Tested Site 3 N 7 -Aug -13 7 Days 44.6 8, 28 23 Site 3 S 7 -Aug -13 6 Days NA 8, 28 (1) 21 (1) Site 1 7 -Aug -13 8 Days NA 9, 36 28 Note 1. For Site 3 South, Tube 8 was not usable. For the seven usable tubes there were 21 possible combinations, all of which were logged with the CSL system. CSL measurements were made with a Pisa CSL system manufactured by Piletest.com. This equipment satisfies the requirements of ASTM Designation D 6760-02. Ultrasonic signals were logged at approximately 2inch intervals as the probes were pulled upwards from the bottom of the.access tubes. Results and Discussion Twenty-four attached pages present the CSL measurements collected for the three subject shafts. The CSL determined wave travel times were divided by values for the approximate lateral spacing between the tubes to compute apparent wave speeds in each scan. On the attached pages the CSL measurements are presented with the apparent wave speed, arrival time and signal attenuation plotted versus depth. The apparent wave speed is indicated with an inverted triangle. In concrete the low strain (sonic) wave speed, c, is related to the material stiffness, E, the material density, and Poisson's ratio, with Young's Modulus, E, being proportional to the square, of the wave speed. This relation is part of the rational basis for interpreting the CSL data. However, measured travel times and computed wave speeds cannot directly provide evaluations of concrete quality or strength. Factors which generally preclude direct evaluation of concrete strength from arrival time or wave speed include uncertainty of the in situ tube and probe spacing, uncertainty in Poisson's ratio, and the lack of a reliable quantitative correlation between initial tangent modulus, E, and strength or quality. The primary means of evaluating shaft conditions using the CSL method is the uniformity of the CSL log with depth, rather than the absolute values of the travel times or apparent wave speeds. Local wave speed reductions of ten percent or less are considered normal and Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement August 13, 2013 RMDT Job No. 13F44 Page 3 consistent with uniform material. Local reductions of approximately ten to twenty percent are usually considered an indication that softer material may be present near the reductions. When a local wave speed decrease is greater than twenty percent it is usually considered probable that some associated material is significantly softer and may be unsatisfactory relative to normally acceptable concrete. Site 3 North All of the scans yielded relatively uniform apparent wave speeds within scans and between scans. The overall average wave speed is approximately 14,000 ft/second.. It is our opinion that the results for Site 3 North are consistent with the presence of uniform and normally acceptable concrete material conditions between the CSL tubes from the bottom of the scans upward for approximately 44.6 ft. Site 3 South All of the scans yielded relatively uniform apparent wave speeds within scans and between scans. The overall average wave speed was typically between 13,500 and 14,000 ft/second. Scans 15, 16 and 26 yielded a significant reduction of wave speed at scan lengths of approximately 40.5 to 41.5 ft above the bottom. For other scans the loss of signal or drop in velocity occurred near 42.5 ft. The shorter effective length for Scans 15, 16 and 26 may have resulted from partial blockage of the bottom of the tubes which shortened those scans, or from delamination near the top of the tubes. Loss of signal near the concrete surface is not uncommon due to delamination or other conditions which may render the test ineffective near the top of a shaft. It is our opinion that the results for Site 3 South are consistent with the presence of uniform and normally acceptable concrete material conditions between the CSL tubes from the bottom of the scans upward for approximately 42.5 ft. Site 1 All of the scans yielded relatively uniform apparent wave speeds within scans and between scans. The overall average wave speed was approximately 14,500 ft/second. It is our opinion that the CSL results for Site 1 are consistent with uniform and normally acceptable concrete material conditions between the CSL tubes from the bottom of the scans upward for 64.1 to 64.6 ft. Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement August 13, 2013 RMDT Job No. 13F44 Page 4 Additional Considerations Crosshole Sonic Logging is an indirect low strain method for evaluating the concrete between the CSL access tubes. This method does not provide a comprehensive evaluation of a shaft's material and cannot be used to evaluate soil resistance or shaft displacement under service or other loads. If the access tubes and concrete are debonded during testing the CSL results may yield signal loss or reduced apparent wave speeds, even within sound concrete. We recommend visual or other means of inspection of concrete near the top of the shaft due to the limitations of the method and the increased possibility for delamination between the tube and shaft near the top of the shaft. We recommend that the significance of any non -uniformities be evaluated based on the actual requirements at the location of the apparent non-uniformity. Also, the measurements and our comments reflect conditions at the time of the test; hydration or other time dependent effects may result in increases in material uniformity, or other changes, over time. Please do not hesitate to contact us if you have questions about our test procedure, the measurements, or our comments on the measurements. Sincerely, Robert Miner Dynamic Testing, Inc. Robert F. Miner Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 5 SITE 1 .8/7/2013 12 65.0' Distance: 34.0" Filter: 2 SITE 1 8/7/2013 13 65.0' Distance: 60.0" Filter: 2 SITE 1 8/7/2013 14 65.0' Distance: 79.0" Filter: 2 •• _9/ •. • .• • . 0' 0' 1 1 0' 1 1 5.0 100 15.0 20.0 25.0 30.0 35.0 40.0 450 50.0 55.0 60.0 r Illr''" r ;tt, f alit, r,i Os!1 1... tt T illi r, 4 • lltt � Ili 1+11 till,.' i' is t( t t• ,}11r.t'11 ulrllt, t illi IV r!�it',f1 •r t f(j11'I � I(I �l ill I l , ]lira jjt1}Iris• r t" ]lj , i iIt, i• ,], • It,�. �. 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 r , r /iU11)'11 //It `' ilf!' tjl15.0 j}1� I +i 1 t' 4l�ls` r.t � 'I' I ii 1 r i1, IJr1 , Is 1 L }II !i'1 ,l; • , , �' r1 ]Oir. • tr:. t: i .t i,llsr ! t t , t • ,: 5. 0 10.0 20.0 25.0 30.0 35.0 ao.o 450 50.0 55.0 60.0 r r1+1 '•r; ‘1. lJJJJl'] rrel" t' ., 1]l ids , .,ft„ ♦ •.'. , ��� �}.,. tt�• ,I tl t}�';. t } , t[ t ' +i ! • i • I 11. •r.., t t, }� )� iy, ' 65.0 0 01020.3040506070809 ordell Arrival 1.1014"4 Apparent 0 6 12 • Attenuation time [ms] 1 1 1 10 I I I Velocity [1000 feet's] 18 24 30 36 42 48 54 [db] 1 1 20 1 60 65.0 0 0102030.40506070809 0 -0• Amval time [ms] 11110 I I I I 20 Apparent Velocity [1000 fears] 6 12 18 24 30 36 42 48 54 60 Attenuation [db] 65.0 0 010203040.506070809 �{ 0 {{{}�+YFrIFd yyy[ 0 ; Arrival time [ms] I 11110 I I I Apparent Velocity [1000 fears] 6 12 18 24 30 36 42 48 54 Attenuation [db] I 20 60 Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 6 SITE 1 8/7/2013 15 ' 65.0' Distance: 91.0" Filter: 2 SITE 1 8/7/2013 16 65.0' • Distance: 89.0" Filter: 2 SITE 1 8/7/2013 17 65.0' Distance: 78.0" Filter: 2 • . • • • .4. . • • .• 1 1 f 1 [ 5.0 10.0 15.0 20.0 25.0 30.0 35.0 ao.o 450 50.0ttit 55.0 60.0 T,f T 3111 11 • t - t�'S11 1 I,,., i 1 tS 'r��e , . to L, , i t t 1t�t]rii,,{" tfr ,� 1}tf( •[,VI•. , , Ulf Y• 1 lit „ {t� rI T • L [ • 11fff(, •:11rt' � . • �. St 1 t al I r. i 'tft 111).°'.:.` 1 ) ,t 1' • 11�11� j• 11 T)i• 1' ,•' .' 1�'1,`V �. .V't. 5.0 10.0 15.0.74f 20.0 25.0 30.0 35.0 40 0 45.0 50.0 55.0 60.0 t T JP. f • ")::j.::!' 11`` �:1 L ,;. IIrtl 't{ ;,1 tbil a 1`�]ttur. .r• * lilili 1 ti , . ; /, la1 , t . It 111 1 �!t ,• llif , +:: t tt, f5> ' • it 5't , h ' ]Y ] `t t ti1); . • , t Y1 t t r � ' T l'i, ; ; �] ( tl] )i •'1d j+�.r ,•+ z t t • • ++11] ��j{1'j I '�11i1 i13�• .. ``t4. '' f!.',\: * 5.0kv 10.0_ 15.0_ 20.0 _ 25.0_ 30.0- 35.0_ 40 0 _ 45.0- 50.0_ 55.0_ 60.0.E T �t t T/ T1 i IT „� t {�{ ,r llt(•'4r ? j t�it,, II{'� t (�itttlt 1f'r)• J 7 fy, 1lff+,l-r,ft(fi! illi, • t�i t' 1 ? Y �1m \� Di t1,", a t1, tilt `��'�1i.'. 111I , . Y. , • . tY ] •...i; • . 1 \t Y t 1 I1((�,• : J It .. 65.0 0 010.20.30.40.50.60.70.809 0 ( }hif�M{ 0 6 : Arrival time [ms] � [ ( 10 Apparent Velocity [1000 12 18 24 30 Attenuation (db] I I I I feet/s] 36 42 48 54 1 1 20 1j{hiiiWiii 60 65.0 0 010203040.506070809 0 0 .4 Arrival time [ms] I ( 1 1 10 I I I Apparent Velocity [1000 feet/s]j}�r+tJWr{ 6 12 18 24 30 36 42 48 54 Attenuation (db] I 20 60 65.0 1 0 0.10.20-30.4050.60.70.809 0 0 • 1 1 1'i 1 1 Arrival time (ms [ [ ( 10 I I I Apparent Veloci y [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] I 20 60 Robert Aliner• Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 7 SITE 1 8/7/2013 18 65.0' Distance: 61.0" Filter: 2 SITE 1 8/7/2013 19 65.0' Distance: 30.0" Filter: 2 SITE 1 8/7/2013 23 65.0' Distance: 27.0" Filter: 2 •0 ''.._LQ,•_.9/ • •.• 0' o' 1 1 0 1 1 5.0 - 10.6- 15.0- 20.9- 25.0 _ 30.0- 35.0 40.0- 45.0 _ 50.0- 55.0- sti.o- T T T Tall,, • Trt• T • )(J( jj}}jjj ([;[S j p l\ rli i 1t'• IC 1. l{ 't fl•.. u 1 i111 ,t/•1f1 dllfii 1 1 t, '[l 111' ft ,11 .# ,',• tit1 t(C(l l/ J . r' k 1 r " , . \.. l[If 1 { ' (ill1 s," ; ' �� 1't ; (( [[,}{'i1'fl •t �. , n :. , •.' 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Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 8 SITE 1 8/7/2013 24 65.0' Distance: 54.0" Filter: 2 SITE 1 8/7/2013 27 65.0' Distance: 91.0" Filter: 2 SITE 1 8/7/2013 29 65.0' Distance: 62.0" Filter: 2 .• • • •___Q../ pr. • .. . • • _ • • • .. • • • Cr 0' a 1 I 5.0 10.0 15.0 20.0 25.0 30.0 40.0 45.0 50.0 550 60.0 r r r01,11.{t...0,,� r r r 1. :. }}})))3 ,, ' j'1�'ilil• , j�lr1• III '' i flirt • ,1! ' ;!, 1.. '! r' till'' 1 `:'sc1 • 't,r 1 111111 ! • s 4 Lii; • jll„ it .. •.1 . �> r l 10'.','.I11'.),:‘ S1 i�t� • j i1 HI $1 5.0 t0.o 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 r r. _ . 11),1‘."r t, , tr (4;1 I.10.0_ • • O c.I`�t�!1. 111 T • ter f�f.., �'� tIt .r hi rr 'l I ']� I,, 1 jj i Iy ],I��r�' ', In CV ,1, 1,, �11 t {{' I,J Y., }tit tiilllrt (,;ti , 1tv, r•l lj ilt, 11 t :, • r • ' ,.[ ;1]f. • � 1 I 5.0 _ 15.0 20.0 _ 25.0 30.0 35.0 ao.o- 45.0 _ 50.0_ 55.0_ 60.0 r T1 T r r T T• r �• 15: (I, tr i iii „ ;' rt .`. • 2f' • }I '.;• ... I 1!/, I .•r , j' . ,�i35.0 (MR i'''.i1 t I,'r • . ? ltii . t 11�f<<„ r • ! till ;1 i ; ".. • r r, tt�• , 1c • 3 t 65.0 0 010.20.3 0 Mhh���fff 0 6 -0.• I Arrival time I Apparent 12 18 Attenuation 04 05 06 07 0.809 [ms] j 10 I I I Velocity [1000 feeUs] 24 30 36 42 48 54 [db] 1 I 20 j 60 65.0 0 010.2030.40.50.60.70809 }}}iiilllyyy 0 0 Arrival time (ms] I I I 10 I I I Apparent Velocity (1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] 20 I 60 65.0 0 010.20.3040.50.60.70.809 hhhWWW 0 -0• I I Arrival time I I Apparent Velocity 6 12 18 24 Attenuation 1 1111 msj [ I I I 10 [1000 feet/s] 30 38 42 48 54 (dbj I 20 60 Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 9 SITE 1 8/7/2013 34 65.0' Distance: 27.0" Filter: 2 SITE 1 8/7/2013 35 65.0' Distance: 58.0" Filter: 2 SITE 1 8/7/2013 36 65.0' Distance: 80.0" Filter: 2 . _g-, .• .. o• 0't 1 tr 0 5.0 10.0 15.0 25.0 30.0illiC't" 35.0 40.0 450 500 55.0 60.0 T T ' f ll, jZlit,i{1 '(i{ii{,•f' (1 '; rt r. It,1 I1`\ t# f (+:/fit• 150 it Zti 'tit l II'II {� t} I I 111,,I t f(+tl;il:•. " t, l t , x c ,,It. r lifii,�t f, •:1 : + jY J Y ;o ;.!.,7 , •r•, 1 .:1, f f. sift i t.•,ii!';,1 - ft„ 1j t ;(t:�'r,,- �• �Z iif �j} fl. s, ', i1 lt.+ l,+ ii: � u1Y 5.0 _ to.a_ 15.0_ zo.o_ 25.0_ 30.0- 35.0 40.0_ 450 50.0- 55.0 _ 60.0 T T T T T T T j' err;; ,1 1 ++tti „ .. 3i1 a. f((jj q. .,I r.. } tJ) i ` t ] �j11 .1 � 1 4' :c l t : (. 11y+ , I 11! 1I + • ,(t t• \�\ h !.0.0i , •„;/(i;„ ' ,( 1�i I,' t{f >, • I ytir?1f „ ,_ tl(Str; 4 ;�1,5i C�.1 r 1 .1411'1.11 ' '1i1• ' j •+ , - :. �1• �,1( .,1(.. . Mtiil "' "', 5.0 10.0 15.0 25.0 30.0 35.0 400 450 50.0 55.0 60.E T• ))11. * 1 ` 1 tv, �\f T )111,t;) �t, T //11).' ij 1( ��(it, t1}}}{{,.' • ����Jr(Ei I' ..j .4 �, ;.. ,{ f rr,,: , ... l l L(Y '(:: ' tt t �. 1] . a„ill r, • •q (-; }{] ,tit .1 ..t '1% 1 Y'(t . i ��t,;,. t, `ti+.. .. 1 i 11 i 1\3 ' [[, . tp ,. 65.0 0 010.2 jam►{ }�F{I 0 6 : Arrival Apparent 12 Attenuation 03 04 0506 07 0.809 time to I I I Velocity [1000 feet/s] 18 24 30 36 42 48 54 [db] 1 210 1 60 65.0 1 0 010203040506070.80.9 �l UFFF 0 I 1 1 I I Ar1valIbmeIlm10 I I I IWWW1 Apparent Velocity [1000 feet's] 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 I 210 60 65.0 0 010203040506070809 l f.044 0 "O' Al 1 mel 10 I I I Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 I 21 60 Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 10 SITE 1 8/7/2013 37 65.0' Distance: 90.0" Filter: 2 SITE 1 8/7/2013 38 65.0' Distance: 92.0" Filter: 2 SITE 1 8/7/2013 45 65.0' Distance: 34.0" Filter: 2 4 . 0' 0, 1 0' 1 0 5.0 150 20.0 25.0 30.0 35.0 400 450 50.0 550 60.0 r T 1ice(( 1111 ..„v"." j1;.7 T •'►1'.;. ````���U111 '•r 1,Si 11%S 141 1 t ." • 1 f[1 dpi . { i ;MI 1 i Riir ` 11) 1;0f,' rl•�( 1:1 , �rr t 1• 1 ` ! 11 4 :; r1�It 11: '))t1P16 ? 1,11' 1 5.0111111+15.0 10A 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 T 1 r1 ill)S r• i� ® 1( ��,1; r �111. 1r1.. uE[�}�,. t! IA, yj��y II, !it,.: : tilt j,..' ift15.0�1f T '"trr41. 131`;.[1 i 1 lb:. 1 Ii( ;I !r • ir1(' �+f r , .,ti }1 IA hill, • 11 Sit ,,. i1! t 11 t 11i' + lt: le{ 1k 11 (�f}; q',� Ill ' ., ` . . 10.0 20.0 25.0 30.0 35.0 40.0 450 50.0 55.0 60.0 T• 7 • T , T })j orf ,(t ,. 11111111',1i iIU[t,0.0 jr,, ,;`, , 1 l�ilr; . 4�♦' !e • • `�•1' r 111- ji}'.!t•• (tIl1ft 1 i{ 1(1 t;i.. }}i}rtf n• 1 F r �� 1 fS1',' fif '1,1 ��11�(�• 'i,1 ii 1! 10111' 1; .1 , ,.ib 1 • ] �r:•ti.• 1 j1Vl1!•�. I !111'.• ,, r 65.0 0 01020304050.6070809 MArr 0 6 : vat time [ms] 1 1 1 10 I I I Apparent Velocity [1000 feet/s] 1218 24 30 36 42 48 54 Attenuation [db] 1 1 20 1 60 65.0 0 0102030.4050.60.70809 0 }+Vy 0 "O• Arrival time [ms) [ [ [ [ 10 1 ( 1 Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db) 20 60 65.0 0 010.20.30.40.50.60.70.809 0 0 •"0 Arrival ] Apparent 6 12 Attenuation time [ms) [ [ 10 I I Velocity [1000 feet/s[ 18 24 30 36 42 (db) I 48 54 I 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 11 SITE 1 8/7/2013 46 65.0' Distance: 64.0" Filter: 2 SITE 1 8/7/2013 49 65.0' Distance: 90.0" Filter: 2 SITE 1 8/7/2013 56 65.0' Distance: 34.0" Filter: 2 • i . `. •• • t •`16• 1 1 ' 1 1 5.0 to.o 15.0 20.0 250 30.0 35.0 40.0 45.0 500 55.0 60.0 � * �E,11 T t1,, 11 r�Iii11 l'illt tt•I,'t+ �l, • ))\\1', Mt! • ' ,' 11 u, i • '" �li1`'1!‘.:,': 111 ti • 111iSt,, Pi. •+ �1� rt l yl, fT i„ , ti, , i 11',i\tlin '+t.. ill' Viii+ ` ' ,{I, 11 'E `. i+ +)�'Il• 1,. 111tH' 1• tr,••.. ,.•,, n ., ii ;' , t 5.0 - 10.0_ 15.0_ 20.0 _ 25.0_ 30.0- 35.0 _ 40.0^ 45.0- 50.0- 55.0_ 60.0- III(I gilt (mi.A tlf, T T J 1 �� • t i t..• �l jj •. rl+i hll!'L l .• Otttif l�i 1�•. ,Il { i .. ‘)\l} i(� I `1 ;11I ill }4}• • �I„j1, ',,n+ ;1;U�. • -4:1'w..,-• �� +' . •� 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 ' r T11'l{i .$(i T T lif\fIf;j.' +, + pl.d, 7 ly'ii ,+ • , • }f�`iii+ I tt;;. (14}1 '(�t'ti,, liiti, w, , (it'1'� II • . libi'• ' f. fI{1����,t. �! • 1 ''t''( ir 1� l�'� •� i1 Ii ;} i„,!:?; , t .. +'R t ',.. tr1! , l,]} WI t,,' t 111 .y,: (aitt ! 4I1,,ti1 '/ ll t f :• 1 ',fit' �} 'i r 65.0 0 010.20.30.405060.70809 0 -0.• Anival time [ms) 1 70 III Apparent Velocity (1000 feet/s) 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 1 20 1 60 65.0 1 0 010.20.30.40.50.60.70.809 0 -0,. 1 1 1 I I Arrival time (ms] 1 1 1 10 I I I Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation (db] I 20 60 65.0 0 01 0 0' 0 6 -0' 0.2 0.3 04 0 5 0 6 0 7 0 8 0 Arrival time [ms] I I I 10 I I I Apparent Velocity [1000 feet/s] 12 18 24 30 36 42 48 54 Attenuation (db) 9 I 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 12 SITE 1 8/7/2013 57 • 65.0' Distance: 58.0" Filter: 2 SITE 1 8/7/2013 59 65.0' Distance: 91.0" Filter: 2 SITE 1 8/7/2013 67 65.0' Distance: • 27.0" Filter: 2 • 4 .iiii,r • . . • • • • . • • • 1,,. . . 1 5.0 10.0 15.0 20.0 25.0 30.0 35.0 ao.o 45.0 50.0 55.0 6U.0Tflr{IrIlNl1 T r T T� IP r� : 3;] 1' , , , t . i.. �i+t`r I]4`( s • tf ' , Irt• 4 `,';;11$! !!y1 y ..ti ft9 It+ }, tT , ) �t .1` jlll t•(, r t „ itF • r Tt° r' ' ill i1 �]f 1. �� i a tt .�����,II;k ' j < IIt+} I) ilii ytr l t Atr. .. it • r , ,tier •50.0 . 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 550 60.0 r ..'t�a+. r• }�{J�, r'yS�t{rte $ r �l 'r ]it• '.- I e r r / , T , tI1.. ; i t 1 if( .. t `: y!1 it{' } I' .., t/Il,<tt-i ,t tai {{ 'f { f i±, '" },•, I Ott• t1�it 4,.11 y' ! ISI ` Ili�ij+[ t•;1,.;. ' 117 IIIc �� + ft �+ 1 „ T� ��tll Itt ' .� 1 t.y,' r 1 1 5.0 _ 10.0_ 15.0_ 20.0_ 25.0 _ 30.0* 35.0- 40.0 _ 45.0_ 50.0 55.0- 60.6_ \ f l ' I I l l# . rl}rte , ti'.,V�i t1 t n a tt` .+ z." r rI} • i� ,1ti, •.y t ttt]1) •i]i, t t , tt1.• 1 { ,;Zt1`ry ! r • ilii i# ft, H111; ' iJ. r :.• • t �Ir1.tyr I�• IN' j111 '1 �� •i I1` 11'0 65.0 0 0102030.40506070809 0 }hiWF] 0 T Arrival time [ms] 1 1 ] 1 1O I I I 1H1 Apparent Velocity [10 feet/s] 6 12 18 24 30 38 42 48 54 . Attenuation [db] 1 I 20 60 65.0 0 Of 0.2 0.3 0 4 0 5 0 6 0 7 0 8 0 Arrival t me [ms] 0 1 ] ] 10 I I I I Apparent Velocity [1000 feet/s]j�+��j 0 6 12 18 24 30 36 42 48 54 ,..S Attenuation (db] 9 20 60 65.0 1 0 0102030.40.5060.70.809 0 • Arrival Apparent 6 12 Attenuation I I I I 1 time [ms] 1 10 I I I Velocity [1000 feet/s] 18 24 30 36 42 48 54 [db] I 20 60 Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 13 SITE 1 8/7/2013 68 65.0' Distance: 52.0" • Filter: 2 SITE 1 8/7/2013 78 65.0' Distance: 26.0" Filter: 2 SITE 1 8/7/2013 79 65.0' Distance: 57.0" Filter: 2 •Q:• •:..9,7 • • •.•. • • '• O' 0• 1 [ o 1 [ 5.0 10. 0 20.0 25.0 30.0 35.0 40.0 45.0 T 1`i '1I;t,'il5•t{4.r t, •• 1!�,w, : f:' , 1lg.? }lit,. ([jl • i [jt; t( 11 C' " •c /iT11 1,11 �},� it •; !•1 t� 1 11 5 •1 :rff {'t" ig �1 1 •1 ,155.0 :;;:..60.o . 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 (r $(1;:r•.$:1.::' Il 1 11 I 11 • T , lli1ii f i . 1 1 },; lr1�1�.• 11::'.. :.�• • ,N. Iii$$;';`•.. �it;. .*;r,:j# 5 t I' �I u 11I((44 lII'"•,. 11$;.1...;, 1 rit tl • , lift' r} j' .. • F I,' , .i5 {1 ;60.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 55.0Ii' Tr Tf 1, tif l' ,. }1li1u�d,t\rl.., 1,15.0 �'1u,1 • {iti fj `111 (I., I, �(1�• 't i 1111' T 1 y( `150.0f3°f50.0`;�50.0 fk.55.0 qil60.0 1��"` 65.0 0 010.20.30.40.50.60.70.809 0 1j iF�iF{ 0 6 �o- Arrival time [ 1 Apparent 12 18 Attenuation ms 1 10 I I I Velocity [1000 feeds] 24 30 36 42 48 54 [db] 1 J 20 1 60 65.0 0 010.20.30.4050.60.70.809 0 j}+SiMf{ 0 `: Arrival time ms ] 1 �[ 10 I I I Apparent Velocity [1000 feeds] 6 12 18 24 30 38 42 48 54 Attenuation [db] I 20 60 65.0 0 0.1 0 0 ..4 02 03 04 05 06 0.70.809 Amvat time ms ][ 10 I I Apparent Velocity [1000 feeds] 6 12 18 24 30 38 42 Attenuation NW I 48 54 I 20 60 Roberi Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 14 SITE 1 8/7/20.13 89 65.0' Distance: 34.0" Filter: 2 SITE 3 NORTH 8/7/2013 • 12 44.6' Distance: 35.0" Filter: 2 SITE 3 NORTH 8/7/2013 13 44.6' Distance: 59.0" Filter: 2 } ..,, • ••, •.• 0• o• 1 o' 1 5.0 10.0i.:1,11. zo.o 25.0 30.0j 350 40.0 45.0 50.0 55.0 ::- . Tlilrlt T * r T 0 01 0203 riArrival __ 1 r'°.1Apparent 0 6 12 -0., Attenuation (ut; 4 ' Ih 1 51Y1f` :•ij 111 »41L.1 -:2.r - !r A ± C. •. ]1 y ! t! ! ,L t • • f• r S1�{ jj`t,{I. T.. J i• } • t , 1 +rtt { {{i �1 • 11 < fl• ! • - ((11 �l� i! &.,'.. j��ff/t` , •1 >:. f= i• 1 111 : ',1,t'„ t 1i 11 „ •� 3 -" �'�;i{#i i'":" I ;j"t f i j 1 ?f'% .•`, { t .{}i�ih��[ Ili . , ,, ` .: • 1 ,, .• , . {y ' • • 50 10.0 15.0 zo.o 25.0 300 35.0 40.0 r T i150 iit i f = tl ,]�I • /t \� y .', „$i, ] ``* i ? Iiiiii`15.0 i1' 1 - Y] ,. {I•�!]P !�! ,, T ",1yy,< , !. 1t , h11•�! 'ic IIY: i „ ! )ir ti f111 1;.1 �� :' i i la i ` 1 1 1.• i 1 `1it1, ffl (ii ,1 {_• { r. !. 1, . st � [,ii I( ,1 { ;:.,•• h�1 •:� 1:fi . 10.0 no 25.0 30.0 35.0 40.0 T • T T T T T T T'1 1 �.1.i, Ii i �l� �. () ( ,] r • • I i • •(}II t{{11 It �, J} /i) t '111 I .l. • 1111( t! i\�'i'15.0 ►lc t t (I],, it `s t] ? ;: Vi 1/° (iv flt fi t j}fit)':] L < 1/'!ll i4 �t all' ' Ilif�. 1 ` 'll {]1. ti[ti \ ) )11 ' :1 , , 44.6 0 010203040.50.60.70809 0 0 ...O• T 1 Arrival time ms I 1 1 1[ 10 I III 20 Apparent Velocity [1000 feet's] 6 12 18 24 30 36 42 48 54 60 Attenuation [db] 44.6 0 010203040506070809 0 j}}iiillFyyj 0 = 1 Amval lime ms I 1 1 1[ 10 I I I I 20 Apparent Velocity [1000 feet's] 6 12 18 24 30 36 42 48 54 60 Attenuation [db] 040506070809 time [ms] I I 10 I I I Velocity [1000 feet's] 18 24 30 36 42 48 54 [db] 1 1 I 20 1 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 15 SITE 3 NORTH 8/7/2013 14 44.6' Distance: 74.0" Filter: 2 SITE 3 NORTH 8/7/2013 15 44.6' Distance: 80.0" Filter: 2 SITE 3 NORTH 8/7/2013 16 44.6' Distance: 72.0" Filter: 2 • • • • •, a a 1 ] a 1 (0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 r1h •T TI111111) f� ({ ) liti 1 yy i tt SAN, +! tI ,'��f,3 11 1 q 1 1 i t ` 1t l ) 1 ?,.11 I• it i 4 lit, l ,t1t, �,ii; lu i I, r 1 ;ii, ,1,,, IY� ill ". .- r., f 1 : •i•. ,. Aj i. i� 1 ri til 1r` t,( V, 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 T tj �'11?-'t ��, . 1 i ]/ ti in ' t Ilf t 1 ' ' �I , }:••,jtt; T • ] •11 (li1i) �.11i 1 ;' r 114 (i i t t! 1 i1 1 1 , 1 /JP'', Iri1 11,!(14i r •jrr'.... ,, ) tt 1 f1),' 11- T (l} r 1 ,'. C a{ 1�1 r ' I,.r i.,.••.::�.... 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 Tr T ri T , r r I•q; } t 1f i(ii, / • 1 j 11 ((4.11;,..,.. j,•' 1� It '1'::;;."':'i?.•>. 1(,i,' z 10i /}I{ r ' i�{ • u:i:: I,,, �() t I, 1+, 1 i ;ill 1t l ty,, 1 11; f1 f, s {i( 1' , ti, I,,tti.. t + },: .. ijlt t1. 'f% it .ii •7 i t f. 44.6 .0 010.20.30.40.50.6070809 MArrival 0 -o- time [ins]1 ] ] ] Apparent Velocity 6 12 18 24 Attenuation [db] 10 I 11000 30 36 42 I I feet/s] 48 54 1 20 1 60 44.6 0 0102030.40.50807080.9 0 jj{iiiFFF[[[ 0 ..O' Arrival time [ms] I ] ] [ 10 I I I Apparent Velocity [1000 teeth] 6 12 18 24 30 36 42 48 54 Attenuation [db] I 20 60 44.6 0 010.20.30.40.50.80.70.809 Arrival time [ms] AI I I 0 1 [ [ 10 Apparent Velocity [1000 feet/s] 0 6 12 18 24 30 36 42 48 54 •4:1* Attenuation [db] I 2 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 16 SITE 3 NORTH 8/7/2013 17 44.6' Distance: 53.0" Filter: 4 SITE 3 NORTH 8/7/2013 18 44.6' Distance: 27.0" Filter: 2 SITE 3 NORTH 8/7/2013 23 44.6' Distance: 27.0" Filter: 2 • • • .; Cr 0• [ oa • 1 [ 5.0 10.0 15.0 20.0 . 25.0 30.0 35.0 40.0 T Y 1}r .T, lift } r 1:.' i}lit r { (. 1 fl ll, . [rt l • i 'h 1'A r�tur(r i th t{r t 1{r f . ti'. ,r 1. 1 11t1��ti1Hi..: . VIP.' �I. !1. t: • It +]li t•(ilII 1 eY;, liJ. 1... ... 5.0 10o 150 20.0 25.0 300 35.0 40.0 T TI T T ! •{' , t I+(�� i1• 1t‘11111 r 1 •�rl p i {{{\, ...g.,q,;!..'' { I'•'• ' t i`llu f(f 111 1f� , i „ } r "I] • t'" ]t' �'„ °' ,l]t. ,,[, • 1.. r1 tt r 1 ,• .il tr T I,�1 f (. • it , t:ri T • I 1, 1 • T. �,.1�'f lln ,�... .. ' • ._ 5.0 100 15.0 20.0 250 30.0 35.0 40.0 'alv.I'11j '%'R. T T T T T'11f �Ir l it�i �(� stn• t t,' r.•,.t � lt tl n lit[i'd; i• I, f ,'' 01, '1�1 •r• }'. 'Yrh Ili' �i1'ir�,;r. [�r l� )!L1. Ti•�11j /lil r I,l1[ : ]� ., 1t1 • r•)5'• �!li 44.6 0 01 0 0 • 0.2 03 04 05 06 07 08 09 { Amval time ms ] 1 ][ 10 I I I Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 1 20 1 60 44.6 0 01 0 }}}+ii{FF(F( 0 .4o- 02 0.3 04 05 08 07 08 09 Arrival ume [ms] I [ ] [ 10 I I I Apparent Velocity (1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 I 20 60 44.6 0 01 { �`� 0 (j 0 ..• 02 03 0.4 05 06 07 0.8 09 Arrival time ms [ 1 [[ 10 I I I I Apparent Velocity (1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 17 SITE 3 NORTH 8/7/2013 24 44.6' Distance: 51.0" Filter: 2 SITE 3 NORTH 8/7/2013 26 44.6' Distance: 77.0" Filter: 2 SITE 3 NORTH 8/7/2013 28 44.6' Distance: 59.0" Filter: 2 •• t • • � • • •' 0• 0' 1 1 0' 1 1 5.0 10.o 15.0 20.0 25.0 300 350 400 (({{ Tt711{`111 r `1 • ; S;„•� • 111 ' 1[�� •� 'I) I 'f1.1` ;. • ill I. 1. ` • , i It) 10 i •0. 1 .i •�1.t, 1 u-•' r lir, ; �� 11111 l , i t. . i]{f{Ili ,,;. )7r, !.,. 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.o �� , T ! T•ili)A,•' 11 T��� jI r+ 1; + 1 . ilk • .'•,� f. >+ ! t t ) r f 1. �J I/ i;j} ',• rr t 1/i.. „t l(�1t1'.0 S .: ) .•1 1+ ` I. 1 , �` ;. 5.0.., 10.0 15.0 20.0 25.0 30.0 35.0 40.0 T r7�i1, %. T +Iljl) 1 tj1 II ���1 i , ij fS ,I II (1 T,)11 ,1'i1': . .. •, ,Ir; 1j' i..:1 Ii 1?',11111 , I``� 11" ' 'illi dll v. , 1�lillll,, II • .i),... .. 44.6 0 01 o 0 -0• 0.2 0.3 04 05 06 07 08 09 Arrival time [ms) 1 1 1 10 I I I Apparent Velocity (1000 feet/sI 6 12 18 24 30 36 42 48 54 Attenuation [dbj 1 1 20 1 60 44.6 0 01 0 {[ 0 •.t> 0.2 0.3 04 0.5 06 0.7 0.8 0.9 Arrival lime [ms] I (1110 I I I Apparent Velocity 11000 feet/s1 6 12 18 24 30 36 42 48 54 Attenuation (dbj I 20 60 44.6 0 01 0 0.2 0.3 0.4 0.5 0.6 0.7 0.8 09 Arrival time [msj 1 I 1 10 I I I Apparent Velocity [1000 (sells) 6 12 18 24 30 36 42 48 54 Attenuation [dbj 20 60 • Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 18 SITE 3 NORTH 8/7/2013 34 44.6' Distance: 26.0" Filter: 2 SITE 3 NORTH 8/7/2013 35 44.6' Distance: 57.0" Filter: 2 SITE 3 NORTH 8/7/2013 37 44.6' Distance: 79.0" Filter: 2 i • 0' 0' 0 a 5.0 — 10.0 — 15.0_ 200 — 25.0 30.0_ 35.0_ 40.0_, T } ijl T )� /!]]}} T T 11/,,13;' T 4 777 T ili{ T TJj 1)I 1, tir i t'ii di. } )J1`t�l } \ �t y t� r 5,. its . f 1 r`• i % rr nit, , V, a{ y Y� ., i * u Ifs {: (� 1� jT r` • 1 5 57 �;r t IIf( 1) 5.0 _ 10.0 _ 15.0_ 20 0 — 25.0_ 330.0_,o_ 350 _ 40.0 T IIP)';`,. ff 1 T1 i t 7 ��' 1 , tt+{ T 11. !) �1���'tfl',: T 1,,1`fy T JJti 4( ) ;• y. S' { {y i '� . �{ Q C1 . .n n1 (� � ill \, 1. �.: tt" ! �` ei ttlC [�tl]1 ' 1 'I { ' i li 1 {{ !}i 111![ rt\{ ' 5.0 10.0 15.0 20-0 25.0 �.0 350iili 40.0T11f� •..ff.. T T T•— T. T T 1 aftY r u ' • ��kl.,. •4j}S�l i tjti +. t • }f t If {t jK;l ) xi t s . l' {t fil{{ I41r� (( rjt2 'Irl. { ttr t t' I t II .f t7t ,{ ,1 )] r I�]'t t dli tSi tr+' It (�i Sr IIS, t.. t :;;;:•:'; 1 Fl {� 11 f' 4t 4+.. 44.6 0 010203040506070809 }4'{ {ifil 0 6 —0• T 1 1 1 1 1 Ar'vatllmell'n10 I I I Apparent Velocity [1000 feet/s1 12 18 24 30 36 42 48 54 Attenuation [db] 1 1 1 21 0o 1 60 44.6 0 010.203040506070809 �TTT000"'lll 0 .4 1 1� 1 1 I 1 1 Aivatiirne1 10 I I I Apparent Velocity [1000 feet/s) 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 1 I 21 60 44.6 0 010203040506070809 0 11TC"'000"'1111 0 = Amval I 1lm10 ( I I I Apparent Velocity [1000 feet's] 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 2I0 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 19 SITE 3 NORTH 8/7/2013 45 44.6' Distance: 34.0" Filter: 2 SITE 3 NORTH 8/7/2013 46 44.6' Distance: 59.0" Filter: 2 SITE 3 NORTH 8/7/2013 47 44.6' Distance: 78.0" Filter: 2 • • • • • . • •, • • 0• 0' 0' 1 5.0 10.0 15.0 20.0 250 30.0 350 40.0 --__ f r4f ;.. ,1j rr �%t i !`tti. It1' V,t ,, t. l ail . j �}ll� !t Iii(((r Intl() ;' t!+{ {({t�4 ' !!`��l ,� i.t t �' (..� { 0 • 1. rfts (p, .• r 1, ,` , Oh �, ; .' + , • r ) q' t 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 r r III r,r,t,y. (t r r l 1 . r tt+ " r 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 , ,,.,, �% ri (). - /�l,.. r „ ��j. 1 ! jjl1 r •#i7l �� })yli. r ' r •t r., •, e ', .t•f�+ , r r,.• tt J S (+ tt it t J 1' 1 ((< tt • • • , l.. tft »s, r • i 11 if �` ' `r 11111 ` #?`':',.-.t""' ' ' �� l I .I, r( ff+()`{tff' . , t »Sl}I./Illi /�G • a 0 ll(y 44.6 0 010-20.3040.506070809 0 jj+OpM�([ 0 = Arrival I 1 Apparent 6 1218 Attenuation time [ms) ( 1 10 I I I Velocity 11000 feeds] 24 30 36 42 48 54 (db] 1 1 20 1{{j��+++{��}�{{j 60 44.6 0 010.20.3040506070809 0 0 -O• Arrival time [ms) I ( [ ( 10 I ( ( I Apparent Velocity [1000 feet/s1 6 12 18 24 30 36 42 48 54 Attenuation (db] 1 210 60 44.6 0 010.203040.50.6070.809 0[ }iiy 0 = Arrival time [ms] [ ( 10 I Apparent Velocity [1000 6 12 18 24 30 36 Attenuation [db] I I feeds] 42 48 54 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 20 SITE 3 NORTH 8/7/2013 48 44.6' Distance: 81.0" Filter: 2 SITE 3 NORTH 8/7/2013 56 44.6' Distance: 29.0" Filter: 2 SITE 3 NORTH 8/7/2013 57 44.6' Distance: 53.0" Filter: 2 • • . • • • • 0 •• , •" a a 1 1 a 1 I 5.0 10.0 15.00 20.0 25.0 30.0 35.0 40.0 Titf�f• TIIf , rr(( r ,i. \,c;',tit )C �t• tl1 f�ii jt i } � +i i 1��44'! ill t, ,+ j'' t' ji •i iii,• t . ;% j) •. of .. , ,!, �,' iii)c.::!d! ,i` •!tl>-7-- ti l_,; 5.0 5.0 100_ 15.0 _ 20.0- 25.0_ 30.0 _ 35.0- 40.0_ 1 ..1: jjll ), )y<< f I)j`' +f'.ft ���� til ••4111 f !� �l1��t 114... 1 ,, [[ t. .c,1 r s t l,`t`� lr ., c� t E,t i �.tt 1 s.. ,' 7 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 T)il ���� ))))1) T IV rt r fj! its + MI' r '' ([ S• ill nit� rr , kg, • ti((��i+ ` : t, k)"I[ •: 1,' S1� t !lists t 7. 44.6 0 010.20.30.40.50.60.70.809 o FFFF"�444'1111 0 6 0- Arrival time [me] 1 1 1[ 10 I I I Apparent Velocity [1000 feasts] 12 18 24 30 36 42 48 54 Attenuation [db) • 1 1 20 1 60 44.6 1 I 1 r 0 010.20.30.40.50.60.70.80.9 Arrival time msj 0 1 I 1[ 10 I I h�i Apparent Velocity 11000 feet/s) 0 6 12 18 24 30 36 42 -0• Attenuation [db) 1 1 I I 20 48 54 60 44.6 0 01020304050.6070809 0 FFFF�dd'�W�'11 0 -0� Arrival time [ms] 1 1 1 10 I I I Apparent Velocity [1000 feet/s) 6 12 18 24 30 36 42 48 54 Attenuation [db] I 20 60 Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 21 SITE 3 NORTH 8/7/2013 67 44.6'44.6' Distance: 27.0" Filter: 2 SITE 3 NORTH 8/7/2013 68 Distance: 53.0" Filter: 2 SITE 3 NORTH 8/7/2013 78 44.6' Distance: 28.0" Filter: 2 • • • • • • , • o' a 1 1 a [ 5.0 10.0 15.0 20.0,E 25.0 30o 35.0 40.9 T T ' t I 10( }) Il� j ill ii j} 0 14{j} 1lilrll•�r.,,f,.��,}I I [i1111, JJ •tl•i. 1O.1 I� ; f.„ fp t til, �a �? [J[f raj S iIl, { •�1.., Ii t ,yt,{I, v II .,. 4 f �r (jj r l ► , ,. ii, , ] i ',/c.141.4‘'":25.0 : q., •. ,,i f , 1 ,,.. a+.. .: • 5.0 10.0 15.0 20.0 30.o 35.0 40.0 T t T t .., t i:, ',7%,,,,:. y.. ll [n ,i ',V1' i tr s i ,•f11ililli-• t {i ,1 r� t SV i, it ' t([ `ir 1f ), ! r li t/}{�ili �, ;„ • [l+t[IIiii i . r } r( 't[�. ) ' ('''7.;I 11,r1[1�Ii[�i.(I . 111 { iui (t , � bt(.?„ , tfi •.._ ..... 5.0 10.0 15.0 29.9 250 30.0 35.0 40.9 T T T t • T tliV• ••:11 i][ jr •t' 1 Iit�� �, t 4,t,". ! '! r 11.11 :• rt 11111 ,r 1y �tit4ir• 111 ty1i1 t L ;° ,• j Nil( ' ! t , i :r ... (illy," :. . ,i Aqv 44.6 • 0 01020.30.40.5060.70809 o 0 6 0. Arrival time [ms] 1 [ [ 10 I Apparent Velocity [1000 12 18 24 30 36 42 Attenuation [db) I feet/s] 48 54 1 1 ( 20 1 60 44.6 0 0102030.40506070809 0 jjj�RFRRFF[[[ 0 -0` Arrival time [ms] I [ [ [ 10 I I I Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] I 20 60 44.6 0 010203040.50.60.70.809 0 0 = Arrival time [ms] ( [ [ 10 Apparent Velocity [1000 feet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 20 60 Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job NO. 13F44 August 13, 2013 Page 22 SITE 3 SOUTH 8/7/2013 12 43.0' Distance: 26.0" Filter: 2 SITE 3 SOUTH 8/7/2013 13 43.0' Distance: 56.0" Filter: 2 SITE 3.SOUTH 8/7/2013 14 43.0' Distance: 71.0" Filter: 2 • '• •=.;r" .• , a 1 1 1 ) 5.0 15.0 29.0 25.0 30.0 35011 40.0 TT T�il�j Tl TI Ti1i1�tliji, T,.11`rj•1,i.;� Ti T Tit" !i r/1• 'r:, I�11 Vii•' (( S• f` `{ rf(• i _ illi, tt..,1t , II 0, tr t,.`... , VIII �1 ,`,;,,' i 't t. is Iti!l) •,r \411 Il'��, I i 1 ;, , • I , i13 till :lt � :�,�.. 5.0 10.0 15.0 20.0 25.0 30.0 350 40.0 Ty` T T T,i+•,,,ti,n T T Ti Tj{! . `t),q ,,• i I�i` 1•j r I • ��i' •_ 5.0 10.0it! 15.0 200 25.0 30.0 35.0 40.0 T t T ��, * • T T T T t; t i�il .•,;•..1.51:::%:;‘,..,1 •l,10.0 t, r�f 1'4°i(':..ir'{ `]ii•,. f ',+.4' 1` f� h fi , (i,'' t il��tl���. • i t iij, ! • i Il ,l' 1 C ",;,!} f- 5 jrt': 1 1',, ';;;:-'.',:,l; . ` , : Itft.: (r , rt�; tv. , 1=' .1;:, i , '.. 1;1;t'i,14] , t, • , ' i t 1 iI z, : .1111111. �1 `lll j ,+ •`lilt{1�i,,• 1 414 t 3 :. t .. 1 \ lit _ �It ti ,:. j(' {I ) �f s r`j 43.0 0 010.20.30405060.70809 o hW 0 ..4 Arrival time [ms) [ 1 1 1 10 I I I Apparent Velocity [1000 feet/s] 6 12 18 24 30 38 42 48 54 Attenuation [db] 1 I I 20 1 60 43.0 T 0 0102030.40506070809 Arrival time [ms] rl I I 11 U I I 1.44 Apparent Velocity [1000 0 6 12 18 •24 30 36 42 .C.. Attenuation [db) I feet/s] 48 54 I 20 60 43.0 0 010203040.50.6070809 0 jjj��+++VV4 0 : Arrival time (ms] I I I 1 10 I Apparent Velocity [1000 6 12 18 '24 30 36 42 Attenuation [dbj I I feet/s] 48 54 I 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 23 SITE 3 SOUTH 8/7/2013 15 43.0' Distance: 79.0" Filter: 2 SITE 3 SOUTH 8/7/2013 16 43.0' Distance: 74.0" Filter: 2 SITE 3 SOUTH 8/7/2013 17 43.0' Distance: 58.0" Filter: 2 '. f a a [ a [ 5.0 10.0 15.0 20.0 25.0 30.0 35.0 400 I T T T .� t..., 1t Ilj. Tj t!IiE�,..1r'r:,, ,. (j stut,. (t }'iiri,, .,:iii.,, lo 1Itj,f ,, [. , •�[�k� ,, I (!t : • 1.4, ;:1,1,1.1 ,t. t r •• l , !'. Ij r 5.0 10.0 15.0 200 25.0 30.0 35.0 40.0 T,,,•S ilk nr1 P.I., f]riot ISI , 14;1i If i1fIIi]: ` T• * • ] Ii,t, 14,� .1i 1, tlnr ,.1 1%,t •... .,►, ,,,, ' t "%� ' 5.0 10.0 15.0 20.0 25.0 30.0 35.0(s;1 40.0 .r{. `,, 11 I[ �1�I1d'1. , Ti! 21 •: r l'. ,,, �,, III ,t ,il `+0 sr , ��i t �, ` ,�,r( 11 r,:;.it . . d 43.0 0 010.20.304050.6070809 o u [ t'tJ •[ 0 6 ..O• Arrival time [ms] [ [ [ 10 I I I Apparent Velocity [1000 feet/sj 12 18 24 30 36 42 48 54 Attenuation [db] 1 1 20 1}} 60 43.0 0 010.20.30.40506070809 } 0 ] iFi 1[ 0 6 -0• Arrival rel [ms] [ [ [ 10 I I Apparent Velocity [1000 12 18 24 30 36 42 Attenuation [db) I feeds] 48 54 1 I 20 60 43.0 0 010203040506070809 {i� Arrival time [ms) 0 I [ [ [ 10 I labLi Apparent Velocity [1000 0 6 12 18 24 30 36 42 Attenuation [db] I I feeds] 48 54 1 I 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 24 SITE 3 SOUTH 8/7/2013 23 43.0' Distance: 33.0" Filter: 2 SITE 3 SOUTH 8/7/2013 25 43.0' Distance: 73.0" Filter: 2 SITE 3 SOUTH 8/7/2013 24 43.0' Distance: 55.0" Filter: 2 9 r . ' 0% 0' 0' 0. 5.0 -r� .10.0_ 15.0_ 20.0_ 25.0 _ 30.0_ 35.0- 40.0_ T Ti �� •tt}}��tj T T - tl[litfti 1111) f )i l itit #+ �� tt�I i]S 1 t. Ili !]5 � fi► l ! i 9S"-;; f 4,4 tip ;] , r c11 .a f;i : [Ftt�txtx -s •%ilH ti+ 'S j,I. • i},- t4 c ]• , ++�t ; �, [{,t r tirS; y t`,, }•i+rl IJP • !4 rI `�i �`� , 5.0 10.0 15.0 20.0 25.0 30.0 35.0 400 T T T T. T T T 1_ ® St'_ S S] f{,; r ,9 i! , • +i+• re //1`, i +�r sSi. • 'A '�5 {. j}fil` ti i ,til ]''t 1� 4 s, f t k •itt�titly(+S1'1S/•i%,�1+,S• r Iclrft? .1�t1!' 11)114' •!![',111'tr,fiff[ , •t [ 1 i� rtt - id �i . 1 Ztr.>; 5.0 10.0 15.0 20.0 25.0 30.0 35.0 400 ,, rjj �I��t�� l �+ J(•1414,1:1 ((Ii T ii• �!j{Iy'il'a. r • Il T • T ��•�5 , T � ,,.i., . • '-( i t jt ( ,.� i t1t,t:i1] l t P {i. r r. +r�lr{:. i[ 1,t iriltt,t�trrf- L� ,}4 ti;J 1�1� S4!' f y� fA •. f ir+ 3 tA e1 „t ._ ..i. 43.0 0 010.20.30.40506070809 0 0 6 0.• Arrival Apparent 1218 Attenuation [ ( t I I ' I Velocity [1000 feet/s] 24 30 36 42 48 54 [db] i l 1 20 I 1 60 43.0 0 010.20.3040506070809 o[ 0 = T Arrival 110 Apparent Veloci 8 12 18 24 30 Attenuation [db] 1 20 I I I I1 y [1000 feet/s] 36 42 48 54 60. • 43.0 0 01020.30.40.5 0[ 0 = 06070809 !10Aivatiime[mI I I Apparent Velocity [1000 feet/s] 6 1218243036424.85460 Attenuation [db] 1 20110 Robert Miner Dynamic Testing. Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 25 SITE 3 SOUTH 8/7/2013 26 43.0' Distance: 78.0" Filter: 2 SITE 3 SOUTH 8/7/2013 27 43.0' Distance: 73.0" Filter: 2 SITE 3 SOUTH 8/7/2013 34 43.0' Distance: 27.0" Filter: 2 1 1 1 1 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 T T T TA! ,'1.' T i �3%„1 P J 1 • In {i ,11; 11 lI 1111 �i� i )1 • 1{i,, ), � •/‘• 1 ' t ' �•,; 111 ,• ,11 r. a 4i: i ; , . ! .� � ,` 5.0I1 10.0 15.0 20.0 25.0 30.0 35.0 40.0 T T 1/1,,,.� fl((;. ,. l l i• 111 • ti ::Iii 11,1]1 11 , Mil T II,.7. (ii tI{)` i�14 T l•`{i_E • ., , , `' 1 , • ' ;' , .'. ..t''r .41, i`i ,r i ) i� • I ii•t ] r1• ' 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 �1 fi, 1��': ti 1, ]l, : 71 fit • . 411 o. , i,'1 , T l ill. 1, T 1+'i ,,, T !] • ]l,j.'. l)j R�(�11 ,{ 43.0 T 0 01020304050.60.70809 Arrival time (msj 1 I I 10 I I I hhh"'WWW Apparent Velocity [1000 feet/s)I 0 6 12 18 24 30 38 42 48 54 Attenuation [db] 1 1 I 20 60 43.0 0 010203040506070809 tel 0 jjj�+++PPtFtt 0 �O• Arrival lime [ms) J 1 1 1 l Apparent Velocity 6 12 18 24 Attenuation (db] 10 I [1000 30 38 42 I I teet/s] 48 54 I 20 60 43.0 0 010203040506070809 Arrival time (ms) I 1 1 10 I I I Apparent Velocity [1000 feet/s) 0 8 12 18 24 30 36 42 48 54 0 Attenuation [db] I 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 26 SITE 3 SOUTH 8/7/2013 35 43.0' Distance: 54.0" Filter: 2 SITE 3 SOUTH 8/7/2013 36 43.0' Distance: 70.0" Filter: 2 SITE 3 SOUTH 8/7/2013 37 43.0' Distance: 77.0" Filter: 2 •' • .i: . • •, • r ,z • t7 0 1 I 1 1 5.0 100 15.0 20.0 250 30.0 35.0 40.0 T T T� • T T t,. • ft, : ` !WI t •ti,:;, Yllf • I• ;�11Ji1 • q Ilsr • '' l �� (�4�i}, tt �, , ;, !ti ,S I 1 ; „ . . S F 1st� )a, :. .fj;r; r" � fll: r Itl l 1 �r ,� t . stl{ . i�lr[ (IV.k 'I ,w, a ! rre• y n..1 ri. % r. 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 T T T . T ,• Ty I's ' ,f tt0 ! 'MP lin •rt'.) 3i ? a 1(IlPli E; , r ], ? vitt 1. r ,ir •S lir+.' (rel j )' 1i 42 f i y i,{j ; , ,t: r,,1'i. • 1�11j� ",•� ;.,�1. j l r ifl' ���)i1 il, rlt • l rt V t/prtl ,i111,;,<1 �n t{ }�11,t'1 F'` `ltt{1F T •�1;,.,<•c tr\S`a', (yt JJ lr., c / ! f 1. 5.0 10.0 15.0 20.0 250 30.0 35.0 40.0 T _ T • T. l ,i,) i T • � l.� r • ( r. T}•id/ T li{t } , ., !,,•:,..:. (i e n t �fi: ! . 7(1.1 i.. l.r t • . rf + 1I� [ ,, 1 f [ ,p n f t)1 ; ,+, 43.0 0 010.20.30-40.50.6070809 oArrival 0 - Arrival time I I I Apparent 6 12 18 Attenuation [ms) I 10 I I I Velocity [1000 feet/s1 24 30 38 42 48 54 [db] 1 1 20 1 60 43.0 0 0102030.40506070809 time [ms] 1 1 1 10 I I I Apparent Velocity [1000 (sells] 0 6 12 18 24 30 36 42 48 54 ,<1 Attenuation.(db] 20 60 • 43.0 0 01020.30.40.50.6070809 }� o o t'P1 0 .<1l.' Arrival time [ms] 1 1 1 10 I I I I , Apparent Velocity [1000 (sells) 6 12 18 24 30 36 42 48 54 Attenuation [db) 20 I 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 27 SITE 3 SOUTH . 8/7/2013 45 43.0' Distance: 30.0" Filter: 2 SITE 3 SOUTH 8/7/2013 46 43.0' Distance: 53.0" Filter: 2 SITE 3 SOUTH 8/7/2013 47 43.0' Distance: • 70.0" Filter: 2 • •• .�' •r• • 1 [ 5.0 10.0 15.0 20.0 25.0 30.0 350 40.0 T T T T T T ftll•;�•i .• l t 1, r tt._c r3 ( r1 (j • tt ( tt y} • ;(. ! 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' r.... r�i i` (:. 1,3;:;1 ,r , ,. 43.0 0 010.20.30.40.50.6070809 0 0 6 : Arrival I 1 Apparent 12 Attenuation time [ms) 1 1 10 I I I Velocity [1000 feet's] 18 24 30 36 42 48 54 (db] 1 1 20 1 60 43.0 0 0102030.40506070809 0 O Arrival time [ms) I I I 10 I I I Apparent Velocity [1000 feet's) 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 20 I 60 43.0 0 0102030.40.50.60.70809 {Arrival 0 0 `O• time [ms) I I I I 10 Apparent Velocity 6 12 18 24 30 Attenuation (db] I I I [1000 feeds] 36 42 48 54 1 I 20 60 Robert Miner Dynamic Testing, Inc. Seattle Public Utilities, H -Frame Replacement RMDT Job No. 13F44 August 13, 2013 Page 28 SITE 3 SOUTH 8/7/2013 56 43.0' Distance: 26.0" Filter: 2 SITE 3 SOUTH 8/7/2013 57 43.0' Distance: 49.0" Filter: 2 SITE 3 SOUTH 8/7/2013 67 ' 43.0' Distance: 26.0" Filter: 2 • • • • ,:; •• •• • • . •, O. O. 0' 5-0 to.o 15.0 20.0 25.0 300 35.0 40.0 T T)I[tt•(i ] T T T l�It TI * T ]1] Jt r,}t' : /� j . [ IL tt• t r1{rti 1jjjj `{`(; ?'!, t ..� t6 r; i ►�i • ii,/i•1l' , ,... 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T T MI '91x3)1 }Ss1I1 1 1•t t r r T li ,, • if.:7"',1 ti ; ... • T r,• s /11 ir, y( T JJt.• itt �`; tit, %-l• � II, to • !i) lip i‘1.4. c� [ rt. 1 yt0 T •;,, �) !, [ 1 T i 1'• .• f1' ' f 43.0 0 010.20.30.40.50.60.70.809 M0Arrival 0 6 -0• time [ms] [ ) [ 10 I I I Apparent Velocity [1000 feet/s1 12 18 24 30 36 42 48 54 Attenuation [db] 1 1 20o 1 60 43.0 0 010.20.30.40.50.60.70.809 0 }S� }i1i 0 •O• Arrival time [ms] [ [ [ 10 I I I Apparent Velocity [7000 teeUs] 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 1 I 20 60 43.0 j�ij 0 0102030.40.506070809 0 }�F[ 0 -0• Arrival lime [ms] [ [ ) 1 10 I I I Apparent Velocity [1000 teet/s] 6 12 18 24 30 36 42 48 54 Attenuation [db] 1 [ I 20 60 Robert Miner Dynamic Testing, Inc. AGES, LLC A Geotechnical Engineering Services LLC P.U. f3ox 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com September 9, 2013 Project No. A-189 Paul Benedict Retaining Walls Northwest, Inc. 1299 — 156th Avenue, Suite 150 Bellevue, WA. 98007 Subject: Geotechnical Engineering Services Retaining Wall Design Duwamish Creston Line Sites 4, 5 and 7 Seattle, Washington Dear Mr. Benedict, As requested, we reviewed our retaining wall design for the mechanically stabilized earth with segmental block facing retaining wall currently under construction at Site 7 on the subject site. The purpose of our review was to verify that a field change in the location and type of geogrid grid used will still meet the design requirements. We understand that while constructing the retaining wall on Site 7, Strata 350 was placed along the entire 5`h row of geogrid (as numbered from the bottom up) instead of the specified Strata500. Additionally, Strata 500 was placed along the entire 6`" row of geogrid (as numbered from the bottom up) instead of the specified Strata 350. To determine the effect of switching to the two layers, we used the AB Walls 2007rm Design Software for Segmental Retaining Walls, Version 7.0 to determine if appropriate factors of safety remained for the wall. Based on our review, it is our opinion switching the two geogrid layers as described in this letter will have a minimal effect on the longterm performance of the wall and the factors of safety remain suitable for the retaining wall on Site 7. • ♦ • RECEIVED CITY OF TUKWILA FEB 1 3 2014 PERMIT CENTER Mr. Benedict September 9, 2013 We trust this information is sufficient for your current needs. [f you have any questions, or require additional information, please call. Respectfully Submitted, AGES, LLC [EXPIRES //-f3-2/'/ 1 Bernard P. Knoll, II, P.E. Principal BPK:bpk Project No.: A-189 Page - 2 - GEOENGINEERS_O 8410154t Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number: 0296-025-00 Protect CR -DU H -Frame Replacment Project Date: June 3, 2013 (Mon) Owner: Seattle City Light Time of Arrival: 1120 Report Number 1 Prepared by: Cody R. Gibson Location: Tukwila, WA lime of Departure: 1240 Page: 1 of 4 Purpose of visit Construction Observation Weather. Sunny -60°F Travel Time: 1.25 hr. Permit Number. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or ❑ Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by : X Staying Alert to Construction and Equipment Hazards ❑ Other (describe) We made a site visit at the request of Rod Emmons with Seattle City Road Subgrade We observed that Pellco Construction had overexcvated an area of the subgrade for the access road to Site 6 due to soft soil, at the direction of Rod Emmons with SCL. The project plans (Sheet C-32, Detail 9) show a typical access road section of 3 inches of Type 2 crushed rock over 12 inches of 2-4 inch quarry spalls, with a construction geotextile for separation below the quarry spalls. We were not onsite for the overexcavation or the placement of quarry spall and non -woven geotextile fabric, but we understand an area approximately 16 feet by 8 feet was overexcvated 18 inches beyond the section shown on the plans and replaced with quarry spalls (see attached Site 6 site plan). The completed road section is shown in the photo to the right. We also observed that the access road from Site 6 to Site 5 has numerous groundwater seeps with soft subgrade conditions (see attached Site 5 site plan and photo to the right). We evaluated the subgrade with a 1/2 -inch diameter steel probe rod and typical probe depths were approximately 18 inches. We recommended that a similar approach be taken for overexcavation of soft soils for this section of access road, with the quarry spall layer thickness increased as necessary to fill areas of overexcavation. Based on our observations, it is our opinion that the road subgrade evaluated today has been prepared with those portions of the plans and specifications that pertain to our services. Light (SCL) and we met with him on site. 7 / b1 'j _ ,•-, M/ i, `• ' -'-- " .,,,L A �aiiq't Vii, ,' , Completed access road section ° c: - , +� . ' subgrade on Site 5 access road .." ,.. Soft, wet I. THIS FIELD REPORT IS PRELIMINARY field observation was performed. Observations in the final report may vary from and shall take FIELD REPRESENTATIVE DATE Cody R. Gibson June 3, 2013 A preliminary report is provided solely as evidence that and/or conclusions and/or recommendations conveyed precedence over those indicated in a preliminary report X THIS FIELD REPORT IS FINAL ' A final report is an Instrument of professional service. Any conclusions drawn from this report should be . discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE June 4, 2013 This report presents opinions formed as a result of our observation of activities relating to our services only. We rely on the contractor to comply with the plans Rr VcE tre duration of the pro)ed Irrespecfive of the presenoe of our representative. Ourwork does not lndude supervision or direction oftheworlr°tethers. Our finny/ill not be responsible tor)ob 0yyjrlsytetlyptr.an*14 MF$ Any eledronicform, facslmille or hard copy of the original document (email, text, table, and/or figure), It provided, and any attachments are only a copy of the original document. ? a o miss r end will serve asthe ofiidal document of record. Attachments: Site Plan FEB 1 3 2014 Distribution: HDR ntE)11n11" t's-r TPA File No. 0296-025-00 June 3, 2013 Page 2 Tim Bailey with GeoEngineers also discussed the pad and road subgrade conditions with Rod Emmons by phone on June 4, 2013. Based on that discussion, we recommend that this same general approach be taken for the remaining road subgrade (overexcavation to remove soft, wet soils). The temporary and permanent construction pad sections (Sheet C-32, details 3 arid 4) should be adequate for most circumstances, but we recommend that GeoEngineers evaluate the subgrade conditions to confirm if overexcavation is required to remove soft, wet soils. It is our opinion that the pad sections should be adequate for collecting groundwater seepage, and it is our opinion that it should not be necessary to install culverts to collect or divert water below the planned pads. GeoEngineers will be preparing a revised scope and fee estimate to include providing construction observation of the road and pad subgrade as required. File No. 0296-025-00 June 3, 2013 Page 3 4-- 4, • • • -4--• • • • 4 4. • * 4 • • 4 • • 4 • • 4 • 4 • ...... ....... VIM= Area of Overexcavation -A • • +-- • .• —1- - 1 • • 4 4 • ...... • 4. • 4 1 • • • 4 4 I 1 • '---.4..._•• • • • • 1 • 4_ • 4 4 114y • 0 -'..:':'..4•:ifcl!W,.6.*.Y.,:1; •':...............:;:•:;.:41 ;.1. ;:,..1.4 1 0 .4\ . 1 ; * -.1 I .... 4 - ... V . • - - • 4.. 4 • ... V . - '''' I ''' --i- . . 47- ' ' ''' .....‘ ' ''''• \ 4 f • ', . ' , ' 4 ' , 4 4 +. + 4 4 • 4 • 4 4 4 • 1 4 4, • • 1 • ''''' • • '''' -•-• j -1----T 4 4 4 47 4 • , + 4 -I 4 • 4 4 • • + • 1 1 + I • • • • • • • I 1 1 • i 4 + e + • 4 4 4 • • 4 • • 4 • • • 4 1 4 * 1 • • i • 4 1 • • 4 • • • + 4 DISH' 4 .. • • 4 4 -‘41.....v1 • • • + • 4 • • • I 4 • I 1 • 4" • Ult. • 4 • • 4 • • 4 1 1 • • 4 4 • 4 • • • • • • • • 1 1 • + 1 • • 1 • 4- +44 4 • • 4 4 • • J 4, 4 1 I • • • 4 • 4 1 • 1 4 4 1 • 4 I • 4 4 • • 1 4 4 1 4 • • • • • • 4 • • 1 • 4 . • • 4 • + • 4 • 1 • 4 4 • • • • • 1 4 1 4 4 • 4 • 1 • 1 4 • • 1 1I • • • 1 1 4 • • • 4 • .1 4 4 • • • • 1 4 • • • 4 • 1 • • • . 4, • • • • 4 • • 4 • . • 1 • • 4 1 .4, 1 4 • 1 • 4 • • • • I • + 4 4 • • • • • • • • • • • 4 + 1 4 1 1 • • 4 1 IT t ActE§s4R6A6 ' ' • 1 • 1 i MAL 1'40 • D735103 OATS STA 31110.07 De 91157047 SITE MUSS ROAD STA DIM= 14 1254121.76 15712220 I 47TH AVE S UQ.. Ato_--.- 100 . 2 1 110 f snt RCM .....___ — ..... _ _. _ _....__ 00 90 .., Va -0.095 .., a l19 -I a- 00 -3.4os 70 00 GAME TM 4305540 Or MAD. 10321 r70 A t M • S A : . 37+90 313•1:0 39400 File No. 0296-025-00 June 3, 2013 Page 4 00 . � . -__- .�-_--_---.-__- --_-� ' .L; v7.417— �°���'' ____ ° -'__- r� - - �~~ - ""^l _ ' MOUND===- -�- =_ --____--°^ __--m� 20 � @ C 7. $ �� ^ ° _-_- -_- ^m __-___' -_-,-- - .41.003��'mermaio ~^ `'_- -- -__sor---__ --_ omanirm'' _-_--_--- r°^" ao- .._-- a. •_ = a z "i . an vrt. 2; il *@ aI l a.; -4,-p a@ i3 u» 30+00 31+00 32/00 33+00 GEOENGINEERS.112 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report He Number. 0296-025-00 Project CR -DU H -Frame Replacement Project Date: June 18, 2013 (Tue) Owner: Seattle City Light Time of Arrival: 1200 Report Number: 2 Prepared by. Carla Walton, Tim Bailey, PE Location: Tukwila, WA Time of Departure: 0100 Page: 1 of 2 Purpose of visit Construction Observation Weather. Sunny -68°F Travel Time: 1.25 hr. Permit Number. D-13-096 Upon arrival to the site 1 assessed personal safety hazards: X Yes or 0 Referred to Site Safety Plan and Safety Tailgate if applicable Safety Hazards Were Addressed by : X Staying Alert to Con [ruction and Equipment Hazards 0 Other (describe) A site visit was made at the request of Seattle City Hayward Baker (ground improvement subcontractor). Ground Improvement Elements Upon arrival we observed that Hayward Baker was in the process of installing ground improvement at the site. Installation of ground improvement elements was being completed using a trackhoe- mounted downhole vibrator with a top feed gravel bucket. The vibrator was mounted to the end of the trackhoe arm and the air compressor and"-- power pack were mounted on the rear of the excavator (see photo to the right). The ground improvement elements were being:. installed by vibrating to depth (practical refusal),�.T'' placing gravel in loose lifts of approximately 3 feet, then vibrating back down into each lift. We understand the ground improvement elements, installed so far have extended to depths of 16 to 18 feet below ground surface, consistent with the encountered below the quarry spall working pad appears spoils observed around completed ground improvement are taking approximately 7 cubic yards of gravel each. We understand the ground improvement equipment problems with the equipment. We observed the partial power pack broke down, so we left the site. We will review the daily field reports prepared by Hayward this work element, which we understand will likely be Light (SCL), and while on site we met with Doug Hardrath with Following is a summary of our observations while on site. w '--- / :c,. - °~ ,r, ..-_ f ,. - - —, t -' described in our geotechnical of dark brown silt and We understand the ground and Hayward of one ground improvement will also make intermittent the end of next week. r \ ,, ..¢ . • --, ..r , - _- , > Y, 41 �'` . `'` ,..--,-- I conditions to consist elements. is a new configuration, completion Baker and completed by report. The soils silty sand, based on the improvement elements Baker was experiencing element and then the site visits to check on • THIS FIELD REPORT IS PRELIMINARY that field observation was performed. Observations in the final report may vary from and shall take FIELD REPRESENTATIVE DATE Carla Walton June 18, 2013 A preliminary report is provided solely as evidence and/or conclusions and/or recommendations conveyed precedence over those indicated in a preliminary report. X THIS FIELD REPORT IS FINAL A final report Is an instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional Involved. REVIEWED BY DATE Tim Bailey, PE June 19, 2013 This report presents opinions formed as a result of our observation of actMUes relating to our services only. We rely on the contractor to comply with the plans and spedfication throughout the duration of the project Irrespective of the presence of our representative. Outwork does not Include supervision or direction of the work of others. Our fin will not be responsible for job or site safety of others on this project. DISCWMER: Any electronic form, facsimile or hard copy of the original document (email, text, table, a nd/or figure), if provided, and any attachments are only a copy of the original document. The original document Is stored by GeoEngineers, Inc. and will serve as the official document of record. RECEIVED Attachments: Site Plan CITY OF TUKWILA • Distribution: HDR FEB 1 3 2014 PVMIT 'ITER File No. 0296-025-00 June 18, 2013 Page 2 Area of ground improvement work observed today (z4 cA--;;P —6? -1 (33 'r‘1.• k:?) -011Th • • ‘.2) • ‘.„,••-` tsi•1 "1'. ?) moo. In 111641k11 Ortrn.vnts A Drast=6 416.41.11to SI, E.10C.11 =UGH 1.4NOUT: ......a.mummaa....444..ms. .ays. .40,....1.44 4.4 awe ..e.mer.r I+ tumors 4.10114. • 444.4 AI•A61 As ••••••• Away. OW whowst.s•nrcter .4..4. p . ROO P.Wirtalf ....8110.•4,154:11MW.M1/1.1110.6.•L 1.1••,,,./11.1. • 4.4.404.4 44. 4.4 seaport atihir isaar.v=r1s '"aliocuao *14=10:411.551,rt [Type text] GEOENGINEERS 8410154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number: 0296-025-00 Project CR-DU H-Frame Replacement Project Date: June 20, 2013 (Thu) owner. Seattle City Light Time of Arrival: 1110 Report Number. 3 Prepared by: Carla Walton location: Tukwila, WA Time of Departure: 1200 Page: 1 of 2 Purpose of visit Construction Observation Weather. Cloudy —58°F Travel Time: 1.25 hr. Permit Number. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or 0 Referred to Site Safety Plan and Safety Tailgate if applicable Safety Hazards Were Addressed by : X Staying Alert to Construction and Equipment Hazards 0 Other (describe) A site visit was made at the request of Seattle City Hayward Baker (ground improvement subcontractor). Ground Improvement Elements Upon arrival we observed that Hayward Baker was in the process of installing ground improvement at the site. Installation of ground improvement elements was being completed using a trackhoe- mounted downhole vibrator with a top feed gravel bucket. The vibrator was mounted to the end of the trackhoe arm and the air compressor and power pack were mounted on the rear of the excavator (see photo to the right). The ground • improvement elements were being installed by vibrating to depth (practical refusal), placing gravel in loose lifts of approximately 3 feet, then vibrating back down into each lift. We understand the ground improvement elements installed so far have extended to depths of 16 to 18 feet below ground surface, except for one element which hit refusal at 12 feet of depth. The consist of dark brown silt and silty sand, based elements. We understand the ground improvement While on site we observed the partial completion of to clear spoils around completed ground improvement We will review the daily field reports prepared by Hayward this work element, which we understand will likely be Light (SCL), and while on site we met with Doug Hardrath with Following is a summary of our observations while on site. ,tillo•f,`" - .41 bzir ' NI soils encountered below the quarry spall working pad appear to on the spoils observed around completed ground improvement elements are taking approximately 7 cubic yards of gravel each. one ground improvement element and then subcontractor stopped elements, so we left the site. Baker and will also make intermittent site visits to check on completed by the end of next week. • THIS FIELD REPORT IS PRELIMINARY field observation was performed. Observations In the final report may vary from and shall take FIELD REPRESENTATIVE DATE Carla Walton June 20, 2013 A preliminary report is provided solely as evidence that and/or conclusions and/or recommendations conveyed precedence over those indicated in a preliminary report. X THIS FIELD REPORT IS FINAL A final report Is an instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE June 24, 2013 TMs report presents opinionslonned as a result of our observation of activities relating to our services only. We rely on the contractor to comply with the plans and sped 1 Inrry of the projedirrespective of the presence of our representative. Outwork does notindude supervision or direction of the work of others. Our firm will not be responsible for job orelle safe of n 1 [p. Any electronic form, facsimile or hard copy of the original document(email, text, table, and/or figure), 1l prodded, and any attachments are only a copy of the original document. The origin dfY. e�7ls sOfry +WM. `(s serve as the offidal document of record. I6. F9 Attachments: Site Pian FEB 1 3 2014 Distribution: HDR po-o"--.1. - _ File No. 0296-025-00 June 18, 2013 Page 2 • (;) ' () _ . • •s.a z , (4•;'• • • I 1.42i . — K)p• `•• ..1 ar (2) %On) .3.ww• Cs. tt•2.) •!E'/ 1.274-% (i.;" - • — rThi (4) r-`;‘, • ...RI Area of ground improvement work observed today t.t!') • 11,‘ %.t.z., 1 .:.4-' - •••=-• .--- )..,a . ....k. / ..retJ ... ) e :c _ ., • ... ...!-, kn.. •,...'4,±.:. (7). — -. .....' . _ 1 ( .. ' ...._... . ,\.;•-, C,--5 .';',i k.,.7 -al ,-- 4.4') L71 •-7p. C7.3 — c.:4°) 7t 1—k" (j-) 4:71) Pa ‘.-at • ,=•• c'e" raax• — • — k— (37/ • 1:s0J, @-?) -,azt , C:-?) Males Ilia ?tv Disaarrttsh Cr. et=r, OboalowaavvIewei* rvivrowwils lallerii t 41041.0•4•419.40.4 Wen 1:11=M11W,LAWILIC il••••:..mmi. ma......s.ssamwarawama -J —fl— c.a..... . waw.wiLwavwwwwwwwwwea. Plats.. tea.. alwar.rtworear • 4,1•14 401.443441•4 4d4144. 1•11F7,,,, wevaiveww,k+ twlato wow*. ...vv..- .6,411 44.44.4,4,41,4,44.4 84-1,4•4 9wwwwwww•www.sre,www_wo wow. snow. Iwo. *-t4.-, '4') "...wt..- • wwwmarveseiVW11,41+••••••‘ 414/44 0444 141 Flat OP, aitfitit ww_vmer.I•seacwwnvw ,v11=1,ww- gro 4444414144/0441141•W441, ,M1.4,144,M114,41,44. 401•4.41. 154444.44.4,14.44444 E•44. 4..p.• • a., re ft:** owt.A.".•••••-• wwwwi •••••• w.wwwwwwv.iwwww...s. emu, vs, rte. was vem1.41,1•••••••••,444,40. Mar 19461350=ren 4tiliBUNICOVrOlY GEOENGINEERSI 8410154th Avenue NE Redmond, WA 98052 Field Report File Number. 0296-025-00 Project: CR-DIJ H-Frame Replacement Project Date: July 10, 2013 (Wed) Owner. Time of Arrival: Report Number. 425.861.6000 Seattle City Light 745 4 Prepared by. Location: Time of Departure: Page: Cody R Gibson Tukwila, WA 1230 1 of 4 Purpose of visit: Weather. Travel Time: Permit Number. Construction Observation Overcast, —60 F 1.5 hr. D-13-096 • Upon arrival to the site I assessed personal safety hazards: X Yes or ❑ Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by : X Staying Alert to Con [ruction and Equipment Hazards O Other (describe) A site visit was made at the request of Seattle City Light (SCL), and while on site we met with Rod Emmons (SCL), Tom. Ellis (SCL), Dave (Pellco) and a Hayward-Baker representative. Following is a summary of our observations while on site. Subgrade Evaluation for MSE Wall at Site 5 We evaluated the subgrade for the MSE wall at Site 5; ground improvement (stone columns) had previously been installed in this area by Hayward-Baker. Pellco had excavated the subgrade to approximately the base of the MSE wall. The exposed subgrade soils generally consisted of silty sand in the northern portion and organic-rich silt in the southern portion. We evaluated the subgrade with a 1/2 inch diameter steel probe rod. The northern two thirds of the subgrade has typical probe depths of about 4-5 inches and the southern third has typical probe depths of greater than 24 inches. We observed the exposed tops of ground improvement elements (stone columns) in portions of the exposed subgrade (see attached site plan). During excavation of the southern portion of the subgrade, we did not observe the expected ground improvement elements. Based on construction records (attached), all 161 elements were installed by Hayward Baker. A No Ground Improvement representative from Hayward Baker was on site (Stone Columns) and discussed the ground improvement work with SCL. Observed in This Area .;. Based on our observations, the ground improvement was not completed in - , • n‘, accordance with the project plans and specifications because the top elevation of the ground improvement did not extend to the wall subgrade elevation, with the exception of the northern 60 feet of the wall subgrade, which appears to have been completed in r. accordance with the plans and specifications. t • THIS FIELD REPORT IS PRELIMINARY FIELD REPRESENTATIVE DATE A preliminary report is provided solely as evidence that held observation was performed. Observations Cody R Gibson July 10, 2013 and/or conclusions and/or recommendations conveyed In the final report may vary from and shall take precedence over those Indicated In a preliminary report. X THIS FIELD REPORT IS FINAL REVIEWED BY DATE A final report is an Instrument of professional service. Any conclusions drawn from this report should be Tim Bailey, PE July 16, 2013 discussed with and evaluated by the professional Involved. 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W1 r 1'' a ml ryk O .i .A-1 P $ ^ W (.1.-4"°. .tP-1 .Ai 4 4$ t .ni tWD 1r1D .A-1 W V P,:I7_:, C 1pi I 3 1.1 011 3 OT � .9 $1 '4 4".1 .�-1 A' .1 Ti 4' .41 .A-1 4 rel 1 Ep_ O •-" N M `"r" D A CQ Cf1 O 74" , N CW ILT I `. .1 O NW N M N N1 N N0 N C W N M V UI Vol 38 39 40 41 42 44 45 CV 47 File No. 0296-025-00 July 10, 2013 Page 3 J Northern 60 feet of subgrade was prepared satisfactorily Iii4li Gt.wd Svc*, land 11a, MIMI _ r�r�����ls 06.0,.•:.•.•........ MY Ant tem wt. s,•ie a. •••• IMP _ 16 am a._ _. 1M 0 - r� OM ••••• aT — • �wcrrr.�rrra�a.ss�O_MNMDNWia. 1••••••••••••1••• •••• MI. �� rw•••••ars am. rs,w r Ono .reri• am los =numeon mot ss.MIN•a.••• VIM -a. a4.,0.• ra _w OMr .. aq al..i .r a..mn..•1 ar•r.wr�..r __ 1.11 —II .a.• ^dil•W _.n_r.s...i r� a—�• �rM•i� r. �r Vii. ` - w•• .rr-_ r�r lam Ms _ ra.�nr /WON. 4M �� as.lm, I'm limp, IF/ .•• a IMOD araii s. r. r, r....... res>s� .a. .r. sr11•10,,•,1••••r 41.. ANIM an_ r 'a,.�.ws. r �'r.. woe IMO rrs.•. a. as �a...-.a. •••• ••• a� ar mar tom M♦r... t ME... •••• INMAN 11Yriup 41•10 ••••• iYN 1� 110•••••• tans .. ••••••••••• IMF r i Ylf. u!'1.. �!O. •••• OW w-r...W*We Mr I r r+r•.rrImo am,alr.a.ra.ss.������smpaoma..sa Ong MP= s.'.•• sra a. r•••• MN. r s• r. r. w..r - s a.a.� .ri..a...•%r�r �.s��.�:r.:rs�.a�r.�a_� .��.•• ���w, `�.r rr r.. srrr..a. rr r.rr- ..<-.. rsr.r..►r..:rr���r �AVM s�.�'a ti�NM A t .ai S11111.111•1442,..=ii...irld. allnik`r ,1 .••••.. •�y�a�.s �rm..s.r.rdaS�rr.wrar r�ee ee -' - ��.� ��s� ---- S x 1 1905) 110111 M+l3 <ier is tJ ELEVATION - SITE 5 MSF W,\LL: WEST FACE Caro ut Fnnt of w.il n Subgrade Evaluated Today AGES, LLC A t1a:•x+chavai Lipttscwi :.rnn.a. LLt PO Fla I Pnyn.A00. til' 4 914:3 : I 15:3445 -MO wrrwavaangukasmaasnet Subgrade Evaluated Previously MSE Maiming Wall Duwsmith Creston Line Su wont, Kaaba en No Ground Improvement Located !1 Et U-0. File No. 0296-025-00 July 10, 2013 Page 4 r 1 f 631, i y \ \ o ;., 4 o „dry-\ Approximate Area Where Ground Improvement Could Not Be Located 0 yon lma M�.... -., . - W.... _ w.........�.. vow. on, agin saw .112 .NGS, Duirt0btt Gras •4 _.,. 1411ersw*** DNtAD GIEMLC Eager I "AMU': 11M.� Subgrade Evaluated Today Subgrade Evaluated Previously No Ground Improvement Located GEOENGINEERSI 8410154tAvenue NE Redmond, WA 98052 425.861.6000 Field Report rdo Number: 0296-025-00 Protect CR -DU H -Frame Replacement Project Date: July 11, 2013 (Thurs) owner. Seattle City Light Time of Arrival: 730 Report Number: 5 Prepared by. Cody R Gibson Location: Tukwila, WA Time of Departure: 1100 Page: 1 of 1 Purpose elvish: Construction Observation Weather. - Overcast, -60 F Travel Time: 1.5 hr. Permit Number. D-13-096 . Upon arrival to the site 1 assessed personalsafety hazards: X Yes or O Referred to Site Safety Plan and Safety Tailgate if applicable Safely Hazards Were Addressed by: X Staying Alert to Construction and Equipment Hazards Q Other (describe) A site visit was made at the request Ellis (SCL), Dave (Pellco) and a Hayward Subgrade Evaluation for MSE Wall at We were asked by Tom Ellis to be onsite that Pellco had excavated an area in elements (stone columns). The dimensions approximately 9 feet by 9 feet (see It is our opnion that the southwestern 5 subgrade is still unsuitable to place except where noted in our previous 10, 2013. of Seattle City Light (SCL), -Baker representative. Site 5 at 7:30 to evaluate the southwest corner in of the excavation photo). We did not locate portion of the wall any wall elements field report from July and while on site we met with Rod Emmons (SCL), Tom Following is a summary of our observations while on site. the continued excavation of Wall 5 subgrade. We observed an attempt to locate the tops of the ground improvement were approximately 2 feet deep below wall subgrade and any ground improvement in this excavation. - """'-""' • 7 J • � 4 ' ' )lit - , • • 0 g • CITY OF TUKWILA . FEB 1 3 2014 PERMIT CENTER that field observation was performed. Observations In the final report may vary from and shall take FIELD REPRESENTATIVE DATE Cody R Gibson July 11, 2013 UM THIS FIELD REPORT IS PRELIMINARY A preliminary report is provided solely as evidence and/or conclusions and/or recommendations conveyed precedence over those Indicated In a preliminary report. X THIS FIELD REPORT IS FINAL A final report Is an Instrument of professional service. Any conclusions drawn from this report should be ' discussed with and evaluated by the professional Involved. REVIEWED BY DATE Tim Bailey, PE July 16, 2013 This repotpresents opinions formed asa result of our observation of actMaes relating to our seMces only. We rely on the contractor to comply with the plans and spedficaton throughout the duration of the protect irrespective of the presence of our representative. Domed' does nolindude supervision ordlredlon of the wort of others. Our finnwill not be responsible fortob or site safely of others on this protect. DISCW MER: Anyelectronic form, facsimile or hard copy of the original document (email, ted, table, and/or figure), R provided, and any attachments are only a copy of the original document The original document is stored by GeoEnglneers, Inc. and will serve as the offidal documental record. Attachments: None Distribution: SCL, HDR GEOENGINEERS_O 8410154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report Re Number. 0296-025-00 Project CR -DU H -Frame Replacement Project • Date: July 12, 2013 (Fri) Owner Seattle City Light Time of Arrival: 945• Report Number. 6 Prepared by: Cody R Gibson Location: Tukwila, WA Time of Departure: 1145 Page: 1 of 2 . Purpose of visit Construction Observation Weather.. Overcast, —60 F Travel Time: 1.5 hr. Permit Number. D-13-096 Upon arrival to the site 1 assessed personal safety hazards: X Yes or 0 Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by: X Staying Alert to Construction and Equipment Hazards 0 Other (describe) • A site visit was made at the request of Seattle City Light Ellis (SCL), and Jason (Pellco). Following is a summary of Subgrade Evaluation for MSE Wall at Sote 5 We were asked by Tom Ellis to be onsite to evaluate the continued locations of the ground improvments in the southwestern excavate in the southwestern corner of Wall 5. We were able columns) at a depth of about 3.55 ft below proposed wall subgrade. The approximate volume of overexcavation performed by Pellco was 3.55 feet deep x 10 feet x 20 feet. It is our understanding that Pellco will excavate and identify all ground improvement elements before any Wall 5 elements are placed. Pellco began to excavate the existing soil on the northern side of the retaing wall footprint during our site visit. The material consists of brown medium dense silty sand and all of the ground improvement elements are easily identifiable. It is our our understanding that excavation of the north side of Wall 5 will continue today. We will evaluate the subgrade of this location during our next site visit. (SCL), and while on site we met with Rod Emmons (SCL), Tom our observations while on site. excavation of Wall 5 subgrade and to identify the corner of the retaining wall footprint. We observed Pellco to identify several ground improvment elements (stone ' -'"'" = r J 0..,� ' ;:.� Lt • • -` ; c ••C S- ; g ,. ;;•"" ' - . .tip CITY OF TUKWILA FEB 1 3 2014 PERMIT CENTER • THIS FIELD REPORT IS PRELIMINARY that field observation was performed. Observations In the final report may vary from and shall lake FIELD REPRESENTATIVE DATE Cody R Gibson July 12, 2013 A preliminary report is provided solely as evidence and/or conclusions and/or recommendations conveyed precedence over those indicated In a preliminary report. X THIS FIELD REPORT IS FINAL A final report Is an Instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional Involved. REVIEWED BY DATE Tim Bailey, PE July 16, 2013 This report presents opinions formed as a result of our observation of acUrhies rdating to our services only. We rely on the contractor to comply with the plans and spedfcationthroughout the duraUon of the (noted irrespective of the presenceofourrepresentative. Our wort does not Ndude supervision or direction of the wort ofothen. our Rnn wlllnot be responsible(orjob or site safety nether: on this protect. DISCLAIMER: Any et clroniclonn, facsimile or hard copy of the original document (mall, text, table, and/or figure), 0 prodded, and any attachments are only a copy of the original document The original document is stored by GeoEegineers, Inc. ended' serve as the official documentofrecord. Attachments: Site Plan Distribution: HDR, SCL File No. 0296-025-00 July 12, 2013 Page 2 Location of Exploration Completed by Pellco Subgrade Evaluated Today • HDR EnOnuRAB, Inc. NOON 1. FOR ALL CN . MO STRuouR L 9PSTS TML Daum AND BASE OF BENNO 6 LOCOED ON ORRflC 10-11501 2. FOR TM& PRONG OI*0C LD1 AMD REFERENCE 02.012428 SLS 9=aTT 19-11701 Subgrade Evaluated Previously 10nrOR ra LEGEND: • b-- s-�- retire_ i vv� MINI- POND INWORARY Comm FENCE SDE ACCESS ROAD SILT MICE Ib16Tf4RLR1 PMD NNW IINTLE INN MOWN =CAC 6) • LAOIS OF COMSINATIO 1 NCO AMD CNN INNS SLED N /1 CONTINUO= COW= fa) 11DAPOW C Cp SINUC OI PAD • PROPORD NOEL LCMOPCLE (NON= BI 13e — 0 —F — - 2—C— C'? Ti R@GAAIIC LOLL PSL LATE CA LAN DES= SOUND ECSIM IMAM BOUND/at canto ONALL LDC CONSTRUCTION _VOTES; PROPOSED =OM PER MDR WK. mNLw0TOR TO Loon AS NEON= EM CONSINURpN AIC/ oft Q• mom. MIDI moony FENN O M LCON IS DC= 10 Ee PorPu ID PDL OCT*. 4 ON S_RST C-14. Qa Mau. mot =TELE /P 0.11500CN (COOOIRO MEM TO BE ISOLIED PIN OCTAL 2 ON SIF=T 14 O4 SIMLI 113REENDOFMI- Q Dom. CAROL WWI WAS 10 mower E *100L 21°E0 20 40 • NO Ground Improvement Located ANIoIm /0• NOLO 13Y LOO �C-08 ACCEIS ROADS AND OONSTiwcn N PADS 71:4414°6 CESC PUW - 9STE 5 it GEOENGINEERS_O Field Report File Number. 0296-025-00 Project Date: 84101540 Avenue NE CR -DU H -Frame Replacement Project July 16, 2013 (Tue) Redmond, WA 98052 Owner. lime of Arrival: Report Number: 425.861.6000 Seattle City Light 0730/1000 7 (revised) Prepared by: Location: Time of Departure: Page: Cody R Gibson Tukwila, WA 1000/1400 1 of 2 Tim Bailey, PE Purpose of visit Weather. Travel Time: Permit Number. Construction Observation Overcast, -60 F 2.0 hrs. D-13-096 Upon ardval to the site I assessed personal safety hazards: X Yes or ❑ Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by : X Staying Alert to Con trucbon and Equipment Hazards 0 Other (describe) A site visit was made at the request of Seattle City Light (SCL), and while on site we met with Tom EIIis (SCL), and representatives from Pellco. Following is a summary of our observations while on site. Overexcavation for MSE Wall at Site 5 We were asked by Tom EIIis (SCL) to be on site to evaluate the continued excavation of Wall 5 '_ ` _ r t` subgrade and to identify the locations of the ground improvement (stone columns) in the southwestern corner of the retaining wall, footprint. We observed the overexcavation to expose the „ _ .. ground improvement and placement of Seattle 0- , 's • „!s Type 2 crushed rock in the area shown on the d r . " }{ " attached site plan and in the photo to the right. . -T' As Pellco completed portions of the excavation _ M .. .,, and ground improvement elements were �� observed, we took measurements of the o-•. a.l - ? overexcavated areas. These measurements �� are shown on the attached site plan along with the calculated volumes. , ,4 • •' =, , ''}`" a i The Type 2 crushed rock was placed in the overexcavated areas in lifts of approximately 2 feet (thicker in some areas outside the wall footprint due to caving of the excavation). The Type 2 was compacted with a vibratory plate mounted on a Caterpillar 320C excavator. We observed the compactive effort (trackhoe was lifting off the ground and the vibratory plate was generally left in place until settlement stopped), and also probed the compacted areas with a 2 - inch diameter probe rod (probe depths generally less than 2 inches) Based on our observations and evaluations today, it is our opinion the overexcavation and placement of Type 2 in the areas shown on the attached site plan were completed in accordance with the direction given in SCL Field Memo 014. Pellco was on site overexcavating and placing rock when we arrived at 0730, and we understand they continued placing rock until 1530, although we left the site at 1400 after the overexcavation was complete. There was a break for lunch from about 1150 to 1220. RECEIVED I. THIS FIELD REPORT IS PRELIMINARY FIELD REPRESEQFiIp j OF TU KWI L ATE A preliminary report is provided solely as evidence that field observation was performed. Observations Tim Bailey, PE tr T u y 6, 2013 and/or conclusions and/or recommendations conveyed In the final report may vary from and shall take precedence over those indicated in a preliminary report. FEBr [[ D 1 3 ^01) X THIS FIELD REPORT IS FINAL L DATE REVIEWED BY A final report is an instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional involved. Tim Bailey, PE PERMIT CENTER'. 2013 This report presents opinions formed as a result of our observation of activities relating to our services only. We rely on the contractor to comply with the plans and specification throughout the duration of the project Irrespective of the presence of our representative. Our work does not include supervision or direction of the work of others. Dur firm will not be responsible forjob or alta safely of others on this project. DISCLAIMER: Any elewonk form, facsimile or hard copy of the odginal document (email, text, table, and/or figure), If provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Attachments: Site Plan Distribution: HDR, SCL File No. 0296-025-00 July 16, 2013 Page 2 4C#� 629 0 P {� ti.:i' 6- ® ,p� 0 c� mt=: ) C d 1 �n Overexcavated, replaced with Type 2: 22' x 16' x 4' deep = 52.1CY Overexcavated, replaced with Type 2: 22' x 2' x 2.5' deep = 4.1 CY ..o g. Overexcavated, replaced with Type 2: 22' x 12' x 4.5' deep =44CY Additional Type 2 placed beyond face of wall above subgrade: 7'x 18'x6"=2.3CY xs- et E Additional Type 2 placed beyond face of wall above subgrade: 4' x 29' x 6" = 2.1 CY ;M_.. A..li...,.w aaaras"wcawvt jaalLVMagagaariM ... ---- :,.,,.....M: _.,.....e........n .. .,., ,.. r. .....•.....,. _. _. _ ., . .....-. �..s....f..sa�a .... ..,w . .Y.®. w1......0...s tion/. ••1.00.4*.0..... 4, • .._ ▪ .......... -= earlArtv - GEOENGINEERS 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number. 0296-025-00 Project: CR-DU H-Frame Replacement Project Date: July 17, 2013 (Wed) Owner • Seattle City Light Time of Arrival: 0730 Report Number. 8 Prepared by Zack Simpson Location: Tukwila, WA Time of Departure: 1200 Page: 1 of 2 Purpose of visit Construction Observation Weather. Overcast, —60 F Travel lime: 1.0 hrs. Permit Number. D-13-096 Upon anivat to the site 1 assessed personal safety hazards: X Yes or I] Referred to Site Safety Paan and Safety Tailgate if applicable Safety Hazards Were Addressed by: X Staying Alert to Con truction and Equipment Hazards p Other (describe) A site visit was made at the request representatives from Pellco. Following Subgrade Evaluation for MSE Wall at We were asked by Tom Ellis (SCL) to site to evaluate subgrade preparation 5 subgrade. The subgrade in the north of the wall had been previously prepared the contractor was working on the subgrade the south area of the wall. We evaluated the subgrade preparation areas shown on the attached site plan photo to the right). No overexcavation place today. The subgrade generally consisted of loose silty sand/sandy Typical probe depths with a /-inch probe rod were 1 to 6 inches. These subgrade conditions are consistent expectation and the basis of the wall Approximately.6 inches of Type 2 crushed rock was placed over the subgrade compacted with a hand-operated vibratory numerous passes over each lift and generally less than 2 inches. Areas Based on our observations and evaluations accordance with those portions of the City of Tukwila will be on site tomorrow tomorrow or Friday. We plan to be on evaluate compaction of the wall backfill. of Seattle City Light (SCL), and while on site we met with is a summary of our observations while on site. Site 5 be on for Wall area and , in in the (see took r , . 0.* silt. _•:. �,► diameter m K' = Ir.: + i with our ;,�,�. -' design. . ' =� Tom Ellis (SCL), and " t� ' which consisted of rod. Probe depths been prepared in. We understand the will begin geogrid and to and plate compactor. We observed the compactive effort also probed the compacted areas with a 1/2-inch diameter probe where greater probe depths were encountered were recompacted. today, it is our opinion the subgrade for Wall 5 has project plans and specifications that pertain to our services. to observe the subgrade preparation, and the wall construction site to observe and evaluation placement of the block and • THIS FIELD REPORT IS PRELIMINARY that field observation was performed. observations in the final report may vary from and shall take FIELD REPRESENTATIVE DATE Zack Simpson July 17, 2013 A preliminary report is provided solely as evidence and/or conclusions and/or recommendations conveyed precedence over those indicated in a preliminary report. X THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE July 18, 2013 This report presents opinions formed as a result of our observation of activities relating to our services only. We rely on the contractor to comply with the plans and specification throughout the duration of the project InespeWve of the presence of our representative. ourwork does not indude supervision or direction of the work Mothers. Our firm will not be responsible foriob or site safer/Wailers on this project. DISCLAIMER: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document The original document is stored by GeoEngineers, Inc. and wit serve as the oftldal document of record. Attachments: Site Plan Distribution: HDR, SCL File No. 0296-025-00 July 17, 2013 Page 2 2 R 230KV CONDUCTORS 230<V 60NOUCTORS Subgrade Evaluated Today s SITE 5 SOLE 1'm20' NCOES 1. FOR NJ. ONL Mo SIRUCIURAL SEED THE DOW MD MI5 OF BMOC IS LOWED ON DINONRIC 10-11503. 2. FOR THE PROJECT DPAMIC UST MRD REiERQCE ORAIN= SEE SHEET 10-11503. Subgrade Evaluated Previously To1rITE `@ "OI SSeattle City Light LEGEND: • Eltint -- ••••• •1 V: Kvvv 1.4 • — Y—Y- - c—R— =AWL Fart • mammy OWN= FENCE TE =ESE RCM SRT FDCE CONSTRUCTOR. FVO STEM IDiRIE ® . IRCII V®uY R7C1C LOIS OF CONSTRUCT01 CLEM MC ORIS UNRS SEED NDE /1 TF3IPatORY CONDEMNER WO PROPOSED Sim POMPOM 016WLED BY OIOta, REDEEM CAL FLL UNE OOT UNE =TRO 'REBIND OOSTDO WalA D MUMMY mom mince. Uzi CONSTRUCTION NOTES; Qi PROPOSED LOaTnN FOR eon TNI croPTWCI R TO LOCCE AS REQUIRED BY CONSTRUCTION MRD SITE Q2 NaTML IIM4 va6RiIY FFr441O IN U7OR104S DOM. TO BE ROO4.L D PER Dem 4 ON SHEET C-14. 0 MAU. STRAW MIRE a naracee CCp110Uf0 RCM TO BE RVSOn1FD PER OVAL 2 ON -RAW 14. O MALL SIM WILE R END OF DM - Sa awn. CO RL © RarM/ Owe. wave aces To PREVENT EROSOR. 20 0 20 40 • . i OyEsaEAD Twama ewer R a Re sowN TRAM ON AMOCO rFRO101 FOR 2D211E CPT I@R o+.aMORD • DUWAUISH agar LINE a „C-08 AOGE8S ROADS AND cotermUCi10N PADS TD -11406 CSC RMI - ME 6 I — GEOENGINEERS� 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number. 0296-025-00 Protect CR-DU H-Frame Replacement Project Date: July 25, 2013 (Thurs) Owner Seattle City Light Time of Arrival: 1215 Report Number. 9 Prepared by. Cody R. Gibson Location: Tukwila, WA Time of Departure: 1245 Page: 1 of 1 Purpose of visit Construction Observation Weather. Sunny, —80 F Travel Time: 1.0 hrs. Permit Number. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or ❑ Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by : X Staying Alert to Con trucUon and Equipment Hazards ❑ Other (describe) A site visit was made at the request Pellco. Following is a summary of our Wall 5 Construction We were asked by Tom Ellis (SCL). to arrived on site we observed that no Structural Earth (SE) wall and preparing pipe was being installed behind the We left a message for Tom Ellis and We plan to be onsite tomorrow to observe Wall 5 construction. of Seattle City Light (SCL), and while on site we met with representatives from observations while on site. be on site to evaluate the placement of geogrid and backfill for Wall 5. When we geogrid had been placed yet. We observed the contractor placing blocks for the the first row of geogrid. We also observed that a 6-inch diameter perforated face of the wall, per the approved retaining wall plans. then left the site. and evaluate ' ''- 4---:,--'4,1,4„: Tr jrl,l t f7 �h 0 (I• OA - i '._ vC,t 1 y. t - '{ ,; r, r 4 �e ) �' 1 i s: 4 ''‘'''4'N.. 'b '1• C t i 1�Ir k ' Cyt;Ilr. \' RECEIVED CITY OF TUKWILA FEB 1 3 2014 PERMIT CENTER « r s x 5l T,a. f rid'`. ,�% '' °` k / .I� {�3a - `i _. ..,-= that field observation was performed. Observations in the final report may vary from and shall take FIELD REPRESENTATIVE DATE Cody R. Gibson July 25, 2013 • THIS FIELD REPORT IS PRELIMINARY A preliminary report Is provided solely as evidence and/or conclusions and/or recommendations conveyed precedence over those indicated in a preliminary report. X THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE July 29, 2013 This report presents opinions formed as a result of our observation of activities relating to ourseMces only. We rely on the contractor to comply with the plans and specification throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction of the work of others. (Milan will not be responsible for job or site safely Mothers on this project. DISCLAIMER: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or llgure), If provided, and any attachments are only a copy of the original document The original document is stored by GeoEnglneers, Inc. and will serve as the official document of record. Attachments: None Distribution: HDR, SCL GEOENGINEERSZ) 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number: 0296-025-00 Protect CR-DU H-Frame Replacement Project Date: July 26, 2013 (Fri) Owner Seattle City Light Time of Anival: 730 Report Number: 10 Prepared by. Cody R. Gibson Location: Tukwila, WA Time of Departure: 815 Page: 1 of 1 Purpose of visit.. Construction Observation Weather. Sunny, -80 F Travel Time: 1.0 hrs. Permit Number. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or ❑ Referred to Site Safety Plan and Safety Tailgate if applicable Safely Hazards Were Addressed by : X Staying Alert to Con [ruction and Equipment Hazards CI Other (describe) A site visit was made at the request of Seattle City Light (SCL), and while on site we met with representatives from Pelico. Following is a summary of our observations while on site. Wall 5 Construction We were asked by Tom Ellis (SCL) to be on site to evaluate the placement of geogrid and backfill for Wall 5. When we arrived on site we observed that no geogrid or backfill had been placed yet. We left a message for Tom Ellis and then left the site. We plan to be onsite next week to observe and evaluate Wall 5 construction. • I. THIS FIELD REPORT IS PRELIMINARY field observation was performed. Observations In the final report may vary from and shall take FIELD REPRESENTATIVE DATE Cody R. Gibson July 25, 2013 A preliminary report is provided solely as evidence that and/or conclusions and/or recommendations conveyed precedence over those Indicated In a preliminary report. X THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. My conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE July 29, 2013 This report presents opinions formed as a result of our observation of activities relating to our services only. We rob on the contractor to comply with the plans and spedflcation throughout the duration of the project Irrespective of the presence of our representative. Ourwnrt does not lndude supeMslon or direction 0! the worir alothers. Ourfirm will not be responsible for job or site safeN of others on thls project DISCLAIMER: Any electronic form, facsimile or bard copy of the original document (email, text, table, and/oragure), i1 provided, and any attachments ere on/ a copy of the original document. The original document Is stored by GeoEnglneers, Inc. and will serve as the offidal document of record. Attachments: None Distribution: HDR, SCL GEOENGINEERS_.0 8410154t Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number. 0296-025-00 Project CR -DU H -Frame Replacement Project Date: July 29, 2013 (Mon) Owner: Seattle City Light Time of Arrival: 0830/1245 Report Number: 11 Prepared by. Cody R. Gibson Location: Tukwila, WA Time of Departure: 1000/1330 Page: 1 of 6 • Purpose of visit Construction Observation Weather. Sunny, -80 F Travel Time: 1.0 hrs. Permit Number. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or 0 Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by : X Staying Alert to Con [ruction and Equipment Hazards 0 Other (describe) • A site visit was made at the request representatives from Pellco. Following Wall 5 Construction We were asked by Tom EIIis (SCL) to evaluated the placement and compaction We checked the geogrid at a location with a length of 18 feet behind the back lengths appeared consistent with the We observed the contractor backfilling contractor also filled the voids in the Seattle Type 17 (gravel borrow). We and was compacting the fill with a large drum vibratory roller. We evaluated compacted fill using a nuclear density Based on the test results, the backfill evaluated today appears to have been compacted to have been compacted least 95% of the maximum dry density. Based on our observations, it is our the wall construction observed today completed in accordance with the portion the project plans and specifications pertain to our services, We will continue to make daily site visits evaluate the Wall 5 construction. of Seattle City Light (SCL), and while on site we met with is a summary of our observations while on site. be on site to evaluate the Wall 5 construction. During our two of the lower 2 rows of geogrid (see attached wall elevations with a design height of 19.33 feet and confirmed the geogrid of the wall, in accordance with the approved wall plans. wall plans, although we did not measure the length of each a 2 -foot -wide zone at the back of the blocks with Seattle wall with the same material. The backfill for the rest of the observed the wall contractor was using a bobcat to place fill steel — --__ - — the< ri w gage. ' `4 ` "F to at opinion was of that <" to Tom EIIis (SCL), and site visits today, we and photos). was Stratagrid 500 The rest of the geogrid section of geogrid. Type 2, and the wall consisted of in lifts of 12 inches -+ I. THIS FIELD REPORT IS PRELIMINARY that field observation was performed. Observations in the 'final report may vary from and shall take FIELD REPRESENTATIVE DATE Cody R. Gibson July 29, 2013 A preliminary report is provided solely as evidence and/or conclusions and/or recommendations conveyed precedence over those indicated In a preliminary report. X THIS FIELD REPORT IS FINAL A final report Is an instrument of professional service. My conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE July 29, 2013 This report presents opinions formed as a result of our observation of activities relating to our seMces only. We rely on the contractor to comply with the plans and specification throughout the duration of the project Irrespective of the presence olour representative. Our wort does not lndude supeMsion or direction of the work of others. Our firm will not be responsible for job or site safely of others on this project. DISCLAIMER:Any electronk form, facsimile or hard copy of the original document (email, text, table, and/or figure), If provided, and any attachments are only a copy of the original document The original documenc. and will serve as the ofidal document of record. Attachments: Site Plan, Summary of In Place Density Tests CITY OF TUKWILA Distribution: HDR, SCL FEB 13 2014 PER^"'T CEIT7R File No. 0296-025-00 July 29, 2013 Page 2 File No. 0296-025-00 July 29, 2013 Page 3 ■ Wall backfill and geogrid evaluated today ELEVATION - SITE 5 MSE WALL: 10 U 1u FEET File No. 0296-025-00 July 29, 2013 Page 4 MMUDIRPRIV 10 FOOT a71ANETi1R POWER POLE Fasting Ground Surface Behind Top of W¢!I sunimniErmu If{ � .fir > 1. 1,111 I ti• `s■ mac; r As or. • 411111 �. •A1-1Ur 11 .1, VMtIT.s 1 ? 4 .�.}�';����:� fa1ti�� r �ti�, j` y.��� ��▪ 1 ,sera� r >':ry�4r4::%11.1,,./ , •\ ••• ttij File No. 0296-025-00 July 29, 2013 Page 5 MifsIlS r .. 1 idac': i :i I -I swat; S 1+ _ SJ Limn 7 XI Athan 7 XT %se,7 Xi n-t--rlsxa H 6csing Ground Surface Behind Top of Wail 11-11 et) 4 •1 `.'•ti' t� 4. } • iNt < S.> > >e. •`rr 1':.L1`. r , .fir, >✓ �.� \\\•\., 11 ) ^ ' MU Iw ft-tse,: n (M:t(IM' wl15 t,J. 11 fl r A'*7e. Lj 1 I r7I'nMa rql, ll q\' n,s NAS' .all 1. 1;1111 n Hat1WG 1-eISO n lr \I.itf,/,yi1 , , Grade i i Front of Wali 0,11.1.,, V.43 ,. ►t-- ly Hair 57 Il-1$t:'� i1-U?3n k-' (.)n 12 50 ■ Wall backfill and geogrid evaluated today ELEVATION - SITE 5 MSE WALL: SOUTH FACE 13 {10 10 0 10 File No. 0296-025-00 July 29, 2013 Page 6 Project: Seattle City Light GEOENGINEERS Summary of In -Place Moisture and Density Tests Project No. 296-025-00 Page 1 Field of 1 Test Date Test No. `cLcJlnitial Initial Test Date Test No. General Location Approx. Elev. (feet) Approx.. Feet to Grade Soil Type Type of Compactor Sample No. OMC (%) Max Dry Density (pcf) Moisture (%) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 7/29/13 1 N/A N/A See site plan 1 17 SM V 1 7.4% 129.3 5.0% 123.2 95% 95% Pass 7/29/13 2 N/A N/A 17 SM V 1 7.4% 129.3 6.0% 124.6 96% 95% Pass 7/29/13 3 N/A N/A 17 SM • V 1 7.4% 129.3 5.4% 123.9 96% 95% Pass Percent Compaction Based On: Density Test Method N - Nuclear (ASTM D-2922) ❑ SC - Sand Cone (ASTM D-1556) ❑ RB - Rubber Ballon (ASTM D-3167) ❑ Standard Proctor (AASHTO T99-57, ASTM D-698) • Modified Proctor (AASHTO T180-57, ASTM D-1557) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Plate JJ - Jumping Jack L - Loaded Scraper VP - Vibratory Plate HT - Hand Tamper Soil Type S - Sand G - Gravel Si - Silt C - Clay s - sandy g - gravdty si - silty c - clayey GEOENGINEERS 8410 154tb Avenue NE Redmond, WA 98052 Field Report File Number. 0296-025-00 Project•Date: CR-DU H-Frame Replacement Project July 30, 2013 (Tue) Ovmec Time of Arrival: Report Number. 425.861.6000 Seattle City Light 0930/145 12 Prepared by. Location: lime of Departure: Page: Jon Koloski Tukwila, WA . 1015/230 1 of 6 Purpose of visit Weather. Travel Time: Permit Number. Construction Observation Sunny, --80 F 1.0 hrs. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or ❑ Referred to Site Safety Plan and Safety Tailgate if applicable Safety Hazards Were Addressed by: X Staying Alert to Con [ruction and Equipment Hazards 0 Other (describe) A site visit was made at the request of Seattle City Light (SCL), and while onsite we met with representatives from Pellco. Following is a summary of our observations while on site. Wall 5 Construction We were asked by Tom Ellis (SCL) to be on site to evaluate the Wall 5 construction. During our two site visits today, we evaluated the placement and compaction of fill and observed the installation of geogrid (see attached wall elevations and photos). We observed the contractor backfilling a 2-foot-wide zone at the back of the blocks with Seattle Type 2, and the contractor also filled the voids in the wall with the same material. The backfill for the rest of the wall consisted of Seattle Type 17 (gravel borrow). We observed the wall contractor was using a bobcat to place fill in lifts of 12 inches and was compacting the fill with a large steel drum vibratory roller. We evaluated the compacted fill using a nuclear density gage. Based on the test results, the backfill evaluated today appears to have been compacted to have been compacted to at least 95% of the maximum dry density. Based on our observations, it is our opinion the • ' , wall construction observed today was completed in accordance with the portion of the project plans and specifications that pertain to our services. —' - 4 We will continue to make daily site visits to evaluate the Wall 5 construction. • RECEIVED CITY OF TUKWILA FEB 1 3 2014 PERMIT CENTER �� FIELD REPRESENTATIVE DATE • THIS FIELD REPORT IS PRELIMINARY A preliminary report is provided solely as evidence that Field observation was performed. Observations Jon Koloski July 29, 2013 and/or conclusions and/or recommendations conveyed in the final report may vary frons and shall take precedence over those Indicated in a preliminary report. X THIS FIELD REPORT IS FINAL REVIEWED BY DATE A final report is an Instrument of processional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional Involved. Tim Bailey, PE July 30, 2013 TMs report presents opinions formed as a result of our observation of activities relating to our seMces only. We rely on the contractor to comply with the plans and spedfication throughout the duration of the project Irrespective of the presence of our representative. Ourwork does not lndude supeMslon or direction of the work of others. Our iron n will not be responsible forjob or site safety of others on this project. DISCLAIMER: Any electronic form, facshnlle or hard copy of the original document (email, text, table, and/or figure, if provided, and any attachments are only a copy of the original document. The original document Is stored by GeoEngineers, Inc. and MB sem as the official document of record. Attachments: Site Plan, Summary of In Place Density Tests Distribution: HDR, SCL File No. 0296-025-00 July 29, 2013 Page 2 File No. 0296-025-00 July 30, 2013 Page 3 !I -^1•T0 rr;MC *AU Litt rT i- 130 11111. 1 11.12 11.11 Vett Edsdng Ground Surficc Behind rap of Walt MATCuII it E-n 11.00 n:,T,am IW t•a1L V ,„ 10.50 F1dyi1 p Mum .siout. ilfr /I t ir. From& a(W r..rrtrwlr rwu. WV nM 11-00 u"C IT 113TT1MC ALL !] II x1.16 1409,1Gs-15!0011 Wall backfill and geogrid evaluated today 11012 01111 N-I4u1H 11.i 1'11 • ELEVATION - SITE 5 MSE WALL: 11-1111 p. 11-19M11 11.21 ,k1 10 z z V MR211 2 XI' 1.404A K1 Mao6,1 X1 11 'SO 0 10 FEET File No. 0296-025-00 July 30, 2013 Page 4 10 FOOT DIAMETER POWER POLE ra. zo,,; n. • � f • i E.vcing (rotund Stalin Behind Top of Wail SI1111111111 I I f I, • r• �fr`sy li' ' f_ f 1 _rti'iarr iv; 11,50 ""'"TaV.; UN 7,t CTT.aIPrx.1 . 77 Ira 4Mll Ma' (Y+ tK17t&NttaW 41 12-00 i4 • Wall backfill and geogrid evaluated today Finish Grade in Front of Wail Ho3e67G r. -1013e ELEVATION - SITE 5 MSE WALL: WEST FACE 10 ISO) ft 0 10 FEET File No. 0296-025-00 July 30, 2013 Page 5 Existing GrQ nd Surface Behind Top of Weil •• J 1n (t-In,rlf Itn 1131 IR is w R Alua.,�:il r ► . t <�15CIor f r rr•i >re.`1": rr. �< 5e « r ♦, • ter, u rdirdi Mint 7 X7 s• 3 X,1 Z msrsto }t -I$ 7n J, rrlR/ Itl3 !LLL /' 1 II ih::7C. no v !YAM tu,' n It fI-1533• nmz1, .a r, Ia11�. I E Furs fr.h Ci II-I%31n 7 MIL, WAIL • am tnl�c a•.0 CI Front of Wall N -1 l ; fl. t If• 15mn 14 &WI. I.tiCUn 12 50 Wall backfill and geogrid evaluated today ELEVATION - SITE 5 MSE WALL: SOUTH FACE 13-00 10 0 10� FEET File No. 0296-025-00 July 30, 2013 Page 6 Project: Seattle City Light GEOENGINEERS Summary of In -Place Moisture and Density Tests Project No. 0296-025-00 Page 1 Field of 1 Test Date Test No. `G.rJInitial Initial Test Date Test No. General Location Approx. Elev. (feet) Approx. Feet to Grade Soil Type Type of. Compactor Sample No. OMC (%) Max Dry Density (pcf) Moisture (%) Dry Density (pcf) Percent Compaction Achieved . Percent Compaction Specified Pass/Fail 7/30/13 1 . N/A N/A WaII Backfill 15 17 V 1 7.4% 129.3 6.2% 123.0 95% 95% Pass 7/30/13 2 N/A N/A Wall Backfill 15 17 V 1 7.4% 129.3 5.5% 125.0 97% 95% Pass 7/30/13 3 N/A N/A Wall Backfill 15 17 V 1 7.4% 129.3 6.1% 125.0 97% 95% Pass 7/30/13 4 N/A N/A Wall Backfill 15 17 V 1 7.4% 129.3 6.0% 128.0 99% 95% Pass . • • Percent Compaction Based On: Density Test Method ▪ N -.Nuclear (ASTM D-2922) ❑ SC - Sand Cone (ASTM D-1556) ❑ RB - Rubber Ballon (ASTM 0-3167) ❑ Standard Proctor (AASHTO T99-57, ASTM D-698) • Modified Proctor (AASHTO T180-57, ASTM D-1557) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor R- Rubber -tired Roller JJ - Jumping Jack L - Loaded Scraper VP - Vibratory Plate HT - Hand Tamper V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Plate Soil Type S - Sand G - Gravel Si - Silt. C - Clay s - sandy 9 - gravelly si - silty c - dayey GEOENGINEERS� 8410154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report Ale Number. 0296-025-00 Protect: CR-DU H-Frame Replacement Project Date: July 31, 2013 (Wed.) Owner. Seattle,City Light Time of Arrival: 1150 /245 Report Number: 13 Prepared by: _ Jon Koloski Location: Tukwila, WA Time of Departure: 1230 /315 Page: 1 of 6 Purpose of visit: Construction Observation Weather. Sunny, -70 F Travel Time: 1.0 hrs. Permit Number. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or [I Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by : X Staying Alert toContruction and Equipment Hazards ❑ Other (describe) A t-- 1 -•- . t - •t- t • S 1 C L t (SCL), Pellco. Following is a summary of our observations while on site. Wall 5 Construction . We were asked by Tom Ellis (SCL) to be on site to evaluate the Wall 5 evaluated the placement and compaction of fill and observed the installation and photos). We observed the contractor backfilling a 2-foot-wide zone at the back contractor also filled the voids in the wall with the same material. The Seattle Type 17 (gravel borrow). We observed the wall contractor was and was compacting the fill with a large steel drum vibratory roller. density gage. Based on the test results, the backfill evaluated today of the maximum dry density. Based on our observations, it is our opinion the wall construction observed portion of the project plans and specifications that pertain to our services. We will continue to make daily site visits to evaluate the Wall 5 construction. RECEIVED''` CITY OF TUKWILA. / FEB 1 3 2014 PERMIT CENTER • r 1 • - 11- - v -• - - y- • .� construction. During our two site visits today, we of geogrid (see attached wall elevations of the blocks with Seattle Type 2, and the backfill for the rest of the wall consisted of using a bobcat to place fill in lifts of 12 inches We evaluated the compacted fill using a nuclear appears to have been compacted to at least 95% today was completed in accordance with the s• • FIELD REPRESENTATIVE DATE Jon Koloski July 31, 2013 • THIS FIELD REPORT IS PRELIMINARY A preliminary report Is provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed In the final report may vary from and shall take precedence over those Indicated in a preliminary report. X THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE August 2, 2013 This report presents opinions formed as a result of our observation of actlNties relating to our services ony. We rely on the contractor to comply with the plans and spedfcation throughout the duration of the protect Irrespective of the presence of our representative. Our work does not include supeMslon or direction of the work of others. OurInn will not be responsible for job or site safety of others on this project. OISCW MER: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/orfigure), If provided, and any attachments are only a copy of the original document The original document Is stored by GeoEngineers, Inc. and will serve as the offidal document of record. ' Attachments: Site Plan, Summary of In Place Density Tests Distribution: HDR, SCL File No. 0296-025-00 July 31, 2013 Page 2 File No. 0296-025-00 July 31, 2013 Page 3 13 r_ z < SS fa... Y r Ca R.Q1, x5tr'' > Eating Grund Surflx l litchiad Top or well <drL ty A tl+oo 2 1.�f%ri N-,(411 H. 11*. 11. IOWA H•t:oo n. tt-:awn Et•ton 11-N3)ft R-at))ti'• - 1� ' -.+Et -� ` + re' 4 ,' .� r' z, �' ?4.,fj < `�jirl' e ' 51 <'. `` < . < e<'* Mali" X1' sor wa•.t�T CI, 19a r ' -1 meat M r,,.ut/ /r� 1 Aiwa7 X/ �4voh'%T [ rri+p C WV LLN 1.trat. 1� +tt ••• • - - - tLri Illi 1.m �.91 a9 L I �r.sl M.•fi7 X Flcid s s: 9 '. 1 1.-170•1V#U. LAY •I• i �+�� Ft Ra Goode in From or W'* 1 am,'r cr aaRw clr :AM* 31 I rt. ` .017S. II c ‘111. U, ti:' ,4) • ' . 11^00 )1 Z t -i,,;,, r tt-^t.Tfk ►r tin.,in > ii- K. OK t ♦• ttat.nee N -14th tt. W111 H-tann. t! -110*n 11.11Pe Wall backfill and geogrid evaluated today ELEVATION - SITE 5 MSE WALL: 7e - 10 St) 0 10 File No. 0296-025-00 July 31, 2013 Page 4 OVIDICIDIMID0 10 FOOT DIAMETER POWER Pa.! Exzstitog Grotod Slrfice Bd ird Top of Wail 11. 141711 11r 19 el 17. Wall backfill and geogrid evaluated today ELEVATION - SITE 5 MSE WALL: WEST FACE w o 10 FEET File No. 0296-025-00 July 31, 2013 Page 5 11-1,16.7n 11-1i•6: 55 ti o 13.331 Exisin Ground Surfsce Behind rep of wail not 474;. OQ3 tft .12 K-11 SDA 11:113, 11 OM) ) 55 t M a M,ac'S S XI MLrafl S XI aau15Xl ttt-185 X5 Minn 7 XI 54 .1.0 7 X Moen 7 XI 1: Cr• <- ,< ft��4 t1 • H •Itt,:G h • • r ' 7 . Ltd fir+• fr i v� • �� 1 t m/• t�U'YihM�f sort MRRWI WALL ■7yrtt,Htu [O e,"4 tts 0.1 tat,. tit i bora �: t rt7 It l2 S9 { welt -m.. { 4%U I Mt, t•1/ ubrn,+la111 va;*tn.:1 Rat' . 4rade to Front al'w fl 11e IA al rt. 11-IS,131! Wall backfill and geogrid evaluated today 11. It 11n 4 t1-11! t ELEVATION - SITE 5 MSE WALL: SOUTH FACE Il. 1300 H.a,int 10 0 10 FEET File No. 0296-025-00 July 31, 2013 Page'6 Project: Seattle City Light GEOENGINEERS Summary of In -Place Moisture and Density Tests Project No. 0296-025-00 Page 1 Laborato Field of 1 Test Date Test No. Initial Test Date Initial Test No. General Location Approx. Elev. (feet) Approx. Feet to Grade Soil Type Type of Compactor Sample No. OMC (%) Max Dry Density (pcf) Moisture (%) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 7/31/13 1 N/A N/A Wall Backfill 10 17 V 1 7.4% 129.3 5.1% 123 95% 95% Pass 7/31/13 2 N/A N/A Wall Backfill 10 17 V 1 7.4% 129.3 5.0% 124 96% 95% Pass Percent Compaction Based On: Density Test Method N - Nuclear (ASTM D-2922) ❑ SC - Sand Cone (ASTM D-1556) ❑ RB - Rubber Ballon (ASTM D-3167) ❑ Standard Proctor (AASHTO T99-57, ASTM D-698) III Modified Proctor (AASHTO T180-57, ASTM D-1557) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Plate JJ - Jumping Jack L - Loaded Scraper VP - Vibratory Plate HT - Hand Tamper Soil Type s - sandy g - gravelly si - silty c - clayey S - Sand G - Gravel Si - Silt C - Clay GEOENGINEERS 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number. 0296-025-00 Protect CR-DU H-Frame Replacement Project Date: August 1, 2013 (Thur.) Owner Seattle City Light Time of Arrival: 900 Report Number. 14 Prepared by. Jon Koloski Location: Tukwila, WA Time of Departure: 945 Page: 1 of 6 Purpose of visit Construction Observation Weather. Cloudy, —65 F Travel Time: 1.0 hrs. Permit Number. D-13-096 Upon arrival to the site 1 assessed personal safety hazards: X Yes or 0 Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by : X Staying Alert to Con [ruction and Equipment Hazards O Other (describe) A site visit was made at the request of Seattle City Light (SCL), and Pellco. Following is a summary of our observations while on site. Wall 5 Construction We were asked by Tom Ellis (SCL) to be on site to evaluate the Wall evaluated the placement and compaction of fill and observed the installation and photos). We observed the contractor backfilling a 2-foot-wide zone at the back contractor also filled the voids in the wall with the same material. The Seattle Type 17 (gravel borrow). We observed the wall contractor was and was compacting the fill with a large steel drum vibratory roller. density gage. Based on the test results, the backfill evaluated today of the maximum dry density. Based on our observations, it is our opinion the wall construction observed portion of the project plans and specifications that pertain to our services. We will continue to make daily site visits to evaluate the Wall 5 construction. • RECEIVED CITY OF TUKWILA FEB 1 3 2014 PERMIT CENTER while onsite we met with representatives from 5 construction. During our site visits today, we of geogrid (see attached wall elevations of the blocks with Seattle Type 2, and the backfill for the rest of the wall consisted of using a bobcat to place fill in lifts of 12 inches We evaluated the compacted fill using a nuclear appears to have been compacted to at least 95% today was completed in accordance with the \.4. r� • . FIELD REPRESENTATIVE DATE Jon Koloski August 1, 2013 • THIS FIELD REPORT IS PRELIMINARY A preliminary report is provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed in the final report may vary from and shall take precedence over those Indicated in a preliminary report. X THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. Any conclusions drawn front this report should be discussed with and evaluated by the professional Involved. REVIEWED BY DATE This report presents opinions formed as a result of our observation of activities retating to our services only. We rely on the contractor to comply with the plans and specification throughout the duration of the project Irrespective of the presence of our representative. Our work does 001 Indudesupervlslon ordlrection 01 (he wort ef ethers Our firm will not be responsible forjob or site safely of others on this project. DISCWMER:Any electronlcform,facsimile or bard copy of the original document (email, text, table, and/or figure), If prodded, and any attachments are only a copy of the original document. The original document Is stored by GeoEn®neers, Inc. and will serve as the official document of record. Attachments: Site Plan, Summary of In Place Density Tests Distribution: HDR, SCL File No. 0296-025-00 August 1, 2013 Page 2 File No. 0296-025-00 August 1, 2013 Page 3 3, • •r E iSting Ground Surface Rebind Top of WO 11+00 67 n. l -a 1 I1 Hai 1711 1100. H-1:0111. H -u.00 A. HAMM_ lilt 11-21 )111 "tm.n : r,.,a e.++ ur MCS Y.41. 1®1\ 1114 USilOd o 101 111V 411 Fmi YIf11 .l t fc AL Rade in Frei* 0(W4 -'.;Icsmstpzomissimm f.1r1ZM tt tly+• uv er 10+:U -IM17f. H<600 4 1 f4 io?*70. H- Wall backfill and geogrid evaluated today 3301 411 H -i+GIA 11,00 •lriVMLt R 11eW30.. ELEVATION - SITE 5 MSE WALL: 11-17 lin •]T1 N Q Y+. uvltr H-19558 10 114.6 7 XT Ming 1 Iii /dint .X1 11 •s0 0 10 FEET File No. 0296-025-00 August 1, 2013 Page 4 z z. 7 14 FOOT OtAMETER POWEP. POLE Fasting Gtucnd Surface Behind Top of Wall rJ U .I a _ e ttojntri 1)1 I 1'1 .71 ft H 1,10U. • 1 a .. 1: -� Rtatil %Xt Mir,Ai F:{T Sims RN' r NERINE111111NIMBIZIENESSIMMIN ~"'Hsirtki. TAMPA Min *41`1174.V.: 11.50 116:0676 Wall backfill and geogrid evaluated today ELEVATION - SITE 5 MSE WALL: WEST FACE 12+00 11LV 36 6, K.1{wl -Mjt ua Finish Gradc in Front of Wall }?'- 19131t 10 11- OP) r, 0 10 FEET File No. 0296-025-00 August 1, 2013 Page 5 -9 • P1,rnP l Yn MAICI 'UNE - E7dciag Ground SwfacO eahiod Top of Wall t7 -1 74E7 11 Moor a trail 1 X l Mz155Xi' MIO 7 XT E 11-1%67P 11.0113.: It•113ip 1 5 w A k(•ron 7 5!1 MInf 7X1 •10onn 1 H . PA101L .1.- 1 •611,11 Aphwwnizsis •.1,-"/,‘,/ r r• r 1 4 i• r'\ ,.�' ti,,/,/:///.sit { =d - r � , ',~ r, r_taa a •�aaw..rr rani �a� a.w•r•Ia i�a� aaf a a as 1`'Rict, t SsJj t!!t ctt fd1I'7l�w.�t�RMl�7�■i v — MYNA MINIM =OM hire] 7 XT n 1 P cu 117 i t 3 l ( • Y , ` i 1 \ 0f4h 11-4)\ 11 110A7 47 =m+scs vie ti1Y.y17 _L1 1 Finish f•'71.;V•n r •,u1 • HLV 4111 LL •*, W urate 111 Front Or WIR w.nst r)0 71,11 (Iqv n, yK 11016;.,. 11-1:31* 11-11,1 A. 11• I^SIR 14011.074 I R-n(•,n. 12 5{) Wall backfill and geogrid evaluated today ELEVATION - SITE 5 MSE WALL: SOUTH FACE 13-x/0 10 0 10 FEET File No. 0296-025-00 August 1, 2013 Page 6 Project: Seattle City Light EOCNGINEERS1 Summary of In -Place Moisture and Density Tests Project No. 0296-025-00 Page 1 0 Field of 1 Test Date Test No. "J Initial Test Date Initial Test No. General Location Approx. Elev. (feet) Approx. Feet to Grade Soil Type Type of Compactor Sample No. OMC (%) Max Dry Density (pcf) Moisture (%) Dry Density (pcf) Percent Compaction Achie ed Percent Compaction Specified Pass/Fail 8/1/13 1 N/A N/A Wall Backfill 8 17 V P 1 7.4% 129.3 5.9% 125 97% 95% Pass 8/1/13 2 N/A N/A Wall Backfill 8 17 V ° 1 7.4% 129.3 5.5% 124 96% 95% Pass Percent Compaction Based On: Density Test Method ■ N - Nuclear (ASTM D-2922) SC - Sand Cone (ASTM D-1556) • RB - Rubber Ballon (ASTM D-3167) Standard Proctor (AASHTO T99-57, ASTM D-698) II Modified Proctor (AASHTO T180-57, ASTM D-1557) Abbreviations OMC- Optimum Moisture Content RT- Retest of an area SL - Slightly Type of Compactor R- Rubber -tired Roller JJ - Jumping Jack L - Loaded Scraper VP- Vibratory Rate HT- Hand Tamper V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Plate Soil Type S- Sand G - Gravel Si - Silt -aay s - sandy g - gravelly si - silty c - clayey GEOENGINEERS, 8410154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report - File Number. 0296-025-00 Project CR -DU H -Frame Replacement Project Date: August 2, 2013 (Fri.) Owner: Seattle City Light Time of Arrival: 845 / 330 Report Number. 15 Prepared by. Jon Koloski Location: Tukwila, WA Time of Departure: 930 / 350 Page: 1 of 6 Purpose of visit Construction Observation Weather. Cloudy, -65 F Travel Time: 1.0 hrs. Permit Number. 0-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or to Referred to Site Safety Plan and Safety Tailgate if applicable Safety Hazards Were Addressed by : X Staying Alert to Construction and Equipment Hazards I] Other (describe) A site visit was made at the request of Seattle City Light (SCL), and Pellco. Following is a summary of our observations while on site. Wall 5 Construction We were asked by Tom Ellis (SCL) to be on site to evaluate the Wall evaluated the placement and compaction of fill and observed the installation and photos). We observed the contractor backfilling a 2 -foot -wide zone at the back contractor also filled the voids in the wall with the same material. The Seattle Type 17 (gravel borrow). We observed the wall contractor was and was compacting the fill with a large steel drum vibratory roller._ We evaluated the compacted fill using a nuclear density gage. Based on the test results, the backfill evaluated today appears to have been compacted to at least 95% of the maximum dry density. Based on our observations, it is our opinion the wall construction observed today was completed in accordance with the portion of the project plans and specifications that pertain to our services. We will continue to make daily site visits to evaluate the Wall 5 construction. RECEIVED CITY OF TUKWILA FEB 1 3 2014 PERMIT CENTER • while onsite we met with • 5 construction. During our site of geogrid (see attached of the blocks with Seattle backfill for the rest of the using a bobcat to place fill representatives from visits today, we wall elevations Type 2, and the wall consisted of in lifts of 12 inches P-,- ..... •A II THIS FIELD REPORT IS PRELIMINARY • that field observation was performed. Observations in the final report may vary from and shall take FIELD REPRESENTATIVE DATE Jon Koloski AuguSt 2, 2013 A preliminary report is provided solely as evidence and/or conclusions and/or recommendations conveyed precedence over those Indicated In a preliminary report. X THIS FIELD REPORT IS FINAL A final report is an Instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE August 5, 2013 This report presents opinions formed as a result of our observation of activities relating to our services only. We rely on the contractor to comply with the plans and spedflcatlon throughout (he duratlon 01 the project lrrespettfueef the presence of our representaUve. Ourwork does not include supervision or direction of the work of others. Our Rnn will not be responsible for job or site safety of others on thls project. DISCLAIMER: Anydectronk form, tacshnUe or hard copy of the original document (email, text, table, and/or figure), If provided, and any attachments are only a copy of the original document. The original document Is stored by GeoEnglneers, Inc. and wW serve as the official document of record. Attachments: Site Pian, Summary of In Place Density Tests Distribution: HDR, SCL File No. 0296-025-00 August 2, 2013 Page 2 File No. 0296-025-00 August 2, 2013 Page 3 .•J i •A lit 11+00 DAWN. Ground Suracc B hir:l Top of Wall MAIC111.INF - A tai u'wu ii-oyid q•w II it tin lQuP H•126130. 11-14WM1 H•1333 1715 ft anv.; i. 11-19.31M1 H-7117n'N.s., Ui't U H ISEESIMMONSESIIIIIIM a11.10 473. Qry uK Fla Rode In Frena of K't41 Mil•L z .CT Mad SaT Moll x7 Minfi 7 xr Minfi 7M -� - =-+ 4+ 10.50 OP. •�d7 n. Ii -Baro V= 4,1111 Wall backfill and geogrid evaluated today N' WOO 110 12 0D a • 11+00 narrocarlour o Mirsti XT fArai `x3 MiM E X7 H•it ill. 1l-1703* ELEVATION - SITE 5 MSE WALL: II- 1-11ft I-147dn 10 MATCIII.INC - 11 so 0 10 FEET File No. 0296-025-00 August 2, 2013 Page 4 ! fl Pd C r. W "^ a lO FOOT DIAMETER m ` 4 W POWER POLE Fueling Ground Surface 8ehird Top of Waal 0.1 n H n 1 • H Iva! It ICAK:h, Minh 4Xi M..1 }X4 hazel 7,X1 1.4.5 7 XT (M};:.G 7 Xt Naafi ahrai M. i'i 47,k, 71.1071Re Wall backfill and geogrid evaluated today Hm_o{:7p f.lf nM 1. 0 4 14 i ELEVATION - SITE 5 MSE WALL: WEST FACE 124-00 QR210Cr iL f14. .14 Vi 1 rr .M't oar nal IRW7 ' /k14 0,0 Finish Grade is Front of Wall t{�14 �iR 10 4-0 FEET File No. 0296-025-00 August 2, 2013 Page 5 tti Ettitttttg Ground Stgfacc ticlllnd Top of Wsil H -1S 711 H- , n It • 1133a Mudd S :; I Mat 3 ]ft Mum S XI aurin 5 X1 alarm i %T 5. 1[ L IH HssU?G 1 •,WI �Irnl.� r.ua 1 :rr !toter!) T S4 IN -s6 n1: v.. r w........ari.ar .10....0•0. alba mom tr51Y!'Atc1 •'M4 pAl' ♦i p rs + (' .••cin Eton of wall as erram ti We .164 5.4 7. 12-50 Wall backfill and geogrid evaluated today 11.11 11f1 H -IIJ. 11 II. Ip 44111 ELEVATION - SITE 5 MSE WALL: SOUTH FACE 13�QQ 10 S...,10)11 10 rEET File No. 0296-025-00 August 2, 2013 Page 6 Summary of In -Place Moisture and Density Tests Project: Seattle City Light Project No. 0296-025-00 Page 1 Laborato Field of 1 Test Date Test No. Initial Test Date Initial Test No. General Location Approx. Elev. (feet) Approx. Feet to Grade Soil Type Type of Compactor Sample No. OMC (%) Max Dry Density (pcf) Moisture (%) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 8/2/13 1 N/A N/A Wall Backfill 6 17 V ' 1 7.4% 129.3 5.7% 123 95% 95% Pass 8/2/13 2 N/A N/A Wall Backfill 6 17 V IP 1 7.4% 129.3 5.0% 126 97% 95% Pass 8/2/13 3 N/A N/A Wall Backfill . 6 17 V IP 1 7.4% 129.3 6.6% 125.0 96% 95% Pass Percent Compaction Based On: Density Test Method N - Nuclear (ASTM D-2922) SC - Sand Cone (ASTM x1556) RB - Rubber Baflon (ASTM D-3167) Standard Proctor (AASHTO T99-57, ASTM D-698) Modified Proctor (PASHTO T180-57, ASTM 0-1557) Abbreviations OMC- Optimum Nbisture Content RT- Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller JJ - Jumping Jack V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Plate L - Loaded Scraper VP- Vibratory Rate HT- Hand Tapper Soil Type S - Sand G - Gravel Si - Silt C - Clay s - sandy g - gravelly si - silty c - clayey GEOENGINEERS� 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report FUe Number. 0296-025-00 Project CR -DU H -Frame Replacement Project Date: August 6, 2013 (Tues) Owner: Seattle City Light Time of Arrival: 730 Report Number: 16 Prepared by. Cody R. Gibson• Location: Tukwila, WA Time of Departure: 930 Page: 1 of 5 Purpose of visit Construction Observation Weather. Sunny, —70 F• Travel Time: 1.0 hrs. Permit Number. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or 0 Referred to Site Safety Plan and Safety Tailgate if applicable Safety Hazards Were Addressed by : X Staying Alert to Con (ruction and Equipment Hazards 0 Other (describe) A site visit was made at the request Pellco. Following is a summary of our Wall 5 Construction We were asked by Tom Ellis (SCL) to evaluated the placement and compaction and photos). We observed the contractor backfilling contractor also filled the voids in the Seattle Type 17 (gravel borrow). We and was compacting the fill with a large density gauge. Based on the test results, dry density. Based on our observations, it is our construction observed today was completed accordance with the portion of the project specifications that pertain to our services. We will continue to make daily site visits the Wall 5 construction. of Seattle City Light (SCL), and while observations while on site. be on site to evaluate the Wall 5 construction. of fill and observed the installation a 2 -foot -wide zone at the back of the wall with the same material. The backfill observed the wall contractor was using steel drum vibratory roller. We evaluated the backfill evaluated today was compacted opinion the wall in plans and to evaluate , zir l�rI onsite we met with During our site of geogrid (see attached blocks with Seattle for the rest of the a bobcat to place fill the compacted to at least - representatives from visits today, we wall elevations Type 2, and the wall consisted of in lifts of 12 inches fill using a nuclear 95% of the maximum — d • --,---,19: 7-. \. ` t that field observation was performed. Observations in the final report may vary from and shall take FIELD REPRESENTATIVE DATE Jon Koloski August 6, 2013 • • THIS FIELD REPORT IS PRELIMINARY A preliminary report is provided solely as evidence and/or conclusions and/or recommendations conveyed precedence over those indicated in a preliminary report. X THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. My conclusions drawn from thls report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE • Tim Bailey, PE August 13, 2013 This report presents opinions formed as aresult o(ourobservation ofactivities relating toour services only. We rely on the contractor to comply with the plans and specification throughout the duration of the project irrespective of the presence of our representative. Our wont does not Include supervision or direction of the work of others. Our firm will not be responsible (or job or site safety of others on thls project DISCLAIMER: Any electronic torn, facsimile or hard copy of the original document (email, text, table, and/or figure), If provided, and any attachments are only a copy of the original document The original document is stored by GeoEngineers, Inc. and wit serve as the aflldal document of record. Attachments: Site Plan, Summary of In Place Density Tests Distribution: HDR, SCL File No. 0296-025-00 August 6, 2013 Page 2 d . i 7 le 1 11-00 14-11041. H. 1331 .44 J 21 t2�:fs4M a'yL 4ir4¢. xn.I.u/jr TI r cuv 17,4 In Tom 1tY>,' 1SM r Existing Grand Swfico Hetiod Top of WR11 11-19J111 Ii -31 )4 MAliIII.INC•A • [QT4. T JAIL 4 .ZY a• F 4 .3iffaurstraffiraLiasIrr rrriiira'irm rlar nriar ur 1{7J. �4 inFro* pfVVIA ertilir.fdraOrdpion. mar ar1uo4 4, - Mind 7 Xi 1,44E a Xi 10, .10 } -a077 11-p67fl • W49:74 11 -*00I T H413416 Wall backfill and geogrid evaluated today 11-00 H-44NSR i1. 15.373 N-1711 R. ELEVATION - SITE 5 MSE WALL: II - 193.7 R MIME MHO Ipa• 14.16 10 1.1446 J X7 11 '50 0 ro FEET File No. 0296-025-00 August 6, 2013 Page 3 1- y r` '^ 10 FOOT DIAMETER POWER E C+ G-1 Mire,1 Footing Grra ,d Swam se1hd Top of W.i1 tl.atrt /: I II•14+3e. ii - i »e le L co� b Q� �G 1+1.121. TX Atr $XT '� hloaf 11.4'7 7: -J <1* > V644 < > < < /d,474.,•-> s.,;44.1}‘ « • ‘7 5_ 1).) �' �117rr►t� e?.`a' td� '+�.�� 'EYP -, •�ie/��ss /s .n•0a..r:0�ilia N1+' vr0 n+u r. i T3 !..AMM Wall backfill and geogrid evaluated today H 9 m!;-7 ELEVATION - SITE 5 MSE WALL: WEST FACE 12.00 Finish Grade in From of WO 10 H • 111.0.111. 0 10 FEET File No. 0296-025-00 August 6, 2013 Page 4 W 77 c ^S 1L 4O �� ry �ytji VI Q Y. < {a^ Imo• LW... °' * MiriG�XI ra .t Muni:^I Munn; XI H-f4F711 Hm IS}111 Exiaiay Ground Sues= tictdad Top or Wtl1 111•113/11 Hmi133 It 1 1101100 • �iS.� �� smena11��lfiffrr`iZ j!!LS tNs�wl111>t1 7i�71i llttiwe rJ�S4f7Ma1it� z�t��'►�-��r�:.�s�zswr, hSud i X? ! P, XV a= MN MN INN I 1 1 r ` •(• moo mom If viner � lile, %'cv YtJMiM Ail. un .:d driNiranh iii mmr.i'iamwwt_ oame11medg� � ran .11w "l I. k CSC le I a " fuaT?M/V •,�1p 1uv. pn Fmitp in P1t1N 01'14'4 •�rr.re••. rr 1.511rJ7I) N9 1WL n4 f1'mts1. 21.11t ur rv� i1- 116`. n )••r1T.4' •.4• 11ts 22,S2 t1,iY •n19t�sx• A s: r1 11 22 16.67. f1- 4119 n. 4 it Hw1.1Y.1 t. T.-nt1)n 12 50 Wall backfill and geogrid evaluated today ELEVATION - SITE 5 MSE WALL: SOUTH FACE 13 00 10 0 1l1 FEET File No. 0296-025-00 August 6, 2013 Page 5 Summary of In -Place Moisture and Density Tests Project: Seattle City Light Project No. 0296-025-00 Page 1 Laborato Field of 1 Test Date Test No. Initial Test Date Initial Test No. General Location Approx. Elev. (feet) Approx. Feet to Grade Soil Type Type of Compactor Sample No. OMC (%) Max Dry Density (pcf) Moisture (%) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 8/6/13 1 N/A N/A Wall Backfill 2.5 17 V 1 7.4% 129.3 4.2% 124.4 96% 95%. Pass 8/6/13 2 N/A N/A Wall Backfill 2.5 17 V P 1 7.4% 129.3 4.8% 126.2 98% 95% Pass 8/6/13 3 N/A N/A Wall Backfill 1.5 17 V P 1 7.4% 129.3 4.5% 126.1 96% 95% Pass 8/6/13 4 N/A N/A Wall Backfill 1.5 17 V 1 7.4% 129.3 5.1% 125.8 96% 95% Pass • • • Percent Compaction Based On: Density Test Method . N - Nuclear (ASTM D-2922) SC - Sand Cone (ASTM D-1556) RB - Rubber Ballon (ASTM D•3167) Standard Proctor (AASHTO T99-57, ASTM D-698) Modified Proctor (AASHTO T180-57, ASTM D-1557) Abbreviations OMC- Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller JJ - Jumping Jack L - Loaded Scraper VP- Vibratory Rate HT - Hand Tamper V - Vibratory Compactor S - Sheepsfoot Roller GD- Grid Roller BV - Backhoe Vibratory Rate Soil Type S - Sand s - sandy G - Gravel g - gravelly Si - Silt si - silty C - Clay c - clayey GEOENGINEERS 84101541" Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number. 0296-025-00 Project _ CR-DU H-Frame Replacement Project Date: August 15, 2013 (Thu) Owner • Seattle City Light Time of Arrival: 800 Report Number. 17 Prepared by Cody R. Gibson Location: Tukwila, WA Time of Departure: 900 Page: 1 of 2 Purpose of visit Construction Observation Weather. Overcast, —65 F Travel lime: 1.5 hrs. Permit Number. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or ❑ Referred to Site Safety Plan and Safety Tailgate if applicable Safety Hazards Were Addressed by : X Staying Alert to Con trucUon and Equipment Hazards 0 Other (describe) A site visit was made at the request representatives from Pellco. Following Wall 7 Subgrade • We were asked by Seattle City Light contractor had prepared approximately with a 1/2 inch diameter steel probe typical probe depths of 4 to 6 inches with typical probe depths of greater proposed subgrade below the face of be placed to limit the depth of overexcavation, We will continue to make site visits evaluate the preparation and construction CITY PERMIT of Seattle City Light (SCL), and while onsite we is a summary of our observations while on site. to be on site to evaluate the Wall 7 subgrade preparation. 60 feet of the wall 7 subgrade before our arrival. rod. The western portion of the wall subgrade evaluated (see site plan). We evaluated a 20 ft. x 30 ft. area than 24 inches. We recommend that the soft area the wall and 1 foot below subgrade in the reinforced or the overexcavation can be extended as necessary to �.; of Wall 7, �: �: Approximate location•t PP of firm soil RECEIVED OF TUKWIL `' FEB 13 2014 CENTER met with Susan Kallies (SCL) and We observed that the We evaluated the subgrade was generally firm with of the excavation that was soft be overexcavated 2 feet below zone. A separator fabric can deeper, at SCL's preference. ; , • _ ,g ; _ that field observation was performed. Observations In the final report may vary from and shall take FIELD REPRESENTATIVE DATE Cody Gibson August 15, 2013 • THIS FIELD REPORT IS PRELIMINARY A preliminary report Is provided solely as evidence and/or conclusions and/or recommendations conveyed precedence over those indicated In a preliminary report. X THIS FIELD REPORT IS FINAL A final report is an Instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE August 21, 2013 this report presents opinions formed es a result of our observation of activities relating to our services only. We rely on the contractor to comply with the plans and specification throughout the duration or the project irrespective of the presence of our representative. Our work does not indude supervision or direction of the work otethers. Our firmwat not be responsible 10(105 or site safety of others on this project. DISCLAIMER:Any electronic ton, facsimile or hard copy of the odginal document (email, test, table, and/or figure), I1 provided, and any attachments are only a copy of the original document The od)gnal document Is stored by GeoEngineers, Inc and will serve as the official documentofrecord. Attachments: Site Plan • Distribution: HDR, SCL File No. 0296-025-00 August 15, 2013 Page 2 i Western portion subgrade evaluated today STA 12+ UNE V OF PR( 33.70'LE ROW237 UU Z/ 4N = 234... Q' '00� M U Eastern portion of Wal and Geogrid subgrade evaluated today 4 4 .1 i V /' N. 1 �� (r Q 1 'J .1 . 11 . �y IL///Ili,/, + i I/ ' �l T' i,�i j i4, r' r t,N I ' I I j �' 230W CONDUCTORS ,I i I i a)' ? ' 1 ; A. � I `�! 7 tt1284725.40 IEEE �¢ E178801.983 ' I I I SITE 7 SCALE 1.=20' -''' 1Dr . i - STA 12+30. • ,' 35.00'R EL 237.00 -i .- , .. ... i '�. .'' . EXLSR 4C ROW UNE �' .' VP -i A 11+1800 .� /� / // '' �' .' 230W CONDUCTORS EL 237.00 .' / . .V ./' � ,i_ M N W GEOENGINEERS 8410 1540 Avenue NE Redmond, WA 98052 425.861.6000 Field Report Elle Number. 0296-025-00 Project CR -DU H -Frame Replacement Project Date: August 16, 2013 (Fri) Ov ner Seattle City Light Time of Arrival: 800 Report Number. 18 Prepared by. Cody R. Gibson Location: Tukwila, WA930 Time of Departure: Page: 1 of 2 Purpose of visit Construction Observation Weather. Overcast, —65 F Travel Time: 1.5 hrs. Permit Number. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or 0 Referred to Site Safely Plan and Safety Tailgate if applicable Safety Hazards Were Addressed by: X Staying Alert to Con trucdon and Equipment Hazards 0 Other (describe) A site visit was made at the request representatives from Pellco. Following Wall 7 Subgrade We understand Pellco uncovered a when the pipe was uncovered water collapse as shown on the included site We spoke with Susan Kallies and Tom the placement of fabric and quarry the discussion of drainage measures, separator fabric and quarry spalls in location of the small slope failure to slope failure was due to the flowing of Seattle City Light is a summary of our small clay drain pipe began to flow out of the photo. Ellis while onsite (as spall to provide drainage and based on the this area for drainage. protect against additional water and does not represent `�� yJ . y • s, ✓ (SCL), and while onsite we met with observations while on site. (approximately 2 -inch diameter). It is pipe into the prepared subgrade, well as later over the phone) about for the water. We recommended collective discussions, it was decided While onsite we observed Pellco placing failures. Based on our observations, a stability risk to the site or surrounding .. •1 r • } ; , -�.. Susan Kallies (SCL) and our understanding that resulting in a small slope the slope stability and that HDR be involved in to place a geotextile quarry spall at the it is our opinion the features. , /,),. �a ±Y � d s+ � that field observation was performed. Observations in the final report may vary from and shall take FIELD REPRESENTATIVE DATE Cody Gibson August 16, 2013 • THIS FIELD REPORT IS PRELIMINARY A preliminary report is provided solely as evidence and/or conclusions and/or recommendations conveyed precedence over those indicated in a preliminary report. X THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. My conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE • Tim Bailey, PE August 21, 2013 This report presents opinions formed as a resuh of our observation of activities relating to our services only. We rely on the contractor to comply with the plans and specification throughout the duration of the project irrespective of the presence of our representative. Our work does not include supervision ordirection ofthe work o(others. Our firm will not be responsible forjob or slte safety of others on this project. DISCLAIMER:Anyelectronic form, facsimile or hard copy of the original document (email, test, table, and/or figure), if provided, and any attachments are only a copy of the original document The original document Is stored by GeoEngineers, Inc. and will serve as the official document of record. . Attachments: Site Plan RECEIVED Distribution: HDR, SCL CITY OF TUKWILA rrR a 1 we PERMIT CENTER File No. 0296-025-00 August 16, 2013 Page 2 / r — ' „•;',;;;. „„/' / ,' /2"STA / .. ;•,- ti. / ,/ • / , // /STA 11+24 I . ..,1•1.;th. . • " ' ( \ / ( 7"--1--r, EL 237.00/- 1 , \V t „..../.•-• . '' - ,. --400........> ' .. ',... .... ( . 1 43.501' 1 / / ......... ,..-- ........,•••:-,...... .....r7. ! , I • io /i4 .41 ...-". ......,--• :.;- ) -:-•!-.: . , .. ,.. 1 I / • -'' ... •••.• • • ' LI 8 a P i . _. • ... ,....• • . , • .. ...... • - ,..•....:••••.• -.......„ 'AlltI.- /2301cV CONDUCTORS 1 I 1 / ,/ , --- 35.001 I ; : • , • a. 237.00' 1 / 1 )01..- 7 -- ,,,, EXIFING ROW UNE , ,' 4 • , .--- r r i t? -,- 1 ...- ,- , , i i " lig *. P. / 18 (/ , 1:13 /- - ..--• ..- ...,- ..., I , 230Icy CONDUCcORS V 1 i ! / I i t1 t; 1 i / / 8_ 237.00 ' / ' 7, ' , .,„ , ....,..e ...4.„../ - ....,,: I I 1 / ' 25.201 ' 1 Location of slope failure and quarry spall placement E178801.983 I / . arc.r/11; 1 1 SITE 7 SCALE 1.4.20. MATCHUNE STA 13+00 SEE SHEET GEOENGINEERS 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number: 0296-025-00 Project CR -DU H -Frame Replacement Project Date: August 19, 2013 (Mon) owner: Seattle City Light Time of Arrival: 0725 Report Number: 19 Prepared by. Sean M Johnson Location: Tukwila, WA Time of Departure: 1530 Page: 1 of 4 Purpose of visit Construction Observation Weather. Overcast, —65 F Travel Time: 1.5 hrs. Permit Number. D-13-096 Upon arrival to the site 1 assessed personal safety hazards: X Yes or O Referred to Site Safety Plan and Safely Tailgate if applicable Safety Hazards Were Addressed by : X Staying Alert to Con tructlon and Equipment Hazards El Other (describe) A site visit was made at the request of Seattle City Light (SCL), and while onsite we met with Susan Kallies (via phone) (SCL) and representatives from Pellco. Following is a summary of our observations while on site. 0725: We arrived at the site. 0800: The contractor began drilling. 1105: We evaluated the subgrade for wall 7. 1530: The contractor (DMI) completed drilling for the day. Soldier Pile Installation . While on site, we observed DMI using a D-12 LoDrii Drill Rig and a 30 -inch diameter single -flight auger to drill holes for soldier piles S-28, S-26, S-2, S-8 and S-10. The soldier piles installed today are shown on the attached site plan. The soil profile typically consists of fill overlying advance outwash sand. The fill generally consisted of brown loose silty fine to medium sand with occasional gravel cobbles. The advance outwash sand generally consisted of brown silty sand or sand with silt. Significant groundwater seepage was not observed during drilling of the soldier pile shafts. Significant caving of the holes was not observed. We observed DMI measure the depths of the holes, by means of a weighted tape measure. The contractor surveyed the ground surface elevations prior to our arrival on site and those elevations were used to verify the pile tip elevation. DMI installed the soldier piles and filled the holes with CDF to the ground surface. The table below summarizes the details of the soldier piles installed today. Soldier. pies i No-' Ground -VA. � _4 Elevation , (ft) , Depth • (ft): Pile Size Steel Length (ft) . PIle Top 4 , Elevatlon .. (ft) Remarks RECEIVED S-28 251.9 18 HP12x63 17.3 252:1 , CITY OF TUKWILA 5-26 250.7 26 HP12x63 25.6 • 251.44 S-2 238.6 18 HP12x63 17.3 241 FEB 1 3 2014 S-8 244.6 27 HP12x63 26.8 245.98 S-10 245.2 29 HP12x63 28.6 246.46 PERMIT CENTER 1 THIS FIELD REPORT IS PRELIMINARY A preliminary report is provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed in the final report may vary from and shall take precedence over those indicated in a preliminary report. FIELD REPRESENTATIVE DATE Sean Johnson August 19, 2013 X THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. My conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE August 23, 2013 This report presents opinions formed as a result of our observation of activities relating to our services only. We rely on the contractor to comply with the plans and spedfcaUon throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision or direction ofthe workofothers. Our firm will not be respoosible (or 1011 01 sito satety 01 ethers 00 thls project. DIMMER: Any electronic form, facsimile or hard copy of Um original document (email, text, table, and/or figure), if provided, and any attachments are only a copy o1 the original document The original document Is stored by GeoEngineers, Inc. and will serve as the ofildal document of record. Attachments: Site Plan Distribution: HDR, SCL File No. 0296-025-00 August 19, 2013 Page 2 Wall 7 Subgrade We understand that on Saturday, Susan Kallies with SCL directed PelIco to overexcavate approximately 2 to 5 feet below the wall subgrade at the face of the MSE wall. We had previously recommended a minimum overexcavation of 2 feet, so that was in accordance with our recommendations. Based on our previous recommendations and a discussion with Susan, we directed the contractor to overexcavated 1 foot below wall subgrade in the reinforced zone to remove soft soils. While onsite we observed PelIco placing quarry spall over the foundation subgrade. Based on our observations, the wall subgrade has been adequately prepared and is ready for block placement. File No. 0296-025-00 August 19, 2013 Page 3 ( ; / '' " \ tl a i 1 \.,, ( q ‘ I EL 237.00,— v. / "r : k ...—._, .....,"..- "" , I/ i /7 ( STA 11+24 43.50.1.- ' ) /11-1 I , /41,1 -- v ) , i r--T.:C ,,! 1 i8HP./ 1 / ...." ", , v. ''....- ,..- . F- 230W CONRUCT. ORS. 1 ' i t 446' I 'S osig ..- 35.001 'r V 1 ,k, ; , 1 i i i 4 ! ,-- -- , DUSTING RCAV UNE / , , . / ' ' yri(',0k4150-‹.... 4 N1284725.40 1 1 I , 1 f ; i .. 9. v ;F '''' ' / , ''' ./' , , 7 ......, ." / , / . 1 25.2011' / I i Ifr i E:1713081 1.983 } 1 H 1 1 ' i 1 I i / / a. 2noo i f i i ' ' . .. 23010,1-- CON.'" DUCTORS ...- . ,,.. SEE SHEET SITE 7 SCALE 1=20' File No. 0296-025-00 August 19, 2013 Page 4 } APMU- 7 LOL STA -11+55.86 AR STA=11+21.63-- (46.79' L WALL7 LOL STA -10+24.38 AR STA -12+52.61 (35.26' LT). rte/ EGM WALL 7 1.01. STA -10+05.00 k AR STA -12+50.91 (15.96' LT) CHAIN UNK FENCE 'TYPE 1 DUSTING ANCHORS TO BE REMOVED OR RELOCATED PRIOR TO WALL CONSTRU END BLOCK WALL LOL STA -11+92.73 AR STA=11+18.40 (10.06' L ! i j / 1, I 1� i I . 1,1 ! I_. BEGIN SOLDIER PLE WALL,, LOL STA=12+06.71.� AR STA -11+17.17 (3.87' 1 1/ i 1,." ! l 1 I ALL LAYOUT UNE (LOL) 0'-0" DIA SHAFT ,N> � TION WALL '7 L01. STA'12+30.86 AR STA -11+15.06 (27.93' RT) PLAN - SITE 7 SCALE 1.2,220' Solider Piles Installed Today GEOENGINEERS 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number. 0296-025-00 Protect: CR-DU H-Frame Replacement Project Date: August 20, 2013 (Tuesday) Owner. Seattle City Light Time of Arrival: 0830 Report Number. 20 Prepared by. Sean M Johnson Location: Tukwila, WA Time of Departure: 1500 Page: 1 of 2 Purpose of visit Construction Observation Weather. Overcast, —65 F Travel Time: 1.5 hrs. Permit Number. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or 0 Referred to Site Safety Plan and Safety Tailgate if applicable Safety Hazards Were Addressed by : X Staying Alert to Con [ruction and Equipment Hazards 0 Other (describe) A site visit was made at the request of Seattle City Light (SCL), and while onsite we met with Susan Kallies (via phone) (SCL) and representatives from Pellco. Following is a summary of our observations while on site. Soldier Pile Installation While on site, we observed DMI using a D-12 LoDril Drill Rig and a 30-inch diameter single-flight auger to drill holes for soldier piles S-27, S-13, S-11, S-9, S-4 and S-1. The soldier piles installed today are shown on the attached site plan. The soil profile typically consists of fill overlying undifferentiated deposits. The fill generally consisted of brown loose silty fine to medium sand with occasional gravel cobbles. The advance outwash sand generally consisted of brown silty sand or sand with silt. Significant groundwater seepage was not observed during drilling of the soldier pile shafts. Significant caving of the holes was not observed. We observed DMI measure the depths of the holes, by means of a weighted tape measure. The contractor surveyed the ground surface elevations prior to our arrival on site and those elevations were used to verify the pile tip elevation. DMI installed the soldier piles and filled the holes with CDF to the ground surface. The table below summarizes the details of the soldier piles installed today. Soldier s Riles No Ground • , , Elevation - (ft) ... •Depth A- O, r Pile:Slze .. ; Steel: , xtz'ls,. Length (ft)" Plle T,op ,Elevation (ft) Remarks S-27 251.3 21 HP12x63 20.6 252.09 S-13 245.9 29 HP12x63 28.6 246.83 S-11 245.4 29 HP12x63 28.6 246.46 RECEIVED S-9 245.0 28 HP12x63 28.6 246.46 S-4 241.8 24 HP12x63 23.6 244.00 CITY-Or 1.U��IL� S-1 251.3 17 HP12x63 15.8 239.5 FEB 1 3 2014 PERMIT CENTER • THIS FIELD REPORT IS PRELIMINARY A preliminary report is provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed In the final report may vary from and shall take precedence over those indicated in a preliminary report FIELD REPRESENTATIVE DATE Sean Johnson August 20, 2013 X THIS FIELD REPORT IS FINAL , A final report is an instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE August 23, 2013 This report presents opinions formed as a result of our observation of activlUes relating to our servicesonly. We rely on the contractor to comply with the plans and spedUcaUon throughout the duration of the project Irrespective of the presence of our representative. our work does not Include supervision or direction of the work of others. Our firm will not be responsible foriob or site safety 'Mothers onthis project. DISCLAIMER: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/orfigure), If provided, and any attachments are only a copy of the original document The original document is stored by GeoEneneers, Inc. and will serve as the offidal document of record. Attachments: Site Plan , Distribution: HDR, SCL File No. 0296-025-00 August 20, 2013 Page 2 1 AP WALL 7-�--'--' LOL STA -1 1+55.86 AR STA=11+21.63-- (46.79' L LOL STA -10+24.38 AR STA -12+52.61 (35.26' LI) L EGIN WALL 7 LOL STA -10+05.00 AR STA -12+50.91 (15.96' LT) CHAIN LINK FENCE TYPE 1 DUSTING ANCHORS TO BE REMOVED OR RELOCATED PRIOR TO WALL CONSTRU i R \ END BLOCK WALL LDL STA=11+92.73 AR STA -11+18.40 (10.06' L i t i , / c. h . N 1; I i ,..°T , BEGIN SOLDIER PILE WALL LOL STA -12+06.71 AR STA -11+17.17 (3.87' 1 / 14 11/1 ! 1 WALL 7 LOL STA/212+30.86 AR STA -11+15.06 (27.93' Rn ALL LAYOUT - UNE (LOL) 0'-O' DIA SHAFT IFOUNDATION WALL 7 LOL STA -13+70.00 AR STA -12+53.66 (40.12' RT) PLAN - SITE 7 SCALE 1'020' Soldier Pile Installed Today --- Solider Solider Pile Installed Previously V 1 - .r . GEOENGINEERS...0 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number: 0296-025-00 Protect: CR -DU H -Frame Replacement Project Date: August 21, 2013 (Wednesday) Owner: Seattle City Light lime of Arrival: 0815 Report Number: 21 Prepared by: Sean M Johnson Location: Tukwila, WA Time of Departure: 1445 Page: 1 of 3 Purpose of visit Construction Observation Weather: Overcast, —65 F Travel Time: 1.5 hrs. Permit Number: D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or 0 Referred to She Safety Plan and Safety Tailgate if applicable Safety Hazards Were Addressed by : X Staying Alert to Con truction and Equipment Hazards 0 Other (describe) A site visit was made at the request of Seattle City Light (SCL), and while onsite we met with Susan Kallies (SCL) and representatives from Pelico. Following is a summary of our observations while on site. Soldier Pile Installation While on site, we observed DMI using a D-12 LoDril Drill Rig and a 30 -inch diameter single -flight auger to drill holes for soldier piles S-14, S-12, S-6, S-5, S-16 and S-15. The soldier piles installed today are shown on the attached site plan. The soil profile typically consists of fill overlying undifferentiated deposits. The fill generally consisted of brown loose silty fine to medium sand with occasional gravel cobbles. The advance outwash sand generally consisted of brown silty sand or sand with silt. Significant groundwater seepage was not observed during drilling of the soldier pile shafts. Significant caving of the holes was not observed. We observed DMI measure the depths of the holes, by means of a weighted tape measure. The contractor surveyed the ground surface elevations prior to our arrival on site and those elevations were used to verify the pile tip elevation. DMI installed the soldier piles and filled the holes with CDF to the ground surface. The table below summarizes the details of the soldier piles installed today. f ilr Groupd E evion (ft) ph ( Pile Size Steel Length ft) Top Elevstlo ft) Remarks S-16 247.1 31 HP12x63 30.1 247.22 5-15 246.7 31 HP12x63 30.1 247.22 S-14 246.3 28 HP12x63 28.6 246.83 RECEIVED S-12 245.6 28 HP12x63 28.6 246.46 CITY OF TUKWILA S-6 243.6 24 HP12x63 25.3 244.48 S-5 243.3 24 HP12x63 25.3 244.48 FEB 1 3 2014 PERMIT CENTER II THIS FIELD REPORT IS PREUMINARY A preliminary report is provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed In the final report may vary from and shall take precedence over those indicated in a preliminary report. FIELD REPRESENTATIVE DATE Sean Johnson August 21, 2013 X THIS FIELD REPORT IS FINAL A final report is an Instrument of professional service. My conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE August 23,-2013 TMs report presents opinions formed as a result of our observation of activities relating to our services only. We rely on the contractor to comply with the plans and specification throughout the duration of the project Irrespective of the presence of our representative. Outwork does not include supeMslon or direction of the work of others. Our arm will not be responsible for job or site safety of others on this project. DISCLAIMER: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), 11 provided, and any attachments are only a copy of the odglnal document The original document Is stored by GeoEngineers, Inc. and will serve as the official document of record. Attachments: Site Plan Distribution: HDR, SCL File No. 0296-025-00 August 21, 2013 Page 2 Wall 7 Construction During our site visit today, we evaluated the placement of the bottom two rows of geogrid (see photo). The contractor was just rolling out the second row of geogrid when we left the site. For the area shown in the photo, we confirmed the geogrid was Stratagrid 7XT-50 with a length of 18 feet behind the back of the wall, in accordance with the approved wall plans. The rest of the geogrid lengths appeared consistent with the wall plans, varying from 18 ft to 16 ft depending on the specified plans and location of reinforcement. We did not have a nuclear density gage on site and couldn't take density tests of the Type 17 structural fill, but based on our observations of the compactive effort used with a large steel drum vibratory roller and a hand - operated vibratory roller for areas within 6 feet of the wall face, the structural fill appeared to have been adequately compacted. File No. 0296-025-00 August 21, 2013 Page 3 n - tw rte_ n Soon n .ion t.., ELEVATION - SITE 7 MSE WALL: )1:3 Mini th'I Matt )X7 writ I G il•il VII 11.1410 h -awl - I( i ft ELEVATION - SITE i MSE WALL: NORTH FACE- EAST HALF ...t r { 5 i 4 �ar;t> ti .�_. i tl11e Iw+ara Hari raki, Fane of W M ELEVATION - SITE 7 MSE WALL: NORTH FACE- WEST HALF II -1447a tI-70 tsIRC tkwoe Nursace Mod? X1 Mad 1 aT Mi.. lM Mall ?XI Mma 7X4 Ma.57 XT Mp4 T XT :ana 7 NI Area of observed geogrid installation ' 6 t .i't'' eimec H.Illle raps wall Haii tin 0.91: 6.,,141 ; I. :u4* ir l � .A'>\ > '� j< . 1 , - - - --� ffla&`` Mr7k lig W. sap l.41. ,in Z.,w f "- Grade' Frac afW&ii C• 12 p H -I,»7 il-ttw. Il -IIsi Th -a IIa ri-717It 1.133a ELEVATION - SITE 7 MSE WALL: WEST FACE File No. 0296-025-00 August 21, 2013 Page 4 '— pp. s.1--- CHAIN UNK FENCE TYPE 1 AP WALL 7 LOL STA=11+55.86 AR STA=11+21.63— (46.79' L WALL7 LOL STA=10+24.38 " AR STA -12+52.61 (35.26' LT) ,r=�INWALL7 _ LOL STA -10+05.00 AR 5.96 STA=LY)+50.91 (1 EXISTING ANCHORS TO BE REMOVED OR RELOCATED PRIOR TO WALL I END BLOCK WALL / LOL STA=11 +92.73 I AR STA=11+18.40 8 ! (10.06' L 1 1 / Imo/ st BEGIN SOLDIER PILE WALL o LOL STA -12+06.71 AR STA=11+17.17 1 (3.87' A 3 WALL7 LOL STA -13+70.00 AR STA=12+53.66 UNE (GL) (40.12' Rn 0'-0' DIA SWIFT /41°2 your IFOUNDATION SITE 7 SCALE 16=20' Soldier Pile Installed Today Soldier Pile Installed Previously 1 iii i .,4•a— GEOENGINEERS 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number: 0296-025-00 Project: CR -DU H -Frame Replacement Project Date: August 22, 2013 (Thursday) Owner: Seattle City Light Time of Arrival: 0730 Report Number: 22 Prepared by: Hamilton Puangnak Location: Tukwila, WA Time of Departure: 1515 Page: 1 of 5 Purpose of visit: Construction Observation Weather. Overcast, -80 F Travel Time: 1.0 hrs. Permit Number: D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or 0 Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by : X Staying Alert to Construction and Equipment Hazards 0 Other (describe) A representatives Soldier While soldier typically medium sand holes We ground installed The site visit was made at the request of Seattle City Light (SCL), and while onsite we met with Susan Kallies (SCL) and from Pellco. Following is a summary of our observations while on site. Pile Installation on site, we observed DMI using a D-12 LoDril Drill Rig and a 30 -inch diameter single -flight auger to drill holes for piles S-17 and S-18. The soldier piles installed today are shown on the attached site plan. The soil profile consists of fill overlying undifferentiated deposits. The fill generally consisted of brown loose silty fine to sand with occasional gravel cobbles. The advance outwash sand generally consisted of brown silty sand or with silt. Groundwater was observed at depths of 18.5 feet and 20 feet for S-22 and S-20, respectively. These were cased to depth. Caving of the shaft sidewalls was minimal. observed DMI measure the depths of the holes, by means of a weighted tape measure. The contractor surveyed the surface elevations prior to our arrival on site and those elevations were used to verify the pile tip elevation. DMI the soldier piles and filled the holes with CDF to the ground surface. table below summarizes the details of the soldier piles installed today. Soldier Piles No. Ground Elevation (ft) p(p, h Pile Size Steel Length (ft) Pile Top Elevation (ft) Remarks S-17 247.4 27 HP14x89 31.6 248.72 No caving. Polymer powder added at aout 18.5' S-18 247.8 29 HP14x89 31.6 248.72 RECEIVED CITY OF TUKWILA FEB 1 3 2014 PERMIT CENTER REPORT IS PRELIMINARY report Is provided solely as evidence that field observation was performed. Observations and/or recommendations conveyed in the final report niay vary from and shall take over those indicated in a preliminary report. FIELD REPRESENTATIVE DATE Hamilton Puangnak August 22, 2013 • THIS FIELD A preliminary and/or conclusions precedence X THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE August 23, 2013 This report presents opinions formed as a result of our observation of activities relating to ow services only. We rely on the contractor to comply with the plans and specification throughout the duration of the project Irrespective of the presence of our representative. Our work does not Include supervision ordirecUon of the work of others. Our firm will not be responsible for Job or site safety of others on this project DISCLAIMER: Any electronicfonn, facsimile or hard copy of the original document (email, text, table, and/or figure), If provided, and any attachments are only a copy of the original document The original document is stored by GeoEngineers, Inc. and win serve as the official document of record. Attachments: Site Plans, Wall Profile, Summary of In Place Density Results Distribution: HDR, SCL File No. 0296-025-00 August 22, 2013 Page 2 Wall 7 Construction When we arrived on site, we observed the contractor had completed the third layer of geogrid after our site visit yesterday, and had begun placement of geogrid for the fourth layer. We did not observe the placement and compaction of the third layer, and did not obtain compaction test results for the first and second layers. However, based on our test results and observations of the contractor's means and methods on Wall 5 and on Wall 7 the past two days, it is our opinion the wall construction observed today was completed in accordance with the portion of the project plans and specifications that pertain to our services and should perform as designed. During our site visit today, we evaluated the placement of the fourth, fifth, and sixth layers of geogrid. We confirmed the geogrid was Stratagrid 7XT for the fourth and fifth layers and Stratagrid 5XT for the sixth layer. We measured and confirmed geogrid length of 18 feet for the three layers observed today in accordance with the approved wall plans. We observed the wall contractor use a bobcat to place fill in lifts of 12 inches and compact the fill with a Targe steel drum vibratory roller and a hand - operated vibratory roller for areas within 6 feet of the wall face. We evaluated the compacted fill using a nuclear density gage. Based on the test results, the backfill evaluated today appears to have been compacted to at least 95% of the maximum dry density. Based on our observations, it is our opinion the wall construction observed today was completed in accordance with the portion of the project plans and specifications that pertain to our services. RECEIVED CITY OF TUKWILA FEB 1 3 2014 PERMIT CENTER File No. 0296-025-00 August 22, 2013 Page 3 -= S-111711, 11 •:+lun II-nwrt VI•ItU�e ELEVATION - SITE 7 MSE WALL: A^ rt -t1.'. ELEVATION- SITE 7 MSE WALL: NORTH FACE- EST HALF .Z1 t -et _ hunt 5 X] Mot 1X9 rami aa: ti 1.X) mato cieriLIC411M011610901,5010ettnif.o. ARn ll�� +' Z$•1 4a Y..Y 1r.r� .dT 'MpTUf fan& n Fs= of -su )ro la 9:a ELEVATION - SITE 7 MSE WALL: NORTH FACE- WEST HALE k < a $ C d hanNe tirotva Nunes Br1od repot Wal Area of observed backfill placement and compaction and geogrid installation •Ii. 1 1+ 11..,1111. . r 1111 ,(. •en H., 11} rI I. <1♦ r•ar It ri 41/41 l. • en .1h. . Grnde'. Fron of Wal t 12 F k-tYisn ti.usi• U•nslt 11-r1Xe t,..1 ant 1•331I ELEVATION - SITE 7 MSE WALL: WEST FACE oo File No. 0296-025-00 August 22, 2013 Page 4 Project Seattle City Light GEOENGINEERS,0 Summary of In -Place Moisture and Density Tests Project No. 0296-025-00 Page 1 of 1 Retest Laboratory Field ! Test Date Test No. Initial Test Date Initial Test No. General Location ApproxMax Elev. (feet) Feet to Grade Soil Type Type of Compactor Sample No. OMCMoisture (%) Dry Density (per (%) Dry Density (pct) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 18/22/2013 1 Fill Layer 4 Midpoint - East 227 17 V 7.496 129.3 4.9% 125.2 97% 95% PaSS 18/23/2013 2 Fill Layer 4 Midpoint - West 227 17 V 7.4% 129.3 5.0% 122.8 95% 95% Pass j 8/24/2013 3 Fill Layer 4 Top - East 228 17 V 7.4% 129.3 4.9% 122.9 95% 9596 Pass I 8/25/2013 4 Fill Layer 4 Top - West 228 17 . V . 7.4% 129.3 6.3% 123.0 95% 95% PaSS j 8/26/2013 5 Fill Layer 5 Midpoint - East 229 17 V 7.496 129.3 7.796 123.5 96% 9596 Pass j 8/27/2013 6 Fill Layer 5 Midpoint - West 229 17 V 7.4% 129.3 7.2% 124.5 96% 95% Pass File No. 0296-025-00 August 22, 2013 Page 5 CHAIN UNK FENCE TYPE 1 AP WALL 7 -4,- -'= LOL STAB 11 +55.86 AR STA=11+21.63— -- (46.79' L WALL 7 LOL STA -10+24.38 AR STA -12+52.61 (35.28' 1.1) /". L = WALL 7 LOL STA -10+05.00 AR STA -12+50.91 (15.96' LT) EXISTING ANCHORS TO BE REMOVED OR RELOCATED PRIOR TO WALL «• r (7 END BLOCK WALL / (LOL STA=11 +92.73 AR STAs11+18.40 (10.06' L ! BEGIN SOLDIER PILE WAIL LOL STA=12+06.71'a AR STA -11+17.17 (3.87' �l i l✓ t i 1YI / LINE WOW (L)L) 0'-0• DIA SHAFT ,FOuNaAnoN WALL 7 LOL STA=12+30.86 AR STA -11+15.06 (27.93' R' WALL 7 LOL STA -13+70.00 AR SrA=12+53.66 (40.12' FIT) PLAN - SITE 7 SCALE 1•-20' Solider Pile Installed Today --- Solider Pile Installed Previously V"."---,1 / GEOENGINEERS 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number: 0296-025-00 Project: CR-DU H-Frame Replacement Project Date: August 23, 2013 (Friday) Owner: Seattle City Light Time of Arrival: 0730 Report Number: 23 Prepared by. Hamilton Puangnak Location: Tukwila, WA Time of Departure: 1445 Page: 1 of 5 Purpose of visit: Construction Observation Weather: Overcast, —75 F Travel Time: 1.0 hrs. Permit Number: D-13-096 Upon arrival to the site 1 assessed personal safety hazards: X Yes or 0 Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by : X Staying Alert to Con Duction and Equipment Hazards 0 Other (describe) A site representatives Soldier While soldier typically sand silt. holes We ground installed The visit was made at the request of Seattle City Light (SCL), and while onsite we met with Susan Kallies (SCL) and from Pellco. Following is a summary of our observations while on site. Pile Installation on site, we observed DMI using a D-12 LoDril Drill Rig and a 30-inch diameter single-flight auger to drill holes for piles S-20, S-22, and S-24. The soldier piles installed today are shown on the attached site plan. The soil profile consists of fill overlying advance outwash sand. The fill generally consisted of brown loose silty fine to medium with occasional gravel cobbles. The advance outwash sand generally consisted of brown silty sand or sand with Groundwater was observed at depths of 18.5 feet for S-22 and 20 feet for S-20 and S-24, respectively. These were cased to depth. Caving of the shaft sidewalis was minimal. observed DMI measure the depths of the holes, by means of a weighted tape measure. The contractor surveyed the surface elevations prior to our arrival on site and those elevations were used to verify the pile tip elevation. DMI the soldier piles and filled the holes with CDF to the ground surface. table below summarizes the details of the soldier piles installed today. Soldier Piles No. Ground Elevation (ft)249.1 Dept Pile Size Steel Length (ft) Pile Top Elevation (ft) Remarks S 20 248.4 29.5 HP14x89 33.8 249.32 Water observed at about 20 feeet bgs S-22 249.1 29 HP14x8 33.8 249.56 Water observed at about 18.5 feet bgs S-24 249.8 29 HP14x89 33.8 250.37 Water observed at about feet bgs CITY RECEIVED20 OF TUKWILA FEB 13 2314 PERMIT CENTER ❑ THIS FIELD REPORT IS PRELIMINARY A preliminary report is provided solely as evidence that field observation was performed. Observations and/or conclusions and/or recommendations conveyed in the final report may vary from and shall take precedence over those indicated in a preliminary report. FIELD REPRESENTATIVE DATE Hamilton Puangnak August 23, 2013 X THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. Any conclusions drawn frons this report should be discussed with and evaluated by the professional Involved. REVIEWED BY DATE Tim Bailey, PE August 26, 2013 This report presents opinions formed as a result of our observation of activities relating to our services only. We rely on the contractorto comply with the plans and spedficatlon throughout the duration of the project Irrespective of the presence of our representative. Our work does not include supervision or direction of the work of others. Our firm will not be responsible/orjob or site safety of others on this project. DISCLAIMER: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), If provided, and any attachments are only a copy of the original document. The original document Is stored by GeoEngineers, Inc. and will serve as the official document of record. Attachments: Site Plans, Wall Profile, Summary of In Place Density Results Distribution: HDR, SCL File No. 0296-025-00 August 23, 2013 Page 2 Soldier Pile S-3 Installation During our site visit, we observed that solider pile S- 3 is located in very close proximity to an existing power line pole (see photo to the right). After speaking with Susan Kallies of SCL, we understand that DMI is aware of the potential risks associated with drilling adjacent to an existing utility pole as communicated by Seattle City Light. We understand DMI has elected to proceed with drilling at their own risk. Additionally, a SCL safety observer will be on site during drilling of S-3. Soldier Pile S-15 Damage While on site we observed damage to soldier pile S- 15 (see photo to the right). It appears the top of the pile was struck by drilling equipment. Wall 7 Construction When we arrived on site, the contractor had laid out the sixth layer of geogrid. The contractor had begun placing and compacting backfill when it came to our attention the sixth layer of geogrid was the incorrect type. Stratagrid 5XT was installed instead of Stratagrid 7XT. We contacted Susan Karnes of SCL and informed her of our observations. The contractor decided to stop backfill activities for the day. We observed the wall contractor use a bobcat to place fill in lifts of 12 inches and compact the fill m with a Targe steel drum vibratory roller and a hand - operated vibratory roller for areas within 6 feet of the wall face. We evaluated.the compacted fill using a nuclear density gage. Based on the test results, v # the backfill evaluated today appears to have been ;. compacted to at least 95% of the maximum dry density. However, the backfill evaluated today may need to be removed and the underlying geogrid replaced with the specified strength. Consequently, the backfill in this area will need to be reevaluated once reinstalled. Based on our observations, it is our opinion the wall backfill observed today was completed in accordance with the portion of the project plans and specifications that pertain to our services. However, the placement of the geogrid was not in accordance with the project plans and specifications and we notified SCL and PelIco of this. File No. 0296-025-00 August 23, 2013 Page 3 r J 4 • ' . �uitFrud..r Non JirlieliaNESIMMT":5010111116761W11116711.1111PURIZMIWE ? r ' Ci�''ra"" l Falnh Grade From or a'dl 10-10 1l ELEVATION - SITE 7 MSE WALL: 11.111in 7!•1+207 He11lne 14.77 tan ELEVATION - SITE 7 MSE WALL: NORTH FACE- EAST HALF _ 7 i II- a -7",l —NN. .....1,1:. IAr7 S It 1,1.7' 6 - +I ! J 7 iliIWiE" iswr >,szzzii�Szli!7 .. 6th')Si .. <. < i� it . .'I. n . o, _+. i .,w ,..:—. Jr rt y ,r�tia J Moil' .mbrrosie SNS 1,.1"A 1 7`ih alr1ielai ifir77iY�� ?xi .":""1,:r" S� ' ' �1� } . , r rj , .. • 1 J _ -, .1 Tfl ' • 7.7] 11 11111. 01.1.74 _ ... 1171 � lY43! /K11724 y , JJ'irr't, 01,1Ki _ t:. T3 ee 7 1 ( FiaisIt'kid it Fccs°Mikt F - (irnde' Fran dyed! _ 41•.,110 , sr,:? 6 11-7767* ELEVATION - SITE 7 MSE WALL: NORTH FACE- WEST HALF taXnlg Cilf7A6 6.111111CX i t-oo Area of observed backfill placement and compaction and , geogrid installation i91- Kowa .'it -i, -lw 1131E iapoc ww $*"fly 1..41' $ 17.111A •- -1t1e` 7 f11w aamirari ' TiLiii . o, _+. i .,w ,..:—. as e. .mbrrosie at 1 7`ih alr1ielai ifir77iY�� 11111. 01.1.74 aa. can it ..— F - (irnde' Fran dyed! 12 • - H -Ulan 41,4“4 TI! rl-Hila 11N4111 11-11 Iu Gulp* ELEVATION- SITE 7 MSE WALL: WEST FACE File No. 0296-025-00 August 23, 2013 Page 4 Project: Seattle City Light GEOENGINEERS....0 Summary of In -Place Moisture and Density Tests Project No. 0296-025-00 Page 1 of 1 Retest Laboratory Field Test Date Test No. initial Test Date Initial Test No. General Location Approx Elev. (feet) Feet to Grade Soil Type Type of Compactor Sample No. OMC (%) Max DN Density (per Moisture . (%} Dry Density (per Percent Compaction Achieved Percent Compaction Specified Pass/Fail 8/23/2013 1 Fa Layer 5 Midpoint- East 229 17 V 7.4% 129.3 8.4% 126.9 98% 95% Pass 8/24/2013 2 Fi Layer 5 Midpoint - West 229 17 V 7.4% 129.3 8.2% 125.8 97% 95% Pass 8/25/2013 3 Fill Layer 5 Midpoint - Center 229 17 V 7.4% 129.3 9.2% 122.8 95% 95% Pass File No. 0296-025-00 August 23, 2013 Page 5 AP WALL 7 LOL STA -11+55.86 AR STA=11+21.63 (46.79' L DUSTING ANCHORS TO BE REMOVED OR RELOCATED PRIOR TO WALL END BLOCK WALL LOL STA=11+92.73 I AR STA -11+18.40 8 (10.06' L WALL7 LOL STA -10+24.38 ' AR STA -12+52.61 (35.26' L» fir- ' r- t /_ CHAIN UNK N WALL 7 FENCE TYPE 1 LOL srnlo+os.a AR STA -12+50.91 ���/� (15.96' LI)r 11 iliiiii V1 t cy I r ;/1.; BEGIN SOLDIER PILE WALL 9 LOL STAs12+06.71.4 AR STA -11+17.17 (3.81 ✓(i 111 1 1 ARI WALL 7 LOL STA -13+70.00 AR STA -12+53.66 LINE (LOL (40.12' RT) , FOUNDATION / Solider Pile Installed Today Solider Pile Installed Previously PLAN - SITE 7 SCALE 1 •=20' GEOENGINEERSI) 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number. 0296-025-00 Protect: CR-DU H-Frame Replacement Project Date: August 26, 2013 (Monday) Owner. Seattle City Light lime of Arrival: 0820 Report Number: 24 Prepared by. Sean Johnson Cody R. Gibson Location: Tukwila, WA Time of Departure: 1530 Page: 1 of 5 Purpose of visit Construction Observation Weather. Overcast, —75 F Travel Time: 1.5 hrs. Permit Number. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or 0 Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by : X Staying Alert to Con [ruction and Equipment Hazards 0 Other (describe) A site visit was made at the request representatives from Peilco. Following Soldier Pile Installation While on site, we observed DMI using diameter single flight auger to drill holes S-3 The soldier piles installed today soil profile typically consists of fill generally consisted of brown loose gravel cobbles. The advance outwash sand or sand with silt. We observed groundwater seepage below 20 feet was not observed. We observed DMI measure the depths tape measure. The contractor surveyed our arrival on site and those elevations elevation. DMI installed the soldier ground surface. of Seattle City Light (SCL), and while onsite is a summary of our observations while on a D-12 LoDril Drill Rig and a 30-inch for soldier piles S-25, S-23, S-19, and are shown on the attached site plan. The overlying advance outwash sand. The fill silty fine to medium sand with occasional sand generally consisted of brown silty some saturated soils and mintor in the holes. Caving of the shaft sidewalls • of the holes, by means of a weighted the ground surface elevations prior to were used to verify the pile tip piles and filled the holes with CDF to the. we met with Susan Kallies (SCL) and site. ">. , , ' 1,\'\.,,--- \ `,` �� � �. ���� �.. ',, '. ,,) '` ' ' � ` , ,,' ., , •> .{(1 1 . 1 f. Y )' 1. RECEIVED CITY OF TUKWILA FEB 1 3 2014 PERMIT CENTER that field observation was performed. Observations in the final report may vary from and shall take FIELD REPRESENTATIVE DATE Sean Johnson August 26, 2013 • THIS FIELD REPORT IS PRELIMINARY A preliminary report Is provided solely as evidence and/or conclusions and/or recommendations conveyed precedence over those indicated In a preliminary report. X THIS FIELD REPORT IS FINAL A final report is an instrument of professional service. My conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE August 28, 2013 This report presents opinions fanned as a result of our observation of activities relating to our services ony. We rely on the contractor to comply with the plans and specification throughout the duration of the project Irrespective of the presence of our representative. Our work does not include supervision or direction elfin work of others. Our firm will not be responsibleforJob or site safely of others on thb project. DISCUUMER:Any electronicfonn, facsimile or hard copy of the original document (email, text, table, and/or figure), If provided, and any attachments are only a copy of the original document. The original document Is stored by GeoEngloeers, Inc. and will sere as the official document of record. Attachments: Site Plans, Wall Profile, Summary of In Place Density Results Distribution: HDR, SCL File No. 0296-025-00 August 26, 2013 Page 2 The table below summarizes the details of the soldier piles installed today. Soldier Piles No. Ground Elevation (ft) Depth (i P1Ip Size eet ueElevation Pile Top ) S-25 250.2 33 HP14x89 32.3 251.44 S-23 249.5 34 HP14x89 33.8 249.68 S-21 248.8 34 HP14x89 33.8 249.32 S-19 248.1 34 HP14x89 33.8 248.72 S-3 240.2 19.5 HP14x63 18.8 242.5 Wall 7 Construction When we arrived on site, the contractor had laid out the seventh layer of geogrid. On Friday, it came to our attention the sixth layer of geogrid was the incorrect type; Stratagrid 5XT was installed instead of Stratagrid 7XT. We contacted Susan Kallies of SCL this morning to discuss the situtuation. Susan is aware of the error and we understand that the engineer of record has approved a solution effectively substituting 5XT for 7XT. We observed the wall contractor use a bobcat to place fill in lifts of 12 inches and compact the fill with a Targe steel drum vibratory roller and a hand -operated vibratory roller for areas within 6 feet of the wall face. We evaluated the fill with a 1/2 inch diameter steel probe rod and nuclear density gauge. Typical probe depths were 3-4 inches and in place nuclear density test results indicated the fill is compacted to at least 95% of maximum dry density as shown on the included test results. Based on our observations and our understanding of the approved changed in the geogrid design, it is our opinion the wall construction observed today was completed in accordance with the portion of the project plans and specifications that pertain to our services. File No. 0296-025-00 August 26, 2013 Page 3 lv ELEVATION - SITE 7 MSE WALL: H•161ge ELEVATION - SITE ; MSE WALL: NORTH FACE- EAST HALF - �- I 7.r A i..'tln ( 11.1119 1:4..-.11. \ + ' r.!•t v n.Li ft s r Vie• r Ji s r • •'.. r I' 1 n;X;...1 fwwlrl� i16� n1v r4 4 WI •. -mv.a Mf./ ALL. 1M IP 19 1.".' T. `' ' t:irn Grade'- `Fro11 of wall 12 ' . 14-11,11, h 11-1111• 1141211• 11•.1:11 il.r In, .!),k ;.!),k - .1,i RG1. .i .7r. -.,7.w 0. -1-- 1 ____ _1 Filer Gndca From of W1@ II UD :41111 Ilo ELEVATION - SITE 7 MSE WALL: NORTH FACE- WEST HALF 11.140* Fstsettt to mm= unlace Hdmd rap a! V:al 11.11(0, 1440 ! XI diad 1 X Mi11a!li WW1 I XI 4tire$ : XT [At! • 1,1 Mesa NT Area of observed backfill placement and compaction and geogrid installation 1, 1 14 ELEVATION - ,111a i..'tln 14,,,, 0 11.1119 r:rw 1.•i1N, + ' r.!•t -N* c ••-Oi .0 Vie• r r MEOWP I Ii'f' �. n;X;...1 fwwlrl� i16� n1v r4 4 WI •. -mv.a Mf./ ALL. 1M IP 19 1.".' T. `' ' t:irn Grade'- `Fro11 of wall 12 ' . 14-11,11, h 11-1111• 1141211• 11•.1:11 il.r In, .!),k ;.!),k - ELEVATION- SITE 7 MSE WALL: WEST FACE File No. 0296-025-00 August 26, 2013 Page 4 AP WALL 7 --�- IAL STA -11+55.86 AR STA=11+21.63 (46.79' L EXISTING ANCHORS TO BE REMOVED OR RELOCATED PRIOR TO WALL RV( END BLOCK WALL LOL STA=11 +92.73 I AR STA=11+18.40 (10.06' L • / 4� BEGIN SOLDIER PU.E WALL o LOL STA -12+06.71 "n AR STA=11+17.17 (3.87' IA 11!1/1 CHAIN UNK FENCE 'TYPE 1 WALL 7 LOL St. 10+24.38 AR STA -12+52.61 (35.26' LT) rpt L � N WALL 7 LOL STA=10+05.00 ..1e' / (15.96' LT)AR 91 ALL LAYOUT „LINE (LDL) 0'-0• DIA sHAFT M1 OUNDA T1oN WALL 7 LOL STA=12+30.86 AR STA -11+15.06 (27.93' RT) PLAN - SITE 7 SCALE r=20' WALL 7 LOL STA=13+70.00 AR STA -12+53.66 (40.12' RT) Soldier Pile Installed Today Soldier Pile Installed Previously File No. 0296-025-00 August 26, 2013 Page 5 Project: SCL H Frame GEOENGINEERS...0 Summary of In -Place Moisture and Density Tests Project No. 0296-025-00 Page 1 Field of 1 Test Date Test No. Initial Test Date Initial Test No. General Location Approx. Elev. (feet) Approx. Feet to Grade Soil Type Type of Compactor Sample No. OMC (%) Max Dry Density (pcf) Moisture (%) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 8/26/13 1 N/A N/A See site plan 10 17 V Type 17 8.8% 131.3 5.4% 128.5 98% 95% Pass 8/26/13 2 N/A N/A 10 17 V Type 17 8.8% 131.3 4.9% 126.6 96% 95% Pass 8/26/13 3 N/A N/A 10 17 V Type 17 8.8% 131.3 5.2% 127.9 97% 95% Pass 8/26/13 4 N/A N/A 10 17 V Type 17 8.8% 131.3 5.4% 127.2 97% 95% Pass Percent Compaction Based On: Density Test Method N - Nuclear (ASTM D-2922) ❑ SC - Sand Cone (ASTM D-1556) ❑ RB - Rubber Ballon (ASTM D-3167) ❑ Standard Proctor (AASHTO T99-57, ASTM D-698) Modified Proctor (AASHTO T180-57, ASTM D-1557) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Plate JJ - Jumping Jack L - Loaded Scraper VP - Vibratory Plate HT - Hand Tamper Soil Type S - Sand s - sandy G - Gravel g - gravelly Si - Sift si - silty C - Clay c - clayey GEOENGINEERS 8410 154th Avenue NE Redmond, WA 98052 425.861.6000 Field Report File Number: 0296-025-00 Project CR -DU H -Frame Replacement Project Date: August 27, 2013 (Tuesday) owner. Seattle City Light Time of Arrival: , 0820 Report Number: 25 Prepared by. Cody R. Gibson • Location: Tukwila, WA Time of Departure: 1530 Page: 1 of 3 Purpose of visit Construction Observation Weather. Overcast, —75 F Travel Time: 1.5 hrs. Permit Number. 0-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or ❑ Referred to Site Safety Plan and Safety Tailgate If applicable Safety Hazards Were Addressed by : X Staying Alert to Con truction and Equipment Hazards 0 Other (describe) ' A site visit was made at the request representatives from Pellco. Following Wall 7 Construction We observed the contractor place geogrid place fill in lifts of 12 inches and compact roller for areas within 6 feet of the wall density gauge. Typical probe depths compacted to at least 95% of maximum Based on our observations and evaluation, accordance with the portion of the project f 1 .; •ddryr' ds .111; ;,.y. A. of Seattle City Light is a summary of our and wall blocks the fill with a large face. We evaluated were 3-4 inches and in dry density as shown it is our opinion plans and specifications ,".I, tet` e f ! of . r, , (SCL), and while onsite observations while along wall 7. We observed steel drum vibratory the fill with a 1/2 place nuclear density on the included the wall construction that pertain .. we met with Susan Kallies (SCL) and on site. the contractor use a bobcat to roller and a hand -operated vibratory inch diameter steel probe rod and nuclear test results indicated the fill is test results. observed today was completed in to our services. 13 2014 CENTER FEB PERMIT • THIS FIELD REPORT IS PRELIMINARY field observation was performed. Observations in the final report may vary from and shall take FIELD REPRESENTATIVE DATE Cody R Gibson August 27, 2013 , A preliminary report is provided solely as evidence that and/or conclusions and/or recommendations conveyed precedence over those indicated In a preliminary report X THIS FIELD REPORT IS FINAL • A final report is an instrument of professional service. My conclusions drawn from this report should be discussed with and evaluated by the professional involved. REVIEWED BY DATE Tim Bailey, PE August 28, 2013 This report presents opinions formed as a result of our observation of activities relating to our services only. We rely on the contractor to comply with the plans and spedfication throughout the duration of the project irrespective of the presence of our representative. Our work does not indude supervision or direction of the wort of others. Our firm will not be responsible forjob or site safety of others on this project. DISCLAIMER: Any electronic form, facsimile or hard copy of Me original document (email, text, table, and/or figure), 11 provided, and any attachments are only a copy of the original document The original document is stored by ceoEngineers, Inc. and will serve as the off idal document of record. Attachments: Site Plans, Wall Profile, Summary of In Place Density Results Distribution: HDR, SCL File No. 0296-025-00 August 27, 2013 Page 2 ELEVATION - SITE 7 MSE WALL: 7. H w 19 L ir 4 :1_riw:e 6•140111 H•111011 ELEVATION - SITE 7 MSE WALL: NORTH FACE- EAST HALF ) 3iF07r100111IW. t � M •m Mmt 7 ttl Mtif I X1 narna• n • W. 411. !1: _ e�Tc 11 0D t• •�TT..ia V It • f. ia1ssn; OC1r:1t7 r Finian Crack in From ofwi 11-30 H' ie;,:a ELEVATION - SITE 7 MSE WALL: NORTH FACE- WEST HALF 1776 Lala Ura dun= Behad rap of Wa) Area of observed backfill placement and compaction and geogrid installation 1r i•pa H•1111* •Ilt]tl, r•tl•e1 'l— (.7114 14*,trn` • Nnri iris•. r i1 CCMSCI ` I P arae drat r_: _%ii MI==so S11•••M� wn MN £L aa. 180 sx pru ra; r % ` Grade '• Frort of WI 12 ( E H.13 r•t, , Ii-u1)• A O. II'St tttttt . 11•e11e f N•11111 1•:))• ELEVATION - SITE 7 MSE WALL: WEST FACE 00 File No. 0296-025-00 August 27, 2013 Page 3 Project: SCL H Frame GEOENGINEERS� Summary of In -Place Moisture and Density Tests Project No. 0296-025-00 Page 1 Field of 1 Test Date Test No. Initial Test Date Initial Test No. General Location Approx. Elev. (feet) Approx. Feet to Grade Soil Type Type of Compactor Sample No. OMC (%) Max Dry. Density (pcf) Moisture (%) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 8/26/13 .1 N/A N/A See site plan 1 10 17 V Type 17 8.8% 131.3 5.4% 128.5 98% 95% Pass 8/26/13 2 N/A N/A 10 17 V Type 17 8.8% 131.3 4.9% 126.6 96% 95% Pass 8/26/13 3 N/A N/A 10 17 V Type 17 8.8% 131.3 5.2% 127.9 97% 95% , Pass 8/26/13 4 N/A N/A 10 • 17 V Type 17 8.8% 131.3 5.4% 127.2 97% 95% Pass • Percent Compaction Based On: Density Test Method N - Nuclear (ASTM D-2922) ❑ SC - Sand Cone (ASTM 0-1556) ❑ RB - Rubber Ballon (ASTM D-3167) ❑ Standard Proctor (AASHTO T99-57, ASTM D-698) II Modified Proctor (AASHTO T180-57, ASTM D-1557) Abbreviations OMC - Optimum Moisture Content RT - Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller JJ - Jumping Jack L - Loaded Scraper VP - Vibratory Plate HT - Hand Tamper V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV _ Backhoe Vibratory Plate Soil Type s - sandy g - gravelly si - silty c - clayey S - Sand G - Gravel Si - Silt C - Clay GEOENGINEERS Field Report File Number: 0296-025-00 Project Date: CR -DU H -Frame Replacement Project August 28, 2013 8410 154th Avenue NE Redmond, WA 98052 (Wed) 425.861.6000 Owner: Time of Arrival: Report Number: Seattle City Light 1245 26 Prepared by: Location: Time of Departure: Page: Cody R. Gibson Tukwila, WA 1345 1 of 3 Purpose of visit: Weather: Travel Tinte: Permit Number: Construction Observation Overcast, -75 F 1.25 hrs. D-13-096 Upon arrival to the site I assessed personal safety hazards: X Yes or 0 Referred to Site Safety Plan arid Safety Tailgate if applicable Safety Hazards Were Addressed by : X Staying Alert to Con [ruction and Equipment Hazards 0 Other (describe) A site visit was made at the request of Seattle City Light (SCL), and while onsite we met with Susan Kallies (SCL) and representatives from Pellco. Following is a summary of our observations while on site. Wall 7 Construction We observed the contractor place geogrid and wall blocks for the final lift along wall 7. We observed that the contractor had placed 5XT geogrid as designed for the final layer of geogrid. We observed the contractor use a bobcat to place fill in lifts of 12 inches and compact the fill with a large steel drum vibratory roller and a hand -operated vibratory roller for areas within 6 feet of the wall face. We evaluated the fill with a 1/2 inch diameter steel probe rod and nuclear density gauge. Typical probe depths were 3-4 inches and in place nuclear density test results indicated the fill is compacted to at least 95% of maximum dry density as shown on the included test results. Based on our observations and evaluation, it is our opinion the wall construction observed today was completed in accordance with the portion of the project plans and specifications that pertain to our services. Shoring Wall While onsite we observed Pellco excavating along the previously placed H beams. The drilling contractor was onsite and it is our understanding that the placement of vertical concrete � slats will begin today. � � t• "!spa t, � � .k FIELD REPRESENTATIVE DATE • THIS FIELD REPORT IS PRELIMINARY A preliminary report is provided solely as evidence that field observation was performed. Observations Cody R Gibson August 28, 2013 and/or conclusions and/or recommendations conveyed in the final report may vary frons and shall take precedence over those indicated in a preliminary report. X THIS FIELD REPORT IS FINAL REVIEWED BY DATE A final report is an instrument of professional service. Any conclusions drawn from this report should be discussed with and evaluated by the professional involved. Tim Bailey, PE August 30, 2013 ��[``� i�pyt This report presents opinions formed as a result of our observation of activities relating to our services only. We rely on the contractor to comply with the plans and spedficatiorllirurglfep�r tka ape project Irrespective of the presence of our representative. Our work does not include supervision or direction of the work of others. Our firm will not be responsible for job or site safety ofollthil rilleccc 1 y eleclroniclomr, facsimile or hard copy of the original document(emall, text, table, and/or figure), If provided, and any attachments are only a copy of the original document. The original docdFttbat�51/red En i�, iF. v�l�se as the official document of record. Attachments: Site Plans, Wall Profile, Summary of In Place Density Results FE 'year. Distribution: HDR, SCL PRNIIT T rrr+, , File No. 0296-025-00 August 28, 2013 Page 2 1.1 ELEVATION - SrrE 7 NOSE WALL: Mwn) 751 ELEVATION - SITE ; MSE WALL: NORTH FACE- EAST HALF 7. .•f Nr ',.0 -n tn _ .111-1-11111111111111111. i ,t iwr rlisri alai mamas= 11”i1w.. mm mionwi���1�_w..� ===� =r��.�=r r OM ! Maw.. �� �.��� �•� wrr� s.�..�.....� .. �..�mm� ss• awl ••• rr..srrsrs +..��..r....r`ri.or' =MEN Mira.' r�r�� �.' rr...rrrwrr:rrrrrru r r ••••=1•••• =LT :... 'ir MI I r_..y- Flaii nh n Fns of Will t. ..w_.. Lnin yu..•u1 ..i.m (;.•,Ile flv 1.1 n:1 ELEVATION - SITE 7.MISE WALL: NORTH FACE- WEST HALF e l:w U! ):rauaa Nonce Llelnd tip a6 Wal Area of observed backfill placement and compaction and geogrid installation e.11.,.t,* .•f Nr ',.0 -n 11..1,1111 �.IP113)2 i - 1...:t=RV 'ir MI I Sr". � ..w_.. Lnin yu..•u1 ..i.m Ma- r f�ZZ1i�1iIli�i�tiilitLZ � al, • . ._Ki:fi[iR1 -. r , Ns V •••.••• w r,`n " F Grale , I•rtn of Wei I. I! - H n,1 II. L, 111 ii -11)1r t1•11!i lint 110 ti.'..1?n ELEVATION - SITE 7 MSE WALL: WEST FACE -00 File No. 0296-025-00 August 28, 2013 Page 3 Project: SCL H Frame GEOENGINEERS_..0 Summary of In -Place Moisture and Density Tests Retest Project No. 0296-025-00 Page 1 Laborato Field of 1 Test Date Test No. Initial Test Date Initial Test . No. General Location Approx. Elev. (feet) Approx. Feet to Grade Soil Type Type of Compactor Sample No. OMC (%) Max Dry Density (pcf) Moisture (%) Dry Density (pcf) Percent Compaction Achieved Percent Compaction Specified Pass/Fail 8/28/13 1 N/A N/A See site plan 1 0 17 V Type 17 8.8% 131.3 5.2% 126.9 97% 95% Pass 8/28/13 2 N/A N/A 0 17 V Type 17 8.8% 131.3 4.9% 126.5 96% 95% Pass 8/28/13 3 N/A N/A 0 17 V Type 17 8.8% 131.3 5.4% 125.3 95% 95% Pass 8/28/13 4 N/A N/A 0 17 V Type 17 8.8% 131.3 5.6% 125.1 .. 95% 95% Pass Percent Compaction Based On: Density Test Method N - Nuclear (ASTM D-2922) ▪ SC - Sand Cone (ASTM D-1556) • RB - Rubber Balton (ASTM D-3167) Standard Proctor (AASHTO T99-57, ASTM D-698) ■ Modified Proctor (AASHTO T180-57, ASTM D-1557) Abbreviations OMC- Optimum Moisture Content RT- Retest of an area SL - Slightly Type of Compactor R - Rubber -tired Roller V - Vibratory Compactor S - Sheepsfoot Roller GD - Grid Roller BV - Backhoe Vibratory Rate Soil Type JJ - Jumping Jack S - Sand s - sandy L - Loaded Scraper G - Gravel g - gravelly VP- Vibratory Rate Si- Silt si- silty HT- Hand Tamper C- Clay . c - clayey GEOTECHNICAL REPORT SEATTLE CITY LIGHT H -FRAME REPLACEMENTS/FEEDER 2811 DISTRIBUTION LINE SEATTLE, WASHINGTON Work Authorization No.: NS09044 November, 2012 RECEIVED DEG 272012 TUKWILA PUBLIC WORKS Seattle Public Utilities Geotechnical Engineering 707 South Plummer Street Seattle, Washington 98134 TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 1.1 GENERAL 1 1.2 PURPOSE 1 1.3 AUTHORIZATION AND SCOPE OF WORK 2 2.0 METHODOLOGY 3 2.1 DOCUMENT REVIEW OR PREVIOUS STUDIES 3 2.2 FIELD INVESTIGATION 4 2.3 LABORATORY TESTING 5 3.0 SITE DESCRIPTION 5 3.1 GENERAL GEOLOGY 5 3.2 SEISMIC SETTING 6 3.3 SITE SURFACE CONDITIONS 6 3,4.SITE SUBSURFACE CONDITIONS 7 3.4.1 Fill 7 4r 3.4.2 Alluvium 7 3.4.3 Recessional Lacustrine 8 3.4.4 Recessional Outwash 9 3.4.5 Advance Outwash 9 3.4.6 Pre -Fraser Deposits 9 3.4.7 Bedrock (Tukwila Formation) 9 3.4.8 Groundwater 10 dpi •'•4:0 CONCLUSIONS AND RECOMMENDATIONS 10 4.1 GENERAL 10 4.2 SEISMIC CONSIDERATIONS 11 4.2.1 Ground Motions 11 4.2.2 Surface Fault Rupture Potential - 12 4.2.3 Liquefaction 13 4.3 FOUNDATIONS 14 4.3.1 Downdrag Effects 15 4.3.2 Construction Considerations 15 4.4 VAULT DESIGN PARAMETERS • ' 17 4.4.1 Lateral Pressures — Vault Walls °' 17 4.4.2 Buoyant`Forces 18 4.4.4 Backfill Behind Vault Walls 19 4.4.5 Seismic Lateral Earth Pressures 19 4.5 SITE PREPARATION AND EARTHWORK 20 4.5.1 Excavation 20 4.5.2 Dewatering 20 4.5.3 Temporary Slopes and Shoring 21 4.5.4 Subgrade Preparation 23 4.5.5 Compaction of Mass Fill for General Earthwork Construction 23 .. 4.5.6 Permanent Slopes 25 4.6 CONSTRUCTION DRAINAGE AND EROSION CONSIDERATIONS 25 4.7 UNDERGROUND UTILITIES 26 4.7.1 Trench Subgrades 26 4.7.2 Bedding 26 5.0 LIMITATIONS AND ADDITIONAL SERVICES 26 6.0 REFERENCES 28 List of Tables (following text) Table 1 Table 2 Table 3 Table 4 Tables 5 through 14 Tables 15 through 24 Table 25 Horizontal Peak Ground Accelerations (PGA) IBC Parameters for Seismic Design of Structures Locations with Potential Liquefaction and Liquefaction Settlements Axial Design Parameters for Drilled Shafts Recommended L -Pile Design Parameters Unit Skin Friction (and Downdrag) Values for Drilled Shafts Seismic Lateral Pressure Surcharges List of Figures (following text) Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Vicinity Map Project Alignment Site and Exploration Plan -Borings B-1(MW) and B-2 Site and Exploration Plan -Borings B-9, B-10(MW), CPT - 01 and CPT -02 Site and Exploration Plan -Borings B-3, B-7 and B-8 Site and Exploration Plan -Borings B-4, B-5 and B-6 Generalized Subsurface Profile A -A' Project Alignment — IBC Site Classes Appendix A: Previous Studies Appendix B: Field Exploration Program Figure B-1 Key to Symbols and Terms Used on Boring Logs (2 sheets) Figures B-2 through B-11 Summary Boring Logs B-1(MW) through B-10(MW) Appendix C: Cone Penetration Test Data Figure C-1 and C-2 Cone Penetration Testing Logs for CPT -01 and CPT -02 Appendix D: Laboratory Testing Program Figures D-1 through D-3 Grain Size Distribution Results Figure D-4 Atterberg Limits Results Appendix E: SPU Geotechnical Interim Memorandum li SPU GEOTECHNICAL ENGINEERING Appendix F: Additional Explorations in 2012 Appendix G: Site Specific Seismic Response Analyses Report by GeoEngineers iii SPU GEOTECHNICAL ENGINEERING 1 GEOTECHNICAL REPORT SEATTLE CITY LIGHT H -FRAME REPLACEMENTS/FEEDER 2811 DISTRIBUTION LINE SEATTLE, WASHINGTON 1.0 INTRODUCTION 1.1 GENERAL Seattle Public Utilities (SPU) Geotechnical Engineering was retained to complete a geotechnical engineering study for the Seattle City Light (SCL) H -Frame Replacements/Feeder 2811 Distribution Line project in South Seattle, Washington. A vicinity map of the project area is shown on Figure 1. Approximately nineteen new distribution poles and three new subsurface vaults are proposed as a part of this project. The draft of this report was submitted to SCL in July of 2010. Design elements of the project have been underway since submission of the draft geotechnical report. SPU Geotechnical Engineering has had discussions with Norm Hodges, P.E. (structural design engineer for the pole foundations) of SCL and we have submitted updated geotechnical design parameters, as the design work has progressed. The original project plan included seven new steel poles. Four of the steel poles were initially proposed to be 145 feet tall with approximate 45 -foot deep foundations, and three were planned to be 65 feet tall with approximate 30 -foot foundations. The remaining twelve new poles were to be wood, approximately 60 to 65 feet tall with 10 -foot deep foundations. We understand that as the design progressed, modifications were made to pole heights, functions 'and loads, therefore foundation depths were adjusted as necessary, in some cases requiring deeper foundations to provide adequate load resisting capacities. The final design includes nine steel poles. Eight of these poles will carry two 230 -kV transmission circuits, two 26 kV distribution circuits and two shield wires. The remaining steel pole will carry only the transmission circuits and shield wires. The heights of the steel poles will range from 135 to 150 feet. The proposed vaults for the project will be approximately 13 feet deep, with a 15 -foot deep excavation. The project alignment is shown on Figure 2, and extends from 53`d Avenue South along South Bangor Street in the City of Seattle, west across I-5 and the Duwamish River, south along East Marginal Way, and finally west along South 120th Place. Overhead 230 kV transmission lines are planned for the alignment, including the span across Burlington Northern Santa Fe (BNSF) railroad property. 1.2 PURPOSE SCL has requested SPU Geotechnical Engineering to obtain subsurface information along the project alignment and provide geotechnical design recommendations for the proposed transmission line. Our report includes subsurface conditions along the project alignment, specifically in the areas of the proposed steel poles, and subsurface vaults. We understand, based on our previous discussions with Mr. Hodges, that the new wood poles SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 will be subject to light vertical and lateral loads and that the foundations will likely be standard 10 to 15 feet deep shafts that will not require specific geotechnical information. The report also provides geotechnical recommendations for design and construction of the distribution poles and vaults. 1.3 AUTHORIZATION AND SCOPE OF WORK Our original'work was requested and authorized by T. Bradley Joyce, P.E. of SCL. Additional exploration and geotechnical engineering analyses were requested and authorized in 2012 by Mary Junttila of SCL. Our initial and supplementary scopes of work have included: • Reviewing -readily available geotechnical/geologic information for the project site and vicinity; • Conducting a geotechnical exploration program including the completion of ten soil borings, (and two cone penetration tests (CPT)); • The installation of two monitoring wells; • Performing laboratory testing and engineering analyses to develop geotechnical recommendations as presented herein; • Preparing an interim memorandum for the Sabey property (draft submitted October 7, 2009 and final, dated July 14, 2010, included with this report as Appendix E); • Preparing the draft report, which provided a complete summary of our original investigations, conclusions, and recommendations; • Conducting three additional explorations (one boring and two CPTs) at the original B-8 and B-9 locations for deeper subsurface information and data related to site specific seismic analyses (new explorations are designated as B -8A, CPT -08 and CPT -09 and are presented in detail in Appendix F); • Conducting seismic shear wave measurements in the CPT -08 and CPT -09 locations so that the data could be used for site specific seismic analyses at these locations (the site specific analyses were performed and a report of these analyses was completed by GeoEngineers — report contained in Appendix G of this report); and • Updating this report for the final version, which summarizes the original investigative work, the additional field and analysis work and provides the updated conclusions and recommendations. 2 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 2.0 METHODOLOGY 2.1 DOCUMENT REVIEW OR PREVIOUS STUDIES SPU Geotechnical Engineering conducted a document review of geotechnical investigations performed in the vicinity of and within the alignment. There is limited existing information surrounding the project alignment. Boring logs reviewed for this report are included in Appendix A. Geotechnical information for the Sabey property from two different reports was provided to us by a Sabey representative. Select information from the provided documents was incorporated into the current study and is summarized below. • Earth Consultants, Inc. (April, 1985). Two borings and four cone penetration tests (CPTs) were completed for the adjacent buildings (east and south) of the proposed new structures. Boring B-2 and 13-7, and CPT P-101, P-102, P-107 and P-108 indicate soft silts, sands and clays to depths between 30 and 43 feet below ground surface (bgs). Underlying the soft deposits are dense sandy gravel with silt, and gravelly sand. Groundwater was observed at between 1 and 3 feet bgs at the time of drilling. • Earth Consultants, Inc. (August, 2000). Three borings were completed for the building south of the proposed new structures. Borings B-14 through B-16 indicate soft to medium dense interlayered silts and sands to depths between 30 to 55 feet bgs. Below the silts and sands are dense silty gravel with sand, and sand with silt and gravel to the maximum depths explored. The total depths of B-14 through B-16 ranged from 41 to 65.5 feet bgs. Groundwater was observed between 11.5 and 16 feet bgs at the time of drilling. One existing boring was completed on the west side of the BNSF Railroad tracks for the Alki Transfer/CSO Project. • Converse Consultants NW (April, 1994). Nine borings and six CPTs were performed as part of the study. B-2 is closest to the 2811 distribution line alignment and is located southeast of B-10 (MW) (completed for this study). Boring B-2 encountered 7 feet of medium dense gravel fill overlying 5 feet of dense sand. Groundwater was encountered at approximately 6 feet bgs. Tuffaceous breccia bedrock was encountered at 12 feet bgs. The bedrock is slightly weathered and very soft with clay seams to the termination of the boring at 30.2 feet bgs. Additional subsurface explorations were identified near the I-5 corridor northeast of the BNSF Railroad property. 3 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 • • Seattle Engineering Department (May, 1973). To the northwest of our alignment and east of Martin Luther King Jr. Way South, silty fine sand was encountered overlying weathered siltstone at 8.5 feet bgs in Boring 12A. Under this unit was silt with fractured gravel and at a depth of.18.5 feet, very competent siltstone/sandstone bedrock was observed. Groundwater was not encountered. Subsurface explorations we'r'e completed for the SCL Creston -Nelson Substation, located at the east end of the project alignment on South Bangor Street. • Seattle Engineering Department (1978=1979).'Sixteen borings ranging from 15 to 30 feetin depth were completed on the substation property. In general, sand with varying amounts of silt was encountered across the property. At the time`of drilling groundwater,was encountered approximately 12 to 18 feet bgs. Groundwater.was measured two to three weeks later at.4-9 feet bgs. • Seattle Engineering Department (date?, part of the 1990 compilation: Geotechnical Drill -Hole Logs from the Southern Seattle Area, 'Washington, USGS OFR 90-90). One boring was completed, which encountered Vashori recessional outwash to the completion depth of 30 feet bgs. The soil was described as clean medium to coarse grained sand with sand and silt layers.` Groundwater was not reported. Borings were completed by AMEC Earth and Environmental for the Sound Transit Link Light Rail in 2003. Pertinent borings are located along East Marginal Way South,along the project alignment, but where no new poles or vaults will be located. These borings are included in Appendix A, but are not summarized here. 2.2 FIELD INVESTIGATION The explorations performed for this project provided the subsurface information used to develop the geotechnical design parameters for the distribution pole foundations and utility vaults. SPU Geotechnical Engineering conducted two soil borings (B-i(MW) and B-2) at the Sabey property on September 9, 2009 for the purpose of completing the referenced interim memorandum (final version of the memorandum is included with this • report in Appendix E). The remaining explorations (B-3 through B-10 (MW)), were completed between March,25th and April 5th, 2010. The soil borings ranged from 31.5 to 71.5 feet deep. Appendix B describes our soil boring methods in detail. The summary logs of the soil borings are included as Figures B-2 through B-11. Figure B-1 is a key to the terms and symbols used on the logs. The boring locations are shown on'Figures 2 through 6. In Situ Engineering performed two cone penetration tests (CPTs) under the direction of SPU Geotechnical Engineering. Both CPTs were located on BNSF property, and were the only explorations conducted on the BNSF property. The CPTs were advanced to 85.8 4 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 (CPT -01) and 79.6 feet bgs (CPT -02) before refusal. Appendix C describes the CPT investigation methods in detail. The CPT locations are shown on Figures 2 and 4. The summary logs of the CPTs are included as Figure C-1 and C-2. As described in Section 1.3, additional field explorations were completed in September of 2012. One boring, designated as B -8A was drilled and sampled very near the original B- 8 location and reached a depth of approximately 57.5 feet below the existing ground surface (met refusal on Tukwila Formation bedrock). CPT -08 was also completed very near the original 13-8 location. CPT -08 reached a depth of approximately 65 feet below the existing ground surface. CPT -09 was completed very near the original B-9 location. CPT -09 reached a depth of approximately 100 feet below the existing ground surface. Seismic shear wave measurements were taken at the CPT -08 and CPT -09 Locations. Details of the supplementary field investigation work, as well as locations of the additional explorations and logs of these explorations are contained in Appendix F. 2.3 LABORATORY TESTING We conducted laboratory tests to determine the natural moisture content, grain size distribution, and Atterberg Limits of select samples collected during the drilling. Test procedures are outlined in Appendix D. Test results are graphically indicated at the appropriate sample depth on the summary logs (Figures B-2 through B-11). Lab testing results are shown on Figures D-1 through D-4. 3.0 SITE DESCRIPTION 3.1 GENERAL GEOLOGY The general geologic condition of Seattle is a result of glacial and non -glacial activity that occurred in the area over the course of millions of years. Review of the available geologic map (Troost, et al, 2005) indicates that along the project alignment, the most recently deposited soils are alluvium and peat deposits in the Duwamish River Valley. Prior to this deposition, glacial activity dominated the Puget Sound area. The most recent and extensive glacial activity was the Vashon. Stade of the Fraser glaciation that ended about 10,000 years ago. These glacial soils are mapped overlying older, Pre -Fraser glacial and non -glacial soils. Finally, bedrock that has been exposed during historic activity of the Seattle Fault Zone is also mapped in the area. The subsurface explorations completed for this study generally agree with the mapped geology. Along the surface of the slopes, in the vicinity of the project area, nearly all of the units have been disturbed by cut and fill operations for the existing transmission lines, roadway construction and the natural weathering process. A more detailed discussion of the site soils can be found in Section 3.4. 5 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 3.2 SEISMIC SETTING The Puget. Sound area is known to be seismically active. The seismic hazard in the area comes primarily from three sources: subduction zone, intraslab or Benioff zone, and shallow crustal earthquakes. Subduction zone earthquakes occur when the interface between the North American tectonic plate and the subducting Juan de Fuca plate ruptures. These events 'are likely•to have magnitudes (AO to 9, but the distance to the rupture zone would reduce the intensity of shaking at the project site, although shaking could last over one minute in duration. Intraslab events occur due to terisional rupture within the subducting Juan de Fuca plate at depths of 45 to 60 kilometers. This is the source of our'largest historical earthquakes and has the potential for niagriitude 7.5 events. Shallow crustal earthquakes occur on'shallow faults within the Seattle area due to tectonic stresses. Several minor earthquakes occur in the area each year, most of which are not even felt. However, some of the shallow faults are capable of producing significant, damaging earthquakes. Perhaps the most notable of these faults is the Seattle Fault. Recent research indicates that thisfault is capable of producing an earthquake with a magnitude 6.5 or higher, which, given the shallow depth and'proximity to the Seattle urban area, could produce intense shaking at the project site. Current understanding of the structure of the Seattle Fault zone indicates that the fault consists of'a blind thrust underlying a faulted roof complex. Several subparallel backthrusts are located within the roof complex, and have been considered splays of the Seattle fault. The project site is located approximately one mile south of the Seattle Fault Zone. Liquefaction is a momentary loss of some portion of soil shear strength during a seismic event. This occurs during ground shaking when the water between the soil grains does not have sufficient time to drain resulting in excess pore water pressure. This'causes a reduction in the effective stress within the soil mass and the result is a reduction,and sometimes total loss, of shear' strength. West of Interstate -5 (1-5), shallow layers of alluvium consisting of loose, poorly sorted, coliesionless sand are present and these soils are generally prone to liquefaction. On the east side of I-5, the cohesionless'soil that 'is present within the proposed transmission line is generally dense and would have adequate resistance to liquefaction during a design seismic event. For these reasons, we do not consider the area•east of 1-5 to be prone'to liquefaction during a design seismic event. Liquefaction considerations for the alignment west of Interstate -5 are discussed further in Section 4.2.1.. 3.3 SITE SURFACE CONDITIONS The surface conditions vary according to the location along the alignment. The Sabey property, located at the west end of the alignment, is paved and developed with buildings. A small stream, which runs north -south, is located west of the borings that were 6 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 completed at the Sabey property. The surface elevation in this area is approximately 15 feet. West of I-5, the alignment crosses the BNSF and Union Pacific railroads. Two borings and two CPTs were performed near/on the railroad property. Surface water is located to the west of the BNSF property, and east of BNSF there are areas that have standing water during most of the year. The ground elevation ranges from approximately 14 to 20 feet within the BNSF property, which is about 8 feet higher than surrounding areas. Beacon Hill is located east of I-5, and surface elevations change from 28 feet near I-5, to 280 feet at the end of the alignment on Beacon Hill. The"ground surface is generally free of water along Beacon Hill, with the exception of the south end of 47`h Ave South (approximately mid -slope) where a wetland area is present within a relatively level section. The ground surface is wet within this area during most of the year. 3.4 SITE SUBSURFACE CONDITIONS Based on our exploration program and review of existing subsurface data, we have characterized the subsurface conditions as described in the following text. Below are descriptions of the soil deposits encountered in our explorations in the order of stratigraphic sequence, with the youngest unit described first, followed by a description of groundwater conditions. 3.4.1 Fill Soil Borings B-1, B-2, B-3, B-5, B-6, B-9, and B-10 encountered fill to depths of between 4 and 8 feet. However, in Borings B-3 and B-6 the fill was as thick as 17 and 12 feet, respectively. The fill generally consists of a mixture of loose/very soft to medium dense/medium stiff materials that vary along the alignment. Silty gravel with sand (GM) 1, silty sand with gravel and silty sand (SM), clay (CL), silt with sand and sandy silt (ML) were all encountered. Moisture contents within the fill ranged from 5 to 46 percent, with an average of 21 percent. The N-values2 for this unit ranged from 0 to 29 with an average of 11. In general, the fill is characterized by moderate shear strength, moderate compressibility and moderate permeability. 3.4.2 Alluvium Alluvial deposits were encountered in the four soil borings west of I-5: B-1(MW), B-2, B-9, and B-10(MW). The alluvium was deposited by the Duwamish River before channel stabilization. On the Sabey property, alluvial deposits encountered in B-1(MW) 1 Soil classification in accordance with the Unified Soil Classification System (USCS). 2 N -values are defined as the number of blows required to drive a 2.0 -inch outside diameter sampler one foot, using a 140 -pound hammer falling a distance of 30 inches. Refer to ASTM D-1586 (ASTM, 2007) 7 SPU GEOTECI-INICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 and B-2 ranged from very soft interbedded silt (ML), to loose silty fine sand and fine sand (SM, SP). Very soft clay (CL, CH) layers, which varied from 2 to 12 feet thick, were also encountered within the alluvium. The top of the unit observed in both. explorations included a 2 -foot layer of silt with fibrous organics. This may be the remnants of the peat layer that is mapped in this area and was replaced with fill prior to development. The alluvium becomes dense to very dense at depths of between 57.5 in B- 1(MW) and about 27 feet in B-2. Sand with fine gravel and silty sand with gravel were observed in B-1(MW); and gravel with sand and gravel with silt and sand (GW -GM) were observed in B-2. The strata encountered at the Sabey property (Borings B-1 (MW) and B-2) are described in the memorandum in Appendix E. With the exception of the very dense gravel with sand, N -values obtained in these borings range from 0 to 11 with an average of 4. N -values for the lower gravels in B-1 average 50/5"; and the one N - value obtained for the silty sand in B-2(MW) is 34. The natural water content of the samples was 12 to 58 percent with an average of 33 percent. Alluvial deposits near the BNSF railroad property were similar, but with thicker layers, due to the proximity to the original river channel.. The alluvium encountered in B-9 and B-10(MW) consists of loose to medium dense silty fine sand and fine to medium sand (SM, SP) and very soft to hard silt (ML) with varying amounts of clay and fine sand. At between 30 and 45 feet in B-10(MW), the unit is medium dense to dense. Dense and hard soils were encountered at depths of 40 feet and 57 feet in B-9 and B-10(MW), respectively. N -values for the very loose/very soft to medium dense/stiff alluvium encountered near the railroad property ranged from 0 to 27 with an average value of 9. N -values for the hard silt below 57 feet in B-10(MW) were 50/5" and 50/6". The natural water content of the samples collected from the alluvium ranged from 19 to 56 percent with an average of 35 percent. In general, the alluvium deposits are characterized by low shear strength, moderate to high compressibility and moderate permeability. 3.4.3 Recessional Lacustrine This unit was encountered in Boring B-8 and B -8A, located in the wetland area at or near the intersection of 47`h Avenue South and South 111th Street. The recessional lacustrine deposit was very soft to medium stiff, wet silt with sand (ML), and organic silt (OL). There was a 3 -foot thick layer of peat between the silt layers in B-8 and interbedded peat layers were encountered in the upper 6 feet of B -8A. N -values for the unit ranged from 1 to 4, with an average of 2. The natural water content of the samples was 37 to 146 percent (in the peat and organic silt). A water content greater than 100 percent indicates that the soil contains organics that were burned off during oven drying the soil sample. The recessional lacustrine deposits are characterized by low shear strength, high compressibility and low to moderate permeability. 8 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 3.4.4 Recessional Outwash Recessional outwash deposits were encountered in four soil borings: B-6, B-7, B-8 and B -8A. The recessional outwash consists of loose to very dense, fine to medium sand, silty fine sand, and sand with silt (SP, SM, SP -SM) and medium stiff silt (ML): Scattered layers of silt and rust staining were observed throughout this unit. N -values obtained were 7 to 50/5", and the average was 28. The natural water content of the samples was between 5 and 29 percent, with an average of 22 percent. The recessional outwash deposits are characterized by moderate to high shear strength, low compressibility and moderate to high permeability. 3.4.5 Advance Outwash Advance outwash deposits were encountered in two soil borings. The advance outwash was encountered, starting at the ground surface in B-4, and below the fill in B-5. The advance outwash was medium dense to very dense. Soil types encountered in this unit were fine to medium sand, sand with silt, and silty fine sand (SP, SP -SM, SM). An approximate 10 -foot thick layer of silt (ML) was observed at a depth of about 24 feet in boring B-4. This layer was laminated, and had brown and gray stratification. N -values throughout the unit ranged from of 12 to 50/1", and the average was 47. The average water content of the samples was 10, with a range of 3 to 28 percent. The advance outwash is generally characterized by moderate to high shear strength, low compressibility and moderate to high permeability. 3.4.6 Pre -Fraser Deposits This unit was encountered only in the lower five feet of B-7, beginning at a depth of 38 feet. Hard, gray and green gray sandy silt with gravel (ML) was observed, and drilling was difficult. There were two samples in this unit, and the N -values were 51 and 50/1". Natural water contents were .14 and 11 percent. The deposit is characterized by high shear strength, low compressibility and low permeability. 3.4.7 Bedrock (Tukwila Formation) Sandstone bedrock was encountered in Boring B-3 and in B -8A, located on the west slope of Beacon Hill. We interpret this as the Tukwila Formation. The bedrock was encountered below 17 feet of fill in B-3, most likely associated with the construction of the original transmission line. The upper approximately 5.5 feet was weathered in B-3, with a tan color and scattered rust staining. The bedrock was encountered in B -8A at a depth of about 57 feet below the existing ground surface. The appearance of the bedrock sample in B -8A suggests the presence of a very thin weathered zone of less than 1 foot. The observations of the bedrock auger cuttings and samples appear to indicate that the fresh bedrock was a light gray color. The bedrock was dense, according to the N -values, 9 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 J but weak in terms of rock hardness, and friable. N -values of 34 and 52 were recorded within the apparent weathered portion, and 76 to 50/4" were obtained in the lower, relatively un -weathered portion in B-3 (based on appearance of split spoon samples). The relatively un -weathered bedrock in B -8A had an N -value of 58/6". The natural water content of the augered bedrock samples, obtained in B-3, ranged from 15 to 21 percent, with an average of 16 percent. . 3.4.8 Groundwater Groundwater was encountered in some explorations during our investigation. In general, groundwater is relatively shallow west of I-5 in the Duwamish River Valley, and is deeper to the east along Beacon Hill. Perched groundwater was observed between 2 to 5 feet bgs in B-3, B-8 and B -8A on the west slope of Beacon Hill. Groundwater in B-6 was observed at 12 feet bgs near the fill/native soils contact. Along the portion of alignment near the BNSF tracks, groundwater was encountered during drilling at 7 to 8 feet bgs. Initial monitoring of the well at B-10(MW) indicates that the groundwater level is about 6 inches bgs, or elevation 13 feet (NAVD88). At the Sabey property, groundwater was encountered in both borings at depths of between 8 and 9 feet bgs (dry season). The corresponding groundwater elevation is approximately 6 feet (NAVD88). Groundwater was observed during previous studies at depths of between 1 and 3 feet in 1985 (wet season), and near 15 feet in the 2000 study (dry season). We would expect the groundwater table to fluctuate throughout the year and be at its highest during the late winter and spring seasons and its lowest during the late summer and early fall seasons. Groundwater in the river valley may be influenced by tidal fluctuations. We will continue to monitor groundwater levels through the upcoming winter and spring seasons to better characterize the influence of rainfall and tidal fluctuations along the alignment. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 GENERAL The primary geotechnical concerns for this project are foundation support' for the transmission poles, duct banks and utility vaults, lateral pressures exerted on the utility vault walls, buoyancy effects on the vaults and the potential effects of seismic hazards on the aforementioned structures. Based on the results of our investigations and analyses, it is our opinion that the proposed project is feasible from a geotechnical perspective, within the limitations presented 10 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 below, provided the recommendations of this report are incorporated -into the design and construction for the project. 4.2 SEISMIC CONSIDERATIONS This section discusses seismic hazards including ground motions, fault rupture and liquefaction. Seismic effects on vault wall pressures, and allowable bearing pressures are discussed in later sections of the report. 4.2.1 Ground Motions Combining the hazard from all identified potential sources, the United States Geological Survey (USGS) National Seismic Hazard Mapping Project has estimated the peak ground accelerations (PGAs) for seismic events with various probabilities of exceedance (Frankel et al, 2008). Table 1 provides USGS Seismic Hazard PGAs for various design level earthquakes. Although the alignment spans approximately 10,000 lineal feet (nearly two miles), we found that the PGAs remained very nearly constant throughout, therefore the single set of values presented in Table 1, following the text, are representative for the entire alignment. The three events in Table 1 are listed because they are the generally accepted performance level events. The 100 -year return event is considered the "expected earthquake ,(EE)", the 475 -year return period is considered the "design basis earthquake (DBE)" and the 2,475 return period is considered the "maximum considered earthquake (MCE)". The USGS's PGA values are for firm rock sites. In some areas of the site, several hundred feet of soil is overlying rock. This could amplify or deamplify the PGA at the site. The City of Seattle has adopted the 2006 International Building Code (IBC). It requires that structures be designed for inertial forces induced by a "Maximum Considered Earthquake (MCE)", which has a 2 percent probability of exceedance (PE) in 50 years (2,475 -year return period). The IBC expresses the effects of site-specific subsurface conditions on the ground motion response in terms of the "site class" for the site. The "site class" represents the density or consistency (stiffness) of the soil profile underlying the site and is used to account for the seismic response of the soil profile. The "site class" can be correlated to the average standard penetration resistance (NsPT) in the upper 100 feet of the soil profile. Based on our characterization of the subsurface conditions, we recommend that the alignment be divided: into three site classes. The site classes are based on the subsurface conditions, as well as the periods of the structures that will be installed. In our opinion, based on the subsurface explorations, structures located near borings B-3, B-4, B-5, B-6, and B-7 could be classified as Site Class D. Figure 8 presents the Site Class designation along the alignment. A discussion of Site Class at the Sabey Property is included in our memorandum in Appendix E. 11 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 Explorations B-8, B-9, CPT -01, and CPT -02 have subsurface profiles that are susceptible to liquefaction. Therefore, these areas should be categorized as Site Class F. The 2006 IBC indicates that if the period of the proposed structure is less than 0.5 seconds, the Site Class can be determined without regard to liquefaction potential. Based on Borings B-8 and B-9 and CPT -01 and CPT -02 the IBC categorization would be Site Class E. Boring B-10 (MW) has a subsurface profile with over 30 feet of soft, slightly to moderately plastic silt. Comparison of the laboratory test results from the silt stratum, within B-10 (MW), to current standard of practice liquefaction criteria indicate that these silt soils may be susceptible to "classic" cyclically induced liquefaction. The laboratory results show that the soft silt, in B-10 (MW), is in the borderline range of what is considered liquefiable. Furthermore, if these soils do not undergo cyclically induced liquefaction during seismic shaking, the soft silt will likely exhibit strain softening, as a result of earthquake ground motions. The soils within the B-10 (MW) profile should be categorized in the same manner as the profiles for borings B-8 and B-9, as well as CPT - 01 and CPT -02. This would correlate to IBC Site Class E for structures with a period of less than 0.5 seconds and `IBC Site Class F for structures with a period greater than 0.5 seconds. We understand that the tall (135 to 150 feet high) steel poles will have a period near 1 second, which would correlate to Site ClassF for tall steel poles installed in the areas near Borings B-8, B-9, and B-10 (MW), as well as CPT -01 and CPT -02 (approximate site class boundaries are shown in Figure 8). The shorter steel and wood poles and the other planned structures should have periods of less than 0.5 seconds, therefore Site Class E may be used for those structures. The parameters'in Table 2, following the text of this report, are presented for Site Class D and E, based on the IBC. Parameters for Site Class F need to be determined based on a site specific analysis. We previously recommend that a site specific response analysis be performed during the project design phase. The site specific analyses were completed and the results were presented in a report by GeoEngineers, dated October 15, 2012 (presented in Appendix G of this report). 4.2.2 Surface Fault Rupture Potential As discussed in Section 3.2, the Seattle Fault is a relatively recently discovered fault that trends east -west under Puget Sound, Seattle, and Bellevue. It is a thrust fault, with the upthrust, hanging wall on the south side and the footwall on the north. The Seattle Fault is actually made up of several sub -parallel splays, comprising the Seattle Fault Zone. Some, but possibly not all of these splays are expressed on the surface. The Seattle Fault Zone underlies much of the southern portion of Seattle, from the Central Business 12 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 District in the north to Boeing Field in the south, and runs from the Kitsap Peninsula to the Cascade foothills. Because of the thick deposits of sediment overlying the faulted rock, surface rupture might occur,anywhere within or near the fault zone, not necessarily along the mapped splays. Therefore, it is difficult to estimate whether or not portions of the alignment would be directly affected by surface rupture. It is also possible that discrete surface rupture will not occur, but rather a broad zone of vertical uplift will result. In our opinion, the likelihood of fault rupture affecting the project alignment is low and does not need to be considered for design. 4.2.3 Liquefaction As part of our seismic evaluation, we analyzed the potential of the soil within the project site to liquefy. Primary factors controlling the development of liquefaction include intensity and duration of strong ground motion, characteristics of the subsurface soil, in- situ stress conditions and the depth to groundwater. Soil types most prone to liquefaction are loose, saturated and relatively cohesionless, such as wet, clean sands and gravels. Liquefaction is not limited to clean granular soils. Fine grained soils, such as low plasticity silts, can also be susceptible to liquefaction during seismic shaking. As part of our seismic analyses we reviewed the in-place soil consistency/density values (measured in the field by the SPT N -values and the CPT resistances) and the laboratory grain size distribution data. We completed analyses for the liquefaction potential at each of the 10 borings that were drilled and sampled for this portion of our evaluation, as well as at each of the two borings that were completed for the evaluation at the Sabey property. The analyses were completed using the commercially available LiquefyPro Version 5 software from CivilTech. Four of the boring locations and both of the cone penetration test locations had subsurface strata that exhibit some potential for liquefaction during the design seismic event. A USGS deaggregation of the seismic hazard for the approximate soil conditions, within the areas of potential liquefaction, was completed to determine the approximate peak horizontal ground acceleration values for input to the liquefaction analyses. The earthquake magnitude for the design level event was also determined by the deaggregation, based on the types of events having the greatest contribution to the overall seismic hazard for the sites along the alignment. The deaggregation results indicate that a peak horizontal ground acceleration of about 0.74g (g is the acceleration of gravity) and magnitude of 6.6 is representative in the liquefaction prone areas. Both borings completed for the evaluation atthe Sabey property indicated subsurface conditions with susceptibility to liquefaction and this is discussed in the memorandum in Appendix E. For this phase of the study, Borings B-3, B-8, B -8A, B-9 and B-10 (MW) 13 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 and CPT -01, CPT -02, CPT -08 and CPT -09 indicate subsurface conditions with liquefaction potential. The approximate depths of the liquefiable strata and the ranges of settlement for these boring locations are also presented in Table 3, following the text. As shown in Table 3, the liquefaction analyses indicates one relatively thin liquefiable stratum in boring B-3. Based on preliminary discussions with the project team, the pole foundations in this area will likely extend to the bedrock, located approximately 22 feet below ground surface. Therefore, in our opinion, liquefaction of this relatively thin layer should not affect the design of the pole foundations. Borings B-8, B -8A, B-9 and B-10 and CPT -01, CPT -02, CPT -08 and CPT -09 have relatively thick layers of liquefiable material that should be considered for design of the pole foundations, including potential settlement due to liquefaction shown in Table 3, and downdrag loads discussed in Section 4.3.1. While not all seismic engineering theories agree on the maximum depth to which liquefaction can take place, it is generally accepted that this maximum depth is between 50 and 100 feet and the reduced potential for liquefaction at greater depths is due to the high overburden stress. Therefore, the actual depths of liquefaction potential in B-9, as well as CPT -01 and CPT -02 may be less extensive than that shown by the analyses. 4.3 FOUNDATIONS The critical design consideration for the new transmission poles will likely be the overturning moment from line angle and/or wind loads. We anticipate that the overturning loads will be counteracted by drilled shaft foundations. We expect that the foundations will be designed following the methodology of the 2006 International Building Code (IBC). Based on our initial discussions with Mr. Hodges of SCL, we understood that the drilled • shafts for the steel transmission poles were to range from about 6 to 10 feet in diameter and from about 30 to 50 feet in depth, depending on the subsurface and loading conditions at the individual pole locations. . Current conversations regarding the drilled shaft foundations indicate that the diameters will range from 8 to 12 feet and the depths at multiple pole locations will be between 50 and 75 feet deep. Allowable axial total capacities for the drilled shaft will be controlled by settlement. We understand from SCL that the maximum allowable drilled shaft settlement is about 1 inch. Table 4, following the text of this report, has been updated, based on current design information and presents recommended, approximate embedment depths for the shafts (at the respective boring locations), as well as allowable end bearing'and side friction capacities and downdrag. effects. The allowable capacity values include a factor of safety of 2.0 for end bearing and 1.5 for side friction. We recommend that the difference in weight between the concrete for the drilled shaft and the removed soil be used for vertical design. 14 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 We currently understand the computer program LPILEPLus 6.0 will be used to generate P -Y curves (load -deflection curves) for the lateral resistance analysis of the piles and to calculate the magnitude of deflection, shear, and moment along the piles. The recommended lateral design parameters for the transmission pole foundations are presented in Tables 5 through 14, following the text. Table 12 (for B-8 and B -8A) has been updated to present information at greater depths. Parameters are presented for each boring location so that the pole foundations located nearest an individual boring can be designed in accordance with the estimated soil conditions in that -area. The lateral design parameter tables also present the recommended lateral parameters for liquefied soil or seismically softened (fine grained soil) conditions for borings B-8 through B-10 (MW) and CPT -01 through CPT -02. Tables 15 through 24, following the text of this report, present unit skin friction values, at varying depths, for the drilled shaft designs. These tables include values for liquefied or seismically softened (fine grained) soils, where applicable and unit downdrag values are also included, where applicable. 4.3.1 Downdrag Effects Downdrag effects should be considered in the design of the piles in the areas included in IBC Site Class E or F designations. The downdrag•effects are caused by the weight of more dense or stiff soil above the loose or soft layers, which are susceptible to liquefaction or softening during a seismic event. Estimated downdrag loads are presented for the applicable boring locations in Table 4, following the text of this report. Unit downdrag values•are presented, where applicable, in Tables 15 through 24. 4.3.2 Construction Considerations Drilled shaft construction consists of boring a hole of a specified diameter and depth and then backfilling the hole with reinforced concrete. The selection of equipment and procedures for drilled shaft construction requires consideration of the shaft dimensions, the subsoil conditions, and the groundwater characteristics. The design and performance of drilled shafts can be influenced significantly by the equipment and construction procedures used to construct the shafts. In particular, shaft friction would be impacted by the procedures used for construction and also by the method ofplacement and properties of the concrete. Construction procedures and methods are of paramount importance to the success of the drilled shaft installations at this project site. Potential drilled shaft contractors should demonstrate that they have suitable equipment for this project and adequate experience in the construction of drilled shafts with similar subsurface conditions, dimensions, and depths. 15 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 In general, there are three typical methods of excavating boreholes for the construction of drilled shafts: the dry method, the casing method, and the wet method. -In the dry method of construction, the excavation is normally carried to its full depth without casing or slurry through clay or dry, dense sand where groundwater is not encountered. The casing method is applicable where seepage and/or caving soil conditions are encountered, and a casing can be pushed or twisted into an impermeable, firm stratum below the seepage zone or caving soil. The wet method of construction generally involves the use of slurry to maintain the integrity of the drilled shaft hole. The subsurface conditions where the wet method of construction is applicable include those that require the use of the casing method (typically groundwater and/or soils prone to caving). In addition, in instances where heavy seepage and/or caving conditions are encountered and the borehole cannot be effectively sealed, the wet method of construction may be the only feasible way to stabilize the shaft walls during drilling. If an impermeable soil zone is not encountered to facilitate the forming of a seal or there is a potential for bottom heave or blowout, the excavation would need to be completed in the wet with slurry. If the wet method is used, we recommend that the slurry level be kept at least 10 feet above the level of the surrounding groundwater table to prevent heaving from occurring at the base. The use of bentonite or synthetic slurry, rather than bentonite/soil slurry, is normally preferred for quality control purposes. Because, of the loose and soft soils present along portions of the alignment, the installation of drilled shafts for this project could generally proceed using a combination of the casing and wet methods of construction. Although no obstructions were encountered during drilling, the potential for encountering obstructions during drilled shaft installation should be included in the project specifications. Obstructions may be defined in the specifications as any natural or man-made objects (including, but not limited to, boulders, logs, and man-made objects) greater than 2 feet in size, and that cannot be drilled using earth augers with soil or rock teeth, drill buckets, and/or under - reaming tools, with the drilling equipment operating at maximum power, torque, and down thrust. The Contractor should provide a unit cost to remove obstructions. For the wet method of drilled shaft construction, the slurry must be processed to meet specifications prior to concrete placement, once the drilled shafthole reaches its full depth. If an excess of sediment in suspension is present, material can settle to the bottom of the excavation before concrete is placed, resulting in a soft base. The volume of sediment remaining at the base of the excavation prior to concrete placement would generally depend on the actual shaft design and the amount of settlement that can be tolerated. For designs where base bearing is high, a clean, firm bottom is required. The American Concrete Institute (ACI 336.3R-72) recommends that in no case should the 16 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 volume of loose material and spoil at the base of the shaft exceed that which would be required to cover 5 percent of the base area to a depth of 2 inches (50 mm) (ACI, 1985). In addition to spoil at the base of the shaft, the sediment insuspension could also settle onto the top of the concrete column as the concrete placement progresses. This sediment could then coat the steel reinforcing bars and sidewalls of the shaft, potentially reducing the bond strength. This item should be addressed in the construction specifications. Monitoring of the drilled shaft installation should be performed to address this and other drilled shaft construction issues. The Contractor shall use appropriate methods to clean the bottom of the excavation of all shafts. No more than 2 inches of loose or disturbed material shall be present at the bottom of the shaft just prior to placing concrete for end -bearing shafts. Shafts specified as both side friction and end bearing shall conform to the sloughing criteria specified for end -bearing shafts. An experienced geotechnical engineer or geologist should monitor the installation of the drilled shafts. A qualified representative from the slurry manufacturer should check the quality of the slurry, if the wet method is used. As construction of the shafts using slurry will prevent downhole visual inspection, inspection and identification of soil retrieved from auger flights should be completed by an experienced geotechnical engineer or geologist familiar with the project. Observations should be.made to confirm that the subsurface conditions encountered during construction are similar to those assumed in the design. The excavation methods, casing placement, borehole cleaning, installation of reinforcing steel cage, and concrete placement operations should be carefully monitored and documented. At a minimum, we recommend that a report that includes the criteria presented in the Drilled Shaft Inspector's Manual (Deep Foundation Institute, 2004) should be prepared for each drilled shaft location. 4.4 VAULT DESIGN PARAMETERS 4.4.1 Lateral Pressures — Vault Walls The minimum structural design requirements for the vaults, as presented in the Sabey property memorandum in Appendix E, include lateral pressures for the vault walls. The standard design requirements for SCL vaults include an equivalent fluid pressure of 40 pcf for soils above the water table or as determined by the geotechnical investigation and an equivalent fluid pressure of 80 pcf for soils below the water table or as determined by the geotechnical investigation. The standard values are consistent with active earth 17 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 pressure conditions, as determined by our calculations for the Sabey property and the Creston Substation (located near Boring B-6). Active earth pressures may be used for design, provided the walls are free to yield at least 0.001 times the wall height. If walls are restrained the design should be based on at -rest pressure. In the memorandum for the Sabey property, in Appendix E; we recommended, based on the•soil conditions encountered at the Sabey property, that the standard active earth pressure (equivalent fluid pressure) values be used for the deign of the vault walls above the water table and • below the water table. We recommend that these values apply to the Creston Substation vault, as well. The below -grade vault walls at the Sabey property and, the Creston -Nelson Substation need to be designed to resist the lateral loads from the retained soil and.other related surcharge loads, if applicable. Lateral loads due to surface surcharge loading (adjacent footings, areal fill, traffic, etc.) should be considered, if applicable. 4.4.2 Buoyant Forces Uplift of the vaults as a result of buoyant forces should be considered during design. The vault and soil cover will need to have an adequate cumulative weight to oyercome the buoyant forces at the highest,seasonal groundwater level or additional restraints will be required to resist the uplift. The details regarding the expected uplift and resistance for. the Sabey property vault were discussed in the memorandum_ in Appendix E. For uplift calculations, we assumed a wet season groundwater level at the -Creston -Nelson Substation at 10 feet below ground surface, which accounts for some rise from the measured depth to groundwater due to rainfall. Based on this groundwater level, the total uplift force on the Creston -Nelson Substation vault will be on the order of 37,000 pounds. Our calculations indicate that 2.5 feet of soil cover would be needed, for the dead load for the Creston -Nelson Substation vault (without equipment) and the soil cover to exceed hydrostatic forces by greater than 10 percent (factor of safety of greater than 1.1). If a shallower soil cover is used, additional restraint will be needed to resist the anticipated uplift. 4.4.3 Vault Support Since the weight of the soil that will be removed in the vault excavations will be less than the new weight imposed by the vaults, and soil cover and the net increase in load from the duct banks should be less than 500 psf, the allowable bearing pressure for structure design as a result of dead loads will generally not be a concern. We recommend an allowable design bearing pressure of 2,000 psf for the vault and any associated structures at the Creston Nelson Substation (near Boring B-6). The foundation subgrade should,be observed by the SPU Materials Laboratory to determine if it is suitable for support of the structures. Overexcavation may be recommended for mitigation of soft, loose and/or 18 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 organic soils, if encountered. Two methods for mitigation of soft soils and preparation of foundation subgrade were discussed for the vaults and duct banks at the Sabey property in the memorandum in Appendix E. 4.4.4 Backfill Behind Vault Walls To reduce hydrostatic pressure build up against the vault walls we recommend that a drainage layer be directly against the walls. Placement of backfill behind the utility vault walls is anticipated for this project. In general, we expect that the contractor should be able to excavate material for the vault installation using standard construction equipment. We recommend that all vault wall backfill consist of Type 17 material, as defined in the 2008 City of Seattle Standard Specifications (Type 17 in Section 9-03.16, Mineral Aggregate Chart in the Standard Specifications). We recommend that the wall backfill be compacted in lifts not exceeding 12 inches in loose thickness. Wall backfill that is placed below a depth of 2 feet beneath the bottom of final pavement section should be compacted to a minimum of 90 percent of the maximum dry density, as determined by ASTM Test Method D 1557. Wall backfill that is within 2 feet of the bottom of final pavement section should be compacted to at least 95 percent of the ASTM D 1557 maximum dry density. The procedure to achieve the specified minimum relative compaction depends on the size and type of compacting equipment, the number of passes, thickness of the layer being compacted, and certain backfill properties. When size of the excavation restricts the use of heavy equipment, smaller equipment can be used, but the backfill material must be placed in adequately thin lifts to achieve the required compaction. Within a lateral distance of three feet of vault walls, smaller, possibly hand-held equipment should be used in conjunction with thinner soil lifts to achieve the required compaction and limit compaction forces on the walls. 4.4.5 Seismic Lateral Earth Pressures During seismic shaking, inertial effects impose increased lateral earth pressures on subsurface walls. Our recommended seismic surcharge load values for vault wall design at the site of the Creston -Nelson Substation (near Boring B-6) are provided in Table 25, following the text of this report. The values are based on peak ground accelerations for the 2 percent probability of exceedance in 50 -years design event. The values given in the table are average values, assuming a uniform distribution along the wall height. The resultant of the seismic surcharge loads should be assumed to act a distance of 0.6H above the base of the wall, resulting in an inverted trapezoidal pressure distribution (see Figure A). The average values provided in the table can be multiplied by 1.6 and 0.4 to calculate the pressures at the top and bottom of the wall, respectively. The restrained 19 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 condition should be used when wall movements are limited to less than 0.00IH (about 0.5 inch for 20 -foot wall height). H 1.6 x Average 0.6H 0.4 x Average • • Figure A — Seismic Earth Pressure Distribution 4.5 SITE PREPARATION AND EARTHWORK The proposed distribution line construction will require site preparation and earthwork activities for various aspects of the project. The site preparation and earthwork activities will be relevant for the installation of the subsurface vaults at the Creston Substation and the Sabey property, theinstallation of the duct banks, the construction of the pole foundations and the installation of any related utilities, structures and pavement areas. 4.5.1 Excavation Based on our interpretation of subsurface conditions along the alignment, it appears that excavations for the planned elements of this project will be made in varying subsurface soils. The varying types of soils are outlined in Section 3.4 of this report. In general, the contractor should be able to excavate these materials using standard construction equipment. An exception to this may be if shallow bedrock of the Tukwila Formation is encountered. The bedrock was encountered at depths below the expected excavations for this project, therefore, we do not anticipate that shallow bedrock will be encountered for the standard excavations. Groundwater seepage was encountered in the majority of the borings and should be anticipated during construction. 4.5.2 Dewatering The groundwater levels will likely be variable with changeable topographic and subsurface conditions along the alignment. The groundwater levels will also likely vary from the dry to the wet season. Dewatering may still be required, particularly in the areas where relatively shallow groundwater levels are noted in the borings, during the dry season for excavations greater than 5 feet deep. We recommend that a contingency for dewatering be included in the construction planning. 20 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 Based on the proximity of settlement sensitive structures such as I-5 and the adjacent' railroad tracks, the high permeability of the site soils in the lower elevation (west portion) sections of the alignment, and the potential for excavation below the water table in these areas, it is our opinion that certain excavations may be completed more practically under wet conditions. A discussion of dewatering, at the Sabey property, is presented in the memorandum in Appendix E. If it is anticipated that dewatering of certain excavations will be required, the excavations should be dewatered in accordance with section 7-17.3(1)A3 of the City of Seattle Standard Specifications. Typically, sumps and pumps are sufficient for dewatering when excavations are less than 3 feet beneath the water table, excavation faces are supported or sloped appropriately, or only a portion of the water will have to be removed. If conditions and construction methods do not allow for open sumps, a deep well or well point system' may be a viable alternative. However, due to the proximity of I-5 and the Burlington Northern railroad, we do not recommend significantly lowering the regional groundwater to reduce the potential for settlement of nearby structures. We should be contacted to evaluate settlement potential due to dewatering, if dewatering plans are developed. The contractor should choose a method based on the available information and their selected construction techniques. To avoid damage to adjacent utilities and structures due to settlement, the groundwater table should be drawn down no more than necessary for the proposed work. Well points and other external dewatering systems should be designed by a qualified professional engineer or geologist. The dewatering plan should be submitted to SPU Geotechnical Engineering for review. 4.5.3 Temporary Slopes and Shoring Temporary shoring will likely be required to complete the installation of the vaults (at the Sabey property and the Creston Substation) and possibly the duct banks. The need for shoring will be dependent on the excavation depths, subsurface soil conditions, groundwater conditions and the available space for sloping the excavation sidewalls. The excavation slops should be in accordance with the Washington Administrative Code guidelines for maximum slope angles: The SPU Materials Laboratory should review proposed excavation configurations and provide recommendations, as needed. If temporary shoring is required, it should be designed by a licensed professional engineer in the state of Washington. The design and methods for construction of the temporary shoring systems should be the. responsibility of the contractor. The temporary shoring should be implemented in accordance with Section 7-17.3(1) A7 of the City of Seattle Standard Specifications. Shoring to protect workers typically consists of passive shoring systems (i.e. trench boxes) that allow the sides of the trenches 21 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 to slough and still protect the workers. This type of shoring is acceptable where settlement sensitive structures and/or utilities are not present within the zone of influence of the trench. The zone of influence is defined graphically in Figure B. Where settlement sensitive structures or utilities are within the zone of influence, as shown in Figure B, additional analysis should be.done to determine both the amount of movement that is expected at the location of the structure or utility, as well as the amount of movement that is acceptable for the individual structure or utility. We expect that the fiber optics, which are believed to be located just west of the proposed duct banks, at the Sabey property, will be within the zone of influence, at this section of the project. Additional evaluation of the level of movement and the tolerances will likely be needed for the fiber optics lines. In the event that the movement anticipated at the location of the structure or utility is unacceptable, the project plans and specifications should require laterally supported trench shoring as outlined in Section 7-17.3(1)A7b, Support Systems in the City of Seattle Standard Specifications. This type of shoring restricts the movement of the sides of the trenches. Structure .Zone of. Trench Influence 1 2 • Utility Figure B - Zone of Influence for Excavation With time and the presence of seepage and/or precipitation, the stability of temporary cuts can be significantly reduced. Therefore, construction should proceed as rapidly as feasible to limit the time the excavations are left open, and runoff water should be prevented from entering excavations. Heavy construction equipment, building materials, and surcharge loads such as excavated or imported soil should not be allowed within one third of the slope height from the top of any excavation. 22 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 4.5.4 Subgrade Preparation Subgrade preparation for areas where new fills, pavements and utilities will be built should begin with the removal (stripping) of all deleterious matter, asphalt, and concrete. The exposed subgrade soils should be evaluated by the Geotechnical Engineer -of -Record. For large areas, this evaluation should be performed by proof -rolling the exposed subgrade with a fully loaded dump truck. For smaller areas where access is restricted, the subgrade should be evaluated by probing the soil with a steel T -probe. Soft/loose soils identified during subgrade preparation should be compacted to a firm and unyielding condition or over -excavated and replaced with structural fill, as described below. The depth of overexcavation, if required, should be determined by the Geotechnical Engineer -of -Record at the time of construction. 4.5.5 Compaction of Mass Fill for General Earthwork Construction Recommendations for the type of material and the placement and compaction, for backfill behind vault walls, at the Creston -Nelson Substation, are presented in Section 4.4.4 of this report. We do not expect that large areas of mass fill will be placed for this project. If areas of general structural fill placement are required; the fill material should be onsite or imported material within 3 percent of the optimum moisture content per ASTM Test Method D1557 and should not contain deleterious materials, greater than 5 percent organics, nor material larger than 3 -inches in diameter. Any proposed imported common fill shouldbe evaluated by the Geotechnical Engineer -of -Record to determine its suitability. The Contractor is responsible for protecting stockpiled material from becoming unsuitable while it is on site. Any on site material proposed for use as 1111 should be evaluated by the Geotechnical Engineer -of -Record. Significant sections of the alignment are underlain by soils with high fines and/or organic contents. These soils will be unsuitable for use as structural fill due to high moisture sensitivity and/or unsuitable composition. We estimate that approximately 50 percent of the on site material excavated during earthwork for this project will have high silt contents and will likely be at moisture contents above the optimum moisture content for compaction. Thee on site soils will be unsuitable for re -use as structural fill unless the soil can be moisture conditioned to within 3 percent of the optimum moisture content. Depending �n the project schedule, area available for drying of soils and the time of year when construction is planned, moisture conditioning maybe very difficult if not impossible. If moisture conditioning is required and not feasible, suitable structural fill material, in accordance with the 2008 City of Seattle Standard Specifications for Road, Bridge and Municipal Construction, should be imported. 23 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 Fill placed in any structural areas (areas that will support slabs, buildings, pavements, and other foundations), and for five feet around such areas, should be compacted to a minimum of 95 percent of the maximum dry density (MDD) as determined by test method ASTM D1557. Fill in unimproved areas such as landscaping areas and swales should be compacted to a minimum of 90.percent of MDD. Excavated material that is not considered suitable for use as structural fill may be suitable as fill for unimproved areas (i.e. landscaped areas); that would not be adversely impacted by differential settlement over time. Restrictions made on imported material in unimproved areas should be limited, depending on the susceptibility of the area in question to settlement. The procedure to achieve the specified minimum relative compaction depends on the size and type of compacting equipment, the number of passes, thickness of the layer being compacted, and certain soil properties. When size of the excavation restricts the use of heavy equipment, smaller equipment can be used, but the soil must be placed in thin enough lifts to achieve the required compaction. A sufficient number of in-place density tests should be 'performed as the fill is placed to verify the required relative compaction is being achieved. If earthwork is to be performed or fill is to be placed in wet weather or under wet conditions when control of soil moisture content is not possible, the following recommendations should apply: • Earthwork should be accomplished in small sections to reduce exposure to wet weather. Excavations or the removal of unsuitable soil should be followed immediately by the placement and compaction of a suitable thickness of clean structural fill, as described below. The size of construction equipment used may have to be limited to prevent soil disturbance; • Material used as trench backfill should consist of clean, granular soil, of which not more than 5 percent by dry weight passes the U.S. Standard No. 200 Sieve, based on wet sieving the fraction passing the 3/4 inch Sieve. The fines should be non -plastic; • The ground surface in the construction area should be sloped and sealed with a smooth drum roller to promote rapid runoff of precipitation, to prevent surface water from flowing into excavations, and to prevent ponding of water; • No soil should be left uncompacted so it can absorb water. Soils that become too wet for compaction should be removed and replaced with clean granular • materials; and • Excavation and placement of fill should be observed on a full time basis by a person experienced in wet weather earthwork to verify that all unsuitable materials are removed and suitable compaction and site drainage is achieved. 24 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 Recompacted, onsite soils may be assumed as having an in-place moist unit weight of 120 pcf. Imported materials meeting the specifications of Type 2 and Type 17 that have been compacted may be assumed as having a moist unit weight between 135 and 145 pcf, depending on the compaction effort and the source of the material. 4.5.6 Permanent Slopes We do not expect that this project will include the construction of permanent slopes greater than 2 to 4 feet high. For stability, any permanent cut slopes should be no steeper than 3H:1 V (horizontal to vertical). To provide uniform compaction, fill slopes should be constructed and compacted beyond their final grade lines and trimmed to grade. Embankment fill material should be a granular material, free of organics, rubbish, and other undesirable material, and should be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM D1557. Constructed in this way, permanent, un -retained fill slopes should be no steeper than 2H:I V. However, erosion and maintenance issues may require a less steep slope (3H:1V or less). Excavated or fill surfaces should be protected from erosion as soon as possible after exposure. Temporary erosion control measures, such as plastic sheeting or mulching, should be used if permanent measures cannot be implemented immediately. 4.6 CONSTRUCTION DRAINAGE AND EROSION CONSIDERATIONS Surface runoff and erosion at construction areas along the alignment can be controlled during construction by careful grading practices and observance of best management practices (BMPs). Such practices typically include the construction of shallow, upgrade perimeter ditches or low earthen berms, and the use of temporary sumps to collect runoff. Erosion during construction can be reduced by judicious use of erosion control devices. If used, these devices should be in place and remain in place throughout construction. Erosion and sedimentation of exposed soils can also be reduced by quickly re -vegetating exposed areas of soil, and by staging construction such that large areas of the project site are not denuded and exposed at the same time. Areas of exposed soil requiring immediate and/or temporary protection against exposure should be covered with either mulch or erosion control netting/blankets. Permanent erosion control measures should be implemented to reduce the potential for future erosion events. Denuded areas should be mulched and/or planted with approved vegetation. 25 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 4.7 UNDERGROUND UTILITIES 4.7.1 Trench Subgrades The native and fill soil encountered throughout the site should generally provide suitable support for underground utilities, provided subgrades remain in an undisturbed condition and the pipes and structures are bedded as described in the following section. A smooth -bladed excavator bucket should be used to excavate to the subgrade elevation. A layer of bedding material or gravel may be used to protect the subgrade once it is exposed. If unsuitable subgrade conditions are encountered at the time of construction, the subgrade should be evaluated and the course of action determined by the Geotechnical Engineer -of -Record. Typical courses of action may include overexcavation and replacement with structural fill, stabilization with quarry spalls, or use of geosynthetics. 4.7.2 Bedding Bedding is material placed at the bottom of the trench to provide uniform support along the bottom of a buried utility. Bedding material and placement procedures should meet the appropriate requirements and criteria of the 2008 City of Seattle Standard Specifications, depending on the utility in question. In areas where a trench box is used, the bedding.material should be placed before the trench box is advanced. Bedding material disturbed by, movement of trench boxes should be recompacted prior to final backfilling. Care should be taken not to disturb the utility as the trench box is advanced. Trench backfill will be placed on top of the bedding: Refer to the backfill recommendations in Section 4.3.4: Backfill and Compaction. 5.0 LIMITATIONS AND ADDITIONAL SERVICES This report was prepared in accordance with generally accepted professional principles and practices in the field of,geoteclinical engineering at the time the report was prepared. The scope of our work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous or toxic substances in the soil, surface water, or groundwater at this site. However, we did not encounter apparent indications of contamination in our explorations. This geotechnical report is intended to provide information and recommendations to support engineering activities for this project. The conclusions and interpretations presented in this report should not be construed as a warranty of the subsurface conditions. 26 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 We recommend that the SPU Materials Laboratory be retained to review the plans and specifications and verify that our recommendations have been interpreted and implemented as intended. Sufficient geotechnical monitoring, testing, and consultation should be provided during construction to confirm that the conditions encountered are consistent with those indicated by explorations and to verify that the geotechnical aspects of construction comply with the contract plans and specifications. Recommendations for design changes will be provided should conditions revealed during construction differ from those anticipated. 0.0 We appreciate the opportunity to be of service. Sincerely, SPU GEOTECHNICAL ENGINEERING Cody A. Nelson, L.G. Associate Engineering Specialist Sean L. Caraway, P.E. Senior Geotechnical Engineer 27 SPU GEOTECHNICAL ENGINEERING SCL H -Frame Replacements/Feeder 2811 Distribution Line Geotechnical Report November, 2012 6.0 REFERENCES ASTM (2007). American Society of Testing Materials Annual Book of Standards, Vol. 4.08, West Conshohocken, PA. Frankel, A., Petersen, M., Mueller, C., and others, 2008. Documentation for the 2008 Update of the national seismic hazard maps: U.S. Geological Survey Open -file Report 02-420, 39 P. Troost, K.G., Booth, D.B., Wisher, A.P., and Shimel, S.A.,2005. The geologic map of Seattle - U. S. Geological Survey Open file report 2005-1252, scale 1:24,000. USGS (2003). National Seismic Hazard Map, 2002 Data. April 2003. Denver Colorado. 28 SPU GEOTECHNICAL ENGINEERING TABLES Table 1 — Peak Ground Accelerations Probability of Exceedance Return Period PGA (g) 40% in 50 years (EE) 100 years 0.15 10% in 50 years (DBE) 475 years 0.33 2% in 50 years (MCE) . 2,475 years 0.67 Source: Frankel et al. (2008) Table 2 — IBC Parameters for Seismic Design of Structures IBC Parameter Site Class D Site Class E Mapped Spectral Acceleration at Short Periods, Ss 149.7% g 149.7% g Mapped Spectral Acceleration at 1 -sec Period, S1 51.6% g 51.6% g Design Spectral Response Acceleration, SDS 99.8% g 89.8% g Design Spectral Response Acceleration, SD, 51.6% g 82.5% g Site Coefficient, Fa 1.0 0.9 Site Coefficient, F„ 1.5 2.4 4 Table 3 - Locations with Potential Liquefaction and Liquefaction Settlements Exploration Location Approx. Depths of Liquefiable Zones (feet below ground surface) Approx. Range of Liquefaction Settlement (inches) B-3 8 to 14 1 to 2 B-8 2to 14 and 16to37 - 9to 10 B-9 5 to 32 and 42 to 71.5 16to18 B-10 (MW) 8 to 52 7 to 8* CPT -01 25 to 50 and 61 to 64 8 to 9 CPT -02 68 to 78 2 to 3 `Settlement is estimated based on a proportion of the predicted settlement from Liquefy Pro and accounting for the behavior of the soil as non -granular. ' Table 4 - Axial Design Parameters for Drilled Shafts Exploration Location Shaft Design Diameter (feet) Approx. Minimum Depths of Drilled Shaft Embedment (feet below ground surface) Allowable End Bearing • Capacity (kips) Allowable Total Cumulative Side Friction (kips) Estimated Downdrag Load (if applicable) (kips) B-3 8 54 5,000 500 N/A B-4 12 46 5,000 600 N/A B-5 10 40 4,000 400 N/A B-6 6 30 380 70 N/A B-7 6 30 395 55 N/A B-8 12 65 10,000 600 N/A B-9 10 55 200 100 24 B-10 (MW) 9 65 1,000 200 N/A CPT -0l 8 44 100 50 100 CPT -02 10 74 4,000 400 140 Table 5 - L-PilePLus 5.0 Soil Parameters — CPT -01 Soil Stratum (USCS Description) Approx. Depths (feet) L -Pile Model Soil Type Effective Unit Weight pci C50 Strain at 50% Cohesion psi (psf) Angle of Internal Friction (degrees) Modulus of Subgrade Reaction, K (pci) (Code (pcf) Max. Static Cyclic Static Cyclic Static Cyclic No.) Stress Med. Stiff ML 0 to 18 I Clay (3) 0.067 (115) 0.007 6.94, (1,000) 6.94 , (1,000) 0 0 100 100 Med. Dense 18 to 27 Sand 0.033 0 0 35 35 60 60 SP (4) (57) Soft ML 27 to 29 Clay 0.028 0.020 2.78 2.22 0 0 30 ‘ '24 (2) (48) (400) (320) Dense SP 29 to 48 Sand 0.036 0 0 , 36 36 125 125 (4) (62) Med. Stiff 48 to 84 Clay 0.030 0.010 3.47 2.78 0 0 100 80 ML (2) (52) (500) (400) Hard ML 84 to 86 Clay 0.039 0.005 27.8 27.8 0 0 2,000 2,000 (2) (67) (4,000) (4,000) . pci = pounds per cubic inch pcf = pounds per cubic foot psi = pounds per square inch • Table 6 L-PilepLus 5.0 Soil Parameters – CPT -02 Soil Stratum . (USCS Description) Approx. Depths (feet) L -Pile Model Soil Type (Code No. Effective Unit Weight pci (pcf) C50 Strain at 50% Max. Stress Cohesion psi , (psf) Angle of Internal Friction (degrees) Modulus of Subgrade Reaction, K (pci) Static Cyclic Static Cyclic Static Cyclic Med. Stiff 0 to 21 Clay 0.064 0.010 5.21 5.21 0 0 100 100 ML (3) (110) Max. (750) (750) (pci) (Code Med. Dense 21 to 25 Sand 0.069 Static 0 0 36 36 90 90 SP (4) (120) Loose SM 0 to 12 Sand Soft -ML -MH 25 to 64 Clay 0.025 0.040 1.74 1.39 0 0 30 '24 (52) (1) (43) (250) (200) Stiff to Very 12 to 17 Clay Med.'Dense 64 to 72 Sand 0.033 0 0 '0 34 34 60 60 SM (4) (57) Weathered 17 to Clay Dense SP ' 72 to 78 Sand 0.036 0 0 0 38 38 125 125 (62) (4) (62) Bedrock 22.5 to Clay Very Dense 78 to 80 Sand 0.039 0 0 0 40 40 125 125 SP (4) (67) pci = pounds per cubic inch pcf = pounds per cubic foot psi = pounds per square inc Table 7 - L-Pile`L"J 5.0 Soil Parameters – Boring B-3 Soil Stratum Approx. L -Pile —Effective C50 Cohesion Angle of Internal Modulus of (USCS Depths Model Unit Strain psi Friction (degrees) Subgrade Description) (feet) Soil Weight at 50% (psf) Reaction, K Type pci Max. (pci) (Code (pcf) Stress Static Cyclic Static Cyclic Static Cyclic No.) Loose SM 0 to 12 Sand 0.030 0 0 30 30 20 20 (4) (52) Stiff to Very 12 to 17 Clay 0.030 0.007 10.4 10.4 0 0 500 500 Stiff ML (2) (52) (1,500) (1,500) Weathered 17 to Clay 0.036 0.005 27.8 27.8 0 0 2,000 2,000 Bedrock 22.5 (2) (62) (4,000) (4,000) Bedrock 22.5 to Clay 0.039 0.005 34.7 34.7 0 0 2,000 2,000 66.5 (2) (67) (5,000) (5,000) pci = pounds per cubic inch pcf = pounds per cubic foot psi = pounds per square inch Table.8 - L-PilePLus 5.0 Soil Parameters — Borin2 B-4 Soil Stratum (USCS Description) Approx. Depths (feet) . L -Pile Model Soil • Type (Code No.) Effective Unit Weight pci (pcf) C50 Strain at 50% Max. Stress Cohesion psi (psf) Angle of Internal Friction , (degrees) Modulus of Subgrade • Reaction, K (pci) Static Cyclic Static Cyclic Static Cyclic Med. Dense SM 0 to 14 Sand (4) 0.067 (115) 0.061 (105) 0 0 34 34 90 90' Dense SP- SM 14 to 24 Sand (4) 0.069 (120) 0.067 (115) 0 0 36 36 225 225 Hard ML 24 to 34 Clay (3) 0.069 (120) 0.005 20.8 (3,000) 20.8 (3,000) 0 0 1,000 1,000 Very Dense SP 34 to 46.5 Sand (4) 0.072 (125) 0.075 (130) 0 0 38 38 225 225 pci = pounds per cubic inch pcf = pounds per cubic foot psi = pounds per square inch Table 9 - L-PilePLus 5.0 Soil Parameters — Boring B-5 Soil Stratum (USCS Description) Approx. Depths (feet) L -Pile Model Soil Type (Code No.) Effective Unit Weight pci (pcf) C50 Strain at 50% Max. Stress Cohesion psi (psf) Angle Internal Friction (degrees) of Modulus of Subgrade Reaction, K (pci) Static Cyclic Static Cyclic Static Cyclic Med. Dense SM 0 to 4 Sand (4) 0.061 (105) 0 0 26 26 25 25 Very Dense SP -SM 4 to 8 Sand (4) 0.067 (115) - 0 0 32 32 90 90 Very Dense SP -SM 8 to 30 Sand (4) 0.072 (125) 0 0 38 38 225 225 Very Dense SP 30 to 45 Sand (4) 0.075 (130) 0 0 38 - 38 225 225 Very Dense SP 45 to 46.1 Sand (4) 0.039 (67) 0 0 38 38 125 125 pci = pounds per cubic inch pcf = pounds per cubic foot psi = pounds per square inch Table 10 - L-PilePLus 5.0 Soil Parameters — Borin B-6 Soil Stratum (USCS Description) Approx. Depths (feet) L -Pile Model Soil Type (Code No.) Effective Unit Weight pci (pcf) €50 Strain at 50% Max. Stress Cohesion psi (psf) • Angle Internal Friction (de:rees) of Modulus of ' Subgrade • • Reaction, K (pci) Static Cyclic Static Cyclic Static Cyclic Loose SM 0 to 9 Sand 0.064 0.007 0 0 30 30 25 25 • Dense SP- 11 to 28 (4) (110) 0 0 36 36 225 225 Very Stiff 9 to 12 Clay 0.067 0.007 13.9 13.9 0 0 1,000 1,000 ML 28 to 35 (3) (115) (2,000) (2,000) 36 36 125 125 . Dense SP- 12 to Sand 0.036 0 0 36 36 125 125 SM 31.5 (4) (62) 0 0 40 40 125 125 pci = pounds per cubic inch pcf = pounds per cubic foot psi = pounds per square inch Table 11 - L-PilePLus 5.0 Soil Parameters — Boring B-7 Soil Stratum (USCS Description) Approx. Depths (feet) L -Pile Model Soil Type (Code No.) Effective Unit Weight pci (pcf) €50 Strain at 50% Max. Stress Cohesion psi (psf) • Angle Internal Friction (degrees) of . Modulus of Subgrade Reaction, K (pci) Static Cyclic Static Cyclic Static Cyclic Med. Stiff ML 0 to 11 Clay , (3) 0.067 (115) 0.007 6.94 (1,000) 6.94 (1,000) 0 0 100 100 Dense SP- 11 to 28 Sand 0.072 0 0 36 36 225 225 SM (4) (125) Dense SM 28 to 35 Sand 0.036 0 0 36 36 125 125 . (4) (62) Very Dense 35 to 38 Sand 0.039 0 0 40 40 125 125 SM (4) (67) Hard ML 38 to Clay 0.036 0.005 27.8 27.8 0 • 0 2,000 2,000 43.1 (2) (62) (4,000) (4,000) pci = pounds per cubic inch pcf = pounds per cubic foot psi = pounds per square inch Table 12 - L-PilePLus 5.0 Soil Parameters — Borings B-8 and B -8A Soil Stratum (USCS Description) Approx. Depths (feet) L -Pile Model Soil Type (Code No.) Effective Unit Weight pci (pcf) Cso Strain at 50% Max. Stress Cohesion , psi (psf) Angle of Internal Friction (degrees) Modulus of Subgra,de Reaction, K (ci) Static Cyclic Static Cyclic Static Cyclic Very Soft to 0 to 12 Clay 0.016 0.050 0.69 0.56 0 0 30 24 Soft PT/OL (1) (27) (100) (80) Med. Dense 12 to 38 Sand 0.028 0 0 30 16 60 30 • SP -SM (4) (48) Medium 38 to 58 Sand 0.033 0 0 34 34 60 60 Dense to (4) (57) Dense (SM) Weathered 58 to 65 Clay 0.039 0.005 27.8 27.8 0 0 1,000 1,000 Tukwila (3) (67) (4,000) (4,000) Bedrock" Un- Below Clay 0.042 0.004 55.6 55.6 0 0 2,000 2,000 weathered 65 (3) (72) (8,000) (8,000) Tukwila Bedrock' pcf = pounds per cubic foot psi = pounds per square inch psf= pounds per square foot *Tukwila Bedrock is typically comprised of andesitic sandstone, tuff and mudflow breccia and can include marine and non -marine sandstone, siltstone and shale with scattered marine shells. It is typically jointed and folded. Table 13 = L-Pile'''us 5.0 Soil Parameters Boring B-9 Soil Stratum (USCS Description) Approx. Depths (feet) L -Pile Model Soil Type Effective Unit Weight pci C50 Strain at 50% Max. Stress Cohesion ° psi (psf) Angle 'Internal Friction (degrees) of Modulus Subgrade . Reaction, (-pci) of K (Code (pcf) Static Cyclic Static Cyclic Static Cyclic No.) Med. Dense 0 to 4 Sand 0.067 0 0 32 32 90 90 SM (4) (115) Stiff ML 4 to 6 Clay 0.064 0.007 6.94 6.94 0 0 500 500 (3) (110) (1,000) (1,000) Loose SM 6 to 21 Sand 0.028 0 0 30 10 20 6 (4) (48) Med. Dense 21 to 45 Sand 0.033 0 0 34 16 60 26 SP (4) (57) Loose SM 45 to Sand 0.028 0 0 30 5 20 3 71.5 (4) (48) pci = pounds per cubic inch pcf = pounds per cubic foot psi = pounds per square inch Table 14 - L-PilePLUs 5.0 Soil Parameters — Borin2 B-10 Soil Stratum (USCS Description) Approx. Depths (feet) L -Pile Model Soil Type (Code No.) Effective Unit Weight pci (pcf) C50 Strain at 50% Max. Stress Cohesion , psi (psf) Angle of Internal Friction (degrees) Modulus of Subgrade Reaction, K (pci) Static Cyclic Stati c 'Cyclic Static Cyclic Soft to Med. 0 to 9 Clay 0.064 0.010 3.47 3.47 0 0 30 30 Stiff ML (3) (110) (500) (500) Med. Dense 9 to 17 Sand 0.033 0 0 34 34 60 60 SP (4) (57) Very Soft 17 to 49 Clay 0.022 0.050 0.69 0.56 0 0 30 24 ML (1) (38) (100) (80) Med. Dense 49 to 57 Sand 0.030 0 0 32 5 60 8 SM (4) (52) Hard ML 57 to Clay 0.036 0.005 27.8 27.8 0 0 1,000 1,000 67.5 (2) (62) (4,000) (4,000) pci = pounds per cubic inch pcf = pounds per cubic foot psi = pounds per square inch Table 15 - Unit Skin Friction and Downdra Values — CPT -01 Approx. Depths (feet) Allowable Unit,Skin Friction for Un -Cased Drilled Shafts (Static) (psf) Allowable Unit Skin Friction for Cased Drilled Shafts . (Static) (psf) 'Ultimate Unit Skin Friction for Un -Cased Drilled Shafts (Seismic) (psf) Ultimate ; Unit Skin Friction for Cased Drilled Shafts (Seismic) (psf) Unit Downdrag for Un -Cased Drilled Shafts (Seismic) (psf) . Unit Downdrag for Cased Drilled Shafts (Seismic) (psf) 0 to 18 150 140 - - N/A N/A 18 to 27 400 325 - - 1,100 950 27 to 29 100 80 55 45 N/A N/A 29'to 48 525 425 - - N/A N/A 48 to 85 250 240 55 50 N/A N/A Allowable values include a Factor of Safety of 1.5 Ultimate values do not include a Factor of Safety Seismic condition for skin friction pertains to layers that liquefy or fine grained soils that soften N/A is not applicable Table 16 - Unit Skin Friction and DowndraValues — CPT -02 Approx. Depths (feet) Allowable Unit Skin Friction for Un -Cased Drilled Shafts (Static) (psf) Allowable Unit Skin Friction for Cased Drilled Shafts (Static) (psf) Ultimate Unit Skin Friction for Un -Cased Drilled Shafts (Seismic) (psf) Ultimate Unit Skin Friction for Cased Drilled Shafts (Seismic) (psf) Unit Downdrag for Un -Cased Drilled Shafts (Seismic) (psf) Unit Downdrag for Cased Drilled Shafts (Seismic) (psf) Oto 21 150 140 - - N/A N/A 21 to 25 525 425 - - 1,100 900 25 to 64 100 80 55 45 N/A N/A 64 to 72 800 650 - - N/A N/A 72 to 78 1,250 975 - - N/A N/A Same notes as Table 15 ... Table 17 - Unit Skin Friction Values (Static Conditions — Borini B-3 Approx. Depths (feet) .Allowable Unit Skin Friction for Un -Cased Drilled Shafts (psf) Allowable Unit Skin Friction for Cased Drilled Shafts (psf) 0 to 15 165 140 15 to 24 465 380 24 to 66.5 1,200 850 Allowable values include a Factor of Safety of 1.5 Table 18 - Unit Skin Friction Values (Static Conditions) — Boring B-4 Approx. Depths (feet) Allowable Unit Skin Friction for Un -Cased Drilled Shafts (psf) Allowable Unit Skin Friction for Cased Drilled Shafts (psf) 0 to 15 265 225 15 to 35 665 545 35 to 46 1,200 930 Allowable values include a Factor of Safety of 1.5 Table 19 - Unit Skin Friction Values (Static Conditions — Boring B-5 Approx. Depths (feet) Allowable Unit Skin Friction for Un -Cased Drilled Shafts (psf) Allowable Unit Skin Friction for Cased Drilled Shafts (psf) 0 to 4 N/A N/A 4 to 8 325 280 8 to 30 800 625 30 to .46 1,325 940 Allowable values include a Factor of Safety of 1.5 Table 20 - Unit Skin Friction Values (Static Conditions) — Boring B-6 Approx' Depths (feet) Allowable Unit Skin Friction for Un -Cased Drilled Shafts (psf) Allowable Unit Skin Friction for Cased Drilled Shafts (psf) Oto9 100 80 9 to 12 260 220 12to31.5 650 530 Allowable values include a Factor of Safety of 1.5 Table 21.- Unit Skin Friction Values Static Conditions) — Boring B-7 Approx. Depths (feet) . Allowable Unit Skin Friction for Un -Cased Drilled Shafts (psf) Allowable Unit Skin Friction for Cased Drilled Shafts (psf) O to l l 125 115 11 to 25 550 450 25 to 43 800 625 Allowable values include a Factor of Safety of 1.5 4 Table 22 - Unit Skin Friction Values — Boring B-8 and B -8A Approx. Depths (feet) Allowable Unit Skin Friction for Un- Cased Drilled Shafts (Static) (psf) Allowable Unit Skin Friction for Cased Drilled Shafts (psf) Ultimate Unit Skin Friction for Un -Cased Drilled Shafts (Seismic) (psf) Ultimate Unit Skin Friction for Cased Drilled Shafts (Seismic) (psf) 0 to 12 N/A N/A N/A N/A 12 to 38 200 180 200 170 38 to 58 400 340- 100 - 58 to 65 1,000 780- 450 - Below 65 1,350 890- 45 to 71 - Allowable values include a Factor of Safety of 1.5 Ultimate values do not include a Factor of Safety Seismic condition for skin friction pertains to layers that liquefy or fine grained soils that soften Table 23 - Unit Skin Friction and DowndraValues — Boring B-9 Approx. Depths (feet) Allowable Unit Skin Friction for Un -Cased Drilled Shafts (Static) (psf) Allowable Unit Skin Friction for Cased Drilled Shafts (psf) Ultimate Unit Skin Friction for Un -Cased Drilled Shafts (Seismic) (psf) Ultimate Unit Skin Friction for Cased Drilled Shafts (Seismic) (psf) Unit Downdrag for Un -Cased Drilled Shafts (Seismic) (psf) Unit Downdrag for Cased Drilled Shafts (Seismic) (psf) O to 6 125 115 - - 150 140 6 to 21 150 140 110 100 N/A N/A 21 to 45 525 450 330 280 N/A N/A 45 to 71 250 200 165 150 N/A N/A Same notes as Table 15 Table 24 - Unit Skin Friction Values — Boring B-10 Approx. Depths (feet) Allowable Unit Skin Friction for Un -Cased Drilled Shafts (Static) (psf) Allowable Unit Skin Friction for Cased Drilled Shafts (Static) (psf) Ultimate Unit Skin Friction for Un -Cased Drilled Shafts (Seismic) (psf) Ultimate Unit Skin Friction for Cased Drilled Shafts (Seismic) (psf) O to 9 50 40- - 9 to 17 250 200- - 17 to 49 N/A NA N/A • N/A 49 to 57 325 300 135 125 57 to 67 1,200 850 - - Same notes as Table 22 Table 25 — Seismic Surcharge Loads Wall Condition Average Seismic Surcharge Load Unrestrained/Yielding 17H Restrained/Unyielding 24H Note: Values in pounds per square foot (psf) where H is the height of the retained soil in feet Lake Washington iIfthr1 Tukwila LEGEND Water Bodies Streets Residential Arterials /'�� State Highway '' ,' Interstate Freeway Parks Project Site E NAVD88 Datum 5000 0 5000 10000 Feet SEATTLE PUBLIC UTILITIES MATERIALS LABORATORY SCL 2811 TRANSMISSION LINE SEATTLE, WASHINGTON VICINITY MAP OCTOBER 2012 FIGURE 1 N S 122ND ST SEATTLE 9 PUBLIC UTILITIES MATERIALS LABORATORY LEGEND Freeways & State Highways '• ' SR 599 7SR900 A/I5 Residential Streets ^/ Arterial Streets — Approximate Transmission Line Alignment `� Water Bodies (Duwamish River) A/Topography (50 foot) Geology (in review) Qai - Alluvium 0Qp-Peat Qvrl - Vashon recessional tacustrrne deposits Ovr - Vashon Recessional Outvamsh �] Qvt - Vashon Till Ova - Vashon advance outwash deposits �I Qpf - Pre -Frasier Deposita f—) Qprf - Pre -Fraser fine-grained deposits n Tpt - Tukwila Formation (—J Tva - Andesite I- ) I. _1 s NAVD88 Datum 400 0 400 800 1200 Feet SCL 2811 TRANSMISSION LINE Project Alignment \\\\\\ SEATTLE, WASHINGTON OCTOBER 2012 FIGURE 2 LEGEND Residential Streets A/ Arterial Streets SEibey Owned Parcels • B-1 Exploraion Location 0"-- Approximate Alignment Transmission Line E NAVD88 Datum 90 0 90 180 Feet cl) SEATTLE PUBLIC UTILITIES MATERIALS LABORATORY SCL 2811 TRANSMISSION LINE SEATTLE, WASHINGTON Site & Exploration Plan Borings 6=1 (MW) and B-2 OCTOBER 2012 FIGURE 3. LEGEND Residential Streets A/ Arterial Streets /V State Highway "« Interstate Freeway HParcels Approximate Alignment of Subsurface Profile (see Figure 7) Approximate Alignment of Transmission Line Topography A/10ft. contour 2ft. contour 27J Approximate Boundary of iliNSF Property NAVD88 Datum 200 0 200 Feet Oft, SEATTLE VI) PUBLIC UTILITIES MATERIALS LABORATORY SCL 2811 TRANSMISSION LINE SEATTLE, WASHINGTON Site & Exploration Plan Borings B-9, B-10(MW), CPT -01, and CPT -02 OCTOBER 2012 LEGEND • Approximate Boring Location -� SCL Right of Way Residential Streets /v Arterials A/ State Highway Interstate Freeway F7 Parcels /V Topography (50 foot) -^- Approximate Alignment Transmission Line NAVD88 Datum 200 0 200 Feet SEATTLE �.�; PUBLIC UTILITIES mii MATERIALS LABORATORY SCL 2811 TRANSMISSION LINE SEATTLE, WASHINGTON_ Site & Exploration Plan Borings B-3, B-7, and B-8 OCTOBER 2012 FIGURE 5 LEGEND i, Approximate Boring Location [ 1 SCL Right of Way Residential Streets N Arterials Pavement Edge F 1 Parcels /\/ Topography (50 fool) Approximate Alignment SCL Feeder 2811 NAVD88 Datum 200 0 200 Feet CSEATTLE PUBLIC UTILITIES MATERIALS LABORATORY SCL 2811 TRANSMISSION LINE SEATTLE, WASHINGTON Site & Exploration Pian Borings B-4, B-5, and B-6 OCTOBER 2012 FIGURE 6 tl a c 0 A m 0 100 200 300 400 500 600 700 600 900 1,000 1,100 1,200 30 .... ... ...... 30 20 10 -to -20 0 E -30 W -40 -50 -60 -70 0 8-10 (MW) a2,.2d.-ZZIK anlo 666666 CPT -01 CPT -02 CPT n 1 sa • r. LEGEND • B-6 = Soong Desrgnalron Nspt = Standard Penetration Resistance • USCS= Un5ied Soo Class.fication System Classificaoan Y = Groundwater Level At Time of DnIfmg 1 1 1 STANDA(2D y)rELLI Maximum Measured Water Level Water Level At Time of DNlmd Screened Interval we. .110 • 1I 1 111. 1111 11 1:: 11(., t 1 .1 11 11 11 ft 11 1( 1b 11. i1' 1. t'I 11 11 1, 11 11 1 (I 11 • N 8-9 onto 11 1111 io 6a•. 100 200 300 400 500 600 700 800 900 1,000 1.100 1,200 Distance Along Baseline (feet) 20 10 0 10 20 -30 -40 -50 -60 -70 Seattle Public Utilities Materials Laboratory USCS Sill (MU LITHOLOGY GRAPHICS M 1 USCS Silty Sand 771 USCS Poorly -graded 114 j (SM) 11 Sand (SP) SCL Feeder 2811 Seattle, WA GENERALIZED SUBSURFACE PROFILE Figure: 7 Project Number. NS09044 IBC Site Class E or i IBC Site Class E'or: F w z I B-1" MVV t -`� s+. IBC Site Class E-orF S 122ND ST SEATTLE :•,�PUBLIC -UTILITIES . - MATERIALS LABORATORY LEGEND Freeways 8 State Highways 9 V SR 599 A/SR 900 Nis • Residential Streets ^/ Arterial Streets — Approximate Transmission Line Alignment I-1 Water Bodies (Duwamish River) /\/Topography (50 foot) Geology (in review) Ciel - Alluvium Qp - Peat 71 CNA - Vashon recessional lacustdna deposits (—) Civr - Vashon Recessional Outwash Qvt - Vashon Ti l r—I Ova - Vashon advance outwash deposits F-1 Opf - Pre -Frasier Deposits j—I Opff - Pre -Fraser fine-grained deposits Tpt - Tukwila Formation r -1 Tva - Andesite I -1 I I s NAVD88 Datum 400 0 400 800 1200 Feet SCL 2811 TRANSMISSION LINE Project Alignment - IBC Site Classes SEATTLE, WASHINGTON OCTOBER 2012 FIGURE 8 SEATTLE CITY LIGHT rift_ 01 90" ompyr DUWAMISH CRESTON LINE ACCESS ROADS CONSTRUCTION PADS REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 SITE 4 GRAVITY BLOCK WALL DESIGN CALCULATIONS City of Tukwila BUILDING DIVISION MARCH 2013 RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER FiR *solo *s4 ONE COMPANY Many Solutions k Project: SC.A., 1-1-TaNit, T.CF04010)-ta Subject: Computed: Checked: 103 Date: Date: q z4/ 20 r2 - Task: s" l -r€ 4- 15 LOCK Page: ( of: 4, Job #: 1-75 No: 0o3 = 130T(4' = 52; = 0 i / / FA / i / TA 142. — rer f+ A • /, g • 2_ ) 4 V s —cos- 4,1vAfi 615%4 AS7a-V111C., 4.7 IQ 4. ,/L -a ; Jrxti WW1 = ' dperi-tv 0 I 147HO-in -C IocJ4-• 6VI S; -6s* 5 o4 CP 11-41-Vid (4444 r re -6- 11-11-• • • I t; t4d4 A413 Ce -ed \-<-•1IC,Zre, kYy c.4. -j) owl 5-0, 1 44' 1 c'VLJ '/3 414,44 skrvI,r‘jiS-e,cbsY1 • ONE COMPANY Many Solutionse Project: SG(, d . F ZArra. , L rL.Ik 1 Computed: IvaDate: 2/24/2011. Subject: Checked: Date: Task: 5, -re Page: Z of: 4 Job #: 752 19 No: ouS 4-4 =2�� (2,5.101 1,34k--11 1301.(') (3,3)(z.S-r+) V1/r11� VU. 1 k -3Wo) W V\/ cfGc) ( 2,5 ) (2• 4t) wa! 0.94 I< /.1.4 3 ( 15-o 1),,f) (Z.S f-►) = 0.31 1'44 W = t(130fa) (2.5 ) (5.0-t4 0..54 k/X+ )5 Z " 3 2 ( 130 /,c, -l') (2 • S 4) (i . 2 S '!) = d. 4-j k 44 F.R ONE COMPANY Many Solutions Project: Subject: 5.64- fl. i-' : thE-i~rnijaiifl JT Computed: f0 Date: L/2/./2.012 Checked: Date: Task: Page: 3 of: 6 Job#: /7 SZ2i No: 0o3 Lha o' / /14 0411.e1114 St<, l rte. e.amreArNv.,' 4 morYkArt45 Pert '1441 ow/4V1ril 1464`k 'Z. 611/.1%,/ I Lam)5- �t�1 dlom. F;- /1.wti (.T'•i- , i0 �. ______--- _ -- - -- _. _.. in X4,4 (54e.4) A - .7z / . i.c : —1.30 k• -RA- -fr, 1.34kt ,9.3 -I+ t, 1.1 k•i--/-4 0.3? 1(14 x1614 = 3.19'&4/41 y€4,ul I Loet Ai - v.4ti/C+ - t. - -CI W - 0.54 ktf4, - -3,1“4 `N - 0.01 kr.F► - 4 . )1 44 5•7.- 3,14 VP 1 I/ L.4 /-Ci I 1 k(4/44 1,14 k �� /f4 7, OZ (a+. /�'�- a•2°)(<4/4 ONE COMPANY .Many Solutions. Project: SGL FK(1jffl 'Z c+' L4 .*4)o T Computed: I01 Date: 2/21 Subject: Checked: Date: Task: S TE. 4 -ijoc ct- t11e't.C. Page: 4 of: b Job#: 75zioi No: 003 esu 144144 L < hit;) --_,"' = I , 02 4 > J;Y1a (-4!() f5 ifs 404 t- F A 2 ,1 / , S 414rt- 4:11)4v4- CoIv1M-vN. crP 4IOL. $ ?-74 V474) ?7`+1.34-1`1{} 1.7 Z- k/14 ONE COMPANY Many Solutions* Project: S« !� •7:64nic GEilltilir Computed: 0 Date: 2/241'7017_ Subject: Checked: Date: Task: 5►i€ 4. Ft_aC VkALA, Page: 5 of: Job #: 1-752.21 No: 003 trr3l.�d. �• . 2rz�ai n ;v1•1) Wei it ) k Tae r-vt a41C Y') FON-t. (1 /A Alt.f) ;vii+l) ? c! IG N = o,iZktr+ 23 N = c Fs N = o.ZskA-4 s , ��?S ,;14-46,0-: C tte,c.1� eve rlvry )11),34-1.1-4. 0. IZ 1.44 (-7'5' _ —0.45 1-.a/f4. 0•,90 -ft, '17 5 yrs 0. fl '.14 744) O.44 % 0.**s,1-1. 41 yrs 2475 ,-4 0.2 S k%'3 ( ;4') = -0,g4l-40,77 -C4 •-or 105' 0,14-1 15(c)v+nnvote- r ms v— ikapti' �4.115 v1;4 11 rA- /dld le- Air' 04' IYMi11,4 6`/1„kss0,7544) for 2457 yrthUrA ;114Z1-14 r-tiJ 44144 -rids' S/ii/r1iv erv+v;ck , -1k per4.14o,8 3 — d.174 3/4;vt,)? l rtict,1 t� ( c:�v i n'N, .,� seis s rl l i <., ) d Geed , wt;'? Ski t r) 0.,\ (24'15 ,s.,/).,N\ Fs _ 'F"v 44h. FA a F, tf7s •tide^vimI Q/lIy ) (3,?¢ &%f) Oar, 32` a- 1.34 k/.A /.?2k/r4 -. 0.25 k�F-!• •�-- �i _-----.ter /'�-.�,_�----•,.�...,---,....,�----- l , d /, ' iJ drool Ug -Cr "-C✓' /`�VIGYI il/►cler ve, I ONE COMPANY Many Solutions& Project: Subject: 5 L- p% , f i4 `gam LACitinCle Computed: Tog Checked: Date: zizAt 20 f i Date: Task: 5i—j6. 4 7t-04,4 NALL Job#: (?Sill Page: 6 of: No: 002) 14- G i6i.0.4 -.5-1.16.,I,�Y 7 - WWO O 1I Gon 541-1/cr% i O" IQiI of s -GI la 4-t r �vvtG� f s SVIK.dr r'`e - S'iat vl 0-f , cl i VtiV � l 2 (5'4 ) (i3 oT,,i) 51- s 2's 0,26 k/J 3.74 1'44 -•1-dA, 32 4 (.34 k44 3,65s k/ -4i > U, 2.- 116 (04 res -t -la 6, 1.1.0w) 544 1:, (;•Ty - SEATTLE CITY LIGHT LP riflimop DUWAMISH CRESTON LINE ACCESS ROADS CONSTRUCTION PADS REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION SITE 7 SOLDIER PILE WALL DESIGN CALCULATIONS MARCH 2013 RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER D13 -01c0 DR tjutation HDR Project No. I -D:1 ' `project' ' Seattle City Light Computed Jvo Date 02/08/12 Subject Site 7 Soldier Pile Wall 4/f Checked Date Task CTShoring output Summary & Pile selection Sheet Of EH EH + EQ Wall Design Height (ft) Min Min Section Embedment Max Modulus Depth Moment (in3/Pile) (ft) (k -ft) Min Min Embedme Section Modulus nt Max Depth Moment (in3/pile) (ft) (k -ft) 8 10 12 Wall Design Height (ft) Controlling Controlling Approx. Section embedment pile Modulus depth length 30.3 58.3 96.3 12.10 14.98 17.61 Pile Section Section Modulus in3 111.24 213.84 353.27 *BY OBSERVATION, SEISMIC LOAD CASE CONTROLS (6ft spa) (6ft spa) (6ft spa) Moment Moment Capacity Capacity ' (Fb=0.66) (Fb=0.88) k -ft k -ft 8 10 12 30.3 58.3 96.3 12.1 15.0 17.6 20.1 25.0 29.6 Moment Capacity = Fy * fb * sx HP12x63 79.1 217.53 290.03. OK HP12x63 79.1 217.53 290.03 OK HP14x89 131 360.25 480.33 OK Fy = 50 ksi fb = allowable bending strength increased by 1.33 for seismic Sit - Pile Summary and calcs.xlsx Sir,7r. Pile nmmary 'k r IHDR Project No. 1 HDR Computation Project Seattle City Light Computed .No Date 0208/12 Subject Site 7 Soldier Pile Wall Checked Dete Task Site 7 -1408-E0 Sheet Of Depth(ft) -o -5 - 10 - 15 - 20 Seattle City Lights - Site 7 H=8 - EH EQ 0 1kf I i um Force Equilibrium <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 10/19/2012 File: C:Wsersljvo\Desidop%Projectsl175229 Seattle City Lights- Walls1_100% designlSite 7 - Soldier Pile%Site 7 - 08.00ft - 6ft SPA - EH EO.eh8 UNITS: Dimension -ft; Force and Shear -Idp; Pressure and Stress -16f; Moment -lap-ft: Pres. Slope-Idp/ft3; Deflection -in. Wall Height=8.0 Pile Diameter=2.5 Pile Spacing=6.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=12.10 Min. Pile Length=20.10 MOMENT IN PILE: Max. Moment=111.24 per Pile Spacing=6.0 at Depth=13.36 PILE SELECTION: Request Min. Section Modulus = 30.3 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.88 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) W8X35 (1.80) HP10X42 (1.09) W10X30 (1.35) HP12X53 (0.58) W12X26 (1.12) HP13X60 (0.45) HP14X73 (0.31) W14X26 (0.93) W16X26 (0.76) W18X35 (0.45) W21X44 (0.27) W24X55 (0.17) W27X84 (0.08) W30X90 (0.06) DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope O 0 800 33.600 0.042 Seism O 0.136 8 0.136 0 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 8.0 0.00 10.0 0.00 0.000 10.0 0.50 800.0 198.00 0.250 ACTIVE SPACING: No. 2 PASSIVE SPACING: No. Z depth Spacing 0.00 6.00 8.00 2.50 Z depth Spacing 1 8.00 5.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip -ft Friction.Bearing.and Pressure - ksf. Pres. Slope - kip/ft3: Deflection - in Site 7 - Pile Summary and calcs.xlsx Site 7-H=08- EQ HDR Computation FHDR Project No. FD Project Seattle City Light Computed -No Date 02A8/12 Subject Site 7 Soldier Pile Wall Checked Date Task CTShoring output Summary 6 Pile selecibn Sheet 01 Depth(ft) 0 5 10 15 20 25 Seattle City Lights - Site 7 H=10 - EH EQ Force Equilibrium m 0 1Ic9 I I 30 <ShoringSuite> CIVILTECH SOF1WARE USA www.eiviltechsoftware.com Licensed to 4324324234 3424343 Date: 10/19/2012 File: C:\Users\jvo\Desktop\Projects\175229 Seattle City Lights- Walls\_100% design\Site 7 - Soldier Pile\Site 7 - 10.00ft -6ft SPA - EH EQ.sh8 UNITS: Dimension - ft: Force and Shear -Idp; Pressure and Stress -lett Moment - Idp-ft; Pres Slope -lap/ft3; Deflection - in. Wall Height=10.0 Pile Diameter=2.5 Pile Spacing=6.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=14.98 Min. Pile Length=24.98 MOMENT IN PILE: Max. Moment=213.84 per Pile Spacing=6.0 at Depth=16.58 PILE SELECTION: Request Min. Section Modulus = 58.3 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.88 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) W8X67 (2.52) HP10X57 (2.33) W10X54 (2.26) HP12X53 (1.74) W12X50 (1.74) HP13X60 (1.36) HP14X73 (0.94) W14X43 (1.60) W16X40 (1.32) W18X40 (1.12) W21X44 (0.81) W24X55 (0.51) W27X84 (0.24) W30X90 (0.19) DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 800 33.60 0.042 Seism 0 0.17 12 0.170 0 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 10.0 0.00 12.0 0.00 0.000 12.0 0.50 800.0 197.40 0.250 ACTIVE SPACING: No. 2 PASSIVE SPACING: No. Z depth Spacing 0.00 6.00 10.00 2.50 Z depth Spacing 10.00 5.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip -ft Friction.Bearing.and Pressure - kst. Pres. Slope - kip/I13: Deflection - in Site 7 - Pile Summary and calcs.xlsx Site 7-11=10- EQ HDR Computation IHDR Project No. ( m Project Seattle City Light computed .No Date 02/08/12 Subject Site 7 Soldier Pile Wall Checked Date Task CTShorIng output Summary & Pile selection Sheet 01 Depth(ft) - 0 - 5 - 10 - 15 - 20 - 25 - 30• - 35 Seattle City Lights - Site 7 H=12 - EH EQ um Force Equilibrium <ShoringSuite> CIVILTECH SOFTWARE USA www.eivilteohsoftware.eom Licensed to 4324324234 ' 3424343 Date: 10/19/2012 File: C:\Usersijvo\Desldop\Projects1175229 Seattle City Lights- Walls\ 100% design\Site 7 - Soldier Pile\Site 7-12.00ft -6ft SPA -EH EQ. ,8 UNITS: Dimension -ft; Force and Shear- kip; Pressure and Stress- I6f: Moment - kip -ft; Pres Slope-Idp/ft3; Deflection - in. Wall Height=12.0 Pile Diameter -2.5 Pile Spacing=6.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=17.61 Min. Pile Length=29.61 MOMENT IN PILE: Max. Moment=353.27 per Pile Spacing=6.0 at Depth=19.68 PILE SELECTION: Request Min. Section Modulus = 96.3 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.88 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) W10X88 (3.05) HP12X84 (2.50) W12X72 (2.73) HP13X73 (2.58) HP14X73 (2.23) W14)(68 (2.25) W16X67 (1.71) W18X55 (1.83) W21X57 (1.39) W24X55 (1.21) W27X84 (0.57) W30X90 (0.45) W33X118 (0.28) W36X135 (0.21) DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 800 33.60 0.042 Seism 0 0.204 12 0.204 0 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 12.0 0.00 14.0 0.00 0.000 14.0 0.50 800.0 196.90 0.250 ACTIVE SPACING: No. 1 2 PASSIVE SPACING: No. Z depth Spacing 0.00 6.00 12.00 2.50 Z depth Spacing 12.00 5.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip -ft Friction.Bearing.and Pressure - kst Pres. Slope - kio/ft3: Deflection - in Site 7 - Pile Summary and calcs.xlsx Site 7 -H=12 -EQ HDR Computation HDR Project No. Project Seattle City Light Computed Jvo Date 02/08/12 Subject Concrete Lagging Design Checked Date Task 15ft tall section Sheet Of SUMMARY: Flexure: OK Long Reinforcing: #4 @ 6 in. Max SPA Shear: OK Vert Reinforcing: #4 @ 18 in. Max SPA Shrinkage and Temperature: OK Min. Lagging Thickness: 8.25 in. Lagging Height: 18 in. Pile Spacing: 6 ft General Input Load Calculations Height = Thickness = length = fc = fy = Es = flexure = shear = flexure & shear seismic = 15. 8.25 6 4 60 29000 0.90 0.90. 1.00, ft Tallest panel height in Nominal thickness ft Span length between soldier piles ksi concrete strength ksi steel yield strength ksi modulus steel rnf. Reduction factor for Flexure Reduction factor for shear Reduction factor for seismic EH - Active Earth Pressure) H1 = 15 ft Assumed depth of fill material EH = 42'''H1 (psf) Geotech recommended lateral pressure for fill layer 0.63 ksf Pressure acting on bottom lagging W EH = EQ - Seismic Load) EQ bot = W EO = Site 7 - Concrete Lagging Design.xlsx H=15 - 6ft Spa 0.95 17.00 0.255 0.38 k/ft linear distributed load acting on concrete lagging @ bottom 'H (psf) geotech recommended seismic pressure @ bottom of wall ksf k /ft linear distributed load acting on concrete lagging @ bottom HDR Computation HDR Project No. Project Seattle City Light Computed Jvo Date 02/08/12 Subject Concrete Lagging Design Checked 1.50 Date 1.00 Task 15ft tall section Sheet 0.00 Of Summary of loads) Load Factors & Comb.) Factored Loads) Geometry & Steel Rnf. Input Front Face of Fascia W = I EH LS EQ 0.95 0.000 0.383 d r —1 Section A -A L L= d= b= clr = Site 7 - Concrete Lagging Design.xlsx H=15 - 6ft Spa 6 .25 0 Total ft span length of lagging between CL piles in effective depth dimension of lagging in effective width dimensions of fascia in minimum clear cover to horizontal rnf. 1.42 k/ft 1.80 k/ft 0.95 k/ft EH LS EQ Str-1: 1.50 1.75 0.00 EE -1: 1.50 1.00 1.00 Serv-1: 1.00 1.00 0.00 d r —1 Section A -A L L= d= b= clr = Site 7 - Concrete Lagging Design.xlsx H=15 - 6ft Spa 6 .25 0 Total ft span length of lagging between CL piles in effective depth dimension of lagging in effective width dimensions of fascia in minimum clear cover to horizontal rnf. 1.42 k/ft 1.80 k/ft 0.95 k/ft EH LS EQ Str-1: 1.42 0.00 0.00 EE -1: 1.42 0.00 0.38 Serv-1: 0.95 0.00 0.00 d r —1 Section A -A L L= d= b= clr = Site 7 - Concrete Lagging Design.xlsx H=15 - 6ft Spa 6 .25 0 Total ft span length of lagging between CL piles in effective depth dimension of lagging in effective width dimensions of fascia in minimum clear cover to horizontal rnf. 1.42 k/ft 1.80 k/ft 0.95 k/ft HDR Computation HDR Project No. �Z Project Seattle City Light Computed Jvo Date 02/08/12 Subject Concrete Lagging Design Checked Date Task 15ft tall section Sheet Of Steel rnf Input Select bar size = area of single bar = diameter of bar = Bar spacing = Design Loads: STR1: EE1: SERV1: Design Calculations below As vertical = Smax = Calc. loads (vert. bar) 4 0.20 0.50 18 0.13 12.375 1.42 1.80 0.95 Factored Flexure moments Mu sTR1 = Mu EE1 MuSERV1= Flexural Capacity of section msTR1 = (I)EE1 = As = fy = fc = a= de = Mn = Mn sTR1 E SERV 1= Mn EE1= k/ft k/ft k/ft in2 in in in2/ft As horizontal = ( horiz. bar) 4 0.20 0.50 6 0.40 In 2 in in in2/ft in spacing of rnf in walls shall not be > 1.5* thickness Archin. Factor 6.38 8.10 4.25 0.90 1.00 0.40 60.00 4.00 0.39 6.50 151.29 12.61 11.35 12.61 Is 0Mn 8TR1 z M sTri Is OM. EE1 2 M EE17 YES Site 7 - Concrete Lagging Design.xlsx H=15 - 6ft Spa k -ft k -ft k -ft Reduced load k/ft k/ft k/ft 1.42 1.80 0.95 wad * L2/ 8 WEE1 * L2 / 8 wSERV1 L2/ 8 in.z Area of flexural steel per foot ksi Steel rnf. Yield strength ksi Concrete compression strength (assumed no arching, continuous) in. As"fy/(0.85*tc*b) in. depth from extreme compression face to centroid tension rnf k -in As*fy*(de-a/2) k -ft k -ft / ft k -ft / ft Nominal moment capacity for STR-1 & SERV 1 Nominal moment capacity for EE -1 HDR Computation HDR Project No. �Z Project Seattle City Light Computed Jvo Date 02/08/12 Subject Concrete Lagging Design Checked 148.5 Date 612.5625 Task 15ft tall section Sheet 2.346 Of 4.11 Cracked Moment, Mcr, Check (min. rnf check) 19 = Y� = Sc = fr = 1.2*Ma = Mu = 1.33 * Mu = Mr = 4)Mn= Is OM„ 2 Mr? 842.27 4.13 204.19 0.74 181.32 15.11 6.38 8.48 8.48 11.35 in° b'd3/12 in. d/2 I9/Y, ksi 0.37''J(fc) kin 1.2*Sc'fr k -ft k -ft k -ft Controlling Strength moment k -ft minimum of 1.2Mcr or 1.33Mu k -ft Factored nominal capacity Concrete Crack Control (AASHTO LRFD 5.7.3.4) Service 1: Ye = we = Ec = Es = n= d= b= dc= las A's = As = 1.00 0.160' 4224 29000 6.87 8.25 18.00 1.50 1.32 0.40 0.40 Find centroid of the section Exposure Factor (AASHTO LRFD 5.7.3.4) kcf Concrete unit weight ksi Concrete modulus ksi Steel Rnf. Modulus Es/Ec in. Depth of flexure section (fascia thickness) in. Width of flexure section (evaluating a 1ft section) in. thickness of concrete cover from extreme tension fiber to center of the flexural rnf. 1 + [4:1,/ (0.7 * (h-dc))1 int / ft compression steel in section int / ft tension steel in section Part n Area n' Area y bar y bar *n*A Concrete 1 148.5 148.5 4.125 612.5625 A's 6.87 0.40 2.346 1.75 4.11 As 6.87 0.40 2.346 6.50 15.25 Depth of Neutral axis, c = Me = fsc = fSm = fs = Site 7 - Concrete Lagging Design.xlsx H=15 - 6ft Spa 4.13 3.40 19.91 36.00 19.91 153.19 in 631.92 E y bar*n*A n*A k -ft %of„ * L2/ 10 ksi Ms/(As*(de-(c/3))) «--Calculated steel sery stress ksi 0.6'fy «--approx. steel sery stress ksi HDR Computation HDR Project No. 1-D3 Project Seattle City Light Computed Jvo Date 02/08/12 Subject Concrete Lagging Design Checked Date Task 15ft tall section Sheet Of S max = Is bar spacings Sm.? Factored Shear Forces Vu STR1 = Vu EE1 = • Vu SERV1 = Vu = Conc. Contribution for shear d„ = 0.9"de = 0.72*d = d5 = b„ = R= 0= Vc = Check Transv. Steel required Vc/2= Is Vc/2 > Vu? Steel contribution for shear A5 = S shear rnf = Vs = Min. transv. rnf. Requirement A Av min Av provided = Is Av provided > Av min? Prestressing contribution for shear Vp = Nominal shear resistance Site 7 - Concrete Lagging Design.xlsx H=15 - 6ft Spa 23.68 4.25 5.40 2.84 5.40 6.30 5.85 5.94 6.30 18.00 2.00 45.00 14.34 7.17 0.00 12.00 0.00 0.019 0.000 0.00 in. (700*Y8/(138*fs))-2*dc k k k wsTR1"L/2 wEEI * L / 2 WSERV1 • L / 2 k Controlling Shear in in. in (de - a/2) in. d, need not to be taken less than the greater of 0.9"de or 0.72*d in. width section, evaluating a 1ft section 0 for simplified procedure (AASHTRO LRFD 5.8.3.4.1) for simplified procedure (AASHTRO LRFD 5.8.3.4.1) k 0.0316"R*bv"d„*Ifc k No Shear Rnf. Required in.` Area shear steel rnf. in spacing of shear rnf. k = Av*fy*d„*CotO/s8 in.`/ft = 0.0316*Afc)*(b„ * s/fy) = Av / S shear mf NO Shear Rnf. required, skip this section k No prestressing component, Vp = 0 HDR Computation HDR Project No. Project Seattle City Light Computed Jvo Date 02/08/12 Subject Concrete Lagging Design Checked Date Task 15ft tall section Sheet Of Vn = Vn = Governing Vn= (Dv = (pVn = Is tpVn > Vu? 14.34 113.47 14.34 0.90 12.91 Check Lona. Bars for tension due to shear [(Vu/4v)- 0.5Vs - Vp]] * cot(o) = Av long *fy Is (Py wng *fy) a [(Vov) - 0.5Vs - Vp] • cot(e) ? Check Shrinkage & Temperature Rnf. (AASHTO 5 10.81 6.00 24.00 BUT b= h= fy = ,;8:�235,w 0 k k Vc+Vs+Vp • 0.25*fc*bv*dv + Vp k Controlling Nominal shear k kip kip in Thickness of lagging in Height of laggging ksi As z (1.3bh) / (2*(b+h)*fy) As a 0.0613 int 0.11 <= As <=0.60 As z Vertical bar = Horizontal bar = Site 7 - Concrete Lagging Design.xlsx H=15 - 6ft Spa 0.11 0.13 0.40 int/ft (each face, in each direction minimum) int/ft int/ft HDR Computation HDR Project No. Bridge No. Project Seattle City Light H -Frame Replacement Computed JVO Date 03/19/12 Subject Corner Pile Plate Weld check Checked 3/4 and greater Date Task Sheet Of Resources: AISC 13th Edition, Section J2 - Welds (pg 16.1-96) Table 12.4 - Min Size of fillet welds - AISC 13th Ed Material thickness of thinner part joined (in) Minimum size of fillet weld (in) Oto 1/4 1/8 1/4 to 1/2 3/16 1/2 to 3/4 1/4 3/4 and greater 5/16 Maximum size of fillet weld (in) not greater than thickness material not greater than thickness material minus 1/16 in. (typically E70XX is used for materials with Fy up to 60 ksi) (typically E80XX is used for materials with Fy of 60 ksi or 65 ksi) (note: the two digits after the 'E' designation is the tensile capacity of the weld in ksi) Nominal strength of fillet weld) 4) shear = 0.7.5 R„ = FWAW Nominal Fillet weld strength Where: FW = 0.60 * FExx * (1.0 + 0.5*sine'5 9) AW = (0.707 * w) * L (in2) FEXX = 9= w= L= 70.0Q 1/4; L' ksi Electrode tensile strength deg. angle of loading in. width of weld in. Length of weld (Will calculate on a unit length basis) Thus: FW = 0.60 (70) (1.0 + 0.5 sin^1.5(90)) 63 ksi AW = (0.707)*(0.25) * (L) 0.17675 in = (0.75) * (63) * (0.17675) 8.351438 Site 7 - Corner Pile Detail - Weld Design.xlsx Weld Design kip/in HDR Computation HDR Project No. Bridge No. F D Project Seattle City Light H -Frame Replacement Computed JVO Date 03/19/12 Subject Corner Pile Plate Weld check Checked Date Task Sheet Of However, shear force cannot exceed the smaller of the two base material shear strengths shear yielding of base material) 4) yield = 1.00 R„ = 0.60 * Fy * Ag Nominal shear yield strength base material Where: Fy = Yield strength of base material (ksi) Ag = Gross area of shear surface Fy = t= L= 50.00- 5. L ksi (Grade 50 steel) in. thickness of base material (flange thickness) in. Length of weld (Will calculate on a unit length basis) Ag = (0.625) * (L) 0.625 in shear rupture of base material) 4) shear = = (1) * [(0.60) * (50) * (0.625)] 18.75 0.7'. kip/in R„= 0.60*Fu*Anv Nominal Shear rupture strength base material Where: Fu = Ultimate strength of base material (ksi) Any = Net area subject to shear Fu = t= L= 65.00'. 5' L ksi (Grade 50 steel) in. thickness of base material in. Length of weld (Will calculate on a unit length basis) Anv = (0.625) * (L) 0.625 in itiR„ = (0.75) * [(0.60) * (65) * (0.625)] Site 7 - Corner Pile Detail - Weld Design.xlsx Weld Design HDR Computation HDR Project No. Bridge No. Project . Seattle City Light H -Frame Replacement Computed AVO Date 03/19/12 Subject Comer Pile Plate Weld check Checked Date Task Sheet Of ,:Loads) 18.28125 kip/in 8.351438 • kip/in Controlling nominal shear Capacity Hiagging = EH = 10 42 0.42 ft Height of lagging at corner *H ksf VEH = (1/2)*(EH)*(H2) 2.1 k/ft EQ = 0.17 VEQ= (EQ)*(H2) Load Factors & combinations) Case Load EE1: Factors Factored Load Span width of lagging = Vnom = R„ = Lmin = 1.7 EH *H ksf Active Earth (Equiv. Fluid Pressure) Pressure @ bottom of lagging Triangular lateral force due to earth pressure Seismic (Equiv. Fluid Pressure) Pressure @ bottom of Lagging k/ft Rectangular lateral force due to seismic pressure EQ 2.1 1.7 1.5 1.0 3.15 29.1 14.55 1.742215 1.7 = 4.85 k/ft ft (used typical center -to -center pile spacing) kips Factored Shear Demand on lagging kips, Factored Shear Demand acting on 1 pile/welds in Length of weld required Length of weld required smaller than the length of weld provided. 1/4" fillet weld adequate. Site 7 - Corner Pile Detail - Weld Design.xlsx Weld Design JUL 3 1 2013 PERMIT CENTER 0 PLANNING APPROVED • to changes ban be made to these plans without approval from the Planning Division of DCD OLI ( THE CITY OF SEATTLE - CITY LIGHT DEPARTMENT DUWAMISH CRESTON H - FRAME REPLACEMENT SITE ACCESS AND POLE FOUNDATION CONTRACT DRAWINGS ISSUED WITH SPECIFICATION NO. 2012-039 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of u ila BUILDING ISION SEATTLE CITY LIGHT 700 5TH AVENUE SUITE 3200 SEATTLE, WA 98124-4023 SEPARATE PERMIT REQUIRED FOR: IS Mechanical Electrical gPlumbing Gas Piping City of Tukwila Bliii.D NG DIVISION _= Z h � O s PREPARED BY: SEATTLE CITY LIGHT HDR AND ASSOCIATES OCTOBER 26, 2012 SPO]nG110N IAMRER 2012-039 APPROVED FOR ADVERTISING NUKY LOCM RUNCwSYNO IIID CONMACN10 WRAC. C VISION MAMIE. WASHINGTON _________ 20_ FILE COPY Penult No .b i�✓o°*.P Plan review approval Is sttJe mm and missions. Approval of construction documents does not authorize tha violation of adopted code or Vie. Receipt elf approved • 41000; 411/04111 41(1 i.-.. .t..d..At r./ ANN. otAfjpr • 1't '.1 Cly Of�dkwffa BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approver of Tukwila Building Division. NOTE.Revisions will require a new plan submittal and nay include additional plan review fees. IFRORICID UFO, FOR Oir WI IA FERFRI CIF/ AO OOP CM1 commas. 10 Lei ROIRACNcrtk CROW. RI 0.1. COMM Ammo sc RUM ENDORSEMENT SIC TU DATE DRAYM: V. 00 09/05/2012 CHECK: RECEIVED MAR 19 2013 TUKW ILA PUBLIC WORKS RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER DtxO'% (/ Seattle City Light Power Production & Substations l0OAT 0 OVERHEAD TRANSMISSION SOUTH TRANSMISSION APPROVED FOR (MILE 1E1V DOR DES INA OW< i1 0�A 7//s- 4 0011 DUWAMISH CRESTON H - FRAME REPLACEMENT TITLE SHEET MEET 1 1 or 65 D1A90 G-1 DRAM* 110. TD -11330 WALERKY. w NONE 0 z 1 L.7"- z PROJECT DRAWINGS; SITE ACCESS AND POLE FOUNDATION DRAWING INDEX: DRAWING INDEX: CLASS SH. NO TITLE DWG. NO. REV. NO CLASS SH. NO TITLE I DWG. NO. REV. NO G-1 TITLE SHEET TD -11330 0 G-2 2 H -FRAME REPLACEMENT. COVER SHEET TD -11503 FOUNDATION CONSTRUCTION PCCESS ROAD & CONSTRUCTION PADS S-11 55 ROUTING PLAN AND GENERAL NOTES TD -11341 0 5-12 56 FOUNDATION DETAILS G-3 3 SITE LOCATION MAP TD -11397 0 S-13 57 FOUNDATION DETAILS C-01 4 CESC PLAN - .SITE 1 AND 2 ACCESS ROAD TD -11398 0 C-02 5 CESC PLAN - SITE 1 TD -11399 0 S 14 58 ANCHOR BOLT CAGE INSTALLATION & ORIENTATION PROCEDURE. TD -11342 O TD -11343 0 TD -11344 O 0 C-03 6 CESC PLAN - SITE 2 TD -1 1400 G C-04 7 CESC PLAN - SITE 3 TO -11401 C 5-15 59 ANCHOR BOLT CAGE INSTALLATION & FOUNDATION DETAILS TD -11345 C-05 8 0 C-06 C-07 C -O8 C-09 C-10 C-11 9 10 11 12 13 14 CESC PLAN - SITE 6 CESC PLAN - SITE 5 AND 6 ACCESS ROAD CESC PLAN - SITE 7 TD -11406 TD -1 1407 TD -11408 C-12 15 CESC PLAN - SITE 8 TO -11409 C-13 16 CESC DETAILS TD -11410 0 0 0 0 0 O 0 O S 16 60 POLES DU 1/24 N. DU 1/25 S & DU 1/28 N EXISTING CONDITIONS TD -11346 0 0 S 17 6 POLES DU 1/33 N & 1/36 N EXISTING CONDITIONS TO -11347 S-18 62 POLES DU 1/33 S EXISTING CONDITIONS TD -11348 5-19 63 POLES DU 1/43 N & 1/46 N EXISTING CONDITIONS TD -11349 0 C-14 C-15 C-16 17 CESC DETAILS TD -11411 18 SITE PLAN - SITES 1 AND 2 ACCESS ROAD 0 TD -11412 0 S 20 64 POLES DU 2/4 N & DU 2/7 N EXISTING CONDITIONS TD -11350 0 L-01 65 POLE AND FOUNDATION LOCATIONS TD -11329 0. • . . 19 SITE PLAN - SITES 1 AND 2 ACCESS ROAD TD -11413 0 C-17 20 DU1/24N - SITE 1 PLAN AND PRCFILE TD -11414 0 C-18 zi SITE 1 AND 2 ACCESS ROAD TD -11415 0 C-19 C-20 C-21 C-22 22 23 24 25 DU1/28N - SITE 2 PLAN AND PROFILE DU1/33N - SITE 3 PLAN AND PROFILE TD -11416 0 TD -11417 0 SITE 3 ACCESS ROAD TD -11418 0 DU1/36N - SITE 4 PLAN AND PROFILE TD -11419 0 C-23 26 SITE 4 ACCESS ROAD C-24 27 SITE 4 ACCESS ROAD TD -11420 0 TO -11421 0 C-25 28 SITE 4 ACCESS ROAD 0 C-26 C-27 C-28 C-29 29 30 31 SITE 4 ACCESS ROAD DU1/43N - SITE 5 PLAN AND PROFILE DU1/46N - SITE 6 PLAN AND PROFILE TD -11425 32 SITE 5 AND 6 ACCESS ROAD TD -11426 0 0 0 0 C-30 33 DU2/ 4N - SITE 7 PLAN AND PROFILE TD -11427 0 C-31 34 DU2/7N - SITE 8 PLAN AND PROFILE O C-32 C-33 C-34 35 TYPICAL ROAD AND PAD SECTION DETAILS 36 RESTORATION PLAN SITE 1 RESTORATION PLAN SITE 2 0 0 0 C-35 RESTORATION PLAN SITE 5 AND 6 C-36 39 RESTORATION PLAN SITE 5 AND 6 C-37 40 RESTORATION PLAN SITE 7 AND 8 0 0 0 C-38 41 RESTORATION PLANTING SCHEDULE AND DETAILS 0 C-39 42 RESTORATION DETAILS 0 C-40 43 TRAFFIC CONTROL PLAN - SITE 1 AND 2 0 C-41 44 TRAFFIC CONTROL PLAN - SITE 4 0 S-01 5-02 S-03 45 STRLCTURE NOTES RETAINING WALL SITE 4 PLAN AND ELEV. TD -11438 47 RETAINING WALL SITE 4 SECTION AND DETAIL TD -11439 0 0 0 S-04 48 RETAINING WALL SITE 5 PLAN AND ELEV. TD -11440 0 S-05 5-06 5-07 5-08 49 50 51 52 RETAINING WALL SITE 5 SECTIONS 0 RETAINING WALL SITE 7 PLAN AND ELEV. 0 RETAINING WALL SITE 7 SECTIONS 0 RETAINING WALL SITE 7 SECTION AND DETAIL 0 5-09 RETAINING WALL SITE 7 DETAILS TD -11445 0 5-10 RETA'NING WALL SITE 8 PLAN AND ELEV. TD -11446 0 14. 34. E S R s g REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION 5116015' PROJECT LOCATION S ,ISN SI LOCATION MAP 0 SCALE: N.T.S. NO 0.1 CM IVYNIIIM . VSL 111,90.101.. Of VA or. ton ENDORSEMENTS SIGNATURE DATE CRAM: V. 00NC 09/05/2012 CREC✓, SCQPE OF WORK THE SCOPE OF THIS PROJECT IS TO IMPROVE OR CONSTRUCT ACCESS ROADS, CONSTRUCT CONSTRUCTION PADS AND DRILLED PIER FOUNDATION AND PERFORM SUPPORT ADDITIONKV AL ATING5WORK TO WOOSION ELINES PUSH RY UGHT UES CITY LIGHTS ITHCT TO REPLACE TH WSTEEL M E ARE ETEC E tV E D REMAINING DETERIORATING WOODEN H -FRAME STRUCTURES WITH STEEL MONOPOLES MONOPOLE FOUNDATION SITES ALONG THE NORTH ALIGNMENT OF THIS ROW, ONE POSN SITE LENSIBLE GTH OF CRY LIGHT'S TRANMONAL MISMISSION RIGHT SSION 0OF WAY NOTUKWILA WA 11415 CONTRACT MAR 9 2(13. NG THE SOUTH AUGN AND FOUR DISTRIBUTION FOUNDATION SITES ALL WITHIN AN APPROXIMATELY 2 MILE 1 WILL NOT INCLUDE INSTALLING POLES OR ANY UNE WORK. SEATTLE CITY UGHT CREWS WILL INSTALL THE NEW POLES AND DO THE UNE WORK. REFERENCES; SEATTLE PUBLIC UTILITY SURVEY: 0-36934 DUWAMISH-CRESTON SCL RIGHT WAY. D-36935 DUWAMISH-CRESTON SCL RIGHT WAY. D-36936 DUWAMISH-CRESTON SCL RIGHT WAY. D-36937 DUWAMISH-CRESTON D-36938 DUWAMISH-CRESTON D-36939 DUWAMISH-CRESTON 0-36940 DUWAMISH-CRESTON GEOTECHNICAL REPORT: GEOTECHNICAL REPORT SEATTLE CITY LIGHT H -FRAME REPLACEMENT/ FEEDER 2811 DISTRIBUTION LINE SEATTLE, WASHINGTON 230KV LINE, SABEY 26KV FEEDER 230KV UNE, SABEY 26KV FEEDER 23010V LINE, SABEY 26KV FEEDER UNE TOPOGRAPHIC SURVEY. UNE TOPOGRAPHIC SURVEY. UNE TOPOGRAPHIC SURVEY. UNE TOPOGRAPHIC SURVEY. WORK AUTHORIZATION NO; NS09044 NOVEMBER, 2012 PREPARED BY: SEATTLE PUBLIC UTILITIES GEOTECHNICAL ENGINEERING 707 SOUTH PLUMMER STREET SEATTLE, WASHINGTON 98134 5 • o.Q , V r, - Y' 1 y E \\ `` Im8rnTane1AIrp0n merman 5W T1sVe .__ Rovh11 Port WETLAND DELINEATION REPORT: TUKVVILA PUBLIC WORKS RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER SEATTLE CITY UGHT CRESTON - DUWAMISH TRANSMISSION POLES REPLACEMENT TUKWIIA, WASHINGTON JULY 8, 2010 PREPARED BY: SHANNON & WILSON, INC. 400 N 34th STREET, SUITE 100 SEATTLE, WASHINGTON 98103 21-1-12305-015 1 Ni e0'tCn St NR'" ' " Center g V Rivermrr8otfavard 1 • t Palk f Cti 14.4ttr Maw sw nelh at Hvfb+e `-A`-- 399 ; ,:'A9eTrove e Tukwila' f \ Seattle City Light Power Production & Substations LCCATEM .Lalt ,. Seare ii i,'ryY VICINITY MAP NOT OVERHEAD TRANSMISSION SOUTH TRANSMISSION RE CUP 1 kp AfNiWm POR WATTLE 440 LEM DESIGN: 1. OG1 10/29/2012 CNECr;; N 0000E5 10/29/2012 10/29/2012 IFC/NC S. OL0 DATE S ,TH DUWAMISH CRESTON - FRAME REPLACEMENT COVER SHEET tEEEr 2 OC 65 CIAO$ 1 SHEET G-2 ORAINIO Ia TD -11503 OGLE LEY. NO NONE 1 No. 3, Attachment #1 Addendum SEC. 2 AND SEC 3, T. 23 N.,R. 4 E. W.M. ccl 77 73 tO \ \ SITE 2, POLE DU1/28N SEE C-19 co aS 1.0N( p.14 = SITE 7, POLE DU2/4N W SEE C-30 — < co 8, POLE DU2/7N SEE C-31 S 107 TH ST _1 'k 5, POLE DU1/43N SEE C-27 �11 1.: T`6am�...IRTR$Ti�T�.„N � t �� r. I 1 _.,�. _ ���i/i ka'�si'f.3'%cs'•ai9a�c5"•'.rc.� `~s.�2kk:` �.,..s�'�►. i•..•.=:, �s�.�/A .0.w!Ynv'8•?:FxR`✓,C?{H ^R. cw.c����—♦W.7�..`. ..\".'.••.• 1•1•1\is LOCATION QUANTITIES (CY) CUT FILL SITE 1 CP 488 63 SITE 2 CP 282 113 SITE 3 CP 270 315 SITE 4 CP 138 44 SITE 5 CP 34 2.805 SITE 8 CP 365 230 SITE 7 CP 1725 813 SITE 8 CP 44 123 ACCESS ROAD 1-2 178 240 ACCESS ROAD 5-6 539 149 ACCESS ROAD 7-8 381 40 1 • Iv 3 ITE 1, POLE DU1/24N SEE C-17 RE 3, \ POLE DU1/33N SEE C-20 AII*1 GENERAL SITE LOCATION SCALE N MT 0 100 200 IMMOROBIENTS 400 sia.mNe OR 1 CR t GOO ITE 6, POLE DU1/46N — — . --SEE -0-28— — — — Seattle City Light LaCES REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SOK_ RCEgrVED�. CITY OF TUKWILA MAR 1 5 20 13 PERMIT CENTER OVERHEAD TRANSMISSION S HUT a OF MI SOUTH TRANSMISSION DSOS «, APPROVED FOR SIAM CRY USW DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS SRE LOCATION MAP G-03 O RAT1EIO Na TD -11397 K AM RLv.11. 11400 qN 00) ea iW 3 W �o. N 30 U (s a5 \\ ,� hl 11111111Elltilir , GRV AIR VENT EXISTING PROPERTY UNE s T EXISTING 48" WATERMAIN EDGE OF FUTURE ROAD 3E PIER r a6k'"`jL '1 \\ SITE ACCESS N: 1280865.72 E: 186771.80 ks \ • REVIEWE-k7 FOR CODE COMPLIANC -441..111P- SOW" EXISTING ROW UNE �PR 2 5 2013 City of Tukwila BUILDING DIVISION —inaWitiPrIL �W ry r 1 322FO0 '{r - 48" WATER ACC ECT TO FUTURE PT 131 +44.15 1 N: 1281032.03 E: 186817.05 1 \v�� -- --- --'1 b. m M rn co 0 230kV CONDU A RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER r-- \ PT 33+00.63 -EXISTIK 48" WATERMAIN EXISTING - - ' PRQPER1 tiNE - 48" WATERMAIN DAYLIGHTS HERE 7 4 230kV CONDUCTORS f • I / c 1 � / 1 I UNITS OF / WERAND BUFFER I 1 230W CONDUCTORS-- --_ �r---� A 29+50 SEE BELOW N M N aW V— 2 20 LEGEND: • ■ HVF vv�v <yXX�. • CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE CONSTRUCTION PAD STRAW WATTLE HIGH VISIBILITY FENCING e • UNITS OF CONSTRUCTION CLEAR AND GRUB UMITS SEED MIX #1 CONSTRUCTION ENTRANCE - 3 TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL F—F— FILL UNE —c—c- CUT UNE EXISTING WETLAND EXISTING WETLAND BOUNDARY EXISTING GRAVEL LOT NEES 1. THE SITE ACCESS AND ROAD FROM EAST MARGINAL WAY TO STA 30+00 WILL BE PROVIDED BY OTHERS. AU. WORK RELATED TO THE ACCESS AND SITE ROAD IS NOT INCLUDE IN THIS CONTRACT. 2. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 3. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 0 20 40 FEET ve 1 a 1 0 ha HDR Engineering, Inc. ENDORSEMENTS SIONNURE DME OR :LIIRE «: SSeattle City Light OVERHEAD TRANSMISSION slw 4 OF 87 SOUTH TRANSMISSION MOH T. JOHNSON OC : Li. PETERSON APPROVED FOR SEATTLE CRY UNIT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC PLAN - SITE 1 AND 2 ACCESS ROAD C-01 DRAWS NO. TD -11398 SCALE FEV. N0. REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION EXISTING ROW UNE ASPH r CaCCnCaC 6666666 + + + _+- + + + + ��+- + + + + + + + + +-( + + + + + + + - + --+- + + + + + + + + + + + + + + + + . + + + + + + + - + + + + + + + ■■■ate aaa PC 35+08.8 —PT -35+57-4 -_-- ■ =■Tri --m1.•� + + + + � - -- - *4B -WATER+ .-1- ®Ri Ai a -'�-+---4 \_-�—f+ + + + + + + + + + + + + . + + --r :112845649- _-- _CONDUCTORS_-_:-` __-_—_-_�� J +_ +— + +--4- + ■■ n r PT 37+53.19 SITE 1 SCALE 1%.20' EXISTING 48' WATERMAIN CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER EXISTING PROPERTY UNE- ti EXISTING 1 ROW UNE LEGEND: • ■ HVF • CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE g CONSTRUCTION PAD STRAW WATTLE le HIGH VISIBILITY FENCING ■ UNITS OF CONSTRUCTION CLEAR AND GRUB UNITS SEED MIX #1 CONSTRUCTION ENTRANCE - 3 TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) - F -F - - c c — RETAINING WALL FILL UNE CUT UNE EXISTING WETLAND ECSMNG WETLAND BOUNDARY EXISTING GRAVEL LOT CONSTRUCTION NOTES: Q PROPOSED LOCATION FOR BAKER TANK. CONTRACTOR TO LOCATE AS REQUIRED BY CONSTRUCTION AND SITE CONSTRAINTS. Qz INSTALL HIGH VISIBILITY FENCE IN LOCATIONS SHOWN. TO BE INSTALLED PER DETAIL 4 ON SHEET C-14. MIES 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 FEET 1 a 1 O MIK ha 1 HDR Engineering, Inc. eoone11ra«s NOM= DATE OR :LICE CK : • Seattle City Light OVERHEAD TRANSMISSION ow 5 or Q/ SOUTH TRANSMISSION DSON T. JOHNSON APPROVED FOR SEATTLE ORT UONT CN : B. PETERSON DDE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC PLAN - SITE 1 «A� C-02 ORATRNO NO. TD -t1399 SCALE 1620 REV. ND. ELM 0 N Cii N q N §0 o aeW a0 ppp& N V/ 5 0 5 N O 0 H W N N C) ASPH UMITS OF WETLAND BUFFER• • • • • • • • " -- ____r "- + + + + - ""+ + + + + + + + ---P" + + + + + + + + + + + +~+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +. + + + + + + + + + + + + + + + + + LEGEND: REVIEWED FOR • CODE COMPLIANCE APPROVED • APR 2 5 2013 City of Tukwila BUILDING DIVISION + + + +''\ + + + + +`s\ + + + + + + + + + \\,,\ + + + + + + + + + + + + + + + + + +�:\, 4- + + + + + + + . + + + + .+ + + + + + + + + + + + + + + + + + + + + + +\ + + + + + + + + + + + + + + + + + + + + \\ + + + + + + + + + + + + + + + + + + + + + + + + + + + . + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + + + + ASPH EXISTING PROPERTY UNE. --------------- (A) ------------- =- EXISTING 48" WATERMAIN RECEIVED CITY OF TUKWILA EXISTING ROW UNE MAR 1 5 2013 SITE 2 SCALE: r=20' �UMITS OF _ WETLAND BUFFER O 0 0 ■ HW i'e e e \i \ \/ i'4.yS • CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE 63, CONSTRUCTION PAD STRAW WATTLE e HIGH VISIBILITY FENCING ED • UMITS OF CONSTRUCTION CLEAR AND GRUB UMITS SEED MIX /1 CONSTRUCTION ENTRANCE 3 TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL — r F — FILL UNE - C C — CUT UNE I + it t t� EXISTING WETLAND EXISTING WETLAND BOUNDARY EXISTING GRAVEL LOT CONSTRUCTION NOTES: pt PROPOSED LOCATION FOR BAKER TANK. CONTRACTOR TO LOCATE AS REQUIRED BY CONSTRUCTION AND SITE CONSTRAINTS. INSTALL HIGH VISIBILITY FENCE IN LOCATION SHOWN. TO BE INSTALLED PER DETAIL 4 ON SHEET C-14. CLEARING AND GRUBBING WITHIN THIS AREA SHALL BE COORDINATED WITH THE ENGINEER FOR FLAGGING OF EXISTING TREE TO REMAIN AND PROTECT. ALL CML AND STRUCTURAL SHEETS THE DATUM AND PERMIT CENTER BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. EXISTING PROPERTY UNE 2. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 FEET ve 1 a a i 0 HDR Engineering, Inc. BIDORSEMBITS SMARM DATE DR L 10ZE ac • Seattle City Light OVERHEAD TRANSMISSION SHUT 6 a WA SOUTH TRANSMISSION OSON T. JOHNSON ac • D. PETERSON APPROVED FOR SEATTLE CITY UONr DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC PLAN - SITE 2 ""ss C-03 DRAWING ND. �/�/� TD-1D1400SCALE REV. N0. N a.)E 4.ctit'a U ■ O z E N n� N W' W Li er W e -o 01 � J 0101 gn iW ig K 5 • • I • • • • FUTURE DITCH GRADING a, • \\ $• \�t• • • EXISTING ROW UNE 4 • • • • • • 1 I I I PIJI I. Mt% NI, 1 I I I I I MN. 4‘. kA, 9s I qy I f I Nummowl REVIEWED FOR CODAPPCE APPROVED APR 25 2013____ City of Tukwila BUILDING DIVISION tort -v F 't‘ y c (r: ta -Y0 A‘ 0 r'E`J s `� SITE 3 SCALE: 1".20' ASPH EXISTING ROW LINE Ike\�►� ,ala •• i • ��. •• • '� FUTURE DITCH GRADING • • N: 1282832.90 E: 186841.53 RECEIVED . CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER LEGEND: • CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE CONSTRUCTION PAD STRAW WATTLE e 1PVF HIGH VISIBILITY FENCING le LIMITS OF CONSTRUCTION CLEAR AND GRUB LIMITS SEED MIX 11 CONSTRUCTION ENTRANCE Ei TEMPORARY CONSTRUCTION PAD II MMMMMM •./\I -N/' i\,vv\d • PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL — F — F — FILL LINE —c—c— CUT LINE r + 4 1 + + +; EXISTING WETLAND DIS -o1 b --_--- ----- EXISTING WETLAND BOUNDARY EXISTING GRAVEL LOT CONSTRUCTION NOTES: Oi PROPOSED LOCATION FOR BAKER TANK. CONTRACTOR TO LOCATE AS REOUIRED BY CONSTRUCTION AND SITE CONSTRAINTS. MU 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 WNW FEET 15! 1 a a 3 1 g_ 0 3 2 0 HDR Engineering, Inc. ENDORSEMENTS DATE OR : L. LAZE CK Seattle City Light OVERHEAD TRANSMISSION sem 7 or 116 OSGN T. JOHNSON APPROVED FOR SEAM CM U0HT CK : e PETERSON 1\I DUWAMISH CRESTON UNE C_04 ACCESS ROADS AND CONSTRUCTION PADS TD -11401 SCA1E REV. N0. CESC PLAN - SITE 3 T1QC SOUTH TRANSMISSION DRAWING ND. 104.114E STA 24+ 0 EXISTING ROW UNE REVIEWED FOR CODE COMPLIANCE APPROVED RETWALL EXISTING LATTICE TOWER APR 2 5 2013 City of Tukwila BUILDING DIVISION RETWALL R -. - EXIST NG GAS MAI STING W UNE WEST EDGE OF ASPH SR 900 (MLK) \ \\E:\188 \\\\. • SITE 4 SCALE 1'-20' • 1$.95 LEGEND: • • • HVF R vvv" • CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE CONSTRUCTION PAD STRAW WATTLE HIGH VISIBILITY FENCING e UNITS OF CONSTRUCTION CLEAR AND GRUB UMRS SEED MIX 11 CONSTRUCTION ENTRANCE 3 TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL — F—F— FILL UNE — c—c— CUT UNE ;+ + +; EXISTING WETLAND EXISTING WETLAND BOUNDARY EXISTING GRAVEL LOT CONSTRUCTION NOTES: Qi PROPOSED LOCATION FOR BAKER TANK. CONTRACTOR TO LOCATE AS REQUIRED BY CONSTRUCTION AND SITE CONSTRAINTS. MIES RECEIVED 1. LCITiv OF TUKWILA 2. MAR 1 5 2013 SILT FENCE SHALL BE INSTALLED AT THE TOE OF THE EXISTING SLOPE OF THE EXISTING ROAD. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 3. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. PERMIT CENTER 20 0 20 40 FEET Alt* - E a 1 0 a HDR Engineering, Inc. Baximismsas SIGNATURE DATE OR : L ADZE «: GO Seattle City Light OVERHEAD TRANSMISSION situ 8 a e► SOUTH TRANSMISSION MON T. JOHNSON 06 : 8. PETERSON APPROVED FOR SEATTLE CRT UDNT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC PLAN - SITE 4 C-05 DRAWND NO. TD -11402 SCALE REV. NO. / /• EXISTING WETLAND TO BE PROTECTED h co m MO l0 N N: 1282839.79 E: 187336.34 MO If) + N 0 S. EXISTING WETLAND TO BE PROTECTED 12' ADS CULVERT IE=17.6 EXISTING PROPERTY LINE LIMITED ACCESS L12' ADS CULVERT IE=15.8 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISiOi+ MATCHLIVE STA 28+50 SEE -. EXISTING WETLAND TO BE PROTECTED .. in o .. N * .. + + t - N: N Is N: 1282595.07 E: 187713.62 EXISTING WETLAND TO BE PROTECTED � 12' ADS -CULVERT EXISTING PROPERTY LINE SITE 4 SCALE 1'-20' IE=16.7 12' ADS CULVERT IE=17.2 RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER LEGEND: • ■ HVF .-. ........... _1_I_1_I • - F — c CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE CONSTRUCTION PAD STRAW WATTLE e HIGH VISIBILITY FENCING GO • UNITS OF CONSTRUCTION CLEAR AND GRUB UNITS SEED MIX #1 CONSTRUCTION ENTRANCE 3 TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL F — FILL UNE — CUT UNE IMES EXISTING WETLAND EXISTING WETLAND BOUNDARY EXISTING GRAVEL LOT • 1. SILT FENCE SHALL BE INSTALLED AT THE TOE OF THE EXISTING SLOPE OF THE EXISTING ROAD. LV 2. FOR ALL CIVIL AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. = 3. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 FEET 1 a 5 1 0 8 ha HDR Engineering, Inc. ENDOROBAISITS SIONTOURE DATE OR :LNDi Seattle City Light OVERHEAD TRAN8M188ION SHEET 9 OF 97 SOUTH TRANSMISSION DSON T. JOHNSON CK : 8. PETERSON APPROVED FOR SEATTLE CITY UGHT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC PLAN - SITE 4 ACCESS ROAD «A� C-06 ORAWSKI N0. TD -11403 SCALE REV. NO. x a N RN a oto a EA Mal g:61 3ci yyy�+U N5 a5 MATCHUNE STA 33+00 SEE SHEET C-06 c) 2 EXISTING WETLAND TO BE PROTECTED 01 CD U3 n i( EXISTING WETLAND TO BE PROTECTED 0) EXISTING WETLAND TO BE PROTECTED m n U a 2 N N 12' ADS CULVERT IE=17.3 EXISTING WETLAND TO BE PROTECTED N: 1282832.11 E: 188051.49 EXISTING PROPERTY UNE 12' ADS CULVERT IE=18.1 BRIDGE APPROX. 14.4' ABOVE RDWY 12' ADS CULVERT J -7 1E °T8:1T REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION Ga a 0 PT 41+68.43 411100 - PT 38+95.07 2 BRIDGE APPROX. ------- -- RDWY EX GA EXISTING PROPERTY UNE SITE 4 SCALE 1'-20' LIMITED ACCESS 4Z) 4Z7 CO OJT O44 N: 1282100.73 E: 188547.91 MATCHL!NE STA 37+50 SEE BELOW LEGEND: • • • • HVF .-e-.-•' • CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE G CONSTRUCTION PAD STRAW WATTLE le HIGH VISIBILITY FENCING ED • LIMITS OF CONSTRUCTION CLEAR AND GRUB UNITS SEED MIX f1 CONSTRUCTION ENTRANCE TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL —F --F— FILL UNE —C —C — CUT UNE NOES EXISTING WETLAND EXISTING WETLAND BOUNDARY EXISTING GRAVEL LOTRECEIVED CITY OF TUKWILA MAR 15 2013 PERMIT CENTER 1. SILT FENCE SHALL BE INSTALLED AT THE TOE OF THE EXISTING SLOPE OF THE EXISTING ROAD. 2. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 3. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 FEET wl! 1 a a 1 0 HDR Engineering, Inc. ENDORSEMENTS SIGNATURE DUE OR : L_ WEE CK SSeattle City Light OVERHEAD 1RAMDM8SION MELT 1D or e7 SOUTH TRANSMISSION DSON T. JOHNSON CK : B. PETERSON APPROVED FOR SEATTLE CITY UGHT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC PLAN - SITE 4 ACCESS ROAD C-07 DRAWING NO. TD41404 SCALE 1120 RFV. NO. UMRED ACCESS UMITS OF WETLAND BUFFER UMITS OF WETLAND BUFFER ' EXISTING ROW UNE u 18'08 • •+ +N + + \\+ + \t +\+ +\ + •10 + \\+ +\ + +\+ 230KV CONDUCTORS + + + + N: 1283577.08 E: 187054.79 1. ••\ + + \ + + \ + + + +> + i/_-- __ 230KV CONDUCTORS i - -- �� - /�- / ---� ��-� ,� REVIEWED FOR CODAPP°ROVED CE APR 2 5 2013 City of Tukwila BUILDING DIVISION SITE 5 SCALE 1'=20' UMITS OF WETLAND BUFFER - RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. LEGEND: • • • • leaK CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE le CONSTRUCTION PAD STRAW WATTLE e HYF HIGH VISIBILITY FENCING LIMITS OF CONSTRUCTION CLEAR AND GRUB UMITS SEED MIX #1 CONSTRUCTION ENTRANCE 3 TEMPORARY CONSTRUCTION PAD • PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL .-• -•-•• _ P2.' 1 \ / / F F — FILL UNE —C —C — CUT UNE EXISTING WETLAND EXISTING WETLAND BOUNDARY EXISTING GRAVEL LOT CONSTRUCTION NOTES: pT PROPOSED LOCATION FOR BAKER TANK. CONTRACTOR TO LOCATE AS REQUIRED BY CONSTRUCTION AND SITE CONSTRAINTS. 20. INSTALL HIGH VISIBILITY FENCING IN LOCATIONS SHOWN. TO BE INSTALLED PER DETAIL 4 ON SHEET C-14. 03 INSTALL STRAW WATTLE AT ELEVATION (CONTOUR) SHOWN. TO BE INSTALLED PER DETAIL 2 ON SHEET 14. O INSTALL STRAW WATTLE AT END OF DITCH - STA. 30+77. 60 RT. ® INSTALL GRAVEL WATER BARS TO PREVENT EROSION. 20 0 20 40 FEET Actok- 1 a 1 0 hDa HDR Engineering, Inc. T6 PONAI RE OPE DR :L 18g Q( • Seattle City Light OVERHEAD TRANSMISSION sour 11 or 67 SOUTH TRANSMISSION DOOR T. JOHNSON CK , B. PETERSON APPROVED FOR SEATTLE CRY LIGHT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC PLAN - SITE 5 C-08 DRAWND NO. TD -I1405 SCALE NEV. NO. 6 � 1 OMITS OF WETLAND BUFFER MATCHLIIVE STA 37+00 SEE SHEET C-10 EXISTING ROW UNE + + + + + + + + + + + + + + + + + + + + + +/ . + -v + +''/ + +'+�+ ;\ / + + + + /+ + t( + I + + + + + + + +/ + (+ +I) TING RUNO + + + + + + 7 -CHANNEL DISCHARGE + + +/ + + + PO i T + + +/ + + /+ + + + + + + +/ + +/ + /+ + +/ + + + + + - + + + + 1► + ••• • + + +, + + + + -Y + + + +/ + + / -V __f + + es + + . + /+ + /+% + + /+ + +,% +++.1++ / + + A-0 + + i►• + /� + + /+ + + + + + + + + +/ + +2+ N: 1283962.72 E: 187161 S / + +/ + + _� N_ 1 EXISTING / 1 /\, , • .,, f ROW ,1 UNE \1, \\ TATG\RUSE F� CANNE , / 0 -----tom SITE 6 SCALE: 1'-20' ha HDR Engineering, Inc. / ���' //_--T r� BIDORBBEENfe PONPURE DPE DR :L LIZE CK : 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. • Seattle City Light LEGEND: • • • • • • • • ■ IIVF .:•-•.,e' .111n,11:I:I:1:c vv\./v !XX XX • CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE lig CONSTRUCTION PAD STRAW WATTLE HIGH VISIBILITY FENCING e • UMRS OF CONSTRUCTION CLEAR AND GRUB UMITS SEED MIX #1 CONSTRUCTION €13, TEMPORARY CONSTRUCTION PAD F— PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RECEIVEC CITY OF TUKW RETAINING WALL - F - FILL UNE MAR 15 2013 — C — 6 — CUT UNE ILA PERMIT CENTE EXISTING WETLAND EXISTING WETLAND BOUNDARY EXISTING GRAVEL LOT CONSTRUCTION NOTES: PROPOSED LOCATION FOR BAKER TANK. (J) CONTRACTOR TO LOCATE AS REQUIRED BY CONSTRUCTION AND SITE CONSTRAINTS. SEE RESTORATION PLANS FOR POINTS TABLES. INSTALL HIGH VISIBILITY FENCING IN LOCATIONS SHOWN. TO BE INSTALLED PER DETAIL 4 ON SHEET C-14. INSTALL STRAW WATTLE AT ELEVATION CONTOURS O SHOWN. TO BE INSTALLED PER DETAIL 2 ON SHEET C-14. s DIVERT WATERCOURSE AROUND TEMPORARY CONSTRUCTION PAD DURING CONSTRUCTION. UPON © COMPLETION OF ALL WORK THE WATERCOURSE SHALL BE RESTORED TO THE EXISTING LOCATION AND ELEVATION. FLOW MUST BE MAINTAINED IN THE EXISTING FLOW PATH. INSTALL GRAVEL WATER BARS TO PREVENT EROSION. 20 0 20 40 NEM FEET OVERHEAD TRANSMISSION slaw 1R or w SOUTH TRANSMISSION DSON T. JOHNSON ac : B. PETERSON APPROVED FOR SEATTLE CRT DONT DIRT DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC PLAN - SITE 6 C -09 - DRAWING NO. TD -11406 SCALE REV. ND. R O U MATCHLINE STA 37+00 SEE SHEET ----------- + + + + + + + + +----------'--__--'___ + + + + + + + 1 I I I I + + + + + + + + + + + + + + + + + + • + + + ■ Nis ■ item -um -1■■+■ i■■i ■i w+xiii iis±ral±s w ■■I■■‘+' EXISTING ROW UNE UNITS OF WETLAND BUFFER o b EXISTING ROW UNE 47TH AVE S \--36" CULVERT IE=70.8 + +• + + + + + + + + + + + + + + + + + + + + 4, + END CLEARING & GRUBBING + + + + + + + + STA 37+50.00 .� + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + - + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + - d- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + _+_ + + + + + + + • + + + + + + ' . +� �+, + + + + + + + + + + + + + + + + + + + + ,\ + + + + + 4, + + + + + \ + + EXISTING + \. + IRON UNE + + +`` + + + + + + + + + + + + + + + + + + + + 24- CUL + + + + + IER73. ERT 2.7 O c0 1 cn SITE 6 SCALE 1"=20' .ZJ N: 1284129.76 E: 187622.80 / / si / / / / UMTS OF WETLAND BUFFER REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION LEGEND: • • • • ■ HVF • \/ \/ \/ ' • CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE le CONSTRUCTION PAD STRAW WATTLE e HIGH VISIBILITY FENCING e UNITS OF CONSTRUCTION CLEAR AND GRUB UMTS SEED MIX 11 CONSTRUCTION ENTRANCE el TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) — F —F — RETAINING WALL FILL UNE — C —C — CUT UNE + + �+ + +; 1 EXISTING WETLAND RECEIVED CITY OF TUKWI MAR 1 5 2013 PERMIT CENTE EXISTING WETLAND BOUNDARY EXISTING GRAVEL LOT 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 =MI NMI FEET 1 a 1 0 HDR Engineering, Inc. sicioaeeraira SIGNATURE DATE DR :1. OEM Seattle City Light OVERHEAD TRANSMISSION um 18 of w SOUTH TRANSMISSION MON T. JOHNSON ac : B. PETERSON APPROVED FOR SEATTLE CITY UINIT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC PLAN - SITES 5 AND 6 ACCESS ROAD C-10 DRAWMD NO. TD -11407 SCALE NEV. NO. I EXISTING ROW UNE EXISTING ROW UNE I L N 0 / i r l'iri 7 ‘tif; 7 '/41 7 , 230kV CONDUCTORS I /I I IR .92 i' / /' _- �230kV CONDUCTORS 7- ice. 7- i r i SITE 7 SCALE: 1%.20' NOTE REVIEWED FOR CODE -COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. LEGEND: • • • • HVF .-•-•-•• • CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE CONSTRUCTION PAD STRAW WATTLE G HIGH VISIBILITY FENCING UMITS OF CONSTRUCTION CLEAR AND GRUB UMITS SEED MIX %1 CONSTRUCTION ENTRANCE TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RECEIVED CITY OF TUKW RETAINING WALL F—F— FILL UNE — 0 — C — CUT UNE I 4- + I ;+ + +; EXISTING WETLAND MAR 1 5 2013 PERMIT CENTE EXISTING WETLAND BOUNDARY EXISTING GRAVEL LOT CONSTRUCTION NOTES: 0 PROPOSED LOCATION FOR BAKER TANK. CONTRACTOR TO LOCATE AS REQUIRED BY CONSTRUCTION AND SITE CONSTRAINTS. 0 INSTALL STRAW WATTLE AT ELEVATION (CONTOUR) SHOWN. TO BE INSTALLED PER DETAIL 2 ON SHEET C-14. INSTALL HIGH VISIBILTIY FENCING IN LOCATIONS ® SHOWN. TO BE INSTALLED PER DETAIL 4 ON SHEET C-14. 0 INSTALL GRAVEL WATER BARS TO PREVENT EROSION. 20 0 20 40 FEET 4t* - t! 1 a 5 1 0 HDR Engineering, Inc. SIONATUNE u 1E OR : L. OOZE Seattle City Light OVERHEAD TRANSMISSION NNW 1{ OF QP SOUTH TRANSMISSION MON T. JOHNSON CK : B. PETERSON APPROVED FOR SEATTLE ORT UONT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC PLAN - SITE 7 C C-11 DRAWING NO. TD -11408 SCALE REV. NO. LA R §m Ex 12 �a. C N TN �i0 y§ CS 5 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION SITE 8 SCALE: 1'-20' MIES 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. LEGEND: • • • • ■ INEK HW .-I-I-•• _1_0_0_4 i�vv • CONTROL POINT TEMPORARY CHAINUNK FENCE SITE ACCESS ROAD SILT FENCE 61, CONSTRUCTION PAD STRAW WATTLE 10 HIGH VISIBILITY FENCING e ▪ UNITS OF CONSTRUCTION CLEAR AND GRUB LIMITS SEED MIX #1 CONSTRUCTION ENTRANCE - 3 TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) — F —F — RETAINING WALL FILL UNE — C — 0 — CUT UNE 1+ + ±1 EXISTING WETLAND RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER EXISTING WETLAND BOUNDARY EXISTING GRAVEL LOT CONSTRUCTION NOTES: pt PROPOSED LOCATION FOR BAKER TANK. CONTRACTOR TO LOCATE AS REQUIRED BY CONSTRUCTION AND SITE CONSTRAINTS. 0 INSTALL HIGH VISIBILRY FENCING IN LOCATIONS SHOWN. TO BE INSTALLED PER DETAIL 4 ON SHEET C-14. 0 INSTALL GRAVEL WATER BARS TO PREVENT EROSION. 20 0 20 40 111 FEET E Q 1 a a 1 0 Fa HDR Engineering, Inc. BOOA0131011T0 SIONIOURE DATE DR : L MIZE CK Seattle City Light OVERHEAD TRANSMISSION SHEET a of 07 SOUTH TRANSMISSION DON T. JOHNSON OK , B. PETERSON APPROVED FOR SEATTLE CITY LIGHT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC PLAN - SITE 8 wss C-12 DRAI NO NO. TD -11409 SALE REV. NO. No. 3, Attachment #1 Addendum EROSION / SEDIMENTATION CONTROL NOTES: GENERAL NOTES: 1. EROSION AND SEDIMENT CONTROL (ECS) CONTROL MEASURES SHALL BE SPECIFIED BY THE CONTRACTOR N `ME STORM WATER POLLUTION AND PREVENTION PLAN SWPPP. ESC MEASURES SHALL BE SELECTED AND PLACED TO PREVENT DELETERIOUS IMPACTS TO WATERS. ADJACENT LANDS, AND IMPROVED AREAS. 2. NOTES ARE INTENDED TO PROVIDE GUIDANCE FOR EFFECTIVE IMPLEMENTATION OF MEASURES THE CONTRACTOR MAY ELECT TO UTILIZE. THE MEASURES CITED ARE NOT AN INCLUSIVE OR COMPREHENSIVE USTING. DITCHING. BERMING, DETENTION, OR OTHER MEASURES MAY BE REQUIRED DEPENDENT ON THE CONTRACTOR'S WORK METHODS, WEATHER. OR OTHER ACTUAL SITE CONDITIONS. 3. THE BOUNDARIES OF THE CLEARING UMTS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE FLAGGED CLEATING UMTS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 4. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE FIRST 48 HOURS FOLLOWING A STORM EVENT. 5. DURING THE TIME PERIOD OF NOVEMBER 1 THROUGH MARCH 31, ALL PROJECT DISTURBED AREAS GREATER THAN 5.000 SQUARE FEET THAT ARE TO BE LEFT UNWORN® FOR MORE THAN 12 HOURS SHALL BE COVERED BY ONE OF THE FOLLOWING MEASURES: MULCH, SODDING OR PLASTIC COVERING. SEE PERMITS AND SEATTLE STANDARD SPECIFICATIONS FOR ADDITIONAL INFORMATION. 8. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS. WHERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD OF 15 DAYS. SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS (E.G. SEEDING. MULCHING. NETTING, EROSION BLANKETS, ETC.). SEE PERMITS AND SEATTLE STANDARD SPECIFICATIONS FOR ADDITIONAL INFORMATION. 7. THE ESC FACILITES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 8. PERFORMANCE OF THE SELECTED MEASURES SHALL BE EVALUATED BY THE ENGINEER. REVISIONS OR SUPPLEMENTAL MEASURES SHALL BE IMPLEMENTED BY THE CONTRACTOR 'IN A TIMELY MANNER WHEN SO DIRECTED BY THE ENGINEER. B. ALL AREAS THAT ARE DISTURBED SHALL REQUIRE SOIL STABILIZATION DURING CONSTRUCTION. THE CONTRACTOR WILL UKELY NEED TO STABILIZE ADDITIONAL AREAS ON—SITE. THE CONTRACTOR WILL BE RESPONSIBLE FOR SELECTING THE MOST APPROPRIATE BEST MANAGEMENT PRAICTCES BASED UPON CONSTRUCTION SITE CONDITIONS. AMOUNT OF TIME EACH AREA WILL REQUIRE STABILIZATION, AND SEASONAL CONSIDERATIONS WITH INPUT FROM THE ENGINEER. 10. CONSTRUCTION VE}ICLES SHALL NOT TRANSPORT ANY DIRT OR DEBRIS ONTO ANY CRY STREETS. REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION SUS RECEIVED CITY OF TUKWILA MAR 1 5 203 PERMIT CENTER 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 1 HDR Engineering, Inc. SONNOlRE DOE CX Seattle City Light OVERHEAD TRANSMISSION SOUTH TRANSMISSION MON T. JOHNSON APPROVED FOR SEAT= CRY UONT « .fPEIERSON RM! DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS CESC DETAILS C-13 MAINE NO. TD -11410 fCAtz iay. No. 1MlT m in F 4. MIN. NOTES: m lV m z 2 FILTER FABRIC MATERIAL 80" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. 2"x4"x14 GA. WIRE FABRIC OR EQUAL 1 1/4'x1 1/4" WOOD POSTS STANDARD, BETTER, OR EQUAL ALTERNATE STEEL FENCE POSTS. FILTER FABRIC MATERIAL 2'x4'x14 GA. WIRE FABRIC OR EQUAL (WIRE ON BACK SIDE OF FABRIC) PROVIDE 3/4" - 1 1/2" WASHED MINERAL AGGREGATES BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FABRIC ON THE SURFACE 1 1/4"x 1 1/4" WOOD POST ALT. STEEL FENCE POSTS NOTES: SECTION SCALE: NTS 1. SEE SEATTLE STANDARD SPECIFICATIONS, SECTION 8-01.3(10), FOR ADDITIONAL INFORMATION r SILT FENCE SCALE: NTS ICY JUUUUUUUUUUU ]000000000O0 ]00000000000 ]00000000000 300000000000 300000000000 300000000000 1 0 DO NOT NAIL OR STAPLE FENCE TO TREES JUUUUUUUUUUU ]0000000❑000 300000000❑00 ]00000000000 300000000000 IP _ :11.=11` II=1f= �11=11= 17-1111=11=11• 11=1111=11=11=. 11=11=11=11=11= 11=11=11=11=.,. 11.1.4, 11=IC .11= 1=.11.=11. 11.=11` _ 11.=1 .A=11=11=11—.. 1=11` A=11=11=11=11= 117 11=11=11=11= 11=11=11=.11= —.ICS ..11.=1— 1'x1' STAK m 8'-10' DIA. ORANGE PLASTIC CONSTRUCTION FENCING ]0000000000❑]METAL FENCE ]00000000000 ] POST 1' n n n n n n n n n n n 1 ��III 111=III��IW��—I 1��H all=y- � 111 -4 V-6" ABN. 1 ORANGE PLASTIC CONSTRUCTION FENCE MAY BE PLACED ON THE FRONT SIDE OF SILT FENCE AND STAPLED TO POSTS AS AN ALTERNATIVE FOR CONSTRUCTION FLAGGING. HIGH VISIBILTY FENCING SCALE: NTS t STRAW ROLL MUST BE PLACED ALONG SLOPE CONTOURS NOTES: 1. SEE SEATTLE STANDARD SPECIFICATIONS FOR ADDRIONAL INFORMATION STRAW WATTLE SCALE: NTS ROW OR OTHER EXPOSED SLOPE BOTTOM WIDTH = 2'-0' MINIMUM, THE BOTTOM WIDTH SHALL BE LEVEL DEPTH = 2'-0" MINIMUM SIDE SLOPE = 2H:1V OR FLATTER GRADE = MAXIMUM 596, WITH POSITIVE DRAINAGE TO A SUITABLE OUTLET (SUCH AS SEDIMENTATION POND) INTERCEPTOR SWALE SCALE: NTS R-25' 4' -8' QUARRY SPALLS GEO-TEXTILE FABRIC NOTES: 1. STABIUZED ACCESS SHALL BE USED IN ALL AREAS OF THE SITE WITH VEHICLE TRAFFIC AND PARKING, INCLUDING PLANTING STRIPS. 2. SEE SECTION 9-37.2 (TABLE 3) FOR GEOTD(TILE REQUIREMENTS. GEOTEXTILE MODIFICATIONS BASED ON SPECIFIC PROJECT SITE CONDRIONS MAY BE APPROVED BY THE ENGINEER. SEATTLE STANDARD PLAN 040 STABIUZED CONSTRUCTION ENTRANCE SCALE: NTS REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION MILS RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 1 3 8 O ha( HDR Engineering, Inc. BIDORIBAEf18 SIONARI iE DATE OR s L MIB «_ Seattle City Light OVERHEAD TRAN8M1$$ION slim 9 or 07 SOUTH TRAMSMISSION DSO! T. JOHNSON CIC :D. PETERSON APPROVED FOR SEATRE cIfY DONT DATE DUWAMISH CRESTON UNE ACCESS AND CONSTRUCTION PADS CESC DETAILS C-14 DRAWING NO. TD -11411 SCALE ILTB REV. NO. co . o N N N jI o 0No. ON N i 6s t _ EX. WATERMAIN 48" -SEE NOTE 3. N W N inc) Cf N N W LEGEND: rte- -ri 6 _41 r - - � • EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL �—� TEMPORARY CHAINUNK FENCE C CUT UNE TYP F FILL UNE TYP A CONTROL POINT x NOTES: 26+ SITE ACCESS NOT IN CONTRACT SITE 1 SCALE: 1'-20' RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER 1. CONTRACTOR SHALL COORDINATE WITH BRETT SCHMIDT (206)719-4847, CRY LIGHT VEGETATION MANAGER, FOR ACCESS/EGRESS UTIUZING THE VEGETATION MANAGEMENT YARD GATE. SECURITY AND SAFETY RESTRICTIONS APPLY. 2. CONTRACTOR SHALL BE REQUIRED TO COORDINATE CROSSING OF EXISTING SCL AND SPU UTIUTIES. PRIOR TO WORK STARTING AN ONSITE UTILITY COORDINATION MEETING IS REQUIRED. 3. CONTRACTOR SHALL EXERCISE CARE WHILE WORKING OVER OR ADJACENT TO SPU PIPELINES PER 4. SECTION 1-07 OF THE PROJECT SPECIFICATIONS FOR UTILITIES IN PROXIMITY TO SEATTLE PUBUC UTILITIES TRANSMISSION. IF DAMAGED, THE CONTRACTOR SHALL NOT REPAIR THE DAMAGE AND SHALL IMMEDIATELY CALL EMERGENCY DISPATCH AT (206) 388-1800. 5. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 8. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503 20 0 20 40 OMNI MIN FEET Acto- 4 a a 1 0 0 I Da HDR Engineering; Inc. ENDORSEMENTS SIONOUNE DATE DR : L MIZE « : • Seattle City Light OVERHEAD TRANSMISSION sign 18 a 05 DSON O. OIRCN CK :B. PETERSEN APPROVED FOR SEATTLE Ott Ma DATE SOUTH TRANSMISSION DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS SITE PLAN - SITE 1 AND 2.ACCESS ROAD C-15 DRAWNO 110. TD -11412 SCALE Vida REV. N0. N t a) _cE co 6 z - o a) - o a n N N N e 0 laJN ca o M N u Z'.- 37 i0 i.i 5 N. 1' U U) W La 0 W V) N O F CONNECT TO FUTURE ACCESS ROAD WMH RIM =20.57' TOP(E-W)=15.1' +/- (48"PIPE NOT ACCESSIBLE) 48" WATERMAIN DAYLIGHTS HERE 230kV CONDUC R CODE COMPLIANCE 'APPROVED 2 5 2013 City of Tukwila 50 40 L. _ _-�....,v v5 vwt6/1,1 I 50 40 3D 20 co PV( PV 5TA:30+6E.34 ELEV:22.20 K:1.61 .VC:20.Of1 n 4 ? -_ PVI wfr Tr� om o33 Lv + . nw ui `10.70;8 STA31+15.46 ELEV:17.80 K:2.06 LVC:20.QD a ^ "� pi + y - � T� l uR GROUND r N n d N CO • . 30 . "T n N ' v. ' v°`NN At 1.70R K ---- dry 7 '5W G'C, 20 - - —_-_ EA 10 - — — -- 2.048 -1.18% > ''' -2.638 2.20: 10 - 0 O_"•---..— EX. 48' WATERMPJN EXISTING GROUND EG AT �1 r FG Al q 0 N V NN N NN m �N Lo p O ..-W N �01� rn CO ^� r Cn N - ^r: O n rn ��c m m �(o a n 6.- n 02 o 0: �V1 n N n� n n �N O m 30 to OD n 3v n co „ 3v n m �< o n 'r n a ✓j =ri ^ n^ �✓1• m m 30+00 31+00 32+00 33+00 34+00• Qi INSTALL CONSTRUCTION PAD TO LIMITS SHOWN. SEE DETAIL 3 SHEET C-32 FOR DETAILS REGARDING PERMANENT CONSTRUCTION PAD. SEE DETAIL 4 ON SHEET C-32 FOR DETAILS ON TEI4PORARY CONSTRUCTION PAD. r L_1--�J I\�l C F EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL • RECEIVED TEMPORARY CHAINLINK CITE OF TU K W I L CUT LINE TYP FILL LINE TYP • CONTROL POINT MAR 1 5 2013 PERMIT CENTER 1. ACCESS ROAD SHALL FOLLOW THE EXISTING GRADE TO THE EXTENT POSSIBLE. CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MINIMIZE IMPACTS TO EXISTING WETLANDS AND REVISE/AMEND VERTICAL PROFILE AND SIDE SLOPES AS NEEDED. TYPICAL SITE 1 AND 2 ACCESS ROAD ONLY. 2. THE CONSTRUCTION PAD FOR SITE 2 IS COMPOSED OF AREAS THAT ARE TEMPORARY AND PERMANENT. THE CONTRACTOR SHALL BE RESPONSIBLE TO REMOVE THE TEMPORARY SECTION UPON COMPLETION OF THE WORK. 3. CONTRACTOR SHALL EXERCISE CARE wHILE WORKING OVER OR ADJACENT TO SPU PIPELINES PER SECTION 1-07 OF THE PROJECT STANDARDS FOR UTILITIES IN PROXIMITY TO SEATTLE PUBLIC UTILITIES TRANSMISSION. IF DAMAGED. THE CONTRACTOR SHALL NOT REPAIR THE DAMAGE AND SHALL IMMEDIATELY CALL EMERGENCY DISPATCH AT (206) 386-1800. 4. THE STATION AND OFFSET FOR THE CONSTRUCTION PAD ARE LOCATED AT THE EDGE OF THE PAD. 5. FOR ALL CIVIL AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TO -11503. 6. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 7 THE TEMPORARY ACCESS ROAD SHALL BE REMOVED ENTIRELY UPON COMPLETION OF THE WORK AND RESTORED WITH SEED MIX 11. 20 0 20 MN I I IMM FEET 111 1 3 i 1 0 3 s HDR Engineering, Inc. ElIDOROBMDITS SONATI ( DATE OR : L MQE CR : Seattle City Light OVERHEAD TRANSMISSION steer 10 of 66 DSOs O. GARCIA CR : e. PETERSON APPROV[0 FOR scans an LIGHT OATS SOUTH TRANSMISSION DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS SITE PLAN - SITE 1 AND 2 ACCESS ROAD ct&ss C-16 ORAwuIg NO. TD -11413 scut REV. NO. SCI STA 38+07.67 149.65 L EL. 14.20 • .SPH EXISTING ROW LINE STA 38+32.77 122.75 L EL. 13.25 Aar- STA 38+34.65 120.50 L f +25 +• '-4`711=%1. Npp��N STA 36+67.42 -' r EL.S 4.02 ASPH .1.1F• STA 36+55.67 8.40 L EL. 13.25 + + + + + + + + 230kV CONDUCTORS STA 37+29.21 ++++++++ + ++ ++ 8.34 L + EL 13.25 + + + + + + + + + + + + SI { ---- - 230kV CONDUCTORS. SITE 1 1'-20 X WATERMAIN 48 7. SEE NOTE 3. co 50 REVib\ CODE Amu COMPLIANCE APPROVED "-e . 50 40 SPR 2 5 2013 40 30r. N - of Cityq TUkW+,a D{V{SiG' a < :- �, a" Q N BEGIN N w) TEYPpiaARY AaTss R0.0 STA 37+78 FU -URE GROUND 30 20 20 + + N n u v BUILDING 10---- -0.76% .. w O.S1% -3.68R ODOR Li 1.66% -0.26% 10 - -- -- ------ 0 0 :cc: _ ri _ h _ in - 35+00 36+00 37+00 38+00 CONSTRUCTION NOTES: O CONSTRUCT CONSTRUCTIONLIMITS PAD TO ITS SHOWN. SEE DETAIL 3 ON SHEET C-32 FOR CROSS SECTION. O CONSTRUCT SITE ACCESS ROAD TO UMITS SHOWN. SEE DETAIL 2 ON SHEET C-32 FOR TYPICAL SECTIONS. Q INSTALL TEMPORARY CHAIN LINK FENCE, PER DETAIL 8 ON SHEET C-32. EXISTING ASPHALT CONCRETE PAVEMENT (ACP) PARKING AREA AVAILABLE FOR CONTRACTOR USE DURING CONSTRUCTION. OCONTRACTOR SHALL REMOVE EXISTING CHAIN LINK FENCE AND REPLACE IN KIND AT THE COMP ! N OF T. WORK. r -I • c • CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) TEMPORARY CHAINUNK Fai gCEIVED CITY OF TUKWIL CUT LINE TYP FILL UNE TYP CONTROL POINT MAR 1 5 2013 NOTES: a IV � VTE 1. ACCESS ROAD SHAH FOLLOW THE Ex T EXTENT POSSIBLE. CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MINIMIZE IMPACTS TO EXISTING WETLANDS AND REVISE/AMEND VERTICAL PROFILE AND SIDE SLOPES AS NEEDED. TYPICAL SITE 1 AND 2 ACCESS ROAD ONLY. 2. THE EXISTING PAVEO AREA ADJACENT TO SITE 1 WILL BE RE -PAVED WITH HMA UPON COMPLETION OF THE WORK. THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER ON THE LIMITS OF RESTORATION. 3. CONTRACTOR SHALL EXERCISE CARE WHILE WORKING OVER OR ADJACENT TO SPU PIPELINES PER SECTION 1-07 OF THE PROJECT STANDARDS FOR UTILITIES IN PROXIMITY TO SEATTLE PUBUC UTILITIES TRANSMISSION. IF DAMAGED, THE CONTRACTOR SHALL NOT REPAIR THE DAMAGE AND SHALL IMMEDIATELY CALL EMERGENCY DISPATCH AT (206) 386-1800. 4. THE STATION AND OFFSET FOR THE CONSTRUCTION PAD ARE LOCATED AT THE EDGE OF THE PAD. 5. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON ORAWING TD -11503. 6. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS 7. 111Mm MIA 1 e 1 qY 0 3 2 HDR Engineering, Inc. ENDOROBABITS SKAINTURE wa ISR : L MIZE • CN • Seattle City Light OVERHEAD TRANSMISSION vow 20 or 66 SOUTH TRANSMISSION OSGM G. GARCIA C. : 0. PETERSON *MOM PON SCATnt CITY 116411 DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS TD -11444 Rp. 410. "Ass C-17 DRAWING NO. DUV24N - SITE 1 PLAN AND PROFILE E U _c co O Z a) - o - o 4)0 + + + + + + + + + + CU vE T+ + + �+ + + ;• + IU + + + 4- + + + + + + + + + CLOLVE-RT + + tE=1J-1 .9+10'} DI 4- i- + 4- + + + + + + + + + + + + + + + + + + + + + + + + • + + + + + + 4- + + + + 4- + + + + + + + + + + + + + + + + + + + + O) co + + + + + + + + + + + + + + + + + + + + + + + + + + + + • + + + + •+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + O + 0� + + + + + + + + • c.r1cO• _i.. +TY .1✓i EX. WATERMAIN 48" SEE NOTE 2. SITE 1 AND 2 ACCESS SCALE: 1"-20' CONNECT TO EXISTING ROAD AT STA 41+11.14 EXISTING LATTICE TOWER REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION 50 50 40 40 30 O 30. 20 co < u~ai n h FINISHED PROFILE AS FROM E ADE ED NG ADE 0.54% t`� F N a • C -' — 1.378 ---- 20 10 10 W SITE e_ r --__.__. 0 • EG AT � FG Al D CC! r) 03 h o, •i O v In a N v IN' h v 440 v N v - co v 01 d p u IN v Nm vi V a; + 3 ,c±. n vi 3 39+00 40+00 41+00 42+00 1. LEGEND: •i_ii r - --� r NOTES: EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL TEMPORARY CHAINLINK FEN CUT LINE TYP FILL LINE TYP CONTROL PONT RECEIVED CITY OF TUKWI A MAR 1 5 2013 PERMIT CENTE16 ACCESS ROAD SHALL FOLLOW THE EXISTING GRADE TO THE EXTENT POSSIBLE. CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MINIMIZE IMPACTS TO EXISTING WETLANDS AND REVISE/AMEND VERTICAL PROFILE AND SIDE SLOPES AS NEEDED. TYPICAL SITE 1 AND 2 ACCESS ROAD ONLY. 2. CONTRACTOR SHALL EXERCISE CARE WHILE WORKING OVER OR ADJACENT TO SPU PIPELINES PER SECTION 1-07 OF THE PROJECT STANDARDS FOR UTIUTIES IN PROXIMITY TO SEATTLE PUBUC UTIUTIES TRANSMISSION. IF DAMAGED, THE CONTRACTOR SHALL NOT REPAIR THE DAMAGE AND SHALL IMMEDIATELY CALL EMERGENCY DISPATCH AT (206) 386-1800. 3. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 4. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. . THE TEMPORARY ACCESS ROAD SHALL BE REMOVED ENTIRELY UPON COMPLETION OF THE WORK AND EST RED PER THE RESTORATION PLANS. 1 a a 1 L 0 3 hDa HDR Engineering, Inc. ENDORSEMENTS SIWIATURE DATt 011 :LYRE CR 056* G .GARCIA CA : B. PETERSON OVERHEAD TRANSMISSION SHEET 21 or CR Seattle City Light APPROVED FOR SEATTLE CRIT LIMIT DATE SOUTH TRANSMISSION DUWAMISH CRESTON LINE ACCESS ROADS AND CONSTRUCTION PADS SITE PLAN - SITE 1 AND 2 CLASS C -18 roormo TD 11415 SCALE f1+10' Rd. NO. Attachment #2 Addendum No. MATCHUNE STA 42+20 + + + + STA 43.68.69 96.62' L EL. 12.56 + + + + + +\ + + + + + + i.‘ + + + + + LIMITS OF + + 4 GRADING - ASPH STA 43+80 44.2' L + + + + + + + + + + + + + + + + + + i• +STA 42+97.46 + 35.6' L + + +EL. 14.60 + , + + + + v U v \,/ \v/ vv\�\i STA 44+02.38 36.0' L EL. 14.27 STA 44+02.41 18.1' L EL. 14.33 STA 44+02.36 6.0' L SMH-METRO RIM EL=20.2 IE(NW)=3.4 48" CONC IE(SE)=3.3 48' CONC N: 1282365.03 E: 186905.65 STA42+97.26 23OkV CONDUCTORS 16.0' R EL. 15.31 LIMITS OF WETLAND BUFFER EXISTING PROPERTY LINE SITE 2 SCALE: 1--20' LIMITS OF GRADING STA 44.02.41 16.0' R EL. 15.31 50 50. 40 40 30 m n 30 20 8E INT N TAPER 8 CONSTItJCTION: + LA FUTURE GPOUND in20 10 -6.85. § 4i' p y J W 10 O EG AT q 1 r FG AT t EXE INC GROI ND 4=2._ O ONn t0 'n n�1O 1D N10 .O °S :t!nV o$ O 1 �O t „ • f0O1OON 4 V d 43+00 44+00 REVIEWED FOR CODE COMPLIANCE. APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION CONSTRUCTION NOTES: p INSTALL CONSTRUCTION PAD TO LIMITS SHOWN. SEE DETAIL 3 SHEET C-32 FOR DETAILS REGARDING PERMANENT CONSTRUCTION PAD. SEE DETAIL 4 ON SHEET C-32 FOR DETAILS ON TEMPORARY CONSTRUCTION PAD. LEGEND: r�- __41 4.4 �)- • EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL TEMPORARY CHAINLINK FENCRECEIVED CITY OF TUKWIL, MAR 1 5 2013 CONTROL POINT PERMIT CENTER CUT UNE TYP r FILL LINE TYP NOTES: 1. ACCESS ROAD SHALL FOLLOW THE EXISTING GRADE TO THE EXTENT POSSIBLE. CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MINIMIZE IMPACTS TO EXISTING WETLANDS AND REVISE/AMEND VERTICAL PROFILE AND SIDE SLOPES AS NEEDED. TYPICAL SITE 1 AND 2 ACCESS ROAD ONLY. 2. THE CONSTRUCTION PAD FOR SITE 2 IS COMPOSED OF AREAS THAT ARE TEMPORARY AND PERMANENT. THE CONTRACTOR SMALL BE RESPONSIBLE TO REMOVE THE TEMPORARY SECTION UPON COMPLETION OF THE WORK. 3. CONTRACTOR SHALL EXERCISE CARE WHILE WORKING OVER OR ADJACENT TO SPU PIPEUNES PER SECTION 1-07 OF THE PROJECT STANDARDS FOR UTILITIES IN PROXIMITY TO SEATTLE PUBUC UTILITIES TRANSMISSION. IF DAMAGED. THE CONTRACTOR SHALL NOT REPAIR THE DAMAGE AND SHALL IMMEDIATELY CALL EMERGENCY DISPATCH AT (206) 386-1800. 4. THE STATION AND OFFSET FOR THE CONSTRUCTION PAO ARE LOCATED AT THE EDGE OF THE PAD. 5. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 6. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TO -11503. 7 THE TEMPORARY ACCESS ROAD SHAU. BE REMOVED ENTIRELY UPON COMPLETION OF THE WORK AND RESTORED PER THE RESTORATION PLANS. 20 0 2 IMM 1111. 4 FEET 1 11 a 5 8 i 1 oi R O 3 HDR Engineering, Inc. ENDOOSEMENTS SKUNTURE M1'[ OR L mac CR : Seattle City Light OVERHEAD TRANSMISSION mu NIR at 86 OSG11 O. GARCIA APPROVED roa SEATTLE CITY Ion CK : 9. PETERSON OATS SOUTH TRANSMISSION - class C-19 DUWAMISH CRESTON UNE O4TM10 N0. ACCESS ROADS AND CONSTRUCTION PADS TD -11416 SCALL REV. NO. DUV28N - SITE 2 PLAN AND PROFILE T'.40 N a) _cE U co 0 z -a a) -o 230kV CONDUCTORS ACCESS ROAD TO COME FROM STORAGE TRACK END STA 1+27.66 13.07 L / EL. 21.75 STA 3+38.39 7.91 L 2-12' DI CULVERTS N: 1282832.90 E: 186841.53 TRACK 2520 30 EXIS F NG GROOM E GROUND Y5' 15' F t 30 30 20 I - -•a- 20 • 1 - - 16' 20 _ - ... '�o-- 10 O O DI CULVERT Fn N 10 0 EL2.58 E.. 27.88 x 0 O -0+40 0+00 0+40 STA 1+50 SECTION A—A E COMPLIANCE APP 230kv CONDUCTORS 30 EXISTI FUTURE 1 I0 GROUND GROUND 29' — F t 5 1 30 20 I - -•a- 21' 20 '�o-- 30 O O DI CULVERT 10 N04 N EL2.58 in css 0 10 0 Y 0, re Y 0 -0+40 0+00 0+40 STA 2+40 SECTION B—B SITE 3 SCALE: 1-.20' City of Tukwila BUILDING DIVISION 40 40 30 O O DI CULVERT FUTURE GROUND 30 20 SEE NOTE 3 20 ■ ' 10 — — — .5% , .5* — STA 2+2E IE: EL 18 40 83 10 0 STA 1+1'.12 IE: EL 1:..98 EXISTING GROUND EG AT cL FG Al q 0 O N N O ,Q8 Ng 0 • 0 N NCV NN N N . • 0 NN N 0 N o 0 9 o • o N N .-N N 0 N . m _[V 0 N o 0 N in o n N a? O N o: a� 0 O N 0 o N .- 0 N 1+00 1-D3 HDR Engineering, Inc. 2+00 3+00 ea L I IZE 01 esol G. GARP* Seattle City Light APPROVED roe SEATrLL CRY UWIT CONSTRUCTION NOTES: 0 CONSTRUCT CONSTRUCTION PAD TO OMITS SHOWN. SEE DETAIL 3 ON SHEET C-32 FOR CROSS SECTION. O2 INSTALL 12' DUCTILE IRON PIPE IN LOCATION SHOWN. p CONTRACTOR TO MAINTAIN AND PROTECT THE EXISTING MANHOLES. NO GRADING SHALL BE ALLOWED. 0 CONNECT TO EXISTING DITCH. SEE DETAIL 7 ON SHEET C-3 •R CROSS SECT - F - - —1 L _ _4J C EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL TEMPORARY CHAINUNK FENCE CUT UNE TYP RECEIVED CITY OF TUKWILA r FILL LINE TYP • CONTROL POINT MAR 1 5 2013 NOTES: EON/ T n 1. EXISTING GROUND SURVEY wAS NOT ]1VAIUIEILE �ROIC&LAER 1+95 TO 2+33.96. THE CONTRACTOR SWILL CONSTRUCT THE PAD WITH A MIN. 10' OFFSET FROM THE CENTERLINE OF THE BNSF TRACK. 2. ENTRANCE TO THE BNSF INTERMODAL YARD IS THROUGH THE MAIN GATE LOCATED AT THE INTERSECTION OF SOUTH 124TH STREET AND 51ST PLACE SOUTH. THE CONTRACTOR SHALL 8E RESPONSIBLE FOR GAINING ACCESS TO THE PROJECT SITE. 3. TWO 12' OI CULVERTS WILL BE INSTALLED IN PARALLEL BENEATH THE CONSTRUCTION PAD. TYPICAL SLOPE SHALL BE 0.5 PERCENT. 4. THE STATION AND OFFSET FOR THE CONSTRUCTION PAD ARE LOCATED AT THE EDGE OF THE PAD. 5. FOR AU. CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TO -11503. 6. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 FEET OVERHEAD TRANSMISSION SOUTH TRANSMISSION DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS DUI/33N - SITE 3 PLAN "A" C-20 omAraw I . TD -11417 sou IWO REV. NO. N a) _cE U co Rn 1 N 1 C SITE 3 SCALE: 1'1.20' _G m co o REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION I D46-- couslosto Na stout 173504'55,_7! - 779.47• 6.27 it 1282196.00 — E: 187758.19 1 0 3 R a it Ade SITE 3 SCALE: 1'-20' FDa HDR Engineering, Inc. d001ME1lNR sioraTu K DTE OR : L. MAZE OI t GO Seattle City Light LEGEND: r - EXISTING WETLAND L _ _0 • -14-44-111-101-- • -11 -M—• NOTES: CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL TEMPORARY CHAINUNK FENCE CUT UNE TYP FILL LINE TYP CONTROL POINT 1. ENTRANCE TO THE BNSF INTERMODAL YARD IS THROUGH THE MAIN GATE LOCATED AT THE INTERSECTION OF SOUTH 124TH STREET AND 51ST PLACE SOUTH. THE CONTRACTOR SHALL BE RESPONSIBLE FOR GAINING ACCESS TO THE PROJECT SITE. 2. THE CONTRACTOR SHALL USE THE EXISTING GRADE AND BALLAST TO ACCESS SITE 3. THE EDGE OF ROAD IS SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 3. FOR ALL CIVIL AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 4. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT qQ rER 20 .o FEET OVERHEAD TRANSMISSION sNEn 24 or e6 SOUTH TRANSMISSION OSGM C. GARCut APPROVED FOR SEATTLE CITY DONT GR : e, PETERSON an DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS DUI/33N - SITE 3 PLAN C-21 ORAIMIO NO. TD -11418 SCALE REV. R0. t a N n a°D o aO W au a. cN Ci L•1 C{L•1 _ Vl /U (1)5 65 EXISTING PULL OUT TO BE USED AS A SiTE TURN AROUND EXISTING /ROW UNE 25 25 / STA 22+64 30.5' L EL. 19.50 EXISTING GAS MAIN / STA 23+89 20.4' L EL 19.50 20+ / / / N: 1283237.86 UNITED ACCESS E 186718.95 RIGHT-OF-WAY i UNE / / / EXISTiNG X25 LATTICE TOWER —30 Ado. • A 23+114 . 26' R t9.50_ E4 EXISTING H -FRAME STA 23+18 36' R EL. 19.50 45 230kV CONDUCTORS SITE 4 SCALE 1'-20' D WILA' MAR 1 5 2013 PERMIT CENTER SHEET C-23 N N N aW H 2 50 • 50 40 40 30 N N in :UTURE G OUND ,i M o in M 30 20 EXISTI1G GROUN)`n - \ F > Svri w d 20 10 10 EGATq �O ca. O NN N CO .- b .- N ._ W N - . YI .- N .- 1� Oi CD - . b O , < O�' D O m O n n �O N O N Oi N T N Oi 20+00 21+00 22+00 23+00 24+00 CONSTRUCTION NOTES: 0 INSTALL CONSTRUCTION PAD TO UNITS SHOWN. SEE DETAIL 3 ON SHEET C-32 FOR CROSS SECTION. ® CONSTRUCT SiTE ACCESS ROAD TO UNITS SHOWN. SEE DETAIL 6 ON SHEET C-32 FOR TYPICAL SECTIONS. 0 EXISTING ELECTRICAL VAULT TO BE RELOCATED BY OWNER. LEGEND: rte-� r - - � • EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SiTE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) GRAVITY BLOCK RETAINING WALL '4111NINN TEMPORARY CHAIN —C CUT UNE TYP F FILL UNE TYP 6 CONTROL POINT NOTES: 1. SEE STRUCTURAL SHEET S-02 DETAILS RELATED TO RETAINING CONSTRUCTION REQUIREMENTS. KcVIEWED F DR CODE COMPLIANCE APPROVED APR 2 5 201, a- IIVIIS 2. CONTRACTOR TO MATCH THE EXISTING GRADE OF THE ROAD. NO REVISION OF THE VERTICAL PROFILE IS PROPOSED AT THIS TIME. 3. TREES AND WETLAND OUTSIDE THE UNITS OF THE ACCESS ROAD UNITS SHALL BE PROTECTED. THE CONTRACTOR SHALL COORDINATE WiTH THE ENGINEER. 4. THE CONTRACTOR TO COORDINATE WiTH THE GAS UTILITY REGARDING WORK OVER THE EXISTING GAS MAIN. 5. THE STATION AND OFFSET FOR THE CONSTRUCTION PAD ARE LOCATED AT THE EDGE OF THE PAD. 6. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 7. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 FEET 1 a 5 1 0 ha HDR Engineering, Inc. SIGNATURE DATE OR = L LAE Seattle City Light OVERHEAD TRANSMISSION aim a or 06 SOUTH TRANSMISSION OSON 0. GRCIA at B. PETERSON APPROVED FOR SEATTLE CRT UM DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS TD -11419 SCALE RAV. N0. MO' C-22 CRANIO 110. DUI/36N - SITE 4 PLAN ON EXISTING GAS MAIN h co N N N N + 8 N co + r 73-1 c + CO a E OF EXISTING RAD. MRs OF REQUIRED ACCESS ROAD IMPROVEMENT 2' CPEP PIPE IE -17.8 STA -25+77.62 RIGHT—OF—WAY UNE1 UMITED ACCESS UNE SITE 4 SCALE: 1'-20• N: 1282839.79 E: 187338.34 2' CPEP PIPE IE -15.8 STA -27+82.48 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila 5050 40 40 30 30 20 FXiSTING GROUND J 20 10 ---- -- --- — 0 10 0 EG AT �� 0 a N n n N m a n a n m o; n m m m a mcdm :o r. n m :o m • m m m m Ln m o n a 25+00 26+00 27+00 28+00 CONSTRUCTION NOTES: Qt IMPROVE SITE ACCESS ROAD AS SHOWN IN DETAIL 8 ON SHEET C-32. ® THE EXISTING STORM DRAIN CULVERTS VARY IN DEPTH AND COVER. THE CONTRACTOR SHALL BE RESPONSIBLE TO MAINTAIN AND PROTECT THE EXISTING CROSSINGS FROM DAMAGE. LEGEND: rte- 1 r - - � • EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL TEMPORARY CHAINUNK YI CEIVED CITY OF TUKW, MAR 15 2013 PERMIT CENTE CUT UNE TYP F FILL UNE TYP • CONTROL POINT NOTES: 1. CONTRACTOR TO MATCH THE EXISTING GRADE OF THE ROAD. NO REVISION OF THE VERTICAL PROFILE IS PROPOSED AT THIS TIME. 2. TREES AND WETLAND OUTSIDE THE UMITS OF THE ACCESS ROAD UMITS SHALL BE PROTECTED. THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER. 3. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 4. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 =MI MIS MEM FEET /51 R O � 1 a a 8 1 co hDa HDR Engineering, Inc. BOOR8BrB118 SIOI DURE DATE OR :L NDE CK = 110 Seattle City Light OVERHEAD TRAHMARR ON soar SI or ed SOUTH TRANSMISSION DSON C. GOMA OK :D. FEIER80N APPROVED FOR SEATTLE CRY DONT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS SITE PLAN - SITE 4 ACCESS ROAD C-23 DRAYINO NO. TD -11420 SCALE V.20 REV. NO. X o M N (O + + cn N N MRS OF REQUIRED ACCESS ROAD IMPROVEMENT E OF EXISTING ROAD. 1 . RIGHT-OF-WAY UNE SITE 4 SCALE 1'- 20' 2 CPEP PIPE IE=16.7 STA -31 +16.33 N: 1282595.07 E: 187713.62 x-12' CPEP PIPE IE=17.2 STA -32+81.31 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION MATCHLINE STA 33+20 SEE SHEET C-25 50 50 40 I 1 1 40 30 30 2020 EXISTING GROUND 20 10 - ------- ------- --- --________ 10 0 EGATq 1 0 n I,: •. CO ^ u: n o n n n co o: n r a m Oi w W 7 N n oi - o ofW n in of o 6 7 o o N m of m of 29+00 30+00 31+00 32+00 33+00 CONSTRUCTION NOTES: 0 IMPROVE SRE ACCESS ROAD AS SHOWN IN DETAIL 6 ON SHEET C-32. 0 THE EXISTING STORM DRAIN CULVERTS VARY IN DEPTH AND COVER. THE CONTRACTOR SHALL BE RESPONSIBLE TO MAINTAIN AND PROTECT THE EXISTING CROSSINGS FROM DAMAGE. LEGEND: 6 — _4J r - --� In) NSI EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD • PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL -�� TEMPORARY CHAINUNK FENCE c CLT UNE TYP F FILL UNE TYP RECEIVED e CONTROL POINT CITY OF TUKWI NOTES: MAR 1 5 2013 PERMIT CENTE 1. CONTRACTOR TO MATCH THE EXISTING GRADE OF THE ROAD. NO REVISION OF THE VERTICAL PROFILE IS PROPOSED AT THIS T1ME. 2. TREES AND WETLAND OUTSIDE THE UMITS OF THE ACCESS ROAD UMITS SHALL BE PROTECTED. THE CONTRACTOR SHALL COORDINATE WRH THE ENGINEER. 3. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 4. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 FEET 1 a 1 0 ha HDR EnglneerIng, Inc. 191DOROBIBIT0 SIOINTURE DATE DR : L ISM Seattle City Light OVERHEAD TRANSMISSION sour 97 a 05 SOUTH TRANSMISSION DSON: T. JOHNSON « : B. PETERSON APPROVED FOR SEATTLE CITY UGHT DUWAMISH CRESTON UNE ACCESS ROAD AND CONSTRUCTION PADS SITE PLAN - SITE 4 ACCESS ROAD C-24 maimND. /� TD^ -�G 1 SCALE FEY. NO. d N MATCHLDVE STA 33+20 SEE SHEET C-24 2' CPEP PIPE IE -17.3 STA=33+58.57 .34+00 E OF EXISTING ROAD. MATS OF REQUIRED ACCESS ROAD IMPROVEMENT N: 1282832.11 E: 188051.49 2' CPEP PIPE IE -18.1 STA=35+34.53 SITE 4 SCALE: 1'-20' RIGHT-OF-WAY UNE 12' CPEP PIPE _ IE=18.9 STA -37+45. 50 50 40 40 30 30 20--- EXISTING GROUND 20 10 - 0 0--- f r- 10 EGATq �0 0 m 6 - m d - m 6 - n 0 N a 0 N n 0 N N 0 N N 0 N N 0 N N a 0 o N N m c N m o N W 0 N m 0 N n 0 N w 0 N n 0 N O N' 7 ' N n N N N 34+00 35+00 36+00 37+00 CONSTRUCTION NOTES: Q IMPROVE SITE ACCESS ROA AS SHOWN IN DETAIL 6 ON SHEET C-32. Q THE EXISTING STORM DRAIN CULVERTS VARY IN DEPTH AND COVER. THE CONTRACTOR SHALL BE RESPONSIBLE TO MAINTAIN AND PROTECT THE EXISTING CROSSINGS FROM DAMAGE. LEGEND: rte— 1 L_ _+1 - • EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROA CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL TEMPORARY CHAINUNK FENRECEIVED CITU OF TUKW, MAR 15 2013 PERMIT CENTE CUT UNE TYP FILL UNE TYP 6 CONTROL POINT NOTES: 1. CONTRACTOR TO MATCH THE EXISTING GRADE OF THE ROAD. NO REVISION OF THE VERTICAL PROFILE IS PROPOSED AT THIS TIME. 2. TREES AND WETLAND OUTSIDE THE UNITS OF THE ACCESS ROAD UMRS SHALL BE PROTECTED. THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER. 3. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 4. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 FEET 11N 6 p 1 a 0 HDR Engineering, Inc. BBOBBNBAS SKIN OURS DATE DR : L NAB ac • Seattle City Light OVERHEAD MAMMON 881ON SNOT 'e OF OS SOUTH TRAN8M1881ON 06ON T. JOHNSON ac s B. PETERSON APPROVED FOR SEATTLE STY LIGHT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS SITE PLAN - SITE 4 ACCESS ROAD '3 C-25 CRATIRa N10. TD -t1422 SCALE 1 REV. NO. 1 111 N o� (STING TURN AROUND UND TRANSIT UGHT RAIL FOUNDATION }. - v S-� 43- QUO �0 Qv 0J -2 ,i4" ,-- �v 42-44, O, TSO Cba N '� EDGE OF PAVEMENT PT 41+68.43 41+00 is N E OF EXISTING w -------------- ---------ROAD. NITS OF REQUIRED = ACCESS ROAD PT 38+95.07 V IMPROVEMENT 1-, -------------- EXISTING PROPERTY LINE --------------- UND TRANSIT UGHT RAIL CROSSING (STING GATE N: 1282100.73 E 188547.91 LIMITED ACCESS 0 0 REVIEWED FOR AOT CODE COMPLIANC APPROVED SITE 4 SCALE 1'-20' APR 2 5 2013 City of Tukwila 10 60 UGHT RAIL ti+a4c/esS ..7 11 VI 60 50 _ - - - - 50 40 --- 40 30 IXISTTNI GROUND -- /' --1 - 30 20 __- __-- 20 10 1 EGATq 10 N o tV N Of N 7 N N n NIN N < N to Ni N o h N N N a N N N 1 f0 04 N w! n W1 n m n n Y o IA Q O pp .t N O N n P1 IA co M) N 38+00 39+00 40+00 41+00 CONSTRUCTION NOTES: IMPROVE SITE ACCESS ROAD AS SHOWN IN DETAIL 6 ON SHEET C-32. POTENTIAL STAGING AREA. LEGEND: F te— 1 L _4J 1- C F EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL TEMPORARY CHAINUNK FENCE RECEIVE CITY OF TUK CUT UNE TM FILL UNE TYP B CONTROL POINT MAR 1 5 20 PERMIT CEN THE EXISTING UGHT RAIL CROSSING ELEVATION IS BASED ON THE PROVIDED SURVEY DATA AND SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO MOBIUZING EQUIPMENT INTO SITE 4. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ACCESS TO AND FROM S. BOEING ACCESS ROAD THROUGH PROJECT. THIS INCLUDES ALL NECESSARY PERMITS AND TRAFFIC CONTROL PLANS REQUIRED. 3. CONTRACTOR TO MATCH THE EXISTING GRADE OF THE ROAD. NO REVISION OF THE VERTICAL PROFILE IS PROPOSED AT THIS TIME 4. ACCESS ROAD SHALL FOLLOW THE EXISTING GRADE TO EXTENT POSSIBLE. 5. ACCESS IMPROVEMENT ARE ON THE EASTERN EDGE OF THE SOUND TRANSIT STRUCTURE IN ACCORDANCE WITH SOUND TRANSIT AUTHORIZATION TO CROSS EASEMENT. 6. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 7. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 =MN IM•11 FEET D w 13 T 1 a z 1 0 ha( HDR Engineering, Inc. IDONPURE DATE OR L. BRE « _ Seattle City Light OVERHEAD TRANSMISSION situ MI a IVs DSOR T. JOHNSON CN I N. PETERSON APPROVED FOR SEATTLE CRT u W DATE SOUTH TRANSMISSION DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS SITE PLAN - SITE 4 ACCESS ROAD " C-26 DRATFMO NO. TD -11423 SCALE 14.217 ARV. N0. ILA ER umr.iDSTA 31+55.7 ACCESS -- 38.14L --� xp \*=N �(9 STA 31+01. • \ 18.52 L EL 53.35 ETAINING WALL i A 31+74.18 ,/ 36.27L EL 53.35 \ '\, \ EXISTING ROW UNE 30+00 t + t 1- t N:1283577.08 E: 187054.79 t t t t ▪ t t • t CONNECT TO EX. D t �� t4 I t 1t 1 + 00.°.". N N.\ 1 1 \ TA 32+20.52 \\ \� o \ \ \ 38.29 R '\ \ a ISTING 1 \ \EL 53.35 \\ \H -FRAME 1 \ % \ \ \ \ \ 1 = 1 \ ONNECT TO EX. DCH \ \ 1 \ \t \t �'\ \-1 \ t \\+ 1 \ t /15X 1 ifs 2,Ti / PY0�59 8••P P5� SCALE: 1'-20' i 90 = 31+87.50 FUTURE GROUND EXISTING GROUND 90 80 LP EL + 55.05 VPI VPI STA 32+00 VPI EL a 55.30 K 1.50 25. ' VC �,-'( � ' i 1 80 70 0 in + en ce n �8 ,,IA,o ,' 70 Bo_� rn a , ----,�--..- 60 50 li _ 400%CODE RE�f�VvEu f=UF CDMPL ANC APPROVE D APR 7 5 2(13 50 40 _ 40 RETAINING WALL SEE STRUC`URA+ DETA!L SIS ,� - -- --" 30__, -_'"- - r City of Tukwila 30 20 • ' EG AT FG Al BUILDING DIVISION f 20 n m n 6 a N h n • o n no o �j o 001 x CO vi • of ri nn a as at Din :n u� :n :n 000 m is N :n 00: ":!1 :•i co °:� a� 7� • �6 • �i co f0 n0: :o :o o •. R u: p0j n� :0 • m n!7 mho co•o oppt m n n c0 0 c0 30+00 31+00 32+00 33+00 CONSTRUCTION NOTES: CONSTRUCT CONSTRUCTION PAD TO UNITS SHOWN. SEE DETAIL 3 ON SHEET C-32 FOR CROSS SECTION. 2 CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ACCESS TO AND FROM 47TH AVE S CRY LIGHT ROW CREW CHIEF (SPECIFY). SEE SHEET DETAIL 2 ON C-32 FOR TYPICAL SECTIONS. O RELOCATE EXISTING DITCH AS SHOWN. SEE DETAIL 7 ON SHEET C-32. O INSTALL CHECK DAM IN LOCATION SHOWN. SEE DETAIL 5 ON SHEET C-32. 0 CONTRACTORS TO COORDINATE THE RELOCATION OF GUY WIRES WITH THE ENGINEER. OWNER WILL RELOCATE GUY WIRES. LEGEND: r9- r -i r -a • •••111111 EXISTING WETLAND EXISTING GRAVEL LOT WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL. MONOPOLE (INSTALLED BY OWNER) RECEIVED STRUCTURAL EARTH RETAININVfl Y OF TU K W TEMPORARY CHAINUNK FENCE C CUT UNE TYP F FILL UNE TYP A CONTROL POINT NOTES: ILA 15 2013 PERMITMAR CENTS 1. SEE STRUCTURAL SHEET FOR S-04 AND S-05 INFORMATION AND DETAILS RELATED TO RETAINING WALL LOCATION AND CONSTRUCTION REQUIREMENTS. 2. THE STATION AND OFFSET FOR THE CONSTRUCTION PAD ARE LOCATED AT THE EDGE OF PAD. 3. ACCESS TO THE SITE 15 FROM THE PUBUC RIGHT OF WAY (47TH AVE. 5). 4. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 5. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 4044115:!k FEET 1 a B • 1 0 ha • HDR Engineering, Inc. BIDOROBABITS SIGNATURE SITE OR : L Mars Ci( : Seattle City Light OVERHEAD TRAN8M18810N MELT eo or 06 SOUTH TRANSMISSION DSON T. JOHNSON CK : B. PETERSON APPROVED FOR SEATTLE CITY UONT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS DUI/43N - SITE 5 PLAN AND PROFILE C-27 PRAWNS NO. TD -11424 SCALE 11,20 INV. NO. R a wm �W r13 1,0 O12 N O N N I IC?)5 is 5 MATCHLDVE STA 33+50 SEE SHEET C-27 STA 33+65 8'R / N:1283962.72 E: 187161.00 EXISTING ROW UNE / MATCHUNE STA 36+50 SEE SHEET C-29 + ++ + + T +y ++ ++ + -+/Il++/".4. + ++ 0 -1-STA 35+93.06 / + +/ + + --A *,- �� 28.14.R _ .1-4/7-1-/ + + EL, 89.50 + + + + /+ OMITS OF -/.+/ GRADING - + �, 1.�.. f % + + 'STA 335+95.64 + - 63.5572 + EL 89.50 +/ -1- / + / + + +-/ 230W CONDUCTORS UNITS OF GRADING - ' / /, / N //. / / / k / '1 / / / 1 1' / / / / / / i/ / V / / / / / S // aT / STA 35+78.68 122.75'R j' EL 89.50 + + + + + + + STA 35+42.19 ++ + 102.281R -. -EL 89.50 + + -1.- + SITE 6 SCALE. 1'-20' OMITS OF GRADING / 1 / NI / / /. 120 HP STIJ = 33+9 .70 120 110 PPTiL=88.7 VPI ST = 33+8 VPI = 88.8 K= 1.34 2 .00' VC .14 110 100. n in in m + + . O + in g FUTURE GROW.* I o + n 100 90 CO y d WDo y 5 sa.7+x � in '' JCO W EXIST NG GROUND N '. 18 cli 90 80 70 c.. EGATq rFGAiq 1 70 m° 1� m c m �� ,: m m� r• ,oN '?*OA m •m m� ms nN CO cis • 1� n m2 mco np m� .-N ,-1 ,G Yf N a m2 m� m� c0 Ng m Mf CC; m� co 1110 vin <. cc/ M /� <0 Ili t0 713 34+00 35+00 36+00 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER CONSTRUCTION NOTES: 1 CONSTRUCT TEMPORARY CONSTRUCTION PAD TO UNITS SHOWN. SEE DETAIL 4 ON SHEET C-32 FOR CROSS SECTION. p CONSTRUCT SITE ACCESS ROAD TO UMRS SHOWN. SEE DETAIL 2 ON SHEET C-32 FOR TYPICAL SECTIONS. O CONTRACTORS TO COORDINATE THE RELOCATION OF GUY WIRES. OWNER WILL RELOCATE GUY WIRES. O CONSTRUCT PULL OUT TO DIMENSIONS SHOWN. USE CROSS SECTION DEPICTED IN DETAIL 2 FOR ON SHEET C-32 FOR CONSTRUCTION REQUIREMENTS. 0 CONNECT ACCESS ROAD TO CONSTRUCTION PAD. ADJUST GRADE TO MATCH PAD ELEVATION. LEGEND: rte --F1 L -4.I .I_I_I r - (>>(N)I • -c F -w- EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL TEMPORARY CHAINUNK FENCE CUT UNE TYP FILL UNE TYP • CONTROL POINT NOTES: 1. THE TEMPORARY CONSTRUCTION PAD AT SITE 6 SHALL BE REMOVED AT THE COMPLETION OF THE WORK. THE SITE SHALL BE RESTORED AS SHOWN ON SHEET C-36. 2. THE STATION AND OFFSET FOR THE CONSTRUCTION PAD ARE LOCATED AT THE EDGE OF PAD. 3. ACCESS TO THE SITE IS FROM THE PUBUC RIGHT OF WAY (47TH AVE S.). 4. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 5. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 AdItt FEET 1 a 9 1 0 HDR Engineering, Inc. BOOR8B1B4T8 SIONPIURE DATE Seattle City Light OVERMAD TRANSMISSION sHaw 81 a 85 SOUTH TRANSMISSION DSO' T. JOHNSON ac , D. PETERSON APPROVED FOR SEATTLE CITY UNIT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS DUI/46N - SITE 6 PLAN AND PROFILE C-28 MAIMS NO. TD -11426 SCARE AEY. NO. 0 ,41:24 1"A tiW o. QN O O N 3- U5/1 U (5 SHEET C-28 U) co 2 EXISTING ROW UNE + + + + + + + + + + + + T 4- ___________ + + + + + + + + + +r ---- EXISTING GATE STA 39+10.07 END SURFACING SRE ACCESS ROAD STA 39+23.00 '.•-� •. 1,1.1°32.39. E .' -.' .; '. • 39+ V + + + + t + + + + + + + + + + + + + ++++++++++++++4, + + + + + + +\ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -4, + + + + + + + + + + + + + + + + + + DfIS+NG + + + + + + +``�`, -IRM + + + + + + + + + + + + + + + + + + + UNE + + + + + + + + + + + + + + + + + + + + + + , + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -.F + + +, + + + + + + + + + + + + + + + + + + + + + 4 + + 1 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + i + + + + + + + + + + + + + + + + + + + + + + + + + + 41 + + + + + + + + + + + + + + + + + + + 1 SCALE: 1'-20' N: 1284129.76 E: 187622.80 47TH AVE S RECEIVED CITY OF TUKC'W LA MAR -1'5 2013 PERMIT CENTER 120 120 110 110 EVIENvE©q-cR 100 + + C DEC APIR IVTPL./j\ OV8D 100 90 < 0 • I- °N° APR 2 5 203 90 -3.40X __ d -i0.°9% d EXISTING SITE ACCESS ROAD r BUILDING It}/ Of Tukt la DIV1 O 70. MATCH Da NG G'ADE OFIOAD. 70 60 EG AT q- FGA7q 60 a ,h aD o •N p�j n m co co m tV a0 4:3 m tN N m co ,o tV N 00 co m ,o N tV 01 m m a C! m N N m m m CO °I tp ID m m m N m n O c0 37+00 38+00 39+00 CONSTRUCTION NOTES: OCONTRACTOR SHALL VERIFY IF THE EXISTING GATE IS SUFFICIENT IN WIDTH TO ALLOW FOR ACCESS OF SITE EQUIPMENT AND MAKE IMPROVEMENTS AS NEEDED FOR ACCESS. ALL DAMAGE TO THE EXISTING GATE SHALL BE REPAIRED AT THE CONTRACTORS EXPENSE. ® CONSTRUCT SITE ACCESS ROAD TO UMITS SHOWN. SEE DETAIL 2 ON SHEET C-32 FOR TYPICAL SECTION. O STA 37+50 BEGIN ACCESS CONSTRUCTION AS SHOWN IN DETAIL 6 ON SHEET C-32. LEGEND: rte- '1 1.-..-�J 7I_1=I. r • • NOTES: EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL TEMPORARY CHAINUNK FENCE CUT UNE TYP FILL UNE TYP CONTROL POINT 1. THIS DRAWING DOES NOT REFLECT RECENT CRY OF TUKWILLA DRAINAGE PROJECT AT 47TH AND 109TH. CONTRACTOR IS TO CONTACT CRY OF TUKWIUA FOR AS-BUILTS AND PROTECTION REQUIREMENTS. 2. ALL DAMAGE TO EXISTING STREETS FROM CONSTRUCTION EQUIPMENT IMPACTS SHALL BE REPAIRED BY THE CONTRACTOR. 3. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 4. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 IMM FEET 1 a a 8 1 0 ha( HDR Engineering, Inc. 800118191191T8 SENVIT RE 0111E CH : L L105: « _ • Seattle City Light OVERHEAD TRANSMISSION SHEET 02 or 115 SOUTH TRANSMISSION DSOn T. JOHNSON CK , B. PETERSON APPROVED FOR SEATTLE CRY UNIT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS SITE 5 & 6 ACCESS ROAD C" C-29 DIMON NO. TD -t1426 SLUE 1+A2v REV. NO. 1 EXISTING ROW UNE EXISTING STA 12+36. ROW UNE V OF PR( 33.701E uu [/ 4N = 234..,T 237.00 UMTTS GRADING A 12+36.00 / 33.70'L EL 237.00 r - v _\ 1/230kV CONDUCTORS 71- I 1 ! I / I 1 > `/ A0 1 I 1 I ///// N:1284725.40 1 E178801.963 I. i/ 1 1 1 I 1 1 K' /� • / ,ice i ,..,...- -- 7/• (' STA 11+24.� �.� 1 -- ��' -- �'� -, 43.5 1 1( ,\ , EL 23700,- \. �, ,�'��/ / /• I1 , / , /1"4- -- - 1/I I 1 Ill(/11/1 • \tE�`► I►\I 1 1 1 / 1 �h I i nig 4'1 %ry / 1 1 1 I / 1 I ! / .1 .1 i SITE 7 SCALE 1'-20' I M 1 cn W - /T� i STA 12+30. 1 1 35.00'R , EL 237.00 - i' / -•EXISTING ROW UNE 1, - i / � ' la` / Al '-�- A 11+18.00 �� / ,/ 25.20'R' -� EL 237.00 230kV CONDUCTORS .�' 270 LP STA I. 12+20 LP 0. 238.08 VPI STA f 12+40 270 280 VPI EL 238.48 K .T3.08. 40.01' VC 260 250 FUT?JRE GR0L 10 O + N mT o• rA! N• Si }-n d 250 240 N I� F 240 230 _ 2.00% -- 230 ----- 1---- - ---- 220 220 210 � •' EXISTING GROUND 210 200 EG AT FGA4q 200 -.. o N m :c N N a N a - vi N :o ui N p Q1 o M In DI W n N "1 iri o re NMI NMI N N N mm . "I n n N N p � 6 N N � o I. .4 "1 _ 17 N .1 - N N N N 10+00 11+00 12+00 13+00 CONSTRUCTION NOTES: CONSTRUCT CONSTRUCTION PAD TO UMTTS SHOWN. SEE DETAIL 3 ON SHEET C-32 FOR CROSS SECTION. Q CONSTRUCT SITE ACCESS ROAD TO UMRS SHOWN. SEE DETAIL 2 ON SHEET C-32 FOR TYPICAL SECTIONS. O CONTRACTOR TO COORDINATE WITH THE ENGINEER FOR RELOCATION OF GUY WIRE THAT ARE TO BE RELOCATED BY OWNER. REVIEWED FOR CODE COMPLIANCE APPROVED APR 25 2013 City of Tukw BUILDING Dlila VISION LEGEND: _x_41 • EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT EXISTING ASPHALT CONCRETE PAVEMENT (ACP) SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL TEMPORARY CHAINUNK FENCE C CUT UNE TYP F FILL UNE TYP • CONTROL POINT NOTES: RECEIVED CITY OF TUKWI MAR 1 5 2013 PERMIT CENTE 1. SEE STRUCTURAL SHEETS S-06 THROUGH S-09 FOR INFORMATION AND DETAILS RELATED TO RETAINING WALL LOCATION AND CONSTRUCTION REQUIREMENTS. 2. STATION AND OFFSET FOR THE CONSTRUCTION PAD ARE LOCATED AT THE EDGE OF PAD. 3. ACCESS TO THE SITE IS FROM THE PUBUC RIGHT OF WAY (BEACON AVE S.). 4. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 5. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 FEET 1 a 1 o 0 ha( HDR Engineering, Inc. BIDORSIDIENTe SIGNATURE DUE DR : L. MIZE CSC : • Seattle City Light OVERHEAD TRANSMISSION RIMY SS OF 1111 SOUTH TRANSMISSION MON T. JOHNSON ac : B. PETERSON APPROVED FOR SEATTLE CRY UONT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS DU2/4N - SITE 7 PLAN AND PROFILE "Ass C-30 DRAWING NO. TD -11427 SOMI Toda REV. NO. N 4E' a) _cE U w 6 z a) 0 0 N N A LOO ai e9 0, - x Zh 0 0 S GND ELEV OF PROPOSED POLE DU 2/7N = 275.93 TA 15+67.00 10.00'R EL. 280.50 - - :1285292 E:187993.81 STA 14+68. 10.00'R / / / EL. 280.50/ LIMITS OFGRADING / /.STA 14+57. SITE 8 SCALE: 1'.20' 300 HP HP STA EL VPI STA VPI EL t 14+99.6 = 274.22 Q 14+82. 0 = 274.80 300 REVI WED MP(JANC� FOR 290 APPROVED APR 5 2O13 50.00? .82 VC = 290 on 280J 2 + , A., N ''' ^ to N W 280 270 SUILDI City of l ukwila \IG DIVISIO \I - - g > -2.75z _ 270 .. - _ � '' 1r‘1 /` �� I .: I 1 I ‘../260 `. 260 250 C N a —' 15. f 250 240 --_ i - - _- / ESTIMATED OF SPL LOCATI WATERLII N S 240 230 • EG AT CL �FG AT 230 Zr N �dna va N d vn N N • WDA oa :C N ✓ N N o. 1rin N nVand or en N NliN oi NN Z 1ON N CO {v N • and om^. n �p� apjvh IDN N nN N:� N Y Q N ^ . m nh .V � ra.CVCV I. ^,j N •CV ^ N N oN 13+00 14+00 15+00 16+00 CONSTRUCTION NOTES: O CONSTRUCT TEMPORARY CONSTRUCTION PAD TO LIMITS SHOWN. SEE DETAIL 4 ON SHEET C-32 FOR CROSS SECTION. Q CONSTRUCT SITE ACCESS ROAD TO LIMITS SHOWN. SEE DETAIL 2 ON SHEET C-32 FOR DETAILS. TEMPORARY RETAINING WALL. TO BE REMOVED AT COMPLETION OF WORK. LEGEND: r + 1 6 -t -_AI 'I.I1 r---1 • c F EXISTING WETLAND CONSTRUCTION ENTRANCE WETLAND IMPACT TEMPORARY RETAINING WALL SITE ACCESS ROAD CONSTRUCTION PAD TEMPORARY CONSTRUCTION PAD PROPOSED STEEL MONOPOLE (INSTALLED BY OWNER) RETAINING WALL TEMPORARY CHAINLINK FENCE CUT LINE TYP FILL UNE TYP • CONTROL POINT NOTES: 1. RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER SEE STRUCTURAL SHEET S-10 FOR INFORMATION ANO DETAILS RELATED TO RETAINING WALL LOCATION AND CONSTRUCTION REOUIREMENTS. 2. THE TEMPORARY CONSTRUCTION PAD AT SITE 8 SHALL BE REMOVED AT THE COMPLETION OF THE WORK. THE SITE SHALL BE RESTORED AS SHOWN ON SHEET C-37. 3. THE DESIGN AND CONSTRUCTION OF THE TEMPORARY RETAINING WALL BE COMPLETED BY THE CONTRACTOR. THE NECESSITY OF THIS PROPOSED TEMPORARY WALL MAY BE ELIMINATED AS A RESULT OF THE CONSTRUCTION SEOUENCING CHOSEN BY THE CONTRACTOR. 4. CONTRACTOR SHALL EXERCISE CARE WHILE WORKING OVER OR ADJACENT TO SPU PIPEUNES PER SECTION 1-07 OF THE PROJECT STANDARDS FOR UTIUTIES IN PROXIMITY TO SEATTLE PUBLIC UTILITIES TRANSMISSION. W DAMAGED. THE CONTRACTOR SHALL NOT REPAIR THE DAMAGE AND SHALL IMMEDIATELY CALL EMERGENCY DISPATCH AT (206) 386-1800. 5. THE STATION AND OFFSET FOR THE CONSTRUCTION PAD ARE LOCATED AT THE EDGE OF PAD. 6. ACCESS TO THE SITE IS FROM THE PUBLIC RIGHT OF WAY (BEACON AVE S.). 7. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 8. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 FEET -cgo- E a a a 8 a 1 :1 • L 0 3 it a HDR Engineering, Inc. DIPORBBIENTO SIONALIRE OR : 1. NATE DATE CK : • Seattle City Light OVERHEAD TRANSMISSION SKIT 34 o► ea OW& 0. GARCIL APPROVED POR SEATTLE CITY UONT OI : O. PETERSON DATE "Ass C_31 DUWAMISH CRESTON UNE SOUTH TRANSMISSION DRAWING NO. ACCESS ROADS AND CONSTRUCTION PADS TO -11428 DU2/7N - SITE 8 PLAN AND PROFILE $CML REV. NO. Attachment #2 Addendum No. 1 a a CONSTRUCTION NATES: SITE 5 & 6 ACCESS ROAD STA 34+17 TO 37+5Q Q 6' — MINERAL AGGREGATE TYPE 2 0 12" — 2"x4" OUARRY SPALLS ® CONSTRUCTION GEOTEXTILE FOR SEPARATION TYPICAL ACCESS ROAD SECTION O SCALE: NTS VARIES • 1 Lib/ CONSTRUCTION NOTES. SITES 2. 6 AND 0 Oi 12" — MINERAL AGGREGATE TYPE 2 2O 18" — QUARRY SPALLS (4"x6' ® CONSTRUCTION GEOTEXTILE FOR STABILIZATION Q CONSTRUCTION GEOTEXTILE FOR SEPARATION TEMPORARY CONSTRUCTION PAD SCALE: NTS 1 CONSTRUCTION NOTE$; Q 6' — MINERAL AGGREGATE TYPE 2 O2 12" — QUARRY SPALLS (2x4") 0 CONSTRUCTION GEOTEXTILE FOR STABILIZATION SITE 1 ACCESS ROAD—STA 30+82 TO 37+78 SITE 5 ACCESS ROAD—STA 32+04 TO 34+17 SITE 7 ACCESS ROAD—STA 12+33 TO 15+21 TYPICAL ACCESS ROAD SECTION SCALE: NTS X' CONSTRUCTION NOTE EXTIN GROIUNDG G QCHECK DAM TO BE BUILT FROM 2"X4' OUARRY SPALLS. TYPICAL CHECK DAM SCALE: NTS PIPE SPACING 10 FT. ON CENTER 0 DITCH FG CHECK VARIES REVIEVVED FOR. CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION 2-1/4", 11-1/2 GAUGE CHAIN LINK FENCE 72" LONG. 1-5/8" DIA STEEL PIPE SLEEVED IN 2" 01A. PIPE WIRE TO SECURE CHAIN LINK FENCE TO POST CONSTRUCTION NOTES: SITES 1. 2. 3. 4. 5 AND 7 Q 12" — MINERAL AGGREGATE TYPE 2 O 12" — BALLAST ROCK (4'x61 0 CONSTRUCTION GEOTEXTILE FOR STABILIZATION Q CONSTRUCTION GEOTEXTILE FOR SEPARATION PERMANENT CONSTRUCTION PAD CD SCALE: NTS 1 VARIES VARIES 6. Mos 6' Mox CONSTRUCTION NOTES Q PLACE 6' MINERAL AGGREGATE TYPE 2 AND COMPACT TO 95% Q INSTALL SILT FENCE AT THE TOE OF EXISTING SLOPE. CONTRACTOR SHALL COORDINATE WITH ENGINEER ON ACTUAL LOCATION BASED ON FIELD CONDITIONS. Q CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING EXISTING ADS DRAIN PIPE THROUGH CONSTRUCTION. AU. OAMAGED PIPE SHALL BE REPAIRED AT CONTRACTORS SOLE EXPENSE. .41 EXISTING ACCESS ACCESS ROAD SITE 4 ACCESS ROAD—STA 23+80 TO 40+86 SITE 6 ACCESS ROAD—STA 37+50 TO 39+23 EXISTING ACCESS ROAD SCALE: NTS 0 48' LONG. 2' DIA. STEEL PIPE WITH CONCRETE FOOTINGS. FINISHED GRADE SITE L(INCHES) SECURITY WIRE 1 '72 RAZOR WIRE 3 102 BARBED MIRE Q 3' — MINERAL AGGREGATE TYPE 2 O 12" — OUARRY SPALLS (2x4") Oj CONSTRUCTION GEOTEXTILE FOR STABILIZATION SITE 1 TEMP ACCESS ROAD—STA 30+13 TO 30+82 SITE 1 TEMP ACCESS ROAD—STA 37+78 TO 42+97 0 3 R 0 TYPICAL DITCH SECTION cp SCALE: NTS TEMPORARY CHAINLINK FENCE SCALE: NTS FDa HDR Engineering, Inc. 0 ENDORSEMENTS SKYATURE DATE L MIZE CK •: • Seattle City Light RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER NQ 1. FOR ALL CIVIL AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. OVERHEAD TRANSMISSION S CET 66 or. 66 DSGN O.GARCN, CK : B. PETERSON Arnow ° FOR SEATILC env L/GIIT DATt SOUTH TRANSMISSION DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS TYPICAL ROAD AND PAD SECTION DETAILS C-32 DRAWING N0. TD -11429 stall KT./1 REV. ND. Attachment #2 6 z -o a)-o-o UANTITY TAB; (THIS SHEET ONLY) SYMBOL COMMON NAME PLANT MIX A (4' 0.C.) O"0"0 _ BLACK TWNBERRY 00000 III 00 00 00 00 QUANTITY 1 ' AREA 94 188 235 AL AC PLANTING 0c HOLLOWS (1' O.C.) I SLO<J LLSEDGE SMALLFRUITED BULRUSH 77 120 HARD -STEMMED BULRUSH DECOMPOSED ORGANIC MULCH (CY) 2 5 REMOVAL AC 0 .01 PLANTING JAIX D ` HUMMOCK (4' 0.C.) VINE MAPA F 9 PACIFIC NINEBARK 11 OECOMPOSEr MULCH (CY) 11 2 3 .01 SYMBOL COMMON NAME PLANT MIX 8 0" O.C.) 71J -y SERVICEBERRY a� JJ OUANTI11i PER AREA 0 EX:FANCPRAY 17 REO =RAT TH SNOWBERRY 0 22 ., . ,., MSH *Ye'.:-. '4 REED GANARYGRASS REMOV AC SEED MIX / 1 (SF) 0 0 0 0 0 9 22 8 NOTES: 1. HUMMOCKS AND HOLLOWS TO BE FIELD LOCATED AT THE \\Gt DIRECTION OF THE PROJECT ENGINEER AND BIOLOGIST. PLACE 6 RANG EXISTING DISTRIBUTION POLE TO RE SEE NOTE 1 FOR HUMMOCK AND HOLLOW PLACEMENT 3. DETAILS AND GENERAL PLANTING NOTES. 4. SEE SHEETS C-38 FOR SEED MIX INFORMATION. 5. CONTRACTOR TO FIELD VERIFY LOCATION OF UTILITIES IN PLANTING AREAS. 12 3789 C 0S OF BEARING IS LOCATED ON DRAWING TD -11503. FOR THE PROJECT DRAWING LIST AND REFERENCE SEE SHEET TO -11503. REED CANARYGRASS SHALL BE REMOVED IN ALL AREAS TO BE PLANTED PER SECTION 8-02.3(4) OF THE PROJECT MAMMAL. _________, CONSTRUCTION ACCESS ROUTE UJ W N MATCHLINE AREA OF FILL PAD AND ACCESS REMOVAL. SEE NOTE 2 LEGEND: v MMMMM NI -Io- • 1 a Al E 1 LIMITS CONSTRUCTION WETLAND BOUNDARY WETLAND BUFFER BOUNDARY EXISTING CONTOUR PROPOSED CONTOUR PROPOSED STEEL MONOPOLE CONSTRUCTION PAD PLANTING AREA 0 3 3 SITE 1 SCALE: 1'-20' POINT TABLE POINT# NORTHING EASTING POINT# NORTHING EASTING RO1 186877.72 1281707.97 R08 186959.71 1281806.39 R02 186864.52 1281731.62 R09 186960.13 1281788.60 R03 186865.98 1281748.97 R10 188932.15 1281769.07 R04 186863.48 1281782.39 R11 188903.95 1281731.39 R05 186860.56 1281832.41 R12 188980.20 1281822.61 R06 186857.76 1281832.21 R13 186977.65 1281807.66 R07 186856.20 1281875.93 R14 186971.30 1281793.59 R15 186968.66 1281795.87 HDR Engineering, Inc. ENDORSEMENTS SIIMU*E LATE OR : L. MIZE 0I: OSGn N. GONAD WETLAND BUFFER BOUNDARY REVIEWED FOR CODE ELAN APPROVED APR 25 2013 City BUILDING .Tukwila NG DIVISION Seattle City Light 20 0 20 RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER 40 FEET OVERHEAD TRANSMISSION . wan 36 of e6 SOUTH TRANSMISSION dl : O. PETERSON APPROVED FOR SEAM CITY UDR o*E DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RESTORATION PLAN - SITE 1 C-33 DRATiN° NO. TD -11430 SCALL I IMV.IAO T+2/1 N ‘4ap CD E co ‘•-tr-a ■ UANTITY TAB StrMBOL COYO011 NAME OU NTTY PER AREA 00000 1.7.7•:4,01I„14:,'��F 31FF^r7[ 00000'. ,:, a :r.;. /1371ITYJI 00000• ��• , MI[i;A ipm 00000 _•.1L-71171•1=1111111 1F ZlC)• O O O III ___ i'. .7t1,•.,r:. *1:11IMMUNE i it NMI IMO IMP I In11e511,Ittli!gA 11SJ I� ' L L.-:� ■EMIOMI • 17777417757111FMI.M111111 MI MIME flot.1:11.311111111MIIIIMI UM MI F1.EMI 1Mimozrim WE OM ISniaoi C0Mu0N ?NATE OUANTTY L-77:117177.11W41771T;77111•1111 NMce .. ;11 Y I I 1 :I :I 4'1. E}b1 moo minim - ic r==11•111 _ _ -_-_ :J ..II . .V. . 1 I. :..M.�11___ IrMr77711111MIIIIIIIN Mil IM It1:12--:IALi-I=TillErrit.orm=1111111 IMO 72;7:. aiJ J•ti1 r/FUi.ET: C.D 1111.=1 AMMMMMUMMMMEMEM JimmommommamiNNIewilm BIM ui,r,ri,x4i.x,1:;,,TTArTruurmium =11 L`:i:_'•I;!"ID. '1FIE Alalg1146111111MU MMI1/• LT SEED MOI / 1 (SF) LEGEND. ■.....0 !JOTS CONSTRUCTION WETLAND BOUNDARY WETLAND BUFFER BOUNDARY EXISTING CONTOUR PROPOSED CONTOUR PROPOSED STEEL MONOPOLE CONSTRUCTION PAD PWNTING AREA 9.05 R37 POINT TABLE POINT I NORTHING FASTING POINT NORTHING EASTING R16 188855.98 1281881.98 R25 186904.56 1282109.78 R17 188858.66 1281905.90 R26 186935.98 1282123.15 R18 186859.83 1281928.91 R27 186992.14 1282069.80 R19 186865.18 1281952.86 R28 186985.90 1281940.62 R20 186872.87 1281976.74 R20. 186948.61 1282140.45 R21 188890.16 1282025.22 R30 168921.26 1282179.92 R22 186895.79 1282044.08 R31 186920.88 1282216.18 R23 188906.08 1282058.74 R32 186940.01 1282239.67 R24 188903.90 1282101.65 R83 186914.03 1282240.89 R34 186916.85 1282357.54 R35 186948.87 1282858.75 REVIEWED CORE CO��Ll._ APPROVE;0 APR 2 5 20q1 ,--R38187025.28 City of Tukwjl.. !� ' �t 187069 87 1282276.96 R 187042.18 1282153.92 r� cRi 8 187030.78 1282148.34 R 9 187022.78 1282145.44 R 0 187022.78 1282136.18 1 187011.09 1282127:76 2 187011.86 1282115.52. 3 187014.54 1282105.58 1282094.47 5 187026.02 1282090.26 46 187024:87 1282087.58 © .A.- �UlL®LNG DIV!s Q m P'47 187019.90 1282083.37 1248 187013.12 1282073.30 , DISTRIBUTION AND PROTECT UNITS OF TEMPORARY SITE CONSTRUCTION PAD TO BE REMOVED FOLLOWING SCI. TRANSMISSION POLE CONSTRUCTION. SEE SECTION 8-20 FOR REOIAREMENTS. RESTORE TO GRADES SHOWN WITH TOPSOIL TYPE A. .-440M114444;14 '11- 0 0�O„•-•L00OOp0000• 4;OOo00.;t'000000O0,�<0000f�„00'00OO•(00000•-,�:q„ p TO n REWUN AND..0;•. �i.0°0_ ' _ 0 •• • • .0.0•0•0O0 00.o0Q0p00p000 0. p0•00oo00 0 o OO o00 0000oo00000•0,0000oo0000000000o0o0p000ao000000p0o, Oor�p0•O•000°000n0A00honononoo000000p0000.. 0000 00 EXISTING 0606000006000690000Oo `.•• ,0000�••' s• "/ 06006...00 -• R30 'R23. ,R25. �.�/• . .. oe R2 MOTES: 1. HUMMOCKS AND HOLLOWS TO BE FELO LOCATED AT THE DIRECTION OF THE PROJECT ENGINEER AND BIOLOGIST. PUCE 13 HUMMOCKS AND HOLLOWS a PLANTING AREA A2 AND 9 IN PLANING AREA A3. 2. EXISTING FILL PAD TO BE REMOVED FOLLOWING SCI. DECOMMiSSIONING OF EXISTING TRANSMISSION H -FRAME POLES. LEVEL AREA TO SURROUNDING TOPOGRAPHY. RESTORE TO GRADES AS SHOWN 11179 TOPSOIL TYPE A. SEE SECTION 8-23 FOR ADDITIONAL INFORINTION. 5. CONTRACTOR TO FELO VERIFY LOCATION . , OF UTIUTES IN PIANTiNG AREAS. 8. RESTORATION PIANS DEPICT POST DU 1/25 s WETLAND BOUNDARY . 5.11E __2 SCALE: 1 r EVD-`__-. CITY OF 1kCJKW1tic MAR 1 5 2013 20 0 IU1'L � 7. 0 .ALL C D THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING T0-11503. 8. FOR THE PROJECT DRArn2G UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 9. REED CANARYGRASS SHALL BE REMOVED IN ALL AREAS TO BE PLANTED PER SECTION 8-02.3(4) OF THE PROJECT MANUAL. 20 40 FEET PFRMIT CENTER HDR Engineering, Inc. SOUTH TRANSMISSION DUWAMISH CRESTON LINE ACCESS ROADS AND CONSTRUCTION PADS RESTORATION PLAN - SITE 2 •0. TD -11431 I1gr. NO. N -4a° a) _cE U 0 z a) f H 1. n a e N 3 Wn 01 off PI EA 6m N V1V-1 cs 5 POINT TABLE POINT 1 NORTHING LASTING POINT/ NORTHING EASTING POINT 0 NORTHING EASTING R49 186997.17 1283664.47 R88 187084.54 1283933.96 R83 187046.32 1283814.26 R50 186955.20 1283691.55 R87 187109.48 1283954.63 R84 187040.09 1283814.73 R51 186984.70 1283728.94 R88 187144.88 1284004.71 R85 187034.89 1283790.19 R52 186973.26 1283750.53 R69 187167.87 1284010.89 R86 187007.32 1283733.00 R53 186970.95 1253766.87 R70 187185.19 1284000.50 R87 187004.16 1283721.78 R54 186974.41 1283783.40 R71 187150.58 1283992.11 R88 187005.84 1283710.69 R55 186984.29 1283798.19 R72 187137.30 1283943.91 R89 187015.70 1283887.86 R58 187027.39 1283839.24 R73 187142.66 1283934.24 R90 187015.74 1283678.22 R57 187022.16 1283850.65 R74 187125.04 1283876.71 R91 187012.74 1283667.61 R58 187016.77 1283901.27 R75 187126.02 1283865.81 R92 187017.98 1283665.34 R59 187027.05 1283984.94 R76 187099.38 1283814.66 R93 187022.64 1283681.12 R60 187019.34 1284044.24 R77 187112.07 1283822.94 R94 187020.09 1283693.24 R61 187039.48 1284044.44 R78 187098.34 1283784.05 R95 187027.78 1283702.86 R62 187047.18 1283985.24 R79 187073.77 1283801.77 R96 187010.81 1283715.13 R63 187036.94 1283900.69 R80 187024.55 1283735.96 R97 187010.20 1283721.83 R64 187042.04 1283852.77 R81 187017.81 1283740.49 R98 187012.26 1283729.20 R65 187081.03 1283889.33 R82 187040.07 1283786.19 - LIMITED ACCESS • • • • / / / / CONSTRUCTION ACCESS ROUTE REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISiQNf • • �•. MATCHLINE SEE SHEET C-36 INDUCTORS // ,-- ,__-__ ...... _- - -- -- __ 1 a 8 1 gR C L Y 0 3 1 SITE 5 SCALE: 1--20' HDR Engineering, Inc. _L- mmaillieMeat MUM ROI OR . I.. NQ'E CIT OMR N. Q NRPO • 0 BOUNDARY FND REBAR AND CAP - LS -28072 TLANO BUFFER BOUNDARY • Seattle City Light LEGEND: -TO- • AT: NOTES: 1. SEE SHEETS C-38 AND C-39 FOR PLANTING SCHEDULE. DETAILS AND GENERAL PLANTING NOTES. 2. SEE SHEETS C-38 FOR SEED MIX INFORMATION. 3. CONTRACTOR TO FIELD VERIFY LOCATION OF uTIUTIES IN PLANTING AREAS. 4. RESTORATION PLANS DEPICT POST CONSTRUCTION CONDITIONS. 5. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TO -11503. 6. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. UWTS CONSTRUCTION WETLAND BOUNDARY WETLAND BUFFER BOUNDARY EXISTING CONTOUR PROPOSED CONTOUR PROPOSED STEEL MONOPOLE CONSTRUCTION PAD PLANTING AREA QUANTITY TAB; (THIS SHEET ONLY SYMBOL COMMON NAME OIHNTITY PLANT mix B 4' O.C. 1 as till ;lir :, .. aIflat•_IL Mall NE /IFfinikEtillIIIImmn alli:i.ilt.FIT321 4 ii 4 Ail :: 2:ditillil Mil •''-i imaEM� 1'1t...i•M � 4311E ° mac ,_L EI._ 1:7r:II .1fm :17:4 T•'](c• >!am'.7 t'_ ,•••••p- ••••rPLANT PLANTMIX E 1' O.C. ®-- ttlinl:i''II•�'': '-'-",t•'Ji' ___ EOM SEED MLX /1 (SF) 13606^' Pa..PaiE0 WET NATNE SEED MIX (SF) 2046 0 BOSTON IVY (EA) RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER 20 0 20 40 FEET OVERI1EAD 1RNNSMISSION Actok- ma 38 or 85 SOUTH TRANSMISSION M4ROWED TOR SCAMS CITY MOT CO : B. PETERSON eat DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RESTORATION PLAN - SITE 5 AND 6 'C-35 oRssdvIc N0. TD -11432 SEAL raw REI. NO. • SEE DRAWING THIS SHEET LEGEND: ■ ■ ■ ■ ■ ■ ■ UMITS CONSTRUCTION WETLAND BOUNDARY WETLAND BUFFER BOUNDARY EXISTING CONTOUR PROPOSED CONTOUR PROPOSED STEEL MONOPOLE PLANTING AREA OHC ■ 1C a) _cE U WATERCOURSE SEE NOTE 5 / / 1 �/ / , / / / 1 1 / 1/ / / 1 / 1 i' i / 1' l I ,' 1 / 1' / 1 % ' 11 1 / , / /1 1 / REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 NOTES: 1. SEE SHEETS C-38 AND C-39 FOR PLANTING SCHEDULE. DETAILS AND GENERAL PLANTING NOTES. 2. SEE SHEETS C-38 FOR SEED MIX INFORMATION. 3. CONTRACTOR TO FIELD VERIFY LOCATION OF UTILmES IN PLANTING AREAS. 4. RESTORATION PLANS DEPICT POST CONSTRUCTION CONDITIONS. 5. TEMPORARY SITE CONSTRUCTION PAD TO BE REMOVED IN ITS ENTIRETY FOLLOWING SCL TRANSMISSION POLE CONSTRUCTION. SEE SECTION 8-20 FOR REOUIREMENTS. RESTORE TO GRADES SHOWN, INCLUDING DEFINED WATERCOURSE WITH TOPSOIL TYPE A. 6. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 7. FOR THE PROJECT DRAWING LIST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 6 z - o a) -a - o 0 N a 0 N I Es 0. 21:1 w W g SEE DRAWING THIS SHEET POINT TABLE POINT # NORTHING EASTING R99 187020.98 1284074.04 R100 187027.06 12 84128.49 R101 187035.10 1284139.05 R102 187053.68 1284145.02 R103 187060.79 1284126.30 R104 18 7046.40 1284121.65 R105 187040.95 1284073.01 R106 187122.01 1284160.51 R107 187153.53 1284189.12 R108 18 7164.83 1284245.53 R109 18 7216.48 1284229.62 R110 187237.52 1284222.81 R111 187281.90 1284178.98 R112 18 7242.48 1284138.98 R113 187229.83 1284140.21 R114 187185.40 1284084.34 RECEIVED CITY OF TUKWILA MAR 1 5 2013 20 PERMIT CENTER SYMBOL COMMON NAME QUANTITY _ _• R AREA a�4 >f [011I L I - • ••t:?Ru O O O 0 000177,77n_ 00000 00000 1.1:1ia:i�UCI1�1•O O1 RITN) 2:•i.II' t'1'1:W EMI CMINN EM■MBCM �.• .__ :t•} /11111/=1=11100000_. •,i;: 1anr>•� [•ePlNrc'f�+inii7FXk71>•� 7=I1III= lEtElliPiii:T=4M-0011MILIII GM COM til?•r>i.a7K. �� PLANT MIX 8 4' O.C. 1 B6 MIie r�� RPM MI � '117177-0111MIMIE Irr0711111111111111111M FM II= MI tillInTriiTWilllU .i1P,MiTaill11 Fall MI MIN .1.1 0.11111111=111111ME IMI OM r:1:r•I.4a075'•71z•1TU111RRTCiCliiicy 1W MI 1.7Trr-rwi3im:::1*]*:?rEwmagi1C•Z7Imm -.pi.- 88 SEED MDC 11 (SF) 3648 • Seattle City Light APPROVED 101 SEATTU: CRY UGRT a HDR Engineering, Inc. arc SOUTH TRANSMISSION DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RESTORATION PLAN SITE 5 AND 6 REV. J EXISTING TREES TO REMAIN AND PROTECT 1 1 1 i /i I I I\� .... \ � \ 1 `\ �.' ` � GLU LAM POLE CO 6' F / , / / . I / // I I / / / / I I / / / / Mal■ / L1 0./ //////-- / // / /// / / / / / / / / // // / / // // / / / / / / / / , � //' ,// /, 4r /' / / / / / / / // //// //// / �/ , / // / / / / / /ry� AN ^M/ / / / / /// // /// / // / i~ ry^q // //, / //,, /,// /// //, / / / / //-- / // /•// / / / / / , '// /' / /,' /' / / / ' ' / SEED MIX f1, ' / 11 11 I I I 1 / I / / 4 I / I LEGEND: 10- • 1 UNITS CONSTRUCTION WETLAND BOUNDARY WETLAND BUFFER BOUNDARY EXISTING CONTOUR PROPOSED CONTOUR PROPOSED STEEL MONOPOLE CONSTRUCTION PAD Al PLANTING AREA / 1 ,/ I1 I I / / / / I 1 / // / I I I / / / , 1 1 1 1 1 / // / / 1 1 i i I 1 1/ ,/ TV / / / // ,' ,/ // / / /' //, •/� / ,'TMP. / // / • / // / / / , / / /// , / / , / / / ,▪ -/ • ,/ / / / /- --- / ▪ /' ,' • ,' ,• ' / ,/ ,' • ,- ,' • / / DU -2/4 �S/ / ,▪ // ,,'/ ,'' / / , / / / QUANTITY TAB• IS SHEET ONO') ASPH DWY SITE 7AND 8 SCALE 1 •-20' SYMBOL COMMON NAME QUANTITY . :: .; : SEED MIX /1 (SF) 21484 0 BOSTON NY (EA) 12 NOTES: 1. SEE SHEETS C-38 AND C-39 FOR PLANTING SCHEDULE, DETAILS AND GENERAL PLANTING NOTES. 2. SEE SHEETS C-38 FOR SEED MIX INFORMATION. 3. CONTRACTOR TO FIELD VERIFY LOCATION OF UTILmES IN PLANTING AREAS. 4. RESTORATION PLANS DEPICT POST CONSTRUCTION CONDmoNs. 5. TEMPORARY SITE CONSTRUCTION PAD TO BE REMOVED IN ITS ENTIRETY FOLLOWING SCL TRANSMISSION POLE CONSTRUCTION. SEE SECTION 8-20 FOR REQUIREMENTS. RESTORE TO EXISTING GRADES WITH TOPSOIL TYPE A. 6. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 7. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION 20 0 i GRVL \"\ \`\ \` RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER 20 40 FEET 11! 1 a 8 1 HDR Engineering, Inc. BOORIBelfts SIONOURE M1E DR :LAZE 0C Seattle City Light OVERHEAD TRANSMISSION OUT 40 a 05 SOUTH TRANSMISSION DSON Y. CURRAD CSC : B. PETERSON APPROVED FOR SEATTLE cWf UONT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RESTORATION PLAN SITE 7 AND 8 "C-37 DRAMNO NO. TD -11434 SCALE 11.20 M. NO. W E U Addendum No. PLANTING AREA PREPARATION ZELL APRIL 15 70 JUNE 30: CUT NOXIOUS AND UNWANTED VEGETATION TO THE GROUND AND REMOVE DEBRIS FROM SITE �..2 AFTER A MINIMUM .OF 12' OF RE -GROWTH. OR A MINIMUM OF ONE MONTH SPRAY REGROWTH WITH HERBICIDE STEE_3 FOLLOWING A MINIMUM OF SIX WEEKS BUT NOT LATER THAN SEPTEMBER 15. SPOT -SPRAY RE -GROWTH WITH HERBICIDE SDZ4 2 WEEKS MINIMUM POST SPOT -SPRAYING PLACE 2' DEPTH DECOMPOSED ORGANIC MULCH LAYER ACCORDING TO SPECIFICATION SECTION 8-01.3(6)F AND TILL INTO EXISTING SOIL TO A DEPTH OF 8' SRE.B INSTALL PLANTS AND 3' DEPTH ARBORIST WOOD W000 CHIP MULCH ACCORDING TO SPECIFICATION SECTION 8-01.3(6)C AND THE PLANTING DETAILS NOTE: REED CANARYGRASS REMOVAL AT SITES 1 AND 2 SIEE_1 DCCAVATE ALL SEED AND RHIZOME CONTAINING SOILS ACCORDING TO SPECIFICATION SECTION 8-02.3(4). RIP SOL TO A DEPTH OF 12 INCHES ACCORDING TO SPECIFICATION SECTION 8-02.3(4). .STEE-.1 PLACE 2 INCH DEPTH DECOMPOSED ORGANIC MULCH LAYER ACOORING TO SPECIFICATION SECTION 8-01.3(6)F. PLACE 2 INCH DEPTH DECOMPOSED ORGANIC MULCH LAYER ACCORING TO SPECIFICATION SECTION 8-01.3(6)F. MELD INSTAL PLANTS AND 3' DEPTH ARBORIST WOOD CHIP MULCH ACCORDING 10 SPECIFICATION SECTION 8-01.3(6)C AND THE PLANTING DETAILS. 1. HERBICIDE APPLICATION BE IN ACCORDANCE WITH SECTION 8-02.3(4) OF THE PROJECT MANUAL. THIS DETAIL FOR ORDER OF WORK ONLY. WEED CONTROL AND REMOVAL IN PLANTING AREAS SHALL BE ACCORDING TO SPECIFICATIONS INCWDING PLANTING AREA PREPARATION AND REED CANARYGRASS REMOVAL (PER SECTION 8-02.3(4) OF THE PROJECT MANUAL). 4. DECOMPOSED ORGANIC MULCH SHALL BE PLACED IN PLANTING AREAS A. B. C. D AND E. 5. ARBORIST WOOD CHIP MULCH SHALL NOT BE PLACED IN TYPE D AND E PLANTING AREAS. PLANTING — SEQUENCES OF WORK SCALE: NTS COMMON NAME BOTANICAL NAME SIZE QTY SPACING REMARKS SMALL TREES AND SHRUBS VINE MAPLE ACER CIRCINAIUM 2 GAL 42 4' O.C. SERVICEBERRY AMEUWCHIER ALNIFOLIA 2 GAL. 180 4' 0.C. BEAKED HAZEL CORYLUS CORNUTA 2 GAL 180 4' O.C. OCEANSPRAY HOLODISCUS DISCOLOR 1 GAL 359 4' 0.C. BLACK 1WINBERRY LONICERA INCOLUCRATA 1 GAL 564 4' 0.C. PACIFIC NINEBARK PHYSOCARPUS CAPITATUS 1 GAL 846 4' 0.C. NOOTKA ROSE ROSA NUTKANA 1 GAL. 1128 4' 0.C. PEAFRUR ROSE ROSA PISOCARPA 1 GAL. 813 4' 0.C. TNIABLFBERRY RLJBUS PARVIFLORUS 1 GAL 449 4' O.C. SALMONBERRY RUBUS SPECTAINIJS 1 GAL 1128 4' O.C. REO ELDERBERRY SAMBUCUS RACEMOSA 2 GAL 180 4' O.C. DOUGLAS SPIREA SPIRAEA DOUGLASII 1 GAL. 1410 4' O.C. SNOWBERRY SYMPHORICARPOS ALBUSwu 1 GAL 449 4' O.C. BOSTON IW PARTHENOCISSUS TRIC. 'WITCH/. 1 GAL 34 PER PLAN STAKED, THREE STEM MIN. EMERGENTS SLOUGH SEDGE GRD( OBNUPTA 10 CU. IN. PLUG 608 1' 0.0. HARD -STEMMED BULRUSH SCIRPUS LACUSTRIS 10 CU. IN. PWG 808 1' O.C. SMALL -FRUITED BULRUSH SCIRPU S M1C iOC1RPUS CU. IN. PLUG 806 1' O.C. ,10 LIVE STAKES RED OSIER DOGWOOD CORNUS SERICEA 38' STAKE 334 1' O.C. SEEDING SEED MIX /1 - 44931 SF - SEE GENERAL NOTES #7 WET NATNE SEED MMX - 4720 SF - SEE GENERAL NOTES Ng 1 PLANTING QUANTITIES PLANT SCHEDULE SCALE: NTS HDR Engineering, Inc. GENERAL RESTORATION PLANTING NOTES: 1. ALL RESTORATION WORK ELEMENTS SHALL COMPLY WITH CITY OF SEATTLE SPECIFICATION FOR ROAD. BRIDGE AND MUNICIPAL CONSTRUCTION (2011 EDITION) AND TO THE CITY OF SEATTLE STANDARD PLANS FOR CONSTRUCTION (2011 EDITION). 2. ALL PLANT MATERIAL SHALL CONFORM TO THE AMERICAN STANDARD FOR NURSERY STOCK STANDARDS FOR PLANT MATERIAL. 3. SEE SPECIFICATIONS FOR ADDITIONAL PLANTING AREA PREPARATION AND HERBICIDE APPUCATKIN REOUIREAIENTS. HERBICIDE APPUGTION SHALL MEET LOCA. AND STATE CODES. AND SHALL NOT BE APPLIED TO MOVING OR OPEN BODIES OF WRIER. 4. IMPORTED TOPSOILS SHALL MEET THE SPECIFICATIONS OF TOPSOIL TYPE A. 5. DECOMPOSED ORGANIC MULCH SHALL COMPLY WITH SPECIFICATION SECTION 8-01.3(6)F AND MEET THE REQUIRE TITS OF SPECIFICATION SECTION 9-14.4(5) FOR IMPOSED ORGANIC MULCH AMENDMENT. 6. TYPE C AND E RESTORATION PLANT MIX AREAS SHALL BE SEEDED FOLLOWING THE EXECUTION OF SHRUB PLANTING WITH A WET NATIVE SEED MIX. THE SEEDING SHALL COMPLY WITH SECTION 9-14.2(7) AND SPECIFICATION SECTION 8-01.3(5)D FOR HYDROSEED APPUCATIONS. 7. THE CONTRACTOR SHALL SEED ALL AREAS DISTURBED OUTSIDE OF THE UMTS OF PLANT MIX TYPE A. B..C. D AND E PLANTING AREAS WITH SEED MIX f1 OF THE STANDARD SPECIFICATIONS. SECTION 9-14.2(2). APPLIED WITH A HYDRO -SEEDER. 8. PLANTING MIX AREAS A. B AND C SHALL RECEIVE ARBORIST WOOD CHIP MULCH TO A MINIMUM DEPTH OF 3 -INCHES. ARBORIST WOOD CHIP MULCH SHALL COMPLY WITH SPECIFICATION SECTION 8-01.3(6)C. 9. REFER TO SPECIFICATION SECTION 8-02.3(4) FOR REED CANARYGRASS REMOVAL REQUIREMENTS INCLUDING EXCAVATION, HAULING AND DISPOSAL OF REED 10. THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR A 1 -YEAR LANDSCAPE ESTABLISHMENT PERIOD. UPON RECEIPT OF ACCEPTANCE OF RESTORATION PLANINGS AND SEEDING BY THE ENGINEER IN ACCORDANCE WITH SPECIRCATTON SECTION 8-02.2(12). DURING THE LANDSCAPE ESTABLISHMENT PERIOD ALL RESTORATION PLANTING AREAS SHALL BE KEPT FREE OF NOXIOUS OR UNWANTED WEEDS. AT THE END OF THE LANDSCAPE ESTABUSHMENT PERIOD. 100 -PERCENT OF THE RESTORATION PLANTINGS SHALL BE HEALTHY AND VIGOROUS. THE ENGINEER MAY REQUEST AT THE COST ID THE CONTRACTOR, REPLACEMENT OF ANY DEAD OR DYING PLANTS. PLANTS SHALL BE REPLACED WRH THE SAME SPECIES AND SIZE. AREA OF GROUND IMPROVEMENTS TOPSOIL TYPE A COMPACTED TO 85% RELATIVE DENSITY WET NATIVE SEED MIX TAPER TO MEET GRADE , tAtt III FASTING GRADE RETAINING WALL RETAINING WALL =_r �III� ,1 \ilk III—:.••�\ II VINE WITH STAKE. SPACE PER PLAN 3' DEPTH ARBORIST WOO CHIP MULCH RING BACKFILL WITH AMENDED NATIVE SOIL 111 OS DECOMPOSED ORGANIC MULCH AX: 8S NATIVE SECTION — SOIL RESTORATION SCALE NTS > OR .L IIIE REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION Seattle City Light TIMI VINE PLANTING SCALE NTS NEM RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING 7D-11503. 2. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. OVERHEAD TRANON SOUTH TRANSMISSION MS. U. GURRAD CPC , a PETERSON ARROYO FOR !NAME CRY UNIT OAR DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RESTORATION PLANTING DETAILS aar 41 er MIs WAS C-38 e11_. NG. TD -11435 SOLE WI. NG. PLANT CONTNNERIZED EMERGENT PLANT WITH CROWN AT FINISH GRADE. PLANTING HOLE SHALL BE LARGE ENOUGH TO ACCOMMODATE ENTIRE ROOT SYSTEM IN ITS NATURAL CONFIGURATION FINISH GRADE OF HOLLOW PLANTING DETAIL FOR EMERGENT IN HOLLOWS O SCALE: NTS NOTE: HUMMOCKS AND HOLLOWS TO BE FIELD LOCATED AND STAKED BY PROJECT BIOLOGIST. 0 ----- ------ ELAN_ PLANTING MIX C EMERGENT INTERPLANTING. PLANT EQUAL MIX OF EMERGENTS 1' OC THROUGHOUT HOLLOW AREA. SEE EMERGENT INTERPLANTING DETAIL HAND SEED HOLLOW WITH WET NATIVE SEED. EXCAVATE 2' DEPTH HOLLOW. USE EXCAVATED SOILS TO CREATE HUMMOCK. PLANT SPECIMEN SPACING PER PLANT MATERIAL SCHEDULE TYPICAL TRIANGULAR PLANT SPACING 3 SCALE: NTS WOODY SHRUB SPECIES. PLANT 5 MIX D SHRUBS PER HUMMOCK. EXISTING GRADE 3' DEPTH ARBORIST WOOD CHIP MULCH —1 SECTION 71 1i�q 1 -11 S I I (11 II__111E111.= 11 10' PLANTING MIX C HUMMOCK AND HOLLOW DETAIL SCALE NTS 10' PLAN11NG MIX D NATIVE SOIL `— CREATE 2' HEIGHT HUMMOCK USING BORROWED NATIVE SOIL COMPACT TO 85% RELATNE DENSITY. 0 OMITS OF ARBORIST WOOD CHIP MULCH DOGWOOD LNE STAKE INSTALLED 1' 0.C. ALONG LENGTH OF CHANNEL SEE CML PLANS FOR PROFILE AND CHANNEL SECTION 111=11 I I 11- 2' FROM CENTERUNE OF CHANNEL UNE STAKE PLANTING SCALE: NTS SET PLANT VERTICALLY NOT PERPENDICULAR TO SLOPE SEE PLANT MATERIAL SCHEDULE FOR SIZE AND TYPE SET PLANT AT ORIGINAL DEPTH 3' DEPTH OF ARBORIST WOOD CHIP MULCH —FEATHER DEPTH TO STEM. MULCH SHALL NOT CONTACT STEM 2' DEPTH WATER RETENTION BASIN LOOSEN ROOTBALL PRIOR TO PLANTING 2 TIMES ROOT SPREAD OR ROOT BALL DIAMETER BACKFILL WITH AMENDED NATIVE SOIL SHRUB PLANTING ON SLOPE CONTAINER SCALE: NTS REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION 4' MIN. TAMPED FIRMLY TO SUPPORT PLANT L2 TIMES ROOT SPREAD OR ROOT BALL DIAMETER SHRUB PLANTING CONTAINER 0 SCALE: Nis• RECEIVED CITY OF TUKWILA MAR 15 2013 PERMIT CENTER 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 1 a a s�. f 0 HDR Engineering, Inc. ENDOROBABITS SIONKRIRE DDE DR :L. ME oc • Seattle City Light OVERHEAD TRANSMISSION s w 42 or IN SOUTH TRANSMISSION ODOM M. CAW ac : B. PETERSON APPROVED FOR maw CRY VONT MTE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RESTORATION DETAILS 'C-39 DRAWMO NO. TD -11436 SCALE f1@0 REV. NO. POSTED SP®( 25 30 35 40 45 50 55 60 1 1 LENGTH B (FEET) 155I200I250I305+360I425I4955701 L1101! MINIMUM TAPER LENGTH = L (FEET) TYPICAL PROTECTIVE VEHICLE WITH TMA (SEE NOTE 1) VEHICLE TYPE LOADED WEIGHT 4 YARD DUMP TRUCK, SERNCE TRUCK, BED. ETC. MINIMUM WEIGHT 15,000 LBS. (MAxIMUM wowSHALL BE ACCORDANCEFLAT FACTUR R MMMEENDATION) OROLL AHEAD STOPPING DISTANCE = 30 FEET MIN. (DRY PAVEMENT ASSUMED) L1101! MINIMUM TAPER LENGTH = L (FEET) LANE WIDTH (FEET) POSTED SPEED 25 30 35 40 45 80 10 105 150 205 270 450 50050 - 11 115 165 225 294 1°57155 495 55005 660 12 125 180 245 320 540 60080 7201 G20 -2A OR DOWNSTREAM TAPER TO SHOW END OF WORK AREA w SEE NOTE 7 100' SEE NOTE 5 B SIGN SPACING •• X (1) POSTED(M) IN (FEET) (FEET) TANGENT (FEET)M 50 / 70 40 80 1 Me 10 60 1 so 1110 20 40 G20 -2A OR DOWNSTREAM TAPER TO SHOW END OF WORK AREA w SEE NOTE 7 100' SEE NOTE 5 B SIGN SPACING •• X (1) RURAL HIGHWAYS 60 / 65 MPH 800' f 1 RURAL ROADS 45 / 55 MPH 500' t !RURAL ROADS & URBAN ARTERIALS 35 / 40 MPH 350' * RURAL ROADS, URBAN ARTERIALS. 25 / 30 MPH 200' t (2) RESIDENTIAL & BUSINESS DISTRICTS 1 URBAN Su,ittlb 25 MPH OR LESS 100' * (2) 1 ALL SIGNS ARE BLACK ON ORANGE UNLESS DESIGNATED OTHERWISE (1) ALL SIGN SPACING MAY BE ADJUSTED To ACCOMMODATE INTERCHANGE RAMPS, AT -GRADE INTERSECTIONS, AND DRIVEWAYS. (2) THIS SIGN SPACING MAY BE REDUCED IN URBAN AREAS TO FIT ROADWAY CONDMONS. W20 -5R W21 -30A W20-1 1. A Protective Vehicle is recommended regardless if a Truck Mounted Attenuator ) is available; a work vehicle may be used. When no TMA is used, the Protective Vehicle shall be strategically located to shield workers, with no specific Roil -Ahead distance. 2. Devices shall not encroach into adjacent lanes. 3. Extend device taper (L/3) across shoulder recommended. 4. Portable Changeable Message Sign (PCMS) ", recommended. 5. Use Transverse Devices in closed lane every 1000' "is recommended. 6. Traffic Safety Drums for all tapers on high speed roadway recommended. 7. Channelizing Device spacing for the downstream taper option shall be 20' O.C. 8. For signs size refer to Manual on Uniform Traffic Control Devices (MUTCD) and WSDOT Sign Fabrication Manual M55-05. COMPUANCE DATE 12/23/(1/13 L x WORK AREA --4.11111 Ea X a .3a EAST MARGINAL WAY N SIGN LOCATION a a a CHANNELIZING DEVICES ® PROTECTIVE VEHICLE - RECOMMENDED PORTABLE CHANGEABLE MESSAGE SIGN DDD ARROW PANEL PCMS SAMPLE MESSAGE 1 LANE CLOSED 2 ONE MILE AHEAD 1.5 SEC 1.5 SEC HELD LOCATE 1 MILE 'Uh. IN ADVANCE OF LANE CLOSURE WEI SCALE 1'-20' N Di b REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER Rte: 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 10110 MEM 20 40 4 FEET 1 a 5 1 0 hDa HDR Engineering, Inc. BOORlIiBflB SIOIMTIIRE MTE DR : L. MI E Seattle City Light OVERHEAD TRANSMISSION war 46 or ad SOUTH TRANSMISSION MN G. GAR LA CK : B. PETERSON APPROVED FOR SEATTLE cn, UAIR OATS DUWAMISH CRESTON UNE TRAFIC CONTROL PLAN SITE 1 AND 2 ACCESS ROAD C-40 ORAWNO NO. TD -11536 SCALE REV. NO. 3140' POSTED SPEED (MPH1 25 1301351 40145150 155 160 LENGTH B (FEET) 155 200 250 305 380 425 495 5701 MINIMUM TAPER LENGTH = L (FEET) LANE WID1H TYPICAL PROTECI1VE VEHICLE WITH TMA (SEE NOTE 1) VEHICLE TYPE LOADED WEIGHT 4 YARD DUMP TRUCK, SERVICE TRUCK, FIAT BED. ETC. MINIMUM WEIGHT 15,000 LBS. (NMMUM WEIGHT SHALL BE 1Fn 4�RECOMMENDATION) OROLLAHEAD STOPPING DISTANCE = 30 FEET MIN. (DRY PAVEMENT ASSUMED) MINIMUM TAPER LENGTH = L (FEET) LANE WID1H POSTED SP (MPH) (FEET) 25 30 35 40 45 50 55 60 1 10 105 150 205 270 450 500 550 - 1 1 11 115 165 225 294 495 550 605 8801 1 12 125 180 245 320 540 600 680 7201 SIGN SPACING POSTEDSPEED IN (FEET)H) IN TANGENT (FEET) 50 / 70 40 80 116148 10 80 26/110 26 40 SIGN SPACING = X (1) RURAL. HIGHWAYS 60 / 65 MPH 800' t RURAL ROADS 45 / 55 MPH 500' t RURAL ROADS & URBAN ARTERIALS 35 / 40 MPH 350' * 1 RURAL ROADS. URBAN ARTEMIS. RESIDENTIAL & BUSINESS DISTRICTS 25 / 30 MPH 200' f (2) URBAN STREETS 25 MPH OR LESS 100' ± (2)1 ALL SIGNS ARE BLACK ON ORANGE UNLESS DESIGNATED OTHERWISE 1 1. A Protective Vehicle is recommended regardless if a Truck Mounted Attenuator ) Is available; a work vehicle may be used. When no is used, the Protective Vehicle shall be strategically located to shield workers, with no specific Roll—Ahead distance. 2. Devices shall not encroach into adjacent lanes. 3. Extend device taper (L/3) across shoulder — recommended. (1) ALL SIGN SP NG MAY BE ADJUSTED TO ACCOMMODATE INTERCHANGE 4. Portable Changeable Message Sign (PCMS) — recommended. (2) THIS SIGN SPACING MAY BE REDUCED IN URBAN AREAS TO FTT 5. Use Transverse Devices in closed lane every 1000' %%I e- recommended. RAMPS. AT -GRADE INTERSECTIONS. AND DRIVEWAYS. ROADWAY CONDmONS. 6. Traffic Safety Drums for all tapers on high speed roadway — recommended. 7. Channelizing Device spacing for the downstream taper option shall be 20' 0.C. 8. For signs size refer to Manual on Uniform Traffic Control Devices (MUTCD) and WSDOT Sign Fabrication Manual M55-05. SOUTH BOEING ACCESS ROAD o- 0 4 0 O 5 m ISI cllV d 4 O i»»hili) O 14 4 4 a a 4 x 350' TIME lik OMEN irpk T AIEgO W21-30�� MEW W20-1 W21 -30A x x x Mir= \) NMI ,/ \� W20 -5R L 8 N 100' G20 -2A sr� l SIGN LOCATION OR a o c CHANNELIDNG DEVICES DOWNSTREAM TAPER TO SHOW END OF WORK AREA • SEE NOTE 7 ® PROTECTIVE VEHICLE • RECOMMENDED PORTABLE CHANGEABLE MESSAGE SIN IFoa1 ppD ARROW PANEL 811E 4 AOCE88 SCALE: 1"=20' PCMS SAMPLE MESSAGE LANE CLOSED 2 ONE MILE AHEAD 1.5 SEC 1.5 SEC FIELD LOCATE 1 MILE %, IN ADVANCE OF LANE CLOSURE REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 15 2013 PERMIT CENTER tall= 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 2. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 20 40 4g(1 FEET 1 a 6 1 0 liR HDR Engineering, Inc. ENDORSEMEKIS SIGN ZURE GATE OR : L MIZE • Seattle City Light OVERHEAD TRANSMISSION alar 44 or 88 SOUTH TRANSMISSION 86018 0. GARCIA CK : B. PETERSON APPROVED FOR SEATTLE CRY UONT IA1t DUWAMISH CRESTON UNE TRAFIC CONTROL PLAN SITE 4 ACCESS ROAD cum C-41 ORN6103 NO. TD -11537 1 GENERAL STRUCTURE NOTES: 1. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE PROJECT MANUAL 2. UNLESS NOTED OTHERWISE, ALL DIMENSIONS ARE IN FEET AND INCHES. 3. AU. DIMENSIONS ARE HORIZONTAL AND VERTICAL UNLESS NOTED OTHERWISE. 4. PIGMENTED SEALER COLOR SHALL BE MT. ST. HELENS GRAY IN ACCORDANCE WITH SECT10N 9-08.8. 5. LOL - LAYOUT UNE 8. ELEV EL N. ELEVATION SPECIAL INSPECTIONS: SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING ITEMS: CONCRETE BLOCK FACED STRUCTURAL EARTH WALLS ITEM CONTINUOUS INSPECTION PERIODIC INSPECTION COMMENTS GROUND IMPROVDAE NT OPERATIONS (SITE 5 ONLY) X X • BEARING CAPACITY OF SUBGRADE X X • SUBGRADE PREPARATION, GEO1EX1ILE AND GEOGRID PLACF]IENT 0 X • PERFORM CLASSIFICATION AND 1ESRNG OF REINFORCED FILL X • PERFORM CLASSFICARON AND MEMO OF RETAINED FILL X • PLACID/DAT AND COMPACTION OF RETAINED FILL X • INSTALLATION OF UNDERDRAIN X • • PERFORMED BY A QUALIFIED GEOTECHNICAL ENGINEER. PERMANENT AND TEMPORARY GRAVITY BLOCK WALLS fiEJrl CONTINUOUS INSPECTION PERIODIC INSPECTION COMMENTS BEARING CAPACITY Cr SUBGRADE X X • SUBGRADE PREPARAT10N X X • PERFORM CLASSIFICATION AND TESTING OF RETAINED FILL 0 x • PLACIDENT AND ON OFRETLL X . INSTALLATION OF UNDERDRAIN X • • PERFORMED BY A QUALIFIED GEOTECHNICAL ENGINEER. SOLDIER PILE WALLS ITEM CONTINUOUS INSPECTION PERIODIC INSPECTION COMMENTS DRILLING X 125 • SOLDIER PILE INSTALLATION X 30 • PRECAST CONCRETE PANEL LAMING INSTALLATION 0 X •• • PERFORMED BY A QUALIFIED GEOTECHNICAL ENGINEER. •• PERFORMED BY FIELD ENGINEER a 1 1 19 sr 1 SOLDIER PILE GENERAL NOTES: 1. SOLDIER PILE SHAFTS SHALL BE FILLED WITH CONTROLLED DENSTIY FILL (CDF) IN THE DRY, OR LEAN CONCRETE IN THE WET. 2. UNLESS NOTED OTHERWISE IN THE PLANS. THE CONCRETE COVER MEASURED FROM THE FACE OF THE CONCRETE TO THE FACE OF ANY REINFORCING STEEL SHALL BE 2' MIN. 3. SOLDIER PILES AND ASSOCIATED PLATES AND BARS SHALL CONFORM TO ASTM A992 OR ASTM A572 GRADE 50. 4. ALL WELDING SHALL BE DONE TO MINIMIZE DISTORTION. THE WELDING SEQUENCES AND PROCEDURES TO BE USED SHALL BE SUMMED TO THE ENGINEER FOR APPROVAL PRIOR 10 THE START OF WELDING. ha HDR Engineering, Inc. REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION STRUCTURAL EARTH WALL GENERAL NOTES: 1. THE DESIGN SOIL PARAMETERS FOR 1HE STRUCTURAL EARTH WALLS ARE AS SPECIFIED BELOW AND IN THE PROJECT MANUAL 2. STRUCTURAL EARTH WALLS SHALL HAVE A CONCRETE BLACK FACING AND BE DESIGNED IN ACCORDANCE WITH THE SPECIFICATIONS. 3. WHERE SHOWN IN THE PLANS, PROVIDE A CHAIN UNK FENCE TYPE 1 PER SEATTLE STANDARD PLANS. 4. DIMENSIONS OF STRUCTURAL EARTH WALL WILL VARY BASED ON THE BLOCK HEIGHT. DIMENSIONS SHOWN ON THE PLANS ARE FOR AN 8" TALL BLOCK. 5. STRUCTURAL EARTH WALL HEIGHTS GREATER THAN 4 FT SHALL BE REINFORCED. STRUCTURAL EARTH WALL LOADING: 1. SEE 'TABLE 1 - SOIL DESIGN PARAMETERS FOR STRUCTURAL EARTH WALLS AND GRAVITY BLOCK WALLS' FOR WALL DESIGN PARAMETERS. 2. SOL PASSIVE RESISTANCE SHALL BE DISREGARDED IN FRONT OF THE WALL. 3. CONTRACTOR SHALL VERIFY CRANE AND CONSTRUCTION VEHICLE SURCHARGE LOADS AND DESIGN THE WAIL AND SOIL REINFORCING ACCORDINGLY. 4. CRINES AND OTHER CONSTRUCTION EQUIPMENT OR MATERIALS SHALL MAINTAIN A MINIMUM EDGE DISTANCE OF 8.-0' FROM TOP FACE OF WALL AT ALL TINES. 5. SEE 'GEOTECHNICAL ENGINEERING SERVICES. SEATTLE CITY UGHT CR -DU H -FRAME REPLACEMENT PROJECT. TUKWNA . WASHINGTON' REPORT FOR ADDITIONAL DESIGN CRITERIA TABLE 1 - SOIL DESIGN PARAMETERS FOR STRUCTURAL EARTH WALLS AND GRAVITY BLOCK WALLS SOIL PROPERTIES WNL BACKFILL RETAINED SOIL FOUNDATION SOIL UNIT WEIGHT (PCF) 130 125 130 FRICI10N ANGLE (DEQ) . 30 34' COHESION (PSE) 0 o 0 CORRECTION e00penem118 SIONI +E Diu[ QR e L MQL CK Seattle City Light RECEIVED CITY OF TUKWILA APR 1 9 2013 PERMIT CENTER 1. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING 10-11503. 2. FOR THE PROJECT DRAWING UST AND BICE DRAWINGS SEE SHEET TD -11503. 15--Octl OVERHEAD TRANSMISSION Nan 413 a 88 SOUTH 'TRANSMISSION WOK VO ac a PCTFRSON AMMO !OR E[ATILE OTT UQUT DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS STRUCTURE NOTES S-01 MAME N0. TD -11437 SOU MITA IKE. N . 1 • 1 _= sa/20— r., • T 0'-0' DIA SHAFT } 1 / I 1/ , i , . s , / N A • / . FOUNDA110N POWER UOVERH� bkdr L" .__. ;� BEGIN WNL 4 LOL STA -10+01.37 AR STA -22+52.73 • (39.08' - AP WALL 4 -, LOL STA -10+12.64 AR STA -22+88.34 (45.92' —APWALL 4 Uri STA -10+57.84 . AR STA -23+12.59 (38.07' - DWALL4 LOL STA -11+33.81 -_ AR STA -23+81.94 -_ (14.33' RT). WALL 4 — /• '_-.� ti; . _: L0L STA -11+19.41 8.08' PLAN - SITE 4 SCALE 1•-20' • REVIEWED FOR DE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION 3 tf 5 1 9+00 10+00 11+00 REFLECTED DEVELOPED ELEVATION - SITE 4 HORIZONTAL SCALE 1'-20' VERTICAL SCALE: 1'-10' FiR HDR Engineering, Inc. 12+00 osGN J.VO ac , a PprDasCr1 Seattle City Light AMMO FOR ssAUU ITY MIT f TOTES: 1. WALL DIMENSIONS WILL VARY BASED ON BLOCK HEIGHT. DIMENSIONS SHOWN ARE FOR A 2'-8' x x 6' BLOCK. 2. AR UNE - ACCESS ROAD CENTERUNE 3. SEE S-01 FOR STRUCTURE NOTES AND LOADING PARAMETERS. 4. SEE 'GEOTECHNICAL ENGINEERING SERVICES, SEATTLE CRY LKiHT CR -DU H -FRAME REPLACDADIT PROJECT, 7UKWILA, WASHINGTON' REPORT FOR SUBSURFACE PRIONS AND RECOMMENDATIONS FOR RETNNING 6. THE LOCATIONS OF THE GEOTECHNICAL BORINGS ARE ESTIMATED AND NOT EXACT. SEE GEOTECHNICAL REPORT FOR MORE INFORMATION. 6. CONTRACTOR SHALL COORDINATE WRH 111E CITY OF (SEATTLE DEPARDADO OF INFORMATION TECHNOLOGY FOR 711E LOCATION AND STATUS OF ANDPLANNED UNDERGROUND FIBER 0 DOMING 7. FOR AU. CML AND STRUCTURAL SHEETS 111E DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 8. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 RECEIVED CITY OF TUKWiLA APR 1 9 2013 PERMIT CENTER 20 40 FEET EAS TRANSMISSION SOUTH TRANSMISSION DAN DUWAMISH CRESTION UNE ACCESS ROADS AND CONSTRUCTION PADS RETAINING WALL SITE 4 PLAN AND ELEV. SW MI OF ei CUSS S-02 76 11438 SCAM _ 11411 ssv. Ne. 4 ao 50 40 8 r 4c at RIk •-• N 101 X-C • • 40 30 NG WI `++`' TOP OF WALL 30 20 • ND ,4FINISHED* ELEV 2 .50 GRADE t ) rj j 1►1'()1 20 10 IA ' (1 11)1E1 1l Hl ll - 10 0 • M OF WALL 17.00 IMAM SEE BLOCK NOTE 1, PILE WALL 0 3 tf 5 1 9+00 10+00 11+00 REFLECTED DEVELOPED ELEVATION - SITE 4 HORIZONTAL SCALE 1'-20' VERTICAL SCALE: 1'-10' FiR HDR Engineering, Inc. 12+00 osGN J.VO ac , a PprDasCr1 Seattle City Light AMMO FOR ssAUU ITY MIT f TOTES: 1. WALL DIMENSIONS WILL VARY BASED ON BLOCK HEIGHT. DIMENSIONS SHOWN ARE FOR A 2'-8' x x 6' BLOCK. 2. AR UNE - ACCESS ROAD CENTERUNE 3. SEE S-01 FOR STRUCTURE NOTES AND LOADING PARAMETERS. 4. SEE 'GEOTECHNICAL ENGINEERING SERVICES, SEATTLE CRY LKiHT CR -DU H -FRAME REPLACDADIT PROJECT, 7UKWILA, WASHINGTON' REPORT FOR SUBSURFACE PRIONS AND RECOMMENDATIONS FOR RETNNING 6. THE LOCATIONS OF THE GEOTECHNICAL BORINGS ARE ESTIMATED AND NOT EXACT. SEE GEOTECHNICAL REPORT FOR MORE INFORMATION. 6. CONTRACTOR SHALL COORDINATE WRH 111E CITY OF (SEATTLE DEPARDADO OF INFORMATION TECHNOLOGY FOR 711E LOCATION AND STATUS OF ANDPLANNED UNDERGROUND FIBER 0 DOMING 7. FOR AU. CML AND STRUCTURAL SHEETS 111E DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 8. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. 20 0 RECEIVED CITY OF TUKWiLA APR 1 9 2013 PERMIT CENTER 20 40 FEET EAS TRANSMISSION SOUTH TRANSMISSION DAN DUWAMISH CRESTION UNE ACCESS ROADS AND CONSTRUCTION PADS RETAINING WALL SITE 4 PLAN AND ELEV. SW MI OF ei CUSS S-02 76 11438 SCAM _ 11411 ssv. Ne. TOP OF WALL ELEV 24. WALL LOL_\ EXISTING GROUND i (SLOPE VARIES PROPOSED GROUN 4 MAXIMUM BACKSLOPE EXISTING GROUN ODIF1ED MINERAL AGGREGATE TYPE 17 ALL UNDERDRAIN SEE DETAIL 1 THIS SHEET MINERAL AGGERATE TYPE 17 BOTTOM OF WALL ELEV 17. 6'/MIN LOVEUNG COURSE WALL SUBGRADE TO BE EVALUATED BY GEOTECHNICAL THE ENGINEER HORIZONTAL UMITS OF STRUCTURE EXCAVATION SECTION — GRAVITY BLOCK WALL SCALE NTS • 1'-3" TYP 1'-0' MIN OVERLAP 0 �—MINERAL AGGREGATE TYPE 28 DIA. PERFORATED UNDERDRAIN PIPE. • STRUCTION GEOTEXTILE GRAVITY BLOCK WALL UNDERDRAIN DETAIL SCALE: NTS NOTES: 1. UNLESS OTHERWISE NOTED DIMENSIONS ARE IN FT. 2. BOTTOM COURSE OF BLOCKS SHALL HAVE AN ALTERNATING PATTERN WITH RESPECT TO THE FACE OF THE WALL. 3. UNDERDRAIN PIPE SHALL BE SLOPED TO DRAIN. DAYLIGHT AT ENDS OF WALL. 4. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 5. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 BUILDof Tukwila NG DIVISION RECEIVED CITY OF TUKWILA MAR 15 2013 PERMIT CENTER Ili 1 a 1 i a 1 co 3 HDR Engineering, Inc. IRIDORIBIRITS SIONOUtE OA1E DR ,L.Y E « , Seattle City Light OVER lE D IRA war 47 or OD SOUTH TRANSMISSION DSGN J. VO ac , B. PETERSON APPROVED FOR SEATTLE CRY UOITf DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RETAINING WALL 4 SECTION AND DETAIL 8-03 MONO NO. TD -11439 SCALE PITA REV. NO. o:N EXCAVATED WETLAND SOULS _--- SHALL BE STOCKPILED ON SITE AND USED AS BACKFILL TO RESTORE WETLAND - - FOOTPRINT. + \ 1. LOL STA•10++74 67 AR STA•31+55.40 (41.19' L AP WALLS '40 `- LOL STA•11+38.25e AR STA•30+95.77. ` A / (19.18' L • ^.ash` if 1 • `� mss.. OF GROUND �► ! -11610,1108181' ��+\ IMPROVEMENTS r� �� CHAIN LINK` ♦" FENCE TYPE 1 LOL STA -10+55.50 AR STA -31+74.48 (39.28' LT) • + 4 + 4 0.1' 'H + AP WALL 5 LOL STA•12+38.37 AR STA•31+30.46 (74.78' RT) 4- i. f i1• r7 .} .i. _4- +. \ .1- + ."4...._ + -f • f + NOTES: 1. (AST P) CONTRACTOR'S OPTION, PLAN ANGLE POINTS MAY BERADIAY. RADIUS SHALL. NOT BE LESS THAN IMUM ALLOWED BY BLOCK WALL MANUFACTURER AND SHALL NOT EXCEED 3'-O' MORE THAN THE MINIMUM RECOMMENDED RADIUS. 2. AR UNE • ACCESS ROAD CENTERLINE. 3. WHERE SHOWN ON PLANS INCLUDE CHAIN UNK FENCE TYPE 1 PER SEATTLE STANDARD PLANS. 4. SEE 'GEOTECHNICAL ENGINEERING SERVICES. SEATTLE CITY LIGHT CR -DU H -FRAME REPLACEMENT PROJECT. TUKWILA. WASHINGTON' REPORT FOR SUBSURFACE CONDTIONS AND RETAINING WALL RECOMMENDATIONS. 5. GROUND IMPROVDAENTS SHALL BE INSTALLED WIT}IN THE EXTENTS SHOWN ON THE PLANS AND IN ACCORDANCE TO THE SPECIFICATIONS. 8. THE LOCATIONS OF THE GEOTECHNICAL BORINGS ARE ESTIMATED AND NOT EXACT. SEE GEOTECHNICAL REPORT FOR MORE INFORMATION. 7. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 8. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET 1D-11503. z /;2 z! PLAN-SITE5 SCALE: 1'2'20' 80 r. cc 4. ki 70 i41 g2 J u4----- 4 J : Aim Air 4112 m AD 4g2 Ty Igo 70 60 A. MEN 7 LINK ?DICE E 1 -yv✓• 80 \ .7,4, �����•►••••� ►+++++++•-++•++4►+♦ 11,........R.0 rei-O+•i►+•+++P+•+, AAA;,++. 40.4, 10..041.4,41.. ."+ems +•••_I�•.4...•••►►•R•••••4.••••►►♦•♦••v•.10 1++-' 41++ - •-•-•-•"+-4 *+R+/.++�N.+4� '+•-•-44•• /� ►.4 , * . r."9,"• ++01+4+410+,++,+++x•+44 -"-- - "''' ve•••'. 1 ++,1.8 404.►+o "••4' 14••••+ * * 41,, yr• ����� �•���•4"11 •►•O 4,41P4.40++.10.1'.•• • 0� APPR09. OF WAL •-yam ••••t•••V••a TOP - r.. e.e 1••••IP►�i •♦•• �♦!_♦ �.44.A4`.. r - - CONCRETE FACED EARTH . STRUCTURAL NAL BLOCK (SEM) ELEV 50.34 50 40 30 50 DLA SHAFT BEYOND) .-.,...i 1 1 I 1• i I FINISHED •AT EXISTING UNE A' - --- GROUND cONSTRUCION GROUND WALL (IOL) UNE PAD _ -' . _ J r 40 ELEV 50.34 - 10' FOUNDATION 30 APPF`OX BOTTOM OF WAL 1' - - - ` -.20 •. ASA GROUND EMBEDMENT 20'-0' CR REFUSAL IMPRONDU1 DEPTH PRACTICAL ON BEDROCK • _ LOL STA ELEV EXTENT 11+41.75 32.25 OF GROUND L3. E'V IMPROVEMENTS STA 18r0525 32.25 •20 IAL ELEV STA 12+60.25 38.27 • DEVELOPED ELEVATION - SITE 5 HORIZONTAL SCALE: 1'•20' VERTICAL SCALE: 1'•10' 13+00 14+00 REVIEl FOR CODE COMPLa ANCE PPR: ,VEE APR 25 2013 BUILDING DI /S1 VISION RECEIVED CITY OF TUKWILA APR 1 9 2013 PERMIT CENTER 20 0 20 40 FEET 1 5 5 5 E HDR Englneering, Inc. 111ooll.111faNn SIORCURE DA1E OR ,IMOD[ OK , • Seattle City Light OVERHEAD TRANSMISSION MEET Raw SOUTH TRANSMISSION 0501 0 OK I e. PEIUSON APPROVED /OR SEAULE CRY MIT 0A1E DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RETAINING WALL SITE 6 PLAN AND ELEV. CLASS S-04 ORADINO NO. TD -11440 SOMJC ala► NM NO. BACKFILL FOR STRUCTURAL EARTH WALL (MODIFIED MINERAL AGGREGATE TYPE 17) (FULL HEIGHT OF WALL * AND FULL LENGTH OF SOIL REINFORCEMENT +1') * FROM BOTTOM OF WALL TO TOP OF WALL 1 MODIFIED MINERAL I AGGREGATE I TYPE 17� EXISTING GROUND RE'JiEYJEL I -OR CODE COMPUANCE. APPROVED APR 2 5 2013 City of Tukwila BUILDING DIV"cION FINISHED GROUND AT CONSTRUCTION PAD - ....1(-1-1MRS OF PIGMENTED SEALER SOIL REINFORCEMENT Ow.) z N m 2'-0' '-0' (TY�T�_ UNDERDRAIN PIPE SEE DETAIL 1 S-07 /SU RADE TO EVALUA BY GEOTECHN ' ENGIN CONCROR CRU ROCK NG P 1.OH MI . BUT NOT ED THAN 8'-0' MIN COVER NCRETE BLOCK FACING 1:9 SHOWN 1:19 MAX.. WALL LAYOUT UNE z 2 /lV 8�a 6' MIN m z HORIZ • ' AL MITTS OF STRU P A RE EXCAV ON SECTION • SCALE: NTS BOTTOM OF WAIL NOTES: 1. UNLESS NOTED OTHERWISE. DIMENSIONS ARE IN FT. 2. DIMENSIONS WILL VARY BASED ON BLOCK HEIGHT. DIMENSION SHOWN ARE FOR AN B' BLOCK. 3. UNDERDRAIN PIPE SHALL BE SLOPED TO DRAIN AND VENTED THRU FACE OF WALL AT 40' O.C. (TYP) 4. SECTIONS SHOWN ARE SCHEMATIC ONLY. SEE SHEET S-01 FOR STRUCTURE NOTES. 5. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 6. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET 1D-11503. BACKFILL FOR STRUCTURAL EARTH WALL (MODIFIED MINERAL AGGREGATE TYPE 17) (FULL HEIGHT OF WALL * AND FULL LENGTH OF SOIL REINFORCEMENT +1') - * FROM BOTTOM OF WALL TO TOP OF WALL MODIFIED MINERAL AGGREGATE TYPE 17 1:1 MAXIMUM SLOPE FOR TEMPORARY EXCAVATION (1YP) EXTENTS OF GROUND IMPROVEMENTS OBSTRUCTION (LOCATION VARIES FINISHED GROUND AT CONSTRUCTION PAD X HAIN UNK FENCE TYPE 1 (TYP.) REINFORCEMENT LENGTH-0.7xY (MIN) SOIL REINFORCEMENT OW•) UNDERDRAIN PIPE SEE DETAIL 1 S-07 l TOP OF WALL 1:32 SHOWN 1:19 MAX. NCRETEING BLOCK FAC �YYALL LAYOUT UNE 2'-0' MIN COVER z X o. / HO ONTAL U OF STRUCTURE EXCAVATION SECTION AT OBSTRUCTION SCALE NTS / DESIGN HEIGHT, H LarroM OF WALL MTTS OF PIGMENTED SEALER 1:1 MAXIMUM SLOPE FOR TEMPORARY EXCAVATION CTYP) CITY, 6V9R9(1ND �WILA MAR 1 5 2013 PERMIT CENTER 1 a 5 1 0 HDR Engineering, Inc. aooneerens SIGNORE DALE OR s L IJIZE CK • Seattle City Light OVERHEAD TRANSMISSION sow 49 or 90 DSGN J. VO CSC s B. PETERSON APPROVED FOR SEATTLE CITY UNIT DATE SOUTH TRANSMISSION DM/AMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RETAINING WALL SITE 5 SECTIONS S-05 DRAWING NO. TD -11441 SCALE KTa REV. NO. M id 0 t N WALL 7 1.01. STA -10+24.38 AR STA -12+52.61 L (35.26' LT) r•. Y \-J / 4/74 N WALL 7 /LOL STA -10+05.00 AR STA -12+50.91 (15.98' LT) CHAIN LANK FENCE TYPE 1 (446..779'' L REMOVED OR RELOCATED it PRIOR TO WALL CO - 1• I\ END BLOCK WALL / 101. STA -11+92.73 i +1 AR STA -11+18.40 EXISTING ANCHORS TO I1E �,` (10.08' L Ii 1' r I 11. :I't Nl • ;# 7 1 , I IA BEGIN SOLDIER PILE WALL,e LOL STA -12+06.71 a ev AR STA -11+17.171 r/ I (3.87' ��✓1i i,4'!11t Ilk' STING off / 46' ( UNES J/ � d / LAYOUT "UNE (LOL) 0'-0' DIA SHAFT - - _q FOUNDATION WALL 7 1.01. STA -12+30.88 l AR STA -11+15.06 / (27.93' RT) 7 ,�� /J i f ii O - i PLAN — SITE 7 SCALE 1'-20' jJ n WALL 7 CONCRETE BLOCK FACED STRUCTURAL EARTH WALL 280 250 n g 4 n; n WALL 7 (REFLECTED) SOLD' ER PILE WALL `l. w m • COCAIN UNK FENCE TYPE CHAIN UNK FEN:E TYPE 1 9 240 230 E4: 232.09 220 • LDL e'TELEV 22‘ 73 72 TOP DF WALL '���•,••✓i''•,m,•,,•14.1•••?• •►. „••i4•4i,lceitirzir•.4 i• J+•I►• • • • ,• EXISTIA UNE G GROUND QJeALL LLL 230.00 Q PRECAST CON PANL L LAGGING CRETE () G ...1•. ."►•$ irNiii►i•�I�i�i••0.44" �:s_V:iteWe.•_•_• 4.4���:..4t.44►ti...: 04,0 r'.`"•••••tol it.t .•...•►.•. mei F</f-- mom � 1I II - • �. 4i•4•'►uFsni EN ON INdFSFaIIM n 4 01111 MaS:1 111111111ntil Nam mom MO IN•MEN:- : =" a.- �� iii A 280 250 240 S78 230 L•G. STA 114 • 98 ELEV 4 ' 03 51 5, 5 S26 220 210 LOL OF WALL STA 11+21.88 ELEV 218.69 1.04. STA E1.EV 21 L.01. STA 11+60 ELEV 220.03 11+35.36 .9 11 10%-0" DN FON. NDATION s7 s5 so SHAFT (BEYOND) 10 S11 512 SI 514 915 51! S17 510 519 I' 20 S21 S22 S 524 S25 SOLDIER PILE SEE SHEET 3-08 FOR SCHEOU IERZPILE v 1 a 11 le 1 10+00 d 11+00 12+00 ELEVATION — SITE 7 HORIZONTAL SCALE: 1'-20' VERTICAL SCALE 1•=10' HDR Engineering, Inc. 13+00 210 Seattle City Light AM IOYm FOR SMA1RE UTY LOOM NOTES: 1. AT CONTRACTOR'S OPTION, PLAN ANGLE POINTS (AP) MAY BE PLACED RADIALLY. RADIUS SHALL NOT BE LESS THAN THE MINIMUM ALLOWED BY BLOCK WALL MANUFACTURER AND SHALL NOT EXCEED 3'-0' MORE THAN THE MINIMUM RECOMMENDED RADIUS. 2. AR UNE - ACCESS ROAD CD(TERUNE. 3. WHERE SHOWN ON PLANS INCLUDE A CHAIN UNK FENCE TYPE 1 PER SEATRE STANDARD PLANS. 4. SEE 'GEOTECHNICAL ENGINEERING SERVICES. SEATTLE CiTY UGHT CR -DU H-FRsIME REPLACFJAENT PROJECT, TUKWILA, WASHINGTON' REPORT FOR SUBSURFACE CONDi110NS AND RETAINING WALL RECOMMENDATIONS. 5. THE LOCATIONS OF THE GEOTECHNICAL BORINGS ARE ESTIMATED AND NOT EXACT. SEE GEOTECHNICAL REPORT FOR MORE INFORMATION. 8. FOR ALL CIVIL AND STRUCTURAL. SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 7. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUB ,FILA APR 1 9 2013 PERMIT CENTER 20 0 20 40 FEET OVERHEAD TRANS ISSION -cgoba- MUT 69 OF a SOUTH TRAN8MSSION as DUWAMISH CRESTON UNE ACCESS ROADS AND CONSiRUCT1ON PADS RETAINING WALL SITE 7 PLAN AND ELEV. `MS S-06 OFXOum NO. TD -f1442 sem NWT KV. NO. BACKFILL FOR STRUCTURAL EARTH WALL (MODIFIED MINERAL AGGREGATE TYPE 17) (FULL HEIGHT OF WALL * AND FULL LENGTH OF SOIL REINFORCEMENT +1') * FROM BOTTOM OF WALL TO TOP OF WALL MODIFIED MINERAL AGGREGATE TYPE 17—.) EXISTING GROUND �o o< 0Az 0 N _.4--_ I I _ 1'-0' (TVP.) I ` FINISHED GROUND AT CONSTRUCTION PAD —\ Th 7I r,_ N N UNK FENCE TYPE 1 TOP OF WALL NCRETE BLOCK FACING 1:9 SHOWN 1:11MAX.9 M SOIL CreP.) 2'-0' L UNDERDRAIN PIPE CONCRETE OR CRUSHED ROCK LEVELING PAD UBGRADE TO BE EVALUATED BY GEOTECHNICAL ENGINEER MIN COVER ALL LOL 1.OH MIN, BUT NOT LESS THAN 8'-0' 6' MIN (TVP) 1'-0' HORIZONTAL UMfTS OF STRUCTURE EXCAVATION SECTION SCALE: NTS z 2 DESIGN HEIGHT, H LoTrom OF WALL 1:1 MAXIMUM SLOPE FOR TEMPORARY EXCAVATION (TYP) NOTES: 1. UNLESS NOTED OTHERWISE, DIMENSIONS ARE IN FT. 2. DIMENSIONS WILL VARY BASED ON BLOCK HEIGHT. DIMENSION SHOWN ARE FOR AN 8' BLOCK. 3. UNDERDRAIN PIPE SHALL BE SLOPED TO DRAIN AND VENTED THRU FACE OF WALL AT 40' O.C. (TYP) 4. SECTIONS SHOWN ARE SCHEMATIC ONLY SEE SHEET S-01 FOR STRUCTURE NOTES. 5. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 6. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. MRS OF PIGMENTED SEALER BACKFILL FOR STRUCTURAL EARTH WALL (MODIFIED MINERAL AGGREGATE TYPE 17) (FULL HEIGHT OF WALL * AND FULL LENGTH OF SOIL REINFORCEMENT +1') * FROM BOTTOM OF WALL TO TOP OF WALL FINISHED GROUND AT CONSTRUCTION PAD MODIFIED MINERAL AGGREGATE TYPE 17 EXISTING GROUND RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER L Ph- WAIN UNK FENCE TYPE 1 TOP OF WALL. SOIL REINFORCEMENT (IYP.)—\ UNDERDRAIN PIPE (\--SUBGRADE TO BE EVALUATED BY GEOTECHNICAL ENGINEER CONCRETE OR CRUSHED ROCK LEVEUNG PAD 1.OH MIN, BUT NOT LESS THAN 8'-0' mei ID 01:32 SHOWN 1:19 MAX. _WALL LOL / NCRETE BLOCK FACING 2'-0' MIN COVER 8' a MIN m 1'—O' HORIZONTAL UMITS OF STRUCTURE EXCAVATION MINERAL AGGREGATE TYPE 26 0 SECTION SCALE NTS 2'-0' z 2 DESIGN HEIGHT, H Louou OF WALL 1:1 MAXIMUM SLOPE FOR EXCAVA,1ON TRH /— FRONT FACE OVE n CONSTRUCTION GEOTEXTILEJ I • • FOR UNDERGROUND DRAINAGE t • • • '- OF WALL EXISTING GROUND 6' 0 PERFORATED UNDERDRAIN PIPE SLOPED TO DRAIN BOTTOM OF WALZ- LEVELING PAD UNDERDRAIN PIPE DETAIL SCALE: NTS MATS OF PIGMENTED SEALER VIEWED FO CODpE®COMPLIAN ,E APAP APR 2 5 2013 City of Tukwila BUILDING DIVISIO UNDERDRAIN OUTLET. DAY UGHT THROUGH FACE OF WALL AT 40' MAX CENTERS. INSTALL PER BLOCK WALL MANUFACTURER'S RECOMMENDATION. 1 a 1 O ha( HDR Engineering, Inc. 901YUURE DIE OR :l Mm « : Seattle City Light OVERHEAD TRANSMISSION SHEET 6I OF es SOUTH TRANSMISSION OSON J. VO Cu : 8. PETERSON APPROVED FOR SEATTLE CITY UGHT a1I DUWAMISH CRESTON LINE ACCESS ROADS AND CONSTRUCTION PADS RETAINING WALL SITE 7 SECTIONS 8-07 DRAWN NO. TD -11443 AGUE NTA REV. NO. n� W E U co -eZt° ■ O Z Addendum GROUND SLOPE V 1 a g TOP OF PILE ELEVATION 'D' -N CHAIN UNK FENCE TYPE --------------- z U 0 W 9 8 PAINT SOLDIER PILE 0 TOP OF SWIFT ELEVATION 1.-6' x 7' x 5'-3 1/2" PRECAST CONCRETE PANEL LAGGING (TYP.) SEE DETAIL 1 THIS SHEET LAYOUT UNE TOP OF PRECAST CONCRETE PANEL LAGGING ELEVATION C' NG•GROUND SLOPE VARIES) PIGMENTED SEALER SHALL BE APPUED TO THIS FACE OF ALL PRECAST CONCRETE PANELS GROUND OF CONSTRUCTION PAD AT FRONT FACE OF WALL io of 2'-6' DIA. SHAFT 8 3 1 g BOTTOM OF SHAFT/ ELEVATION %L' tat TIV▪ .. SOLDIER PILE WALL TYPICAL • SECTION SCALE: NTS 0 3 BOTTOM OF PRECAST CONCRETE PANEL LAGGING ELEVATION SOLDIER PILE HDR Engineering, Inc. SITE 7 - SOLDIER PILE S • r.rit.....1. SOLDIER PILE WALL STATION S ER "L.' BOTTOM OF SHAFT ELF/AMONSECTION T) TOP OF SHAFT .B. ELEVATION 0.T) TOP OF LAGGING ATION oil P OF PILEauTOM I l3EVATK)N 'D' (F) OF IACgNG 'E' (F) PILE v 1J S1 12+07.25 HP12x63 223.7 236.8 239.50 4 239.50 235.00 15.60 S2 12+13.25 HP12x63 223.7 238.6 241.00 241.00 235.00 17.10 S3 12+19.25 HP12x83 223.7 240.2 242.50 242.50 235.00 18.60 S4 12+25.25 HP12x63 220.4 241.8 244.00 244.00 235.00 23.40 S5 12+31.42 HP12x63 219.1 243.3 244.48 4 244.48 235.48 25.10 S6 12+37.42 HP12x83 219.1 243.6 244.48 244.48 235.48 25.10 S7 12+43.42 HP12x63 219.1 244.1 245.98 245.98 235.48 28.60 S8 12+49.42 HP12x63 219.1 244.6 i. 245.98 245.98 235.48 28.60 S9 12+55.42 HP12x63 217.8 245.0 ( 248.46 246.46 235.98 28.40 S10 12+61.42 HP12x63 217.8 245.2 / 246.46 ! 248.46 235.96 28.40 S11 12+67.42 HP12x63 217.8 245.4 1` 246.46 I 248.46 235.96 28.40 S12 12+73.42 HP12x83 217.8 245.6 248.46 235.98 28.40 S13 12+79.42 HP12x63 218.2 245.9 246.83 `248.46 1 248.83 236.33 28.40 S14 12+85.42 HP12x63. 218.2 246.3 ( 246.83 246.83 236.33 28.40 S15 12+91.42 HP14x89 217.1 246.7 ` 247.22 r 247.22 236.72 29.90 S16 12+97.42 HP14x89 217.1 247.1 247.22 247.22 238.72 29.90 S17 13+03.42 HP14x89 217.1 247.4 248.72 248.72 236.72 31.40 SIB 13+09.42 HP14x89 217.1 247.8 248.72 I 248.72 236.72 31.40 S19 13+15.42 HP14x89 214.9 248.1 248.72248.72 236.72 33.60 520 13+21.42 HP14x89 215.5 248.5 249.32 ' 249.32 237.32 33.60 S21 13+27.42 HP14x89 215.5 248.8 249.32' 249.32 237.32 33.60 S22 13+33.42 HP14x89 215.7 249.1 249.56 249.56 237.56 33.60 S23 13+39.42 HP14x89 215.8 249.5 249.68 ' 249.68 237.68 33.60 524 13+45.42 HP14x89 218.5 249.8 250.37 250.37 238.37 33.60 S25 13+67.42 HP14x89 219.1 250.2 251.44 251.44 240.94 32.10 S26 13+57.42 HP12x63 225.8 250.7 251.44 251.44 243.94 25.40 S27 13+63.42 HP12x63 231.4 251.3 252.09 252.09 246.09 20.40 528 13+69.42 HP12x63 234.7 251.9 252.09 252.09 246.09 17.10 FREE SIDE 1¢' BEVEL, FREE SIDE, TOP AND BOTTOM ONLY o 111 Ir RECAST CONCRETE PANEL LAGING ) / EVENLTMYPSPACED � VERTI /4 O 14 Y$7 CENTERS TYP 3 5J x1'x�b' SOIL SIDE • NYLON SPACERS PER PANEL, ONE AT EACH PIGMENTED SEALER / END AND ONE CENTERED FREE SIDE ���/ BBLL ETWEEN ACOURSES, iN NOTESZ 1. UNLESS NOTED OTHERWISE, DIMENSIONS ARE IN FT AND INCHES. 2. PRECAST CONCRETE PANEL LAGGING SHALL HAVE A CLASS 2 FINISH AND PIGMENTED SEALER AS SHOWN. 3. SEE SHEET S-01 FOR STRUCTURE NOTES. 4. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING 15 LOCATED ON DRAWING TD -11503. 5. FOR THE PROJECT DRAWING UST AND REFERENCE DRA NGS 8. ANGLES AND SHEAR STUDS SHALL BE 1401 DIP -GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH AASHTO M111 OR ASTM 123 5.-3r REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION SIDE NOTE: SOLDIER PILES SHOWN FOR CLARITY PRECAST CONCRETE PANEL LAGGING DETAIL O SCALE: NTS. DIDOMeoTs SCNCURE OCE OR , L LOB a, Seattle City Light RECEIVED CITY OF TUKWILA MAR 1 5 201 PERMIT CENTER OVERHEAD TRAN8MI88ION mar 52 or 116 SOUTH TRANSMISSION DSORaVO CK : B. PETERSON APPROVED FOR SEATTLE CITY UONT OTE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RETAINING WALL SITE 7 SECTION AND DETAIL CIASS S-08 CRAMP NO. TD -11444 SCALE REV. No. NLTA r.rit.....1. ~r . i Y • r SIDE NOTE: SOLDIER PILES SHOWN FOR CLARITY PRECAST CONCRETE PANEL LAGGING DETAIL O SCALE: NTS. DIDOMeoTs SCNCURE OCE OR , L LOB a, Seattle City Light RECEIVED CITY OF TUKWILA MAR 1 5 201 PERMIT CENTER OVERHEAD TRAN8MI88ION mar 52 or 116 SOUTH TRANSMISSION DSORaVO CK : B. PETERSON APPROVED FOR SEATTLE CITY UONT OTE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RETAINING WALL SITE 7 SECTION AND DETAIL CIASS S-08 CRAMP NO. TD -11444 SCALE REV. No. NLTA SOLDIER PILE LOL / 2• MI WALL\ PRECAST LAGGING (TYCONCRETE \ \ P) •► • I I—I I REMAINING PORTION OF SOLDIER PILE SHAFT END PILE DETAIL SCALE: NTS z x i BAR 234 x46• x 10.-0• FLUSH WITH TOP OF PILE CHIP OUT SHAFT BACKFILL TO PLACE LAGGING. BACKFILL ALL VOIDS BEHIND LAGGING WITH GRAVEL BACKFILL FOR WALLS 7• CHIP OUT SHAFT BACKFILL TO PLACE LAGGING. BACKFILL ALL VOIDS BEHIND LAGGING WITH GRAVEL BACKFILL FOR WALLS CENTER OF PILE _ CENTER OF SHAFT WALL LOL AP. N 0 PRECAST CONCRETE PANEL LAGGING (TYP) \ / / WALL LOL • " • \ ►• .• CORNER PILE DETAIL SCALE: NTS REMAINING PORTION OF SHAFT CENTER OF PILE CENTER OF SHAFT SOLDIER PILE 0 WALL LOL CHIP OUT SHAFT BACKFILL TO PLACE LAGGING. BACKFILL ALL VOIDS BEHIND LAGGING WITH GRAVEL BACKFILL FOR WALLS 1 SOLDIER PILE 2• MIFF FPRECAST CONCRETE \ PANEL LAGGING (TYP) TYPICAL PILE DETAIL SCALE: NTS n REMAINING PORTION OF SHAFT CENTER OF PILE = CENTER OF SHAFT REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION NOTES: 1. UNLESS NOTED OTHERWISE, DIMENSIONS ARE IN FT. 2. FILL SHAFT WITH CONTROL DENSITY FILL (CDF) IN THE DRY. LEAN CONCRETE IN THE WET. 3. SEE SHEET S-08 FOR SOLDIER PILE SCHEDULE AND PRECAST PANEL LAGGING DETAILS. 4. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARING IS LOCATED ON DRAWING TD -11503. 5. FOR THE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11503. RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER IIN 1 a 5 8 1 0 I Da HDR Engineering, Inc. eIDORSE Maas SIGNATURE DATE DR : L. MOE «: Seattle City Light OVERHEAD TRANSMISSION SMELT Lis or 15 SOUTH TRANSMISSION DONE J. w ac : B. PETERSON APPROVED FDR SEATTLE CRY MIT DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RETAINING WALL SITE 7 DETAILS «A� S-09 DRAWING ND. TD -11445 SCALE RLY. NO. WA, 2013 11:51 AM O t3/414 / 0 W AP WALL 8 IAL ST000+98.89 AR STA -14+87.70 (10.00' li-` �� I N 1,4 1 .��rN WALL 8 WALL LAYOUT ` LOL STDA-10+30.00 `� 1 - ` UNE I AR STA - 15+38.59 k .11 -- • (10.00' RT) `fit► , i IRS / / 10'-0. 0, SHAFT FOUN A • v _ _ J R / a ,�` ! �° POWER UNES / ,r (TTP) PLAN — SITE 8 SCALE 1'-20' 300 m S g m '8 O 300 m g 290 ifI G1 < g bj Gi 290 TOP O _R _ NSHED GO PADAT _ r GRAVRYF TEMCKRWAY BLOCK WALL �CONSTRUC710NUND 280 280 -- --- -- •- -__ -+ _* �0 _ - \ _ 270 GROUND 270 GROUND AT WALL LOL (2 1 MAX S .OPE) BOTTOM OF WALL 280 ELY 273.0 280 • 250 250 10+00 11+00 12+00 REFLECTED DEVELOPED ELEVATION — SITE 8 HORIZONTAL SCALE 1'-20' VERTICAL SCALE: 1 •-10' 13+00 NOTES; 1. SEE SHEET S-01 FOR STRUCTURAL NOTES AND LOADING DETAILS. 2. AR UNE - ACCESS ROAD CDRERUNE 3. TEMPORARY GRAVITY BLOCK WALL SHALL BE DESIGNED BY THE CONTRACTOR PER SECTION 8-24 OF THE PROJECT SPECIFICATIONS. 4. FOR ALL CML AND STRUCTURAL SHEETS THE DATUM AND BASIS OF BEARINGS LOCATED ON DRAWING TD -11803. 5. FOR 7HE PROJECT DRAWING UST AND REFERENCE DRAWINGS SEE SHEET TD -11803. REVIEWED FOR CODE C0MPL"ANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF Tt;K'q't'Yi.r APR 1 9 2013 PERMIT GENII 'r:, 20 0 20 40 OEM .11i FEET u vl! 1 8 1 1 R 1 HDR Engineering,inc. aoolRere�n NONNEARE nor DR , ,UZ CX s Seattle City Light OVERHEAD DIA1481081310N SOUTH TRAGION DSON .L VO WOO= FOR mum my mow DX a PENN= DATE DUWAMISH CRESTON UNE ACCESS ROADS AND CONSTRUCTION PADS RETAINING WALL SITE 8 PLAN AND ELEV. _sew RI N 8-10 DROWN NO. TD -11446 TOP OF POLE OPGW 230kv 230kv 230kv SHIELD 230kv STEEL POLE PROCUREMENT AND INSTALLATION BY SEATTLE CITY UGHT (NIC). DRILLED PIER FOUNDATION BY CONTRACTOR, ELEVATION—SCHEMATIC NOT TO SCALE GENERAL DESCRIPTION OF WORK FOR STEEL POLE FOUNDATION CONTRACT; CONSTRUCT NINE (9) DRILLED PIER FOUNDATIONS. CONSTRUCTION METHOD 10 BE DETERMINED BY CONTRACTOR SUBJECT TO REVIEW BY SEATTLE CRY LIGHT. FOUNDATION CASING IS NOT PART OF THE STRUCTURAL DESIGN CONTRIBUTING 10 THE STRENGTH OF THE FOUNDATION. THE USE OF CASINO IS THE CONTRACTORS DECISION ALONE EXCEPT THAT A CASING SHALL BE USED TO FORM THE ABOVE GRADE PORTION OF THE DRILL PIER FOUNDATION AND EXTEND A MINIMUM OF TWO FEET BELOW GRADE. IF CASING IS USED R SHALL REWJN IN PLACE. ANCHOR BOLT CAGE POSTION AND ORIENTATION IS CRITICAL CITY OF SEATTLE SURVEYORS WILL PROVIDE CONTROL AS CONSTRUCTION OFFSETS. IT IS THE CONTRACTORS RESPONSIBILTY TO LOCATE, PLACE AND ALIGN THE ANCHOR BOLT CAGE WITHIN THE TOLERANCES SPECIFIED. PLACE CONCRETE. SEATTLE CITY UGHT WILL PROVIDE THE STEEL POLE ANCHOR BOLT CAGES. DRILLED PIER REINFORCEMENT IS SPECIFIED AND DESCRIBED IN THE CONSTRUCTION DOCUMENTS. DRILLED PIER REINFORCEMENT PROCUREMENT AND INSTALLATION IS THE RESPONSIBILITY OF THE CONTRACTOR. REVIEW ALL CONSTRUCTION DOCUMENTS. THE CONTRACTOR WILL BE RESPONSIBLE FOR CONSTRUCTING ACCESS TO THE FOUNDATION LOCATIONS AND WORK AREA AT THE FOUNDATION LOCATIONS ACCORDING TO THE CONSTRUCTION DOCUMENTS TO ACCOMMODATE AND SUPPORT CONSTRUCTION EQUIPMENT AND ACTNITY. EXISTING OVERHEAD CONDUCTORS WILL BE IN PLACE DURING THE TIME OF THE FOUNDATO CONTRACT. THE 230KV OVERHEAD CONDUCTORS WILL BE ENERGIZED. THE CONTRACTOR RESPONSIBLE FOR KNOWING AND FOLLOWING ALL APPLICABLE SAFETY REGULATIONS RELATE TO WORKING NEAR ENERGIZED CONDUCTORS. SEATTLE CITY LIGHT STEEL POLE DRILLED PIER FOUNDATION CRESTON NELSON SUBSTATION TO EAST MARGINAL WAY S. SEE TD -11346 SEE TD -11347 (FOR NORTH POLE) SEE TD -11349 FOUNDATION FOR DU2/4N EVE/WTI//NC STARTS HMI SAFETY REFERENCES. SEE TD -11503. REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 201 City of Tukwila BUILDING DIVISION FOUNDATION FOR DUI/28N FOUNDATION DNDI 338 O 1 SEE TD -11348 (FOR SOUTH POLE) LOCATION PLAN POLE LOCATION SCHEMATIC NOT TO SCALE ENDORSEMENTS SIGNATURE DTE OR V. DONG 05/05/2011 CK DSGN 0, , /ol�Tti Seattle City Light SEE TD -11350 RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER OVERHEAD TRANSMISSION SHEET 65 Of 66 SOUTH TRANSMISSION APPROVED FOR SEATTLE CI1L4JGHT S. DATE DUWAMISH CRESTON H - FRAME REPLACEMENT ROUTING PLAN & GENERAL NOTES C 8-11 DRAWING NO. TD -11341 SCALE REV. NO. AS NOTED 0 71 1 a TRANSMISSION POLE PIER FOUNDATION SCHEDULE POLE NO. WOUNEM 10NFOUNDAT106 DIAMETER b' 161019 1' CONCRETE PER LON411AWAL SPIRAL ELEVATIW AT TOP OF ANCHOR BOLT FINISH (RADE (8488X) * ELEVATION AT TW OF FCUICA0ION RFIIFORCENDIT REINFORCEMENT SEE NOTE 17 W TAW 9'-0' 65'-0' 22 1 1B 16 SPIRAL 0 8' PITCH 18.75' 13.25' 15.75' 01 1/781 1O'-0' 74'-0' 28 / 18 16 SPIRAL 0 6' PITCH 17.50' 14.00' 18.50' W 1/3W 8-0" 45'-0' 18 1 18 /6 SPIRAL 0 8 PITCH 28.00' 22.00' 27.00' CI 1/375 8-0' 43'-0' 18 / 18 16 SPIRAL 0 6' PITCH 28.00' 22.00' 27.00 DU 1/381 10'-0' 55'-0' 28 1 18 16 SPINAL 0 6' PITCH 23.00' 1950' 22.00' TN 1/42! 8-0' 54'-0' 18 / 18 16 SPIRAL 0 6' PITCH 57.50' 54.00' 56.50' W 1/161[ 12'-0' 75'-0' 40 / 18 16 SPIRAL 0 6' PITCH 91.50' 88.00' 90.50' 011 2/4N 12'-0' 48-0' 40 1 18 16 SPIRAL 0 6" PITCH 239.50' 238.00' 238.50' 81 2/711 10'-0' 44'-0' 28 1 18 16 SPIRAL 0 6' PTT01 279.50' 276.00' 27850' GROUND GRID - 4/0 SOFT DRAWN BARE COPPER WIRE INSTALL AFTER FOUNDATION CONSTRUCTION W/0 SOFT DRAWN RE,GROUND PER SEATTLE CITYCOPPER MATEI5AI. STANDARD 6103.9, EACH END 10'-0' MIN LENGTH BEYOND TOP OF PIER 5C1. TO INSTALL GROUND WIRE. CONTRACTOR TO COORDINATE EXCAVATION & BACKFILL FOR GROUND WIRE INSTALLATION WITH SCL CONTRACTOR TO EXCAVATE FOR GROUND WIRE. SEE SHEET 1D-11343 FOR CONDOR INSTALLATION FOR GROUND WIRE. FINISH GRADE OF CONSTRUCTION PADS SHALL BE RESTORED AFTER DRILLED PIER INSTALLATION AND GROUND WIRE INSTALLATION. SEE SHEETS TD -11397 TO TD -11447. a .1 * SEE SHEET 10-11397 TO TD -11447 TOR ACCESS R 0016IRIICA91 PADS MAL CRAOE. CONCRETE PIER FOUNDATION, SEE SCHEDULE STEEL POLE ANCHOR BOLTS REVIEWS CODE COMPLIMCE APPROVED STEEL POLE ANCHOR BOLT SCHEDULE POLE NO. LENGTH • .A1/g1U0NAL BAR • BOLT COIE IOMETER • OU1SIOE 60 URER MC •I16211Fi NOGIT ( (l8) ) • DU 1/24N 12'-0' 12 1 18 5'-7' 6'-1' 3000 DUN 1/281 12'-0' 12 1 18 7-2" 7'-8' 3000 DU 1/321 12'-0' 16 1 18 5'-4' 5'-10' 3700 811/321 12'-0' 16118 5-4' 5'-10' 3700 0411/301 12'-0' 12118 7'-7' 8'-1' 3000 DU 1/421 12'-0' 16 1 18 5'-0" 5'-6' 3700 W 1/101 12'-0' 28 1 18 9'-6' 10'-0" 5600 (1_5/4M. -1R;,�-^'-� 4 I 18 9'-3' 9'-9' 5000 SII {/1N " 5'j0 111 118 Y-8' 8-2' 3700 TUBULAR STEEL POLE PROCUREMENT & INSTALLATION BY OWNER STEEL POLE ANCHOR BOLTS BY STEEL POLE MANUFACTURER, INSTALLED BY CONTRACTOR -SEE SCHEDULE FOR DIMENSION PER SCHEDULEOTOP OF ANCHOR BOLT PER SCHEDULE; TOP OF BASEPLATE PER SCHEDULE0T0P OF CONCRETE FOUNDATION aaai' E3F9gNM' ER. 9 505 FA- VFW NreFsir 1E3 930 0 CONCRETE FOUNDATION 3/18' - 1'-0' FINISH GRADE PER SCHEDULE SEE NOTE 8 BURIED WARNING TAPE CONTRACTOR TO INSTALL AND LOCATE 9' ABOVE GROUND WIRE. GROUND GRID BY SCL CONTRACTOR TO COORDINATE INSTALLATION WITH SCL FOUNDATION REINFORCEMENT CASING- SEE NOTE NOTES. APR 2 5 2013 City of Tukwila BUILDING DIVISION WHERE CASING IS NECESSARY FOR DRILLED PIER CONSTRUCTION R SHALL BE LEFT IN PLACE. CASING IS NOT PART OF THE STRUCTURAL DESIGN CONTRIBUTING TO THE STRENGTH OF THE FOUNDATION. THE CASING THICKNESS IS THE CONTRACTORS DECISION ALONE CASING DESIGN SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. CASING SWILL EXTEND FROM TOP OF PIER TO 5 FT. BELOW BOTTOM OF CONCRETE PIER UNLESS SOIL CONDITIONS PREVENT CASING ADVANCEMENT. WHERE ENGERIZED OVERHEAD CONDUCTORS MITT WORKING HEIGHT THE CASING WILL NEED TO BE INSTALLED IN TWO OR MORE SECTIONS. WHERE CASING 5 NOT NECESSARY FOR DRILLED PER CONSTRUCTION A MINIMUM OF 10 FT OF CASING (1/2 IN. MINIMUM THICKNESS)) SHALL BE INSTALLED 1O FORM THE TDP PWRON OF THE FOUNDATION AND 1O BE USED TO SUPPORT THE ANCHOR BOLT CAGE AS REQUIRED ON 10-11344.. IT 5 THE CONTRACTORS RESPONSIBILITY TO INSTALL THIS LENGTH OF CASING IN A MANNER SUCH THAT MOVEMENT, DEFORMATION, SETTLEMENT OR DISPLACEMENT DOES NOT OCCUR SO A5 TO SECURE THE ANCHOR BOLT CAGE IN THE PROPER LOCATION UNTIL CONCRETE HAS ATTAINED DESIGN STRENGTH. OUTER BARS ARE CONCRETE PIER REINFORCEMENT CONCRETE FOUNDATION ALOES WILL BE AVAILABLE WHEN FINAL POLE OFSION. DIM b' DISPLACE AND REMOVE SEDIMENT CHANCE AND WEAK CONCRETE TO SOUND CONCRETE PRIOR TO FINISHING PLAN POLE ANC OR DIA BY ' 1 LE ACTU.u•, SCHEDULE 6' COMM TVP. 5' AT MECHANICAL SPUCE LOCATIONS THE STEEL POLE ANCHOR BOLT C.86 DIAMETER IS DESIGNED AND DELIVERED BY THE STEEL POLE MANUFACTURER. R IS THE CONTRACTORS RESPONSIBIUIY TO PROVIDE CONSTRUCT AND PLACE THE OUTER CONCRETE PIER REINFORCEMENT CAGE R 6 ALSO THE CONTRACTORS RESPONSIBILITY TO PLACE THE STEEL POLE ANCHOR DOLT CAGE INSIDE THE CONCRETE PIER REINFORCING CAGE SPIRAL HOOP TERMINATION SPUCE SEE Kato SPIRAL TIES PER FOUNDATION SCHEDULE STEEL POLE ANCHOR BOLTS PER SCHEDULE ORIENTATION PER PLAN. SEE NOTE 'A' UPPER RING FOR STEEL POLE ANCHOR BOLT CAGE BY STEEL POLE MANUFACTURER. SEE SCHEDULE BOTTOM RING FOR STEEL POLE ANCHOR BOLT CAGE BY STEEL POLE MANUFACTURER. SPLICE SEE NOTE 17. TIE WIRE SPIRAL REINFORCEMENT TO MIN. OF 8 BARE 2' MAX. VERTICAL SPACING (2 PER QUADRANT) CONCRETE PER REINFORCEMENT VERTICAL BARS AND SPIRAL 11ES PER FOUNDATION SCHEDULE POLE ANCHOR BOLT. PIER FOUNDATION REINFORCEMENT & SHEAR TIES DETAIL$ 3/18' a 1'-0' EM 6101N1URE DATE OR r V. DSC 05/05/2011 a: REFERENCES. FOR REFERENCES. SEE TO -11503. BVRRY77IINC MATS N1TH SAFETY NOTES FOR SCHEDULES: A. STEEL POLE ANCHOR BOLT CAGE MILL BE CONSTRUCTED BY POLE MANUFACTURER. THE CONTRACTOR SHALL RETRIEVE STEEL POLE ANCHOR BOLT CAGES FROM STORAGE LOCATION. STORAGE LOCATION WILL BE WITHIN 1 MILE OR LESS OF FOUNDATION LOCATION. B. CONCRETE PIER STEEL REINFORCEMENT SHALL BE ASTM A 815 GRADE 60 fr. 60IRI. FOUNDATION NOTES: 1. CONCRETE WORK: CONCRETE: COMPRESSIVE STRENGTH OF Fc 4,000 P.S.I. MIN. 0 7 DAYS, CLASS 4,000P. SUBMIT MIX DESIGN TO SEATTLE CRY UGHT FOR APPROVAL PLACING: PLACE CONCRETE WITH PUMP PER SPECIFICATIONS AND ONLY IN THE PRESENCE OF AUTHORIZED REPRESENTATIVE OF SEATTLE CRY LIGHT (WHO SHALL BE NOTIFIED 24 HOURS IN ADVANCE). CONCRETE SHALL BE PLACED IN A CONTINUOUS POUR. 2. GROUND WIRE: SEATTLE CITY UGHT TO INSTALL AND ATTACH GROUND WARE TO STEEL POLE. CONTRACTOR TO CO-ORDINATE SEATTLE CITY LIGHT INSTALLATION OF GROUND WIRE EXCAVAT1ON & BACKFILL OPERATIONS. 3. HAZARD NOTE EXISTING OVERHEAD ONES AT PROJECT LOCATION ARE ENERGIZED. USE EXTREME CAUTION WHEN WORKING IN THE PROXIMITY OF THE UNES. 4. THE CONTRACTOR SHALL DISPOSE OF MATERIAL FROM FOUNDATION CONSTRUCTION IN ACCORDANCE WITH THE SPECIFICATION. 5. FOR FOUNDATION LOCATION SEE TO -11346 TO TD -11350 & TD -11329. SEATTLE CITY UGHT TO PROVIDE CENTERUNE CONTROL AS CONSTRUCTION OFFSETS FOR ALIGNMENT OF STEEL POLE ANCHOR BOLT CAGES. CARE MUST BE TAKEN TO SECURE THE POSITION OF THE ANCHOR 80U5 BEFORE PLACING CONCRETE SEE D-11344. DO NOT REMOVE THE TOP CAGE PLATE (UPPER RING) UNLESS DIRECTED BY SCL SEE SPECIFICATIONS FOR ANCHOR BOLT ORIENTATION AND POSITION TOLERANCES. 8. DISPLACED WATER FROM DRILLED PIER CONSTRUCTION SHALL BE RETRIEVED ON SITE BY THE CONTRACTOR AND DISPOSED OF IN AOCOROUWCE WITH THE SPECIFICATIONS. 7. THE UTILITIES SHOWN HEREON ARE BASED ON FIELD SURVEY AND UDAR SURVEY. OTHER FACILITES MAY EXIST NOT DISCOVERED THROUGH THESE SURVEY. THE CONTRACTOR SHALL VERIFY THE EXACT LOCATION. CONTRACTOR SHALL CALL 1-800-424-5555. 48 HOURS BEFORE EXCAVATION TO MARK ALL UNDERGROUND UTILITIES. THE CONTRACTOR SHALL SELECT AND USE A CONSTRUCTION METHOD FOR THE DRILLED PER FOUNDATIONS THAT DOES 1.107 ADVERSELY IMPACT OR DAMAGE ADJACENT U11UfIES OR RAILROAD FACTURES. 8. BELOW GRADE WHERE EXISTING SOIL CONO11045 HAVE BEEN EXCAVATED OR DISTURBED BACKFILL WITH STRUCTURAL FILL OR RACE CDF AS DIRECTED BY THE ENGINEER AFTER CONCRETE WORK HAS BEEN COMPLETED AND APPROVED AND GROUND WIRE INSTALLED. APPROVED STRUCTURAL 84CKFILL SHALL RE RACED IN 12 INCH LAYERS AND COMPACTED 1O 95X MODIFIED PROCOTR, ASTM -1557. STRUCTURAL FILL SHALL BE APPROVED 1 K INCH MINUS CRUSHED ROC( MEETING THE REQUIREMENTS OF THE CITY OF SEATTLE STANDARD SPECIFICATIONS. BELOW GRADE FOR THIS PARAGRAPH MEANS BELOW ANY CONSTRUCTION ACCESS, CONSTRUCTION WORK AREAS AND RESTORATION AS DIRECTED ON SHEETS TD -11397 TO TD -11447. 9. CONCRETE PIER REINFORCEMENT SWILL BE PROVIDED BY THE CONTRACTOR. 10.. SEE GENERAL NOTES ON SHEET TD -11341. 11. SUPPLY AND INSTALL ACCESS TUBES FOR CROSS HOLE SONIC LOG TESTING PER SPECIFICATIONS. SEE SPECIFICATIONS FOR SIZE AND LOCATION OF CSL TUBES. 12 THE 0' REFERENCE UNE WILL BE INDICATED ON THE ANCHOR BOLT CAGES TOP RING 8Y THE POLE MANUFACTURER. 13. ALL ANCHOR BOLT CAGES WILL BE TAGGED BY THE POE MANUFACTURER WITH POLE NUMBER AND MARK NUMBERS 14. TERMINATE SPIRAL BY LAPPING THE SPIRAL BACK ONTO ITSELF FOR THREE LOOPS AND WELD. SEE TYPICAL DETAIL ON TD -11343. 15. ALL DRILLING OPERATIONS FOR DRILLED SHAFT FOUNDATIONS SCHEDULED ON THIS SHEET WILL BE MONITORED BY THE RESIDENT ENGINEER. 16. DRILLED SHAFT TOP ELEVATIONS WILL BE VERIFIED BY THE RESIDENT ENGINEER PRIOR TO PLACING REINFORCING STEEL AND CONCRETE. 17. THE CONTRACTOR SWILL PROVIDE ADEQUATE BRACING TO MAINTAIN THE REINFORCEMENT CAGE STABILITY AND DIMENSIONS AT ALL CONSTRUCTION PHASES. WHERE ENERGIZED OVERHEAD CONDUCTORS UMTT WORKING HEIGHT, THE PIER REINFORCEMENT MAY NEED TO BE INSTALLED IN 2 OR MORE SECTIONS. IF NECESSARY THE LONGITUDINAL (VERTICAL) BARS SHALL BE SPLICED WITH MECHANICAL SPUCES. THE MECHANICAL SPUCES SHALL BE BAR -LOCK S/CA SERIES COUPLERS OR APPROVED ALTERNATE. TRANSVERSE REINFORCEMENT SHALL HAVE AIN INCREASED DIAMETER TO ACCOMMODATE THE SPUCES AT THE SPUCE LOCATIONS ONLY. IF SINGLE HOOPS ARE USED AS TRANSVERSE REINFORCEMENT, THEY SHALL LAP 38 INCHES MINIMUM AND HAVE ENDS TURNED INTO THE PIER CORE, 10 INCHES MINIMUM. SUBMIT SHOP DRAWINGS SHOWING ALL REINFORCEMENT DETAILS INCLUDING SPLICES, SPACE LOCATION AND BRACING. �(�C' CD 18. SURVEY MAIM HORIZONTAL STATE PLANE COORDINATE SYSTEM, WASHINGTON NO Zp19E+EME I 98 ADJUSTMENT. VERTICAL: NAVEL 88. 111 Seattle City Light CITY OF TUKWILA MAR .15 2013 PERMIT CENTER OVERHEAD TRANSMISSION OUT 66 OF 65 SOUTH TRANSMISSION DON 14 ac /V Wit APPROVED FOR SEATTLE CITY UONT DATE DUWAMISH CRESTON H - FRAME REPLACEMENT FOUNDATION DETAILS cuss S-12 MAL MO NO. TD -11342 SCALE REV. ND A8 NOTED 0 Addendum 5 1 TYPICAL SPIRAL TERMINATION DETAIL() 3' a 1.-0" 1 LENGTH OF WELD•. Y FOR 90' VELD EACBE; 1. HOOP TIE SIZE AND SPACING SHOWN ARE MINIMUM REQUIREMENTS. THE CONTRACTOR SHALL PROVIDE ADEQUATE REINFORCING TIES AND BRACING FOR CONSTRUCTION AND PLACEMENT OF THE REINFORCING CAGES. THE CAGE LIFTING PUNTS SHALL BE DETERMINED BY THE CONTRACTOR. 2. REINFORCING STEEL WEDDIO: FOLLOW PROCEDURES OF ANSI/AWS D1.4 LATEST VERSION. ^STRUCIURAL WELDING CODE- REINFORCING STEEL: USE WABO CERTIFIED WELDERS. SUBMR WELDER CERTIFICATION NOT LESS THAN 5 DAYS PRIOR TO WELDING. TYPICAL HOOP WELD SPUCE DETAIL Oz 3' 1.-0' to 1 CONSTRUCTION OFFSET AND ELEVATION BY CRY OF SEATTLE SURVEYORS. CO-ORDNIRE WITH NUMBER OF BOLTS AND BOLT SURVEYORS. 1 CIRCLE DIAMETER PER STEEL POLE MFG.. SEE SCHEDULE ON TD -11342. TOP SPACER RING TEMPIATE FOR STEEL POLE ANCHOR BOLTS. OUTSIDE DIAMETER PER STEEL POLE MFG SEE SCHEDULE ON TD -11342. TRANSVERSE V _ 2' WELD BEAD OR V NOTCH INDICATES TRANSVERSE AXIS BY MFG. LONGITUDINAL AXIS OR ORIENTATION AT EACH FOUNDATION LOCATION. STEEL POLE ANCHOR BOLT ORIENTATION PLAN. SCHEMATIC 3/6' - 1'-0' LOCATE PVC CONDUIT ON 0' REF. SDE OF FOUNDATION. pt SEE 10-11329 FOR P REF. LOCATION. NSTNL GROUND GRID AND EXTEND GROUND GRID END THROUGH CONDUIT. EDGE OF CONCRETE PDR GROUND GRID BASE PATE . STEEL POLE PROCUREMENT & INSTALLATION BY OWNER P011 BASEPLATE ELM i' i EVERYTHING STARTS WITH SAPR71' FOR REFERENCES, sa TD -11503. REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION CONDOR FOR GROUNDWIRE 0 STEEL POLE 3/e' - r -O' BOOEISENTS sW19URE DATE 00 i V, 00X0 OS/05/2011 GE Seattle City Light RECEIVED CITY OF TUKWILA MAR 1 5 2013 PERMIT CENTER OVERHEAD TRANSMISSION 94011 67 O7 05 SOUTH TRANSMISSION SSW1. 001 10/29/2012 APPROVED FOR SEMIS CITY URNS CE : N. HOOGCS 10/29/2012 10/29/2012 IRVING S. OCI DACE DUWAMISH CRESTON H - FRAME REPLACEMENT FOUNDATION DETAILS S-13 ORAIVING MO. TD -11343 SCALE RW. no. AS NOTED 1 a oa TME ANCHOR 801.1 CAGE CONNECTS THE STEEL TRANSMISSION POLE TO THE FOUNDATION. THE ANCHOR BOLT CAGE 15 12' LONG. THE ANCHOR BOLT CAGE IS SUPPLIED BY SEATTLE CITY LIGHT & IS TO BE INSTALLED BY THE CONTRACTOR. THE PLACEMENT & ORIENTATION OF THE ANCHOR BOLT CAGE IS CRTICAL FOR PROPER ALIGNMENT OF THE STEEL POLE & STEEL POLE ARMS. THE STEPS BELOW ARE DEVELOPED FROM MANY FOUNDATION & POLE INSTALLATIONS & ARE INTENDED TO FACILITATE & RESULT IN A PROPER ANCHOR BOLT CAGE INSTALLATION. THE ANCHOR BOLT CAGE IS SEPARATE FROM & DIFFERENT THAN THE REINFORCING STEEL FOR THE DRILLED PIER FOUNDATION. THE REINFORCING STEEL FOR THE DRILLED PIER FOUNDATION IS TO BE SUPPUED BY THE CONTRACTOR. PRIOR TO PLACING THE ANCHOR BOLT CAGE IN THE FOUNDATION 1. PLACE, ALIGN & WEU) 2 GUIDES ON THE INSIDE OF THE CASING CENTERED ON THE 0' REFERENCE UNE. SCL SURVEYORS WILL LOCATE 0' REF. UNE ON CASING. LEVEL 8011011 NOTCH OF GUIDE PLATES IF TOP OF CASING IS NOT LEVEL. 0' REFERENCE LINE BY SCL SURVEYOR COORDINATE W/OWNER PROVIDE 24 HR. NOTICE 2. PLACE, AJGN & WELD HSS 4x2x1/4 RECTANGULAR TUBE SECTION UNDER THE ANCHOR BOLT TOP SPACER RING. CENTER THE HHS 4x2x1/4 SECTION ON THE 0' REFERENCE UNE OF THE TQP SPACER RING. SCRIBE CENTERUNE ON HHS 4x 2x 1/4. NOTCH INDICATES 0' REF. UNE OF ANCHOR BOLT CAGE TOP SPACER RING HHS 4x 2x 1/4 SCRIBE It ON TOP OF HHS I ,/. REF. UTNE NSC 4x2Jc1/4 RECTANGULAR TIME INTERMEDIATE SPACER RING PER MANUFACTURER BOTTOM SPACER RING ANCHOR BOLTS FOR CLARITY NOT ALL ANCHOR BOLTS ARE SHOWN 3. MARK THE CENTER OF THE TOP SPACER RING ON THE HSS 4x2x1/4. HSS 4x2x1/4 EQ. EQ. R. UNE MARK CENTER UNE ACROSS TOP OF FCS 4x2x1/4 1411111( ON EA. FACE OF HSS 4x2x1/4 EQ. EQ. SECTION N.T.S. 4. CUT A I/18' SLOT IN THE TOP OF THE SIDE OF THE CASING yr DEEP 90 FROM THE 0' REFERENCE UNE ON MARKS PROVIDED BY SEATTLE CITY LKiIT SURVEYORS. DO NOT CUT WITH AN ACETYLENE TORCH OR GRINDER. USE A PORT—A—BAND OR OTNER TYPE HACKSAW TO PROVIDE A NARROW SLAT. PLACEMENT OF ANCHOR BOLT CAGE IN THE FOUNDATION 5. SET TOP RING OF ANCHOR BOLT CAGE TO 7 1/4' BELOW TOP OF ANCHOR BOLTS. SECURE NUTS SNUGLY ABOVE & BELOW TOP RING. ANCHOR BOLT TOP SPACER RING ANCHOR BOLT 6. PLACE ANCHOR BOLT CAGE IN THE FOUNDATION AUGNING THE FCS 4x2x1/4 RECTANGULAR SECTION IN THE ALGNMENF GUILD PLATE. ELEVATION OB N.T.S. 7. PLACE ADDITIONAL ICS 4x2x1/ER 4 MEMBERS UNDER THE TOP SPACRING & SPANNING ACROSS THE TOP OF THE CASING TO SUPPORT THE TOP SPACER RING. (DO NOT WELD THESE HHS MEMBERS TO TOP SPACER RING OR CASING) PLACE A MINIMUM OF 4 ADDITIONAL (OR AS DIRECTED BY SCL) 1155 4x2x1/4 SECTIONS OR MORE AS NEEDED TO PREVENT THE TOP SPACER RING FROM DEFLECTING FROM A LEVEL PLANE IF THE CASING WAS INSTALLED SUCH THAT THE TOP IS NOT LEVEL SHIMS MAY BE REQUIRED TO LEVEL & PLUMB THE ANCHOR BOLT CAFE. HSS 4x2x1/4 RECTANGULAR TUBES TOP SPACER RING 8. PULL A SIRING ACROSS INC TOP OF THE CASING BETWEEN THE 1/16TH INCH SLOTS (SEE STEP %4) SIDE THE ANCHOR BOLT CAGE ALONG THE Cr REFERENCE UNE UNTIL THE CENIERUNE MARK ON THE HSS 4x2x1/4 RECTANGULAR SECTION AUGNS WITH THE STRING ON THE 90' UNE. WELD THE HSS 4x2x1/4 TO THE TOP OF THE CASING ON THE 0' REFERENCE UNE. CASING ONLY MELD THE CENTER HSS HSS4x2x1/44x2x1/4 RECTANGULAR TUBES TOP SPACER RING 0' REF. UNE ALIGNMENT GUIDE PLATE ONLY WELD THE CENTER HSS PULL STRING ACROSS TOP OF CASING ALIGN VERTICAL MARK ON HSS 4x2x1/4 WITH STRING 9. INSTALL OTHER BRACING & SUPPORT AS NECESSARY TO STABILIZE ANCHOR BOLT CAGE. INSTALL CONDUIT FOR GROUND WIRE, SEE S-12 & S-13. PLACE PROTECTIVE COVERING ON ALL ANCHOR BOLT THREADS EVERYTHING STARTS WITH SAFETY FOR REFERENCES, SEE 1D-11503. AFTER PLACEMENT OF CONCRETE 10. SCREED CONCRETE LEVEL WITH TOP OF CASING ALL ACROSS TOP OF FOUNDATION. PUMP SUFFICIENT CONCRETE 18' DEPTH MIN. (OR AS DIRECTED BY SCL) TO DISPLACE SEDIMENT LAITANCE & WEAK CONCRETE AT TOP OF PIER PRIOR TO FINISHING. 11. WHEN CONCRETE HAS ATTAINED 505 OF DESIGN STRENGTH AND/OR THREE DAYS CURE TIME HAS ELAPSEO`REMOVE THE TOP SPACER RING & ALL HSS 4x2x1/4 SECTIONS. STORE TOP SPACER RING & ALL HSS 4x2x1/4 SECTIONS NEAR FOUNDATION FOR RETENTION BY SEATTLE COY UGHT. 12. REMOVE THE PROTECTNE COVERING ON THREADS & CLEAN THREADS SO ANCHOR BOLT NUTS RUN FREE. PLACE NUTS ON ANCHOR BOLTS AFTER THREADS ARE CLEAN. 13. CUT OFF INC 2 GUIDES ON THE CASING ON THE 0' REF. E,,AL I,ITLI f EDGE SMOOTH WITH INC Er TOP OF THE EV!E��� ED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWIL MAR 1 5 2013 PERMIT CENTER 1 a z 1 5 0 B00R8BlNA SIOIWURE 147E DO V. DONO 05/03/20,1 SSeattle City Light APPROVED FOR T11.E OVERHEAD TRANSMISSION SALT 68 Of 66 SOUTH TRANSMISSION DATE DUWAMISH CRESTON ANCHOR BOLT CAGE INSTALLATION & ORIENTATION PROCEDURE S-14 DRAWING NO. TD 11344 SCALE Rn. NO. A8 NOTED 0 TEMPORARY COVER OVER FOUNDATION BY CONTRACTOR. (SEE NOTE 3E) FUTURE DISTRIBUTION WOOD POLE- BY OWNER INSTALL CASING TO 1'-0' ABOVE EXISTING GRADE FINISH GRADE IS EXISTING GRADE OR AS DIRECTED BY THE ENGINEER. PERMANENT STEEL CASING 3/8' THICK WALL MIN., NON -GALVANIZED Fy = 36 KSI, MIN. THICKER CASING MAY BE REQUIRED FOR INSTALLATION. CONTRACTOR TO DETERMINE CASING THICKNESS FOR INSTALLATION. DETAIL FOUNDATION 1. STEEL CASING PROCUREMENT AND CASING INSTALLATION BY CONTRACTOR. WOOD POLE INSTALLATION BY OWNER. 2. SEE SHEET 1D-11329 AND TD -11346 DR POLE LOCATION. 3/8'-1'-0' DISTRIBUTION POLE rTh-E'viEWfED FOR CODE COMPLIANCE APPROVED APR 2 5 2013 City of Tukwila BUILDING DIVISION EVERYTHING STARTS IT1TH SAFETY FOR REFERENCES, SEE TD -11503. GENERAL DESCRIPTION OF WORK FOR CASING FOR WOOD POLE INSTALLATIONS: A. PROVIDE EQUIPMENT INCLUDING ACCESS MATS AND TABOR FOR CASING INSTALLATION. B. PROVIDE CASING, QUARRY SPALLS AND TEMPORARY COVER. C. REVIEW ALL CONSTRUCTION DOCUMENTS. FOUNDATION NOTES: 1. PERMANENT STEEL CASINGS AND SWIFT INSTALLATION CONSTRUCTION METHOD TO BE DETERMINED BY THE CONTRACTOR SUBJECT TO RENEW BY SCL 2. SHAFT CONSTRUCTION TOLERANCES: k CASING LOCATIONS TO 8E STAKED BY OWNER. CO-ORDINATE WITH OWNER. 8. SHAFT AND CASING SHALL 8E CONSTRUCTED SO THAT THE CENTER AT THE TOP OF THE PERMANENT CASING IS WITHIN 6 INCHES OF DESIGN LOCATION. THE TOP OF PERMANENT CASING SHALL BE 1'-0' (±37 ABOVE EXISTING GRADE. C. SHAFT AND CASING SHALL BE WITHIN 3 PERCENT OF PLUMB. D. DURING DRIWNG OR EXCAVATION OF THE SHAFT, THE CONTRACTOR SHALL MAKE FREQUENT CHECKS ON THE PLUMBNESS, ALIGNMENT, AND DIMENSIONS OF THE SHAFT. ANY DEVIATION EXCEEDING THE ALLOWABLE TOLERANCES SHALL BE CORRECTED WITH A PROCEDURE APPROVED BY THE ENGINEER. 3. SHAFT EXCAVATION A. SHAFT SHALL BE EXCAVATED TO THE REWIRED DEPTH AS SHOWN ON DRAWINGS OR AS DIRECTED BY THE ENGINEER. THE D(CAVA11ON OPERATION SHALL BE CONDUCTED IN A CONTINUOUS OPERATION UNTIL THE EXCAVATION OF THE SHAFT IS COMPLETED. B. IF THE SHAFT EXCAVATION IS NOT COMPLETED AT THE END OF THE DAY, THE CONTRACTOR SHALL, BEFORE THE ENO OF THE WORK DAY. EITHER INSTALL THE CASING IN THE HOLE TO THE DEPTH OF THE EXCAVATION OR TEMPORARILY BACKFILL THE HOLE TO THE GROUND SURFACE WITH MATERIAL APPROVED BY THE ENGINEER. IF THE CASING IS INSTALLED. PROVIDE COVER PER NOTE C. WHEN OBSTRUCTIONS ARE ENCOUNTERED. THE CONTRACTOR SHALL NOTIFY THE ENGINEER PROMPTLY. AN OBSTRUCTION IS DEFINED AS A SPECIFIC OBJECT (INCLUDING, BUT NOT UNITED T0, BOULDERS, LOGS, AND MAN MADE OBJECTS) ENCOUNTERED DURING THE SHAFT EXCAVATION OPERATION WHICH PREVENTS OR HINDERS THE ADVANCE OF THE SHAFT EXCAVATION. WHEN EFFORTS TO ADVANCE PAST THE OBSTRUCTION TO THE DESIGN SHAFT TIP ELEVATION RESULT IN THE RATE OF ADVANCE OF THE SHAFT DRIWNG EQUIPMENT BEING SIGNIFCANTLY REDUCED RELATIVE TO THE RATE OF ADVANCE FOR THE PORTION OF THE SHAFT EXCAVATION IN THE GEOLOGICAL UNIT THAT CONTAINS THE OBSTRUCTION, THEN THE CONTRACTOR SHALL REMOVE, BREAK-UP, OR PUSH ASIDE. THE OBSTRUCTION, THE METHOD OF DEAUNC WITH SUCH OBSTRUCTIONS, AND THE CONTINUATION OF EXCAVATION, SHALL BE AS PROPOSED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER. D. AFTER THE PERMANENT CASING HAS BEEN INSTALLED, ALL VOID SPACE OCCURRING BETWEEN THE CASING AND SHAFT EXCAVATION SWILL BE FILLED WITH GROUT, COT, OR A MATERIAL WHICH APPROXIMATES THE GEOTECHNICAL PROPERTIES OF THE IN -SIU SOILS AND AS APPROVED BY SCL E. THE TOP OF THE CASING SHALL BE COVERED AND SECURED TO PREVENT FAWNG HAZARD INTO EXCAVATION. WOOD POLE FOUNDATION SCHEDULE POLE NO. FOUNDATION DIAMETER b' CASING LENGTH t' DIMENSION A' DIMENSION '8' DIMENSION 'C' 163 4'-6' 14'-0' 10 3 0 164 4-6' 14'-0' 10 3 0 165 6'-0' 18'-0' ' 12 3 2 166 4'-6' 18'-0' 11 3 1 RECEIVED CITY OF TUKWILA MAR 15 2013 PERMIT CENTER 9 1 a 5 ff 1 F 0 ENDORSEMENTS SICNA11.1RE DATE OR V. OONG 05/05/2011 01 Seattle City Light OVERHEAD DISTRIBUTION SHER 69 or 65 SOUTH DISTRIBUTION DUWAMISH CRESTON SABEY FEEDER, DISTRIBUTION POLE FOUNDATION DETAILS cuss S-15 DRAMA* N0. TD -11345 SCALE RGI. 1.10. AB NOT® 0 • of 30 a0 RECEByyj� 10 l7 l>_® CITY OF TUKWILAm w� uo LIAR 15 2013 o' PERMIT GENIE K-, f '. y}y�.; ,:. 1 . o _ 1, �..1 ,_„� 4,�,- Yr t •'. • • 4 Z.w o : ... • a 1 = Y - , kr ' ' _ ,mow-.'-. „, 1 '4 -„ • - `' - Y „ j� , � T s �'. - 111 • FOR REFERENCES, SEE TD -11503. EI'ER THISC STARTS 0'!TH .SAFETY NOTES: 1. THE PURPOSE OF THIS SHEET IS TO SHOW COSTING CONDITIONS AND OBSTACLES INCLUDING EXISTING OVERHEAD CONDUCTORS. THE DRILLED PIER FOUNDATION INSTALLATION PLAN MUST CONSIDER ALL EXISTING CONDITIONS. 2. FOR WORK AREA BOUNDARIES. REQUIREMENT, AN TESC SEE TD -11397 ATO 10-111447. ONPADS, D PROTECTION 3. FOR DRILLED PIER FOUNDATION SIZE, LOCATION, ELEVATION. REINFORCING. INSTALLATION NOTES, ETC. SEE SHEETS TD -11341 TO TD -11345 & TD -11329. NT SANTAF FE 4. COORDIATE CONSFOLLOW AUCTION ACTIVITFTIONS WITH BED NGTHE NSPECIFICATIONS RAILROAD. FOLLOW ALL CONDRIONS DESCRIBED IN THE SPECIFICATIONS FOR WORKING WORKING ON OR NEAR RAILROAD SITES. TO ASSUME ALL CONDUCTORS WILL BE ENERGIZED. THE CONTRACTOR 5. ONS C N R RESPONSIBLE FOR KNOWING Ra ENERGIZED RELATED TO WORKING NEAR ENERGIZED CONDUCTORS. FOUNDATION CASING do T1 REINFORCEMENT MAY NEED TO BE SPUCED. 6 & VERIFY LOCATION OF ALL UTILITIES. UTILITY LOCATION ARE APPROXIMATE. LOCATION ELEVATION BE G 800 424-5555. THE RCONTRACTOR SHALL SELECT & USESA CONOSTRUCTION 1 METHOD FOR THE DRILLED PIER FOUNDATION THAT DOES NOT ADVERSELY IMPACT OR DAMAGE ADJACENT UTILITIES. • I +Y,g DISTR0 J • '•4 9 .y,.w'°” 1 ; i ,,.^ ,a 4 ate ' � ,. • LL � ...^, `• •- r l• -� =`- I,+ - �f`\S +. • --� '�, A,,: r, w 'O ,,.�' " J _ : _ _ --. ; • Ae _ ---' , i a.a '� � T 'mow' o '�CONTRACTOR � _ -.._ _ - Inom POLEl-...•___��--..�wn _ am - -. - - — ---_- " DAR TOLE • ' DATA w - .. - • a� C _ ms m rat -_ , -A'- ens roiF , _ r3 lens C -- --- ,a. •- `-" _- .. ' - -- '--- - - -, - ---- - _.. -- _ ' 7�-' 4 iSHALL . ' _ -- - _ . _ _.-_-__.-.. -- "' • - —+* L.. _ _ _- --- - EORTINO POLE• - ---_ - �1 - - _._ 2 WOOD '.. - ---- —_ -- - --.___- - ----- - _ - — - - . - -... . _.. __.__ - -+'a'- __ `' '. - CHAIN LINKENCS ABBREVIATION; a Q OVERHEAD ELECTRICAL P b4r .:•... -•. I WETLAND DOT : CITY OF SEATTLE. T�.l� . ,:n , WAmd - .._. F 1 -.._ _._ .._ - •" ,4 DEPARTMENT F INFORMATION — _ _ _ AY TECHNOLOGY. EDGE OF 71--1--1 ... -.."" ITS L� ak _ _ 'e. _ -_ "� r : €i • _ __-. ---. ,..; . .,.:..-- _. 1 RAIL ROAD TRACKS so GAS = ° LOCATION PLAN POLE LOCATION SCHEMATIC' • h j j • � 4• NOT TO SCALE •. T - • , 3`+ 4 '' ? n,' .•,R- SS:' DRILLED PIER FOUNDATION DU 1/24N OGE OF PAVEMENT NEW CASING FOR DISTRIBUTION POLES .11,11110....,J FOR ACCESS & CONSTRUCTION PAD � SEE TD -11397, SITE 1 0 \ (SEE D-11345) LOCATION '-CONCRETE sS�• 0, WETLAND BOUNDARY - E EDGE OF PAVEMENT EXISTING OVERHEAD _ FOOTING DISTRIBUTION CO-ORDINATES PER,-- IOC' EXISTING DISTRIBUTION 0 W" / EOCE OF ROW WOOD POLE 7D-11329,1• �•-, CH', INK -FENCE WOOD POLE EXISTING DISTRIBUTION \ - - / • WOOD POLE EXISTING 26KV NEW CASING FOR -' O EDGE r ROW \ EXISTING OVERHEAD CONDUCTOR .,��``�L DISTRIBUTION POI E,C ,• _ _ / •t \\ DU 1/1911 H -FRAME _ \,+'-/'V \�___.�_— _ __ __ --- �_�_ �`� 26KV CONDUCTORS ' ✓ - � ____f--. ' - ,` �- •� ``Y _C fir _ .. • - - ---'—'--,' "' -i+ --"—'� -..il �DISTR. — ! . 'OLE DISiR. POLE f� TR.?OLE - ���DI TR. .POLE POLE /�OISTR: POLEDISTR. PR . � , /�f. EXISTING CHAIN LINK FENCE '` - -'_ 161 �� 16 a .� , 1 16 ^• / 164 •\ 165 a �� • I EDGE OF PAVEMENT / a - I % ` /•� , . --- �-- -•i1 'o CI_ 0— ROW .�• � _ , _ _�_ D T 0i18ESEATTLE - _ to _ —�- / w \ •-•-'-• /. EXISTING OVERHEAD 11 "EXISTING A NETio SEWER - — - — - - - BURT CIORDU6 . - S ' DU 1/24N H -FRAME T 48• RCP ----0E----OE j---pE----0E--�0E----OE PE , i' DoIT FIBER OPTIC P — _ — _ - — - - NORTH - •. CHAIN UNK FENCE .CIRCUIT - _ \ ,E'w Cie F OE OE -__ --. ---7_7_1�0E---_•---0E----OE - EXISTING OVERHEAD /' DRILLED PIER • i" 230KV CONDUCTORS FOUNDATION DU 1/24N +�" NORTH CIRCUIT OE OE - - - 10 eo µ T / \ EDGE OF ROW 0 LEXISTING 4' DIA WATER UUN-E—�-� `EXISTING LATTICE TOWER DU 1/2811 H -FRAME PAZ WETLAND BOUNDARY. VfTIEL.__—__—__---�----- ----'-' --------_. ___—_____________— BURIED 4' DIA WATER UNE EXISTING OVERHEAD PLAN EXISTING TRANSMISSION LINE DRILLED PIER OE OEOE- =�i j---0E---10E--. DETAIL Du 1/2,N 1 CODE CQN,CE Q APPRO IED 230KV CONDUCTORS r=so'-o• FOUNDATIONS DU 1/24N, DU 1/28N FOUNDATION DU 1/28N FOR SOUTH CIRCUITS & DISTRIBUTION POLES 166, 165, 164 & 163 SEE CCEm 1&139 SIITTE 2 UCTION PAD O1 1•-20'-0• DRILLED PIER FOUNDATION 100 1 I" 1 I 1 APR 2 5 2013 ! „ 564.20' I ' 415.50' I, ' I I '100 \ o. /- EXISTI EXIS WC . VERHEAD \ / CHAIN K FENCE 230K CONcUCTORS ` c, \ •I ---0E--_- ----• pE- 1. 11.75' F'6J - - 0E---OE_---0E-- �\ NORTH R. T $ rL -- N , CONC.'', City ofTukwila 1 ! I (�� a/t yiI{�-STING 230KV I LDI�C� ®� v •��0_1-RHEAO CONDUCTOR 66NNtiP37� WN O MAX. SAG I 1 EXISTING CITY OF SEATTLE Doff I I I FIBER OPTIC TO REMAIN IN PLACE, VERIFY ATTACHMENT ELEVATION, I- DRILLED PIER FOUNDATION DU 1/2611- O--0E----0E- 0 Doff FIBER OPTIC WETLAND BOUNDARY EXISTING DU 1/2811 H -FRAME EXISTING OVERHEAD 230KV CONDUCTORS SOUTH CIRCUIT w N - ---OE-- - --0 --'0E„_-_.-_ `\ � O E "\ \ •\ µ - No -OE • OE I \ -0 OE i -OE-oy--p•• -METRO SEWER 48• RCP EDGE OF PAVEMENT 0 RR YARD 0 212' F SAG & CLEARANCE • _ __ ____ _. _. ,._ �I 1 _ .n I it i- - 1 h..: i ' I _ !lg�� II I ~ I I -a-a 99'x• ; 1 a I I I I I 1 I Ia- I I I 1 L 11"75 I T I r 's7 ni'a ``�� �" II .,,V .:$4..e"'" II. %, ;, r i 'iii E , �v r �v •ar Cv";;G"" 2'r; ` •CI,43-Tv�^ • 741,�4i y Ht' o /11 __--pE----0E-- 0E--- pE-- EOE-- ,0 -_ -_ Q 8 g 8 76 7 N >_ = c X - - ' EXISTING^GROUND PROFILE I^ ' EXISTING $ 5� $ N F G. I- - I $ N a% - - ---0E----pE OE--- OE OE OE OE --OE----0E-_-- 113 - \ \ •� •DU DETAIL 2DU 1/2811 I FROM PUGET SOUND DRILLED PIER FOUNDATION (' EXISTING TRANSMISSION LINE UDAR CONSORTIUM DU 1/24N FOR LOCATION PROFILEO DRILLED PIER FOUNDATION 1/2811 PUBUCALLY AVAILABLE CO-ORDINATES SEE VERT- 1-=25' FOUNDATIONS DU 1 24N, DU 1 28N FOR LOCATION CO-ORDINATES BARE EARTH UDAR DATA. APPROX. ONLY HOR1Z. 1•=50' SEE 7D-11329 1•-2o'-0• DRILLED PIER FOUNDATION O TD -11329 VERIFY ACTUAL GROUND ELEVATION. & DISTRIBUTION POLES 166, 165, 164 & 163 2 REVISIONS RW DTC I MF DR CK I APP W.D./ , Q i ,EI '. : • 3 o ; °fs, brnL tN •� - ENDORSEMENTS Seattle CityLight 9 OVERHEAD TRANSMISSION sem 80 or 66 """UT "` °AE SOUTH TRANSMISSION CLASS S-16 OR V. 05/05/2011 DUWAMISH CRESTON DUWAMISH POLES DU 1/24 N & DU 1/28 N EXISTING CONDITIONS CK DRAWING NO, TD -11346 ,./o APPROVED FOR sums CITY 117 CK ` • „ /• L 94y I . , 5CMJ A8 NOTED REV. NO. 0 DATE/' ,s \> f k `P EVERYTHING srarvs 117111 SAFETY FOR REFERENCES. �... L SEE TD -11503.1 FOR LEGEND, SEE TD -11346. NOTES: t` # . _ --' - ., � - ' r ------ (/J I C '_ ;,. \� • .. `a . \,� �_ -. -�.✓ \�A, 1. THE PURPOSE OF THIS SHEET 15 TO SHOW EXISTING CONOTTIONS AND OBSTACLES INCLUDING EXISTING OVERHEAD CONDUCTORS. THE DRILLED PIER FOUNDATION INSTALLATION PLAN MUST CONSIDER A DUSTING CONDfT10N5. 2. BOUNDARIES, ACCESS. CONSTRUCTION PADS. WETLAND PROTECTION ��o __--- ,�, --- �_�� REQUIREMENT. AND TESC SEE TD -11397 TO 1D-11447. 4+ ' ...a. i \ '—�-' \�-'{- -.- 3. FOR DRILLED PIER FOUNDATION SIZE, LOCATION, ELEVATION, REINFORCING, -----'` -' \ ,. .. ' __..�-. '::=-- -. \- �-� ..�. INSTALLATION NOTES. ETC. SEE SHEETS TD -11341 TO TD -11345 & TD -11329. -. --- ---- m•. \.. .�, /' -. �` '' - ' ._• :... `"'., '' --+ - -.. - _'-... ',a- -- f '\�---- `��_- . # r - -.•._ � --I"' -�---- -- -- - - \� 4. COORDINATE CONSTRUCTION ACTIVITY WITH BURUNGTON NORTHERN SANTA FE RAILROAD. FOLLOW ALL CONDITIONS DESCRIBED IN THE SPECIFICATIONS FOR WORKING ON OR NEAR RAILROAD SITES. • 5. CONTRACTOR TO ASSUME ALL CONDUCTORS WILL BE ENERGIZED. THE CONTRACTOR IS RESPONSIBLE FOR KNOWING & FOLLOWING AU. SAFETY TIONS ..-..-. - __.. , ..,,._-- -. ,----- ---- .� .. RELATED TO WORKING NEAR ENERGIZED CONDUCTORS. FOOUNDATIONN CASING ..-rte•- .-_.` '. �•" ,_. rO '„ --:.} __ REINFORCEMENT MAY NEED TO BE SPUCED. r____; _._"tea I `c .... "r-'.. -"`_\ --- 6. VERIFY LOCATION OF ALL UTILITIES. UTILITY LOCATION ARE APPROXIMATE. LOCATION &ELEVATION SHALL BE VERT PRIOR '-- 0-424m 5555. N CONSTRUCTION. �_.CALL BEFORE YOU 800 --17.7..•- 7.WHERE WOOD POLE GUY ES CO FUCT WITH ACCESS AND CONSTRUCTION 1 _ ----------- PAD CONSTRUCTION INSTALL NEW HELICAL ANCHORS WHERE NOTED FOR RELOCATION '.-.i, __ -... _ _. \ OF GUYS. CONTRACTOR TO INSTALL HEUCJLL ANCHORS. SEATTLE CITY UGHT TO MOVE ° I~N- _� \ AND RELOCATE GUY WIRES AND ATTACH TO _ -- --4- ;i- NEW HELICAL ANCHORS. CONTRACTOR TO A''_� Sic- _ '_....r - \_ 1 '\ COORDINATE WIN SEATTLE cm LIGHT TO MOVE GUY WIRES . ac ao> `. Z.Y ''"-t, <•,.,• \\� ,\ (� LOCATION PLAN POLE LOCAT10118ot@S1TIC AFTER NEW HELICAL ANCHORS ARE INSTALLED. ALIGN POINT ON WOOD STRUCTUFTE. AL ANCHOR SHAFT WITH GUY ATTACHMENT NOT TO SCALE POLES DU VSSN 5 V86N \ \ CONCRETE '4•11 ---�-�- \ •• EXISTING 4KV OVERHEAD RR CONDUCTORS BURIED FIBER OPTIC, BURIED EXISTING 4K� \ • r: \OF ROW COORDINATE RELOCATION WITH BNSF • \� CIHAI .LINK•= CE ' ��� COORDINATE RELOCATION WITH BNSF O1 FIBER OPTIC OVERHEAD RR • TORS STING 230KV FRAME DU 1 33N' — NEW DRILLED PIER NEW DRILLED PIER \-0E- / . •. DOS \ DU, 1/2 H -FRAME • CJ ''Is -,p, ASPHALT PAVEMENT • FOUNDATION DU 1/33N -�_-- `��- / FOUNDATION OU 1//38N L _ FOR ACCESS & CONSTRUCTION PAD FOR ACCESS & C6NSTRUCTION PAD E30KVN CONDUCT••,, SEE 1D-11397, SITE 3 SEE TD -11397, SITE 4 BORTH CIRCUIT di a \A+T ♦o \''�� ' EXISTING 230KV \5 O a�\ �� -- � .\,, ' ailainianKuniMMIIMIlli�♦lit _ 1401 WOOS H -FRAME DU 1/334 EXISTING 230KV WOOD H FRAME --OE • -. -- _$EE 5-17 DU 1/36N 3 POLE STRUCTURE '2. '. at. \ • ♦'•`,♦♦♦ 1PIER � ♦ ♦ � \"--07.'" ♦ �. ,��L� �fOUNDA y _ • TRACK 1 \♦`Q�`� METRO T _1R.R. TTLE FT: i�tDpaITFIBER At �i-__ __-48 RCP� `-__.. R.R. TRA(]C.-_- \�....... _ \ ROW \ 1.----;\"/ EDGE OF PAVEMENT y U\�♦ ♦ • ♦ . BURIED FIBER 'nC, FY L ATION '--_ ♦ ���'�� -oE- �� �--- ♦ ♦ ♦ ♦ EXISTING GUY WIRES , �'......._____W� EXISTING OVERHEAD • __ IiNSF 230KV CONDUCTORS �'- ��� R.R. \Q'.�.-�-. 8. Tr �� ♦ EDGE OF ASPHAL TRACK NORTH CIRCUIT ; ; ' , , ; ♦ EXISTING LATTICE TOWER _, �E�GE OF ROW , ' • V?„ • ♦, EXISTING OVERHEAD %II._ 230KV CONDUCTORS SOUTH CIRCUIT / ♦ _ - ,..._..,.., , \ �__ l �--�-- _i_ GAS UNE .- .. - /` —_- BNSF OR EDGE OF ROW / NEW 1•4000 POLE 4KV CONDUCTORSFVERIFY RR NEW DRILLED PIER R.R. TRACK \ CO® GO � \ -.EDGE IA OF PAVEMENT FOUNDATION DU 1/33S PLAN EXISTING TRANSMILINE »A DETAILU 1/33N 1 SEE SHEET S-18 1'-50•-0• FOUNDATION DU i/33N & 1/36N a 1"=10•-0, ORlllm PIER FOUNDATION APPRQ T ED -- i•I CITY OF •= TTLE C DoIT FIBO' OPTIC �� - I' .I - r - - - 456.95' - - - -- - F- - , = - 281.10, `TI EXISTING CITY i SPR OF SEATTLE OdT 2 , 0�� /^� J OOSTINGI230CV 3 FOIE \ CO-ORDINATE COSTING (.UV WOOD S I" CLARE DU 1/36N �(�I�j\Y\ GILT w/ SEATTLE aTr R. _ _ _ _ _ EXIST. RR OVERHEAD � - -- L � If - -_ -- . _ _ _ AIN IN PLA ELEVATION, _ _. VERIFY CLEARANCE SAC &CLEARANCE VXt - CONS TORS. RR TO RELOCATE AS NECESSARY ; �.. �j' 71-j. �'� �` ` ` O� !- 1 [tVJM019 _T- - - -- - - —. • �+ �gggUUU�R(EO- �♦7�Vif� "o ¢ L-.. l:;a- oPnc - - �.- _ ----- -_-_-- - - ---- 60 at a 26 -- - -- +_ _ N —_— >� . < g f- -I 1saH+ I DRILLED PIER -� i --!oE-- -0E----0E oy, yyy� �:Kr4r+y�,� - - FOUNDATION DU 1/36N I --0E---- _- p - - - - " - - - ' - - -- -- - - - N _ 7.75. $!I!� yJ J�ioi4!oi ::.�P,i8A iC•i'r�4~ I�� 4 t ,1 •ry I PP fl 411111 �y+y+y�y+y�� CAS LINE "� �'.Y a'T4I�i�.I•�I i?Y,c1�'�4�H /, it ii ' 11 -'I I• C I O Ct Gr-ll1�y?.i�It.•iV 0 7.757 --0E—_— N pp O .O 11.11 `= p ♦ N 6$ .b ,O `12 - 8 q I� rti •- - - p— �p DRILLED PIER P 1171:0 1 I EXISTING VERIFY LOCATION OF BURIED BURIED DolT FIBER FOUNDATION DU_ 1136N FCI2 EXISTING GROUND PROFILE NEW DRILLED P1 LOCATION CO- '361 F FROM PUGET SOUND FIBER OPTIC. RAILROAD TO FOUNDATION DU 1/331 FOR OPTIC VERIFY OEPTM SEE TD_11329 OVERHEAD 230KV CONDUCTORS 651 TING GUY WIRES• • PP NORTH CIRCUIT '\ UDAR CONSORTIUM RELOCATE AS NECESSARY. LOCATION CO-ORDINATES PUBUCALLY AVAILABLE SEE TD -11329 PROFILE O EXISTING TRANSMISSION UNE 0 DETAIL BARE EARTH UDAR DATA APPROX ONLY. VERT. 1-.25• FOUNDATION DU 1/33N & 1/36N VERIFY ACTUAL GROUND ELEVATION. HORIL 1'�SO / ����� — 2 1/36N — `,JoR �— - - II 1'=10'-0' ILLED PIER FOUNDATION `; a OR CK •ry W.0./ 3 $I g 2 s S o VWO I NH I ISO W.O./ 1827201 a-6 =� ' Q v i . = i ; S �A�� ®�' ��� %! ,f .%`. ��Q..� ! ♦ e�/-`'t' off -_ MAR 5 2013 ,. 0X11 fit'-' ENDoasEr TB SCh°°) Seattle City Light OVERHEAD TRANSMISSION SHEET 01 or 66 SIGNATURE DATE SOUTH TRANSMISSION CLASS DR V. o�G os/os/:o„ DUWAMISH CRESTON POLES DU 1/33 N & DU 1/36 N • EXISTING CONDITIONS COSa1I. DRAWING TD -11347 Ca 01/03/2012 APPROVES FOR SEATTLE CITY LIGHT CK N. MOOOES 01/01/2012 01/03/2012 WANG S OG SCALL AS NOTED REV. NO. 1 DATE PERMIT CENTER • rA REVIE\NED FOR CODE COMPLIAN APPROVED PR 2 5 2013 City of Tukwila BUILDING DIVISI n N of 30 to 0 0Z 1 I 0 0 zm u, 00 0a oD 0TT 0 - Z x '- i Oob. y DRILLED PIER FOUNDATION DU 1/36N SEE 1D-1134 LATTIC TOWEA '1 LOCATION PLAN POLE LOCATION san:MATIc NOT TO SCALE POLES OU 1/43N a V48N CITY OF SEATTLE DdT FIBER OPTIC EXISTING 2 POLE WOOD GUYED 230KV STRUCTURE DU 1/43N EXISTING OVERHEAD 230KV CONDUCTORS NORTH CIRCUITS DRILLED PIER FOUNDATION DU 1/43N, FOR ACCESS & CONSTRUCTION PAD SEE TD -11397. SITE 5 EWTMO LATt1C TOWER DRILLED PIER FOUNDATION DU 1/46N, FOR ACCESS & CONSTRUCTION PAD - SEE TD -11397, SITE 6 EXISTING 3 POLE WOOD GUYED'' 230KV STRUCTURE DU 1/46N . EXISTING 230KV WOOD H -FRAME DU 1/36N 3 POLE STRUCTURE FOR REFERENCES, SEE ID -11503. FOR LEGEND, SEE 10-11346. NOTES; F.'VER)TRIVC STARTS WIT!! .SAFETY 1. THE PURPOSE OF THIS SHEET IS TO SHOW EXISTING CONDITIONS AND OBSTACLES INCLUDING EXISTING OVERHEAD CONDUCTORS. THE DRILLED PIER FOUNDATION INSTALLATION PLAN MUST CONSIDER ALL EXISTING CONDITIONS. 2. FOR WORK AREA BOUNDARIES. ACCESS. CONSTRUCTION PADS, WETLAND PROTECTION REQUIREMENT, AND TESC SEE TD -11397 TO T3-11447. 3. FOR DRILLED PIER FOUNDATION SIZE. LOCATION. ELEVATION. REINFORCING. NSTALLATON NOTES. ETC. SEE SHEETS TD -11341 TO TD -11345 & TO -11329. 4. COORDINATE CONSTRUCTION ACTIVITY WITH BURLINGTON NORTHERN SANTA FE RAILROAD. FOLLOW ALL CONDITIONS DESCRIBED IN THE SPECIFICATIONS FOR WORKING ON OR NEAR RAILROAD SITES. 5. CONTRACTOR TO ASSUME ALL CONDUCTORS WILL BE ENERGIZED. THE CONTRACTOR IS RESPONSIBLE FOR KNOWING & FOLLOWING AU. APPLICABLE SAFETY REGULATIONS RELATED TO WORKING NEAR ENERGIZED CONDUCTORS. FOUNDATION CASING & REINFORCEMENT MAY NEED TO BE SPUCED. 6. VERIFY LOCATION OF ALL UTILITIES. UTILITY LOCATION ARE APPROXIMATE. LOCATION & ELEVATION SHALL BE VERIFIED PRIOR TO CONSTRUCTION. CALL BEFORE YOU DIG 1-800-424-5555. 7. WHERE EXISTING WOOD POLE GUY WIRES CONFLICT WITH ACCESS AND CONSTRUCTION PAD CONSTRUCTION INSTALL NEW HEUCAL ANCHORS WHERE NOTED FOR RELOCATION OF GUYS. CONTRACTOR TO INSTALL HEUCAL ANCHORS. SEATTLE CRY UGHT TO MOVE AND RELOCATE GUY WIRES AND ATTACH TO NEW HELICAL ANCHORS. CONTRACTOR TO COORDINATE WITH SEATTLE CITY UGHT TO MOVE GUY WIRES AFTER NEW HEUCAL ANCHORS ARE INSTALLED. ALIGN HEUCAL ANCHOR SHAFT WITH GUY ATTACHMENT POINT ON WOOD POLE STRUCTURE. EXISTING GUYS SEE NOTE 7 DRILLED PIER FOUNDATION DU 1/43N 735.0 -OE - OE n EXISTING CITY OF SEATTLE Doff FIBER OPTIC TN; REMAIN EXISTING OVERHEAD 230KV CONDUCTORS NORTH CIRCUIT EXISTING OVERHEAD 230KV CONDUCTORS SOUTH CIRCUITS EXISTING 230KV LATTIC TOWER EDGE OF ROW j WATERCOURSE PER WETLAND DEUNEATION EXISTING 230KV WETLAND BOUNDARY, VERIFY REPORT LATTIC TOWER PLAN EXISTING TRANSMISSION UNE 1•-50'-O' FOUNDATION DU 1/43N & 1/46N INSTALL HELICAL ANCHORS FOR RELOCATION OF GUYS, SEE NOTE 7 EXISTING 2 POLE WOOD 230KV STRUCTURE DU 1/43N EXISTING OVERHEAD 230KV CONDUCTORS SOUTH CIRCUIT STREAM - OE- --- OE- ---OE----OE---- OE- ---OE---�0E----0E----OE- - WETLAND BOUNDARY —/ �\ 766.06' DETAIL 1'=20'-0' ODU 1/43N DRILLED PIER FOUNDATION • STRUCTURE DU -1/46N --Q- 0E,7 0E- - - - OE 1•19 100 501 EXISTING CITY OF SEATTLE DdT FIBER OPTIC TO REMAIN IN PLACE, VERIFY ATTACHMENT ELEVATION, SAG & CLEARANCE EXISTING GUYS EXISTING 230KV OVERHEAD CONDUCTOR SHOWN -O -MAX. SAG— O 212'F EXISTING GROUND PROFILE FROM PUGET SOUND UDAR CONSORTIUM PUBUCALLY AVAILABLE BARE EARTH UDAR DATA. APPROX. ONLY. VERIFY ACTUAL GROUND' ELEVATION_. 8 8 10 m 8 0 8 PROFILE VERT. 1'=25' HORIZ. 1•=50' EXISTING 3 230KV POLE WOOD STRUCTURE DU 1/46N - -DRILLED-PIER-FOUNDATION- .. - DU 1/46N FOR LOCATION C0 -ORDINATES SEE 1D-11329 NSTALL HELICAL ANCHORS. ALIGN HEUCAL ANCHOR SHAFT W/ GUY WIRE ATTACHNENT AT TOP OF POLE STRUCTURE DRILLED PIER FOUNDATION DU 1/43N FOR LOCATION CO-ORDINATES SEE; TD -11329'----- - EXISTING TRANSMISSION LINE FOUND31i-& ciei ,1/46N TTY OF TUKWILA MAR 1 5 2013 PERMIT CENTER ENDORSEMENTS SIGNATURE DATE DR : V. DONG 05/05/2011 8 0E- - Seattle City Light EXISTING OVE 230KV COND NORTH CIRWI EAD TORS EXISTING OVERHEA 230KV CONDUCT SOUTH CIRCUITS EXISTING 230KV LATTIC TOWER - STREAM \YDo 1 '\ . 1 , O i i 1 "—DRILLED PIER FOUNDATION DU 1/46N 1 - WETLAND BOUNDARY W -� ---- INSTALL HELI ANCHORS FOR REL N OF GUYS, • SEE TD -11 29 FOR \ `l„ C0 --ORDINATES ---OE'---_____-=-2E__ XSTING'1GUYS. TYP. o,, ' i i i EDGE OF ROW—.. -. DETAIL 7• ) U 1/46N = 2p' -p• RILLED PIER FOUNDATION OVERHEAD TRANSMISSION SHEET 89 or 85 SOUTH TRANSMISSION MGR CN h/1�/+ t�t9/t APPROVED FOR SEATTLE CNY 01500 DATE DUWAMISH CRESTON POLES DU 1/43 N & DU 1/46 N EXISTING CONDITIONS LASS S-19 DRAWING NO. TD -11349 SCALE AS NOTED 0 Li .. svarslaunc SKIRTS arra SAFETY 4 ` I r +ti, 9 FOR REFERENCES, SEE TD -11503. FOR LEGEND, SEE TD -11346. - - NATES: h - \ THE PURPOSE OF THIS SHEET 6 TO SHOW EXISTING CONDITIONS AND OBSTACLES . / _-FOUNDATION ' ✓ i ... - /� _- 1 `• _ ', •,- - "— ". - ...� - INCLUDING EXISTING OVERHEAD CONDUCTORS. THE DRILLED PIER INSTALLATION PLAN MUST CONSIDER ALL EXISTING CONDITIONS. 2. FOR WORK T. A TESC SEE ACCESS, -1139 CONSTRUCTION PADS, WETLAND PROTECTION ANTD-113 7 TO 7D-11447. REQUIREMENT, D TESL i rrsanxa I _'-- '• .-_ _ _._ Affkivmj� _'. _ M.. "3.- - 3. FOR DRILLED PIER FOUNDATION SIZE, LOCATION, ELEVATION. REINFORCING, l LL= -fr , -. �, - _�.. �i / - \ 41r , -. _.. _--_ ,..._ .. .. `, INSTALLATION NOTES, ETC. SEE SHEETS TD -11341 TO TD -11345 & 7D-11329. All 4. COORDINATE CONSTRUCTION ACTNf1Y WITH BURUNCTON NORTHERN SANTA FE RAILROAD. FOLLOW ACONDITIONS DESCRIBED IN THE SPECIFICATIONS FOR • WORKING ON OR NEAR RAILROAD SITES. ----- -- ` I --' ..". � � I " _ S. CONTRACTOR TO ASSUME AU- CONDUCTORS WILL BE ENERGIZED. THE CONTRACTOR J��-� ... LOCA7iOW PLAN FOIE Lowell maim .. iu^W y� D� J IS RESPONSIBLE FOR KNOWING &FOLLOWING ALL APPUGIBLE SAFETY REGULATKINS NOT TO BCALE POLE OU 1338 ."' -• -. �_ - RELATED TO WORKING NEAR ENERGIZED CONDUCTORS. FOUNDATION CASING & - -- ----•- REINFORCEMENT MAY NEED TO BE SPUCED. WAIN UNK FENCE 'EDGE BURIED FIBER OPTIC 1 W, ROW. `- COORDINATE RELOCATION PATH BNSF I\ EXISTING 4KV OVERHEAD RR CONDUCTORS EOOSTfl 230KV WOOD H -FRAME A l' -': -.--• _ _ • _ COORDINATE RELOCATION WITH • V PA a.ENT DU 1/36N 3 POLE STRUCTURE —.• •••'.-•..•.�� •� ASPHALT •AVEMENT •\. 8. VERIFY LOCATION OF ALL UTILITIES. UTILITY LOCATIONS ARE APPROXIMATE LOCATION & ELEVATION SHALL BE VERIRED PRIOR TO CONSTRUCTION. CALL BEFORE YOU GIG 1-800-424-5555. THE CONTRACTOR SHALL SELECT & USE A CONSTRUCTION METHOD FOR THE DRILLED PIER FOUNDATION THAT GOES NOT ADVERSELY IMPACT OR DAMAGE ADJACENT UTILITIES. — \•� / •_`.-, �. EXIST. DU 1/19N •-- _ FOU DRI ON DU 1/33N .:. �.�A. \ H -FRAME>• �_ SEE S-17 •j.. IT —\• _ �j�� -_-�_ EpSTING 230CV __ __ _ \♦A. t , _ _WOOD H=FRAME DU i/33N __— --- _ - _® k A. ♦ ♦ \. �, ' DRILLED PIER "�_-�- __ -----^ -.• C ��� Pi A./ FOR p�e1rE/ - _ WETLAND BOUNDARY '�'�� �.♦—." 5 y 5 �� 1 EXISTING — LATTICE TOWER _ VERIFY \♦ • \_,� ♦• . DST FIBER • TIC i\C;• "�'� . "•— _ EXISTING OVERHEAD ---_ ,*----____—*__-_______�_�-� ♦ '�� ; ;�.'�:• V\. City O� T BUILDING s ; * ; • • ft l' 1 EXISTING OVERHEAD EDGE Of PAVEMENT ,\ 0 • I-____ ��11{{ EDGE OF ROW 230KV CONDUCTORS --_.. SOUTH CIROUI TS --\ — EXISTING LATTICE TOWER R.R. TRACK 11 --------- NEW WOOD POLE FOR RR NEW DRILLED PIER \ PLAN EXISTING TRANSMISSION LINE 4Kv CONDUCTORS, VERIFY FOUNDATION DU 1/335 A \-GAS UNE ---- __ _ • 1•=50-0• FOUNDATION DU i/33S FOR CONSTRUCTION PAD SEE TD -11397, SITE 3 . Cilk. EOOSTI' v 4K OVERH RR CONDUCTORS -_ - \ BURIED Fl=-(�- C, VFY. LOCAs ' - �� • 1098,80' . - R.R. TRACK4IllhIC'NIIIIIIIIII‘* 150 150 _. - _ -- -. - EXISTING OVERHEAD 230KV CONDUCTORS. -_. ._.. --- -i -EXIST.-RR-OVERHEAD- `- - -- - .., �� . - I v : LLED -IER� 3S III' ODADIr / -- - - OVERHEAD CONDUCTOR -1' - - L - - - SHOWN -O MAX. SAG - --j - -- CONDUCTORS.I -- -'�-- - - -- - - - - - - _1111110 ' 1r / PI 0 212• F r Ilka - ..A1111111111111 i M`�- I tfTOO I" EXISTING OVV��RHE _� _ -t � r 'III , 230KV CONDUCTORS 1. _ SOUTH aRCUI O — — — 13.81• X1 o 1111frida 11111 rek 1 - FI. OUNDATION DU 1/33S --SEE �jIDW713290-ORDINATES__ OR _ o� --n.. ce D. 'Y BET/WANG ! -___- F,T. 1 I` +n FFs WALL •-'--0E-_-O OE ___OE__-• 5 _ -- f _ -_ - - "y�TyT`y''Yf .J..•. n.N.�Y1•y4\Y+Vd" ��,.,•i••o+may;' iQy?tfyv,• - _ •y,�NY�ZIMIS /Jy�\,Jl t ::. J�'o•G •Q�J�iy!•"♦',4�O"� 1 .w'� 47'.,r`-KVMXv�YWH�rvY _ fr- ' _ �1. _p. - .._ 328:00.3 -- - II - ' EDGE OF ASPHALT PAVEMENT NEW vrr POLE FOR RR 0 + 1 1 I Ipp 0 i , �\ ORS, VERIFY �\\ MING GROUND PROFILE FROM PUGET SOUND. CONSORTIUM PU9 ucAAU_YAViA q 8 + I VERIFY LOCATION }q� { OF BURIED PROFILE N EXISTING TRANSMISSION UNE $ rb �s NOS L \ 0 BNSF CONDUCTORSlk AWAY \ Id - FROM NEW STEEL POLE WTO NEW Wood POLE D • IL - 1 Du 1/33S O BARE EARTH UDAR DATA. APPROX. ONLY. FIBER OPTIC. RAILROAD TO VERT. 1..25' FOUNDATION DU 1/33S HOR1Z. 1'=50' ARMS. 1..10.-0" ODRILLED PIER FOUNDATION RELOCATE AS NECESSARY. VERIFY ACTUAL GROUND ELEVATION. r.,r -. - RfiVIMONS RV/ DATE I IF vwD I 1050 w.O.# 1827201 REVISED NOTES r I 1 '"1ENDORSMENT8 OVERHEAD TRANSMISSION srm, ea or ea Or CITY OF TUKWIL �'"'""` °"" Seattle City Light ""� - - s1�o DTI :Y.DDNG Da/�/7D11 SOUTH TRANSMISSION S-18 / _' I•�K DUWAMISH CRESTON �I g ` g ' DS(itI. CII 01/0.3/2012 APPROVED FOR SEATTLE cm ucur TD -113 8 —e MAR 1 g '. „„;,-.2U p :N. HODfiS 01/O]/2012 01/03/2012 IRNNG S. aGI POLES DU 1/33 S = ..S °"""' 1, DATE EXISTING CONDITIONS A3 NOTED PE MT CENTER P N 0 0 00 00 z 100 0 NO W W 00 0a s 1O ja z M:, ON iO zM 5' Scn• I !- 0 I L � ° � 1 FOR REFERENCES, SEE iD-11503. erealTrrr.4c STARTS WITH SAFETY +moo r* I ,�" �+ :: . w: A " • FOR LEGEND, SEE 1D-11346. �EwsTnoawooD NOTES: , ..1 "^•� ° e A 1 . - ICOR- p E 1. PURPOSE DRI AN INCLUDINGEXISTING OVERHEAD , �) ,' ,• " :. r - CONDUCT. THE DRILLED PIER FOUNDATION (INSTALLATION PLAN MUST CONSIDER ALL EXISTING CONDITIONS. -.. it / 2. FOR WORK AREA BOUNDARIES. ACCESS, CONSTRUCTION PADS, WETLAND PROTECTION REOUIREMENT, AND TESC •'." i' '- \ • .• _ NETeaN I I SEE TD -11397 TO TD -11447. cc, — _ ♦ •�. . -' �, - 1ifr is Dxl IVNAT / e 3. FOR DRILLED PIER FOUNDATION SIZE, LOCATION. ELEVATION, REINFORCING, INSTALLATION NOTES. ETC. SEE SHEETS TD -11341 TO TD -11345 & TD -11329. n•_" ` r`�R01DAwuTi�"iN I TIMID :_ _ i j x:-31* I 4. CONTRACTOR TO ASSUME ALL CONDUCTORS WILL BE ENERGIZED. THE CONTRACTOR RESPONSIBLE FOR KNOWING s - _ ,- ..-_\ / - & FOLLOWING ALL APPUCABLE SAFETY REGULATIONS RELATED TO WORKING NEAR ENERGIZED CONDUCTORS. FOUNDATION CASING &REINFORCEMENT MAY NEED TO BE SPLICED. ' \ R331raDioM ,'I✓ � '- - .. . `I/ I - — 5. VERIFY LOCATION OF ALL UTILITIES. UTILITY LOCATIONS ARE APPROXIMATE. LOCATION & ELEVATION SHALL BE VERIFIED PRIOR TO CONSTRUCTION. CALL BEFORE YOU DIG 1-800-424-5555. THE CONTRACTOR SHALL SELECT & USE A CONSTRUCTION METHOD FOR THE DRILLED PIER FOUNDATION THAT DOES NOT AD 3- `-_. ,,• OR DAMAGE ADJACENT URLRIES. I .. - --, - - -n-• iOW 6.WHEREEXISTING WOOD POLEWIRESWITH AND•I STR j� {. FOR CONTRACTOR j/ �.'' "A. _'"'---_ G -_ y,. I, � ' I 0 �' �� INSTALL NEW HEUCAL ANCHORS WHERE NOTEDF RELOCATION OF GUYS. TO I CONTRACTOR RTO TTLE ORDCOORDINATE WITH SEATTLE CRY UUGHT TO MOVE AND UGGHT TO MOVE TE GUY WIRESH TO NEW H GUY WIRES �AFTER NEW 11 ANC 0RAFQ INSTALLED. ALIGN HE UCAL. ANCHOR SHAFT WITH GUY ATTACHMENT POINT ON WOOD POLE RE. PFS o LOCATION PLAN POLE LOCATION SCHEMATIC NOT TO SCALE POLES OU 2/4N A 2/7N 0 • TPR 1 120.34' 114.36' 150.83' BEA/ DRILLED PIER OtJ AVERS i 9 I 0 WOOD DISTRIBUTION POLE U.N.O. 350. I EXISTING0 ''HEAD 1 I i FOUNDATION DU 2/7N FOR ACCESS & CONSTRUCTION PAD, SEE TD -11397, SITE 8 1 EXISTING 26KV OVERHEAD CONDUCTORS • P: POLE IP: TERMINAL POLE 300 230KV NORTH ONDICTORS ¢,- CIR TSIA CI of I /�'I, ^ T .� 8VJLOJTtlG �"','"''" XISTINC 3 WOOD POLE 230KV I BURIED WATER PIPELINES ^ /� 1 A EXISTING 26KV STRUCTURE DU 2 3N /250 EXISTING CRESTON NELSON .OVERHEAD CONDUCTORS ,.' DEADEND 230KV STRUCTURE =� 2.tt ? $ I 4' DIA BURIED WATER PIPELINE ALONG BEACON AVE. ( EXIST. VAULT EXISTNG 3 WOOD POLE 230KV N r0 H r ,n y,- DRILLED PIER FOUNDATION •• DU 2/7N BEYOND STRUCTURE Du z/8N EXISTING OVERHEAD PROFILE EXISTING 26KV OVERHEAD CONDUCTORS OVERHEAD SERVICE DRILLED PIER _ 230KV CONDUCTORS I NORTH CIRCUIT VERT. 1•=50 O AT BEACON AVE S COMM VIRE FOUNDATION DU 2/4N FOR ACCESS &CONSTRUCTION PAD �� I SEE TD -11397, SITE 7 I. •16.40' I• / EDGE OF PAVEMENT4 Iy " f HORIZ. 1•=100' EXISTING 3 WOOD PO 230KV -INSTALL HELICAL ANCHORS FOR RELOCATION OF GUYS, - • I I I , (, l STRUCTURE DU 2/ - SEE 70-11329 FOR LOCATION _-' r ��I5!I P-44 �_ 1 EXISTING GUY MARES --OE,--E _ .�__-- i 0 ?p —� 1 0J�I• R i - / ___-OEC -OE EXISTING OVERHEAD �,�#_ _ . EDGE OF ROW "T %`- M ,. �� � 1 TP ,1 - - - - .. _ - ''OW - \-ED -- _ . . _ __ _' _ ._ �,, OF •:. -OE-T 230KV CONDUCTORS •E --__ NORTH gRWI -OE^ I•• 1 -50 - . .�-TP_275 _�_. P-277 _- ___.._-___-_ P-150 n V, O u: _-OEC_ /-, . �-I r'-"- �' sr' I !• ( f1,1�S _ _ ;3 1�� __ �� ._ t P_311 EXISTING 2 KV 1 1' I \\ CL WOOD POLES 1 OVERHEAD CONDUCTORS ' / d 0 i 9' -pE-- o ,0E --'-OE 17 . _OE -___a 1I -- - - _ I \^ EXISTING GUY WIRES m 1 ,- I ! 1 O�" "s• -- 0E--- E ROW - _ 1STING 230KV LATT1C % TOWER DU 2/7S 1 I I( a to rn \ \ ./ 1 --- 1 •` i 1 O�" �/ // p� / DRILLED PIER _ FOUNDATION DU 2/4N - 230KV LATTIC TOWER ' _ EDGE OF - PAVEM - -EXISTING 230KV LATTIC TOWER > •, l _ _- _ II PLAN EXISTING TRANSMIS: • LINE E STING OVERHEAD —' I EXISTINCZ'tUY WIRES / /O`" / i _ 1 EUEXISTING 2/45 yam- /,;" /' -o - ,i' DU 2/4S Q EDGE OF ROW I 1'=so'-O FOUNDATION DU 2/4N & 2/7N 230KV CONDUCTORS SOUTH CIRCUIT // / ]pE--' �\ o' �� / / �c' /r i ,'DETAIL DU /, - OE-- EXISTING OVERHEAD \' / 230KV CONDUCTORS ` i/ +\ SOUTH CIRCUIT 2/4N 505 / pE,/ 1"=20'-0- DRILLED PIER FOUNDATION \ 01 1 BEACON AVE S ' ,>- E%ISTINC 3 WOOD POLE 230 350 i 459.68'± 665.09'3 I DRILLED PIER FOUNDATION DU 2/7N I ' �. EXISTING OVERHEAD NI I STRUCTURE DU 2/8N 82.95' E ---0E----0E----•:- - - -0 • EXISTING 230KV OVERHEAD CONDUCTOR I _ _ NOTE T SHIELD HIRE NOT SHOWN. 230KV CONDUCTORS •I NORTH CIRCUIT '• .; 0E--•--0E-�"` 1 I I`\OF `PAVE E I PAVEMENT( �I ± SHOWN O MAX. SAG EXISTING OVERHEAD 26KV*CONDUCTORS I + __ �-� O 212' F 16 4'± I No _7i - -m- IA R. ® OE. r , EXISTING OVERHEAD N oa _ �' E 16.4 ' EXISTING VAULT —. I \ 300 26KV CONDUCTORS ,nag i �_-.. __- -- 0E^-' E+ -'-OE----0E--- OE ^°_E 1- ML ROW o DRILLED PIER I o Das o�.na ,`J' i —52 66; & 66- WATER PIPES - + ro o I_ �E^ -0E--- _ -1-.1, "E- ! 'I/ EXISTING 126KV OVERHEAD al FOUNDATION DU 2/7N FOR r1 - j LOCATION CO-ORDINATES I 0 , 2" VERIFY DEPTH, SEE NOTE 5 N - - OE^ - -OE- I I CONDUCTORS �' I SEE TD -,I1329 ac _ - ` I BURIED WATER PIPELNES '1 .a "�.�cM.� I I ^ > • 82.80.± s". t., x,- °'4iT _ 1 -/- EXISTING 230KV LATTIC TOWER / 7P �0 I It 1 ga EXISTING GROUND � I— DU 2 S /7 ' -2 - -- - . ---i - .. I 1 _-_ GET�SOUND _ _ - I I 20.7 T ,� -_ PROFILCONSORTIUM DAR �\ 1OE� _ -1,-. 1 •. •E D PIER PUBUCALLY AVAILABLE t q -- OE- - � 1 I OE-__ v1 - OE- - 1 I 1 (1 $ . FOUNDATION DU 2/4N, FOR BARE EARTH UDAR DATA. APPROX. ONLY.' �� LOCATION CO-ORDINATES VERIFY ACTUAL GROUND ELEVATION. SEE TD -11329 i q � $ 8 $ .§ g 8 PROFILE EXISTING TRAISSMISSION Q aS gg I X $ _ _ - 1 I I _.� 1 1 _ - OE- -_-'OE_ OE-_ Y 'EXISTING OVERHEAD I - ,E -_- 230KV CONDUCTORS ! _ ' SOUTH CIRCUITS ' DETAIL 2Du 12/7N ti LINE O HRT 1•=20' FOUNDATION DU 2/4N & 2/7N RECEIVED HORIZ 1•=50' �____ _oE OE 0E- - I r=zo'-0• KILLED PIER FOUNDATION ' 0E__-- 0E-- i ,.I a o y a ,�. — u a* - s g 8� �., My I f i� W.O.d 1827201 CITY O TUKWILA 1'*"T' ;#„Ir111" .1 . • r1 im, , ��R 9 5 2013 <t%1 1.,'� �. °"" �, EMTE Seattle City Light OVERHEAD TRANSMISSION SHEET 84 or 86 SIGNATURE SGNA7URE °ATE SOUTH TRANSMISSION CLASS S-20 DR v. GONG 05/05/2011 DUWAMISH CRESTON POLES DU2/4N&DU2/7N EXISTING CONDITIONS CN DRAWING M0. O ' /• - F APPROVED FOR SEATTLE CITY _LIGHT GD�GN - :+ ,�TD-11350 /•MI/v s. 0" SCALE AS NOTED RN. N0. I 0 DATE O PERMIT CENTER SUED FOR iiiiPLCANCE 5 2013 ukwita DIVISION POLE AND FOUNDATION LOCATIONS DU 1/13 N (INSULATOR ATTACHMENT POINT) NORTHING : 186896.80 EASING : 1280754.04 0 REF. LINE NORTHING : 188928.66 FASTING : 1281724.89 DU 1/3811 DU 1/24 N TRANSMISSION POLE FOUNDATION NORTHING : 188972.26 FASTING : 1283068.65 DUVI3N INSULATOR ATTACHMENT PONT) NORTHING : 186896.80 FASTING : 1280754.04 0 REF. LONE NORTHING : 188948.16 EASING : 128232748 DU 1/38 N DU 1/28 N TRANSMISSION POLE FOUNDATION NORTHING : 188972.26 EASING : 1283068.65 DUV13N (INSULATOR ATTACHMENT PONT) b NORTHING : 186896.80 EASING : 1280754.04 17 REF. LINE NORTHING : 18898223 EASTING : 128278114 DU 1/33 N DU1/38NF NORTHING : 186972.26 LASTING : 1283068.65 EVERYTHING STARTS NITN SAFETY FOR REFERENCES. SEE 1D-113503 NOTES: 1. COORDINATE STAONG OF FOUNDATION LOCATION AND CONSTRUCTION OFFSETS WITH CONTRACTOR. 2. WASHINGTON STATE PLANE 000RDINATES. 3. FOR TOP OF FOUNDATION ELEVATION SEE SHEET TD -11342. 4. COORDINATES SHOWN ON THIS SHEET TO 8E STAKED BY CITY OF SEATTLE SURVEYORS (N.I.C.). DISTRIBUTION POLE FOUNDATION POLE LACAIION NORTHING EASING 10 IM REVIEWED F6' CODE COMPLIANCE TR/N8M18SION POLE FOUNDAI ON APPROVED 11 APR 9 5 20131 0U V25 8 O MID POINT BEIWEEN CONDUCTOR (NOT 0 TOWER P}) NORTHING : 186850.91 FASTING : 1282043.71 14 17 REF. UNE NORTHING : 18888788 EASTINO : 128281621 DU 1/33 S TRANSMISSION POLE FOUNDATION DU 1/96 8 O MID POINT BETWEEN CONDUCTOR (NOT 0 TOWER V NORTHING : 186903.31 EASTNNG : 1283139.42 DU1/33NQ NORTHING : 186962.35 EASING : 1282764.65 0 REF. UNE NORTHING: 18897228 FASTING : 128308885 DU 1/36 N TRANSMISSION POLE FOUNDATION 001/48 N F NORTHING : 187164.91 FASTING : 1284158.07 DU 1/36 N City of Tukwila BUILDING DIV SION DU1/48N¢ NORTHING : 186972.26 FASTING : 1283068.65 0 REF. UNE NORTHING • 187084.81 EASTING: 128370408 DU 1/43 N TRANSMISSION POLE FOUNDATION NORTHING : 187164.91 EASING : 1284158.07 DU V4314 NORTHING : 187084.61 FASTING : 1283704.06 1 8 8 8 1 14 O REF. UNE NORTHING: 18718481 EASING : 128416827 DU 1/46 N TRANSMISSION POLE FOUNDATION DU2/414 NORTHING : 187850.80 EASING : 1284848.21 DU V48 14 NORTHING : 187164.91 EAST1NG : 1284158.07 a REF. UNE NORTHING :187860.80 EASING : 128484821 DU 2/4 N TRANSMISSION POLE FOUNDATION NORTHING : 187942.03 (*51180: 1285190.47 R DU 2/414 NORTHING : 187850.80 FASTING : 1284846.21 ECEIVED CITY OF TUKWILA MAR 1 5 2013 G REF. UNE NORTHING: 18794223 EASRNG : 128619047 DU 2/7 N TRANSMISSION POLE FOUNDATION ENDORSEMENTS SIGNATURE DATE DR , 0. COM: 07/24/2012 CR , CRESTON NELSON SUBSTATION TOWER NORTHING : 188001.87 EASTING : 1285928.11 186970.65 186971.68 188972.29 1281875.05 1282029.45 1282120.10 188972.83 1282201.12 SEE TD -11345 AND 10-11348 AFTER CASINO IS SET 1/18' WIDE NOTCH 1/4' TO 1/2' DEEP 917 MARK B1 50. SURVEYOR 0 REFERENCE UNE BY SCL SURVEYOR CASING G REFERENCE UNE 1/18' WIDE NOTCH NOTES: 1. AFTER CASING 1S SET. CHECK CASING CENTER POINT. • 11:PER DETAIL • E: PER DETAIL • ELEV: SEE 1D-11342 • ELEV: SEE 1D-11342 • HORIZONTAL TOLERANCE - 6' RADIUS • VERTICAL TOLERANCE = +8'/-3' 3. P810R TO ANCHOR BOLT PLACEMENT • RE-ESTABUSi 0' REFERENCE UNE FROM CENTER OF FOUNDATION AS CONSTRUCTED. • MARK G REFERENCE UNE ON OUTSIDE OF CASING. • MARK 90' UNE• MEASURED WTH RESPECT TO THE 17 REFERENCE LINE ON THE OUTSIDE OF THE CASING. 4. PRIOR TO CONCRETE PI M•FMFNQ CHECK TOP OF ANCHOR BOLT ELEVATION. • ELEV: TD -11342 • TOLEREICE - it' DETAILS OF ANCHOR BOLT & CASING AUGNMENT NO SCALE TRANSMISSION POLE LOCATIONS HELICAL ANCHOR LOCATION E95RNG MOD STRUCTURE 011 1/431 8U 1/48N 8U 2/3I NORI4O EASING • SEE PLAN SEE PIAN 187138.50 187118.00 1284158.00 1264173.00 187891.75 187885.25 187894.75 1284820.00 1284820.00 1284815.33 SEE SHEETS TD -11347 TO TO -11350. Seattle C'ty Light OVERHEAD TRANSMISSION SNRT 65 Or 86 SOUTH TRANSMISSION DATE DUWAMISH CRESTON H - FRAME REPLACEMENT POLE AND FOUNDATION LOCATIONS cuss L-1 d4WINO ND. TD -11329 SCALI 866. H A8 NOTED 0 PERMIT CENTER 10/1/2015 City of Tukwila Department of Community Development MARY JUNTTILA PO BOX 34023 SEATTLE, WA 98124-4023 RE: Permit No. D13-096 SEATTLE CITY LIGHT Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/25/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 11/25/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Wit fA Rachelle Ripley2PH\ Permit Technician File No: D13-096 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 May 12, 2015 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Mary Junttila, PMP Seattle City Light PO Box 34023 Seattle, WA 98124-4023 RE: Request for Extension #3 Permit Number D13-096 Seattle City Light Dear Ms. Junttila, This letter is in response to your written request for an extension to Permit D13-096. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit for 180 days, through November 25, 2015, per your request. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D13-096 W:\Permit Center\Extension Letters\Permits\2013\D13-096 Permit Extension #3.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • ) Seattle City Light May 7, 2015 700 5th Ave, Suite 32061 P.O. Box 340231 Seattle WA 98124-4023 Tu. (206) 684-3000 m,'mo (206) 684-3225 Fax (206) 625-3709 seattle.gov/light twitter.com/SEACityLight [ facebook.com/SeattleCityLight el. le: col e° Ma ouv; oe e opGoo m t Building Official City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 RE: Permit No. D13-096 Seattle City Light Dear Sir: 1 Request for Extension # 3 Current Expiration Date: 5)-s f S Extension Request: X Approved for to days — Denied (provide explanation) Signature/Initials Thank you for the letter from Bill Rambo dated 4/1/2015 reminding City Light that Permit #D13-096 will expire on 5/25/2015. Some of the work to be done under Permit#D13-096 was deleted from City Light's scope, specifically construction of a permanent gravity block wall at Site 4 and construction of a temporary gravity block wall at Site 8. The remaining work to be done under Permit#D13-096, construction of permanent walls at Sites 5 & 7, has been completed. According to the project's Resident Engineer, Rod Emmons, for permit approval Jim Dunaway requested submittal of all SCL inspection reports for the wall footing subgrades, foundation wall construction, footing drains and concrete testing. These reports were submitted to the City of Tukwila in March of 2014 and can be resent to you if needed. At the request of Mr. Dunaway the attached GeoEngineers inspection summary letter was also submitted on October 9, 2013 for final building inspection approval. It's my understanding that the only remaining inspections required under Permit#D13-096 are the soils and final inspections applicable to Sites 5 & 7. For safety reasons and due to complications related to pole, conductor and optic ground wire installation and outage duration restrictions, restoration was delayed to summer and fall 2015. We anticipate that soils improvements will begin during summer 2015 and plantings will happen during the fall planting window in October 2015. Therefore, City Light respectfully requests that you extend Permit#D13-096 to 11/25/2015. If you have any questions and/or would like to discuss the project and/or this request, don't hesitate to contact me at maryjunttila@seattle.gov or 206-684-3825. An equal employment opportunity, affirmative action employer. Accommodations for people with disabilities provided upon request. ® Printed on recycled paper made from 100% post -consumer waste fiber. Building Official, City of Tukwila Permit No. D13-096, Seattle City Light May 7, 2015 Page 2 Thank you for considering this request. MaryJ ,n 'a, PMP unttila • seattle. 206-684-3825 Seattle City Light P.O. Box 34023 Seattle, WA 98124-4023 Cc: Rod Emmons, SCL Beth Peterson, HDR Attachment: 10/9/2013 GeoEngineers summary letter PAGE 2 OF 2 4/1/2015 City of Tukwila Department of Community Development MARY JUNTTILA PO BOX 34023 SEATTLE, WA 98124-4023 RE: Permit No. D13-096 SEATTLE CITY LIGHT Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 5/25/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 5/25/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D13-096 lowS 63nn .Cnuthrantar Rnulvvard suite #Inn • Tukwila Wachinotnn 9R1RR • Phone, 706-431-367n • Far 9n6-431-7665 August 25, 2014 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Mary Junttila, PMP Seattle City Light PO Box 34023 Seattle, WA 98124-4023 RE: Request for Extension #2 Permit Number D13-096 Seattle City Light Dear Ms. Junttila, This letter is in response to your written request for an extension to Permit D13-096. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit for 180 days, through May 25, 2015, per your request. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, 1 Jennife( Marshall knit T�cllician C\144 -(IS File: Permit No. D13-096 W:\Permit Center\Extension Letters\Permits\2013.D13-096 Permit Extension #2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 110 City of Seattle Seattle City Light August 14, 2014 Building Official Department of Community Development City of Tukwila 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 RECEIVED AU6 19 2014 (OMMUNI I r O Vl_LOPMENT RE: Permit No. D13-096, Seattle City Light Dear Sir: All of the work to be completed under Permit#D13-096 has been completed except restoration (1230 - soils inspection before planting and 1700 — building final inspection). To avoid the potential safety hazards of work area overlap between City Light electrical work and City Light's contractor's restoration activities and to avoid the risk of not having soils stabilized before winter, City Light has deferred final restoration of the project area to 2015. Because D13-096 requires that soils be inspected before planting and City Light anticipates that planting will happen October 2015 (fall planting window), City Light respectfully requests that you extend Permit#D13-096 to 12/31/15. The City of Tukwila Public Works Department has granted extensions for Permits #PW12- 117 and #PW13-088. If you have any questions and/or would like to discuss the project, its progress and/or this request prior to rendering a decision, please contact me at mary.junttila@seattle.gov or 206- 684-3825. 700 Fifth Avenue, Suite 3200, P.O. Box 34023, Seattle, WA 98124-4023 Tel: (206) 684-3000, TTY/TDD: (206) 684-3225, Fax: (206) 625-3709 An equal employment opportunity employer. Accommodations for people with disabilities provided upon request Seattle City Light is the 10th largest publicly owned utility in the nation dedicated to exceeding our customers' expectations in safely producing and delivering power that is low cost, reliable and environmentally responsible. August 14, 2014 Building Official, City of Tukwila Permit#D-13-096 Page 2 Thank you for considering this request. Sincer ly, Mary unttila, PMP Seattle City Light P.O. Box 34023 Seattle, WA 98124-4023 cc: Rod Emmons, SCL Beth Peterson, HDR •.• r 700 Fifth Avenue, Suite 3200, P.O. Box 34023, Seattle, WA 98124-4023 Tel: (206) 684-3000, TTY/TDD: (206) 684-3225, Fax: (206) 625-3709 An equal employment opportunity employer. Accommodations for people with disabilities provided upon request. Seattle City Light is the 10th largest publicly owned utility in the nation dedicated to exceeding our customers' expectations in safely producing and delivering power that is low cost, reliable and environmentally responsible. February 19, 2014 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Mary Junttila, PMP Seattle City Light PO Box 34023 Seattle, WA 98124-4023 RE: Request for Extension Permit Number D13-096 Seattle City Light Dear Ms. Junttila, This letter is in response to your written request for an extension to Permit D13-096. The Interim Building Official has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through November 26, 2014 per your request. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, 1 en AMikcja shall it Technician File: Permit No. D13-274 & M13-161 W:\Permit Center\Extension Letters\Permits\2013.D13-096 Permit Extension.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • II1$ City of Seattle Seattle City Light February 11, 2014 Building Official Department of Community Development City of Tukwila 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 CITY OF RECEIVED KW<<A FEB 13 2014 PERMIT CENTER RE: Permit No. D13-096, Seattle City Light Dear Sir: Thank you for the letter from Jennifer Marshall dated 2/3/2014 reminding City Light that Permit #D13-096 will expire on 3/19/2014. Some of the work to be done under Permit#D13-096 was deleted from City Light's scope, specifically construction of a permanent gravity block wall at Site 4 and construction of a temporary gravity block wall at Site 8. The remaining work to be done under Permit#D13-096, construction of permanent walls at Sites 5 & 7, has been completed. According to the project's Resident Engineer, Rod Emmons, he is working with Jim Dunaway and Jennifer Marshal to confirm that all footing, foundation wall, footing drains, concrete and final inspections required under Permit#D3-096 were performed, appropriately documented and submitted and the work is acceptable. Unless Jim and/or Jennifer determine otherwise, the only remaining inspection required under Permit#D13-096 is the soils inspection. Due to the late delivery of poles for the project combined with seasonal electrical outage restrictions and availability, pole and conductor installation has been delayed to mid -2014. This means that restoration has been delayed until fall 2014. We anticipate that plantings will happen during the fall planting window in October this year. Since wall construction is complete and all that remains is restoration, which cannot happen until October, 2014, given other project constraints, City Light respectfully requests that you grant an exception to the City of Tukwila's 180 day extension maximum in this instance and extend Permit#D13-096 to 11/26/2014. 700 Fifth Avenue, Suite 3200, P.O. Box 34023, Seattle, WA 98124-4023 Tel: (206) 684-3000, TTY/TDD: (206) 684-3225, Fax: (206) 625-3709 An equal employment opportunity employer. Accommodations for people with disabilities provided upon request. Seattle City Light is the 10th largest publicly owned utility in the nation dedicated to exceeding our customers' expectations in safely producing and delivering power that is low cost, reliable and environmentally responsible. • • February 11, 2014 Building Official, City of Tukwila Permit#D 13-096 Page 2 If you have any questions and/or would like to discuss the project and/or this request, don't hesitate to.cpntact me at mary.junttila@seattle.gov or 206-684-3825. Thank you for considering this request. Sincerely, y Junttila, PMP mary.junttila@seattle.gov 206-684-3825 Seattle City Light P.O. Box 34023 Seattle, WA 98124-4023 Cc: Rod Emmons, SCL Beth Peterson, HDR yt trA114 700 Fifth Avenue, Suite 3200, P.O. Box 34023, Seattle, WA 98124-4023 Tel: (206) 684-3000, TTY/TDD: (206) 684-3225, Fax: (206) 625-3709 An equal employment opportunity employer. Accommodations for people with disabilities provided upon request Seattle City Light is the 10th largest publicly owned utility in the nation dedicated to exceeding our customers' expectations in safely producing and delivering power that is low cost, reliable and environmentally responsible. Jim Dunaway From: Sent: To: Subject: Emmons, Rodney <Rodney.Emmons@seattle.gov> Thursday, March 06, 2014 7:13 AM Jim Dunaway FW: H -Frame Concrete Test Results Good morning Jim, e F j L l e. r- — C'cs►.iQveic�� tSea tl`e City ght had concrete compaction and crosshole sonic testing performed on all 9 foundations for this project. The SCL project structural engineer Norm Hodges had reviewed all the testing data as the work progressed and Seattle City Light accepted the work. Below is his findings summary. I will be dropping off three copies of all the concrete compaction and crosshole sonic testing results this afternoon. As we discussed I want to be sure you have everything you need for permittpj11409Mpp.rouaj`in your file and confirm that the only outstanding task on this permit is the soils inspection required prior to the restoration planting to be performed in the October planting season of 2014. Once you have reviewed the testing results, please confirm that we have addressed all outstanding items (except future soils inspections) that you will need for this permit. Thanks From: Hodges, Norman Sent: Wednesday, March 05, 2014 12:03 PM To: Emmons, Rodney Cc: Junttila, Mary Subject: RE: H -Frame Concrete Test Results Y OF TVED CIT KW1L4 MAR 172014 PERMIT CENTER Rod I have reviewed all the concrete break data and the cross hole test results. Concrete strengths attained exceed the design strength in all cases, often by a significant margin. Cross hole tests, with the exception of one location in one shaft, indicate sound concrete in the shafts. The one location that was of concern was cored and the core was examined and tested for compressive strength. The results of the examination of the core and the compressive strength break greater than the design strength found this area to be acceptable too. As built survey data indicate proper location and elevations for all the piers. Reinforcement was placed per design. Based on the above review the nine foundations are acceptable. Regards Norman Hodges Senior Civil Engineer Seattle City Light 206 684 3503 norman.hodges(a)seattle.gov SMT 3512 700 5th Ave. Seattle WA 98124 1 From: Emmons, Rodney Sent: Thursday, February 27, 2014 12:35 PM To: Hodges, Norman Subject: FW: H -Frame Concrete Test Results Hi Norm, Attached find all the concrete test reports and CSL reports for the project. As we discussed the City of Tukwila inspector Jim Dunaway has requested that we provide him all the attached reports along with a SCL summary that states that the Contractors work was performed in accordance with our specifications. Please contact me with any questions. Additional emails to follow. Thanks From: Pham, Ly Sent: Thursday, February 27, 2014 11:24 AM To: Emmons, Rodney Subject: RE: H -Frame Concrete Test Results «File: (2013.07.30) Concrete 9446 MD_1881.pdf» «File: (2013.07.30) Concrete 9447 MD_1881.pdf» «File: (2013.07.30) Concrete 9448 MD_1881.pdf» «File: (2013.07.30) Concrete 9449 MD_1881.pdf» «File: (2013.07.31) Concrete 9456 MD_1881.pdf» «File: (2013.07.31) Concrete 9457 MD_1881.pdf» «File: (2013.07.31) Concrete 9458 MD_1881.pdf» « File: (2013.07.31) Concrete 9459 MD_1881.pdf» « File: (2013.07.31) Concrete 9463 MD_1881.pdf» « File: (2013.08.12) Concrete 9497 MD_1881.pdf» «File: (2013.08.12) Concrete 9498 MD_1881.pdf» «File: (2013.08.12) Concrete 9499 MD_1881.pdf» « File: (2013.08.12) Concrete 9500 MD_1881.pdf» « File: (2013.08.12) Concrete 9501 MD_1881.pdf» From: Emmons, Rodney Sent: Thursday, February 27, 2014 6:34 AM To: Pham, Ly Subject: RE: H -Frame Concrete Test Results If you have the CSL testing results that would also be great. Thanks From: Pham, Ly Sent: Wednesday, February 26, 2014 2:44 PM To: Emmons, Rodney Subject: H -Frame Concrete Test Results Hi Rod, I will have the concrete test results for you tomorrow. It is a busy day for me. Thanks, 2 2/3/2014 1 • City of Tukwila Department of Community Development MARY JUNTTILA PO BOX 34023 SEATTLE, WA WOODINVILLE, WA 98124 RE: Permit No. D13-096 SEATTLE CITY LIGHT Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/19/2014. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-431-2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/19/2014, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, r Marshall Pehnit Technician File No: D13-096 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 March 28, 2013 Mary Junttila Seattle City light PO Box 34023 Seattle, WA 98124 • City of Tukwila • Jim Haggerton, Mayor Department of Community ty Development Jack Pace, Director RE: Correction Letter #1 Development Permit Application Number D13-096 Seattle City Light — SCL Transmission R -O -W Dear Ms. Junttila, 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 Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433-7163 if you have questions regarding the attached 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) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. Sincerely, "Rs1 wirN Bill Rambo Permit Technician File No. D13-096 W:IPermit CenterlCorrection Letters120131D13-096 Correction Letter #1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: March 22, 2013 Project Name: Seattle City Light Permit #: D13-096 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. 1. Please provide a "Table of Special Inspections" with documentation that specifies all types of special Inspections required specifically for this project. Documentation shall be specific to the different project construction material placement, fabrication, etc. with required geotechnical inspection requirements. Specify who or what agency shall be providing the special inspections. (IBC Chapter 17) Should there be questions concerning the above requirements, contact the Building Division at 206-431-3670. No further comments at this time. October 9, 2013 Seattle City Light c/o HDR Engineering, Inc. 500 108th Avenue NE, Suite 1200 Bellevue, Washington 98004-5549 Attention: Beth Peterson, PE GEOENGINEERQ Plaza 600 Building 600 Stewart Street, Suite 1700 Seattle, Washington 98101 206.728.2674 RECEIVED CITY OF TUKWILA FEB 1 3 2014 PERMIT CENTER Subject: Summary Letter Seattle City Light Creston-Duwamish H -Frame Replacement Project Tukwila, Washington GeoEngineers File No. 0296-025-00 Tukwila Permit No. D-13-096 INTRODUCTION This letter presents a summary of our geotechnical construction observation services for the Seattle City Light (SCL) Creston-Duwamish H -Frame Replacement Project in Tukwila, Washington. GeoEngineers, Inc. (GeoEngineers) provided geotechnical construction observation services related to construction of retaining walls at Sites 5 and 7. This included evaluation of the access road to Site 5 and Site 6. The wall at Site 5 was a Structural Earth (SE) wall supported on ground improvement elements. The walls at Site 7 were a SE wall and a soldier pile wall. GeoEngineers provided geotechnical recommendations for the project in our report dated December 7, 2012. SUMMARY Based on our observations, it is our opinion that the geotechnical construction activities observed by GeoEngineers were completed in accordance with our recommendations and those portions of the project plans and specifications that pertain to our services. OBSERVATIONS GeoEngineers visited the site on 26 occasions, from June 3 through August 28, 2013 to complete our geotechnical construction observation services. Details of our site visits, including our observations and recommendations, were presented in our daily field reports, numbers 1 through 26, which were provided Seattle City Light : October 9, 2013 Page 2 to SCL during construction. A summary of GeoEngineers' observations is presented in the following sections of this letter. Preconstruction Meeting We attended preconstruction meetings for this project on May 16 and May 23, 2013. The geotechnical construction observation requirements were discussed at those meetings. Access Road Subgrade We evaluated the Site 5 and 6 access road subgrade during a site visit on June 3, 2013. Based on our observations, it is our opinion the access road subgrade was prepared in accordance with our recommendations. Ground Improvement Installation GeoEngineers observed the installation of ground improvement elements (stone columns) for support of Wall 5 on an intermittent basis during three site visits from June 16 through July 10, 2013. The ground improvement contractor (Hayward Baker, Inc.) was the design engineer of record for the ground improvement elements and we reviewed their daily field records. Based on our review of the daily field records, the ground improvement elements appeared to have been installed in accordance with the project plans and specifications. However, upon excavating to the design subgrade elevation for Wall 5, it was discovered that the ground improvement elements below a portion of the wall area did not extend to the required top elevation (the ground improvement contractor apparently stopped short of the wall subgrade elevation). We observed overexcavation of the wall subgrade and replacement of the overexcavated soils with compacted structural fill during four site visits from August 10 through August 16, 2013. The purpose of the overexcavation and replacement with structural fill was to address the deficiency in the ground improvement installation to meet the intent of the project plans and specifications. Based on our observations, it is our opinion that with the additional overexcavation that was completed below the wall subgrade elevation, the ground improvement elements will perform as intended in the project plans and specifications. SE Wall Subgrade We observed and evaluated the SE wall subgrade at Site 5 during five site visits from July 10 through July 17, 2013. Based on our observations and evaluations, it is our opinion that the SE wall subgrade at Site 5 was prepared in accordance with those portions of the project plans and specifications that pertain to our services. We observed and evaluated the SE wall subgrade at Site 7 during three site visits from August 15 through August 19, 2013. Based on our observations and evaluations, it is our opinion that the SE wall subgrade at Site 7 was prepared in accordance with those portions of the project plans and specifications that pertain to our services. GEOENGINEERSI Fite No. 0296 02500 Seattle City Light I October 9, 2013 Page 3 SE Wall Construction We observed and evaluated the SE wall backfill and reinforcing elements at Site 5 during eight site visits from July 25 through August 6, 2013. Based on our observations and evaluations, it is our opinion that the SE wall at Site 5 was constructed in accordance with those portions of the project plans and specifications that pertain to our services. We observed and evaluated the SE wall backfill and reinforcing elements for Site 7 during six site visits from August 21 through August 28, 2013. Based on our observations and evaluations, it is our opinion that the SE wall at Site 7 was constructed in accordance with those portions of the project plans and specifications that pertain to our services, with one exception. The contractor switched reinforcing grids for two layers during construction of the SE wall at Site 7. This field change was evaluated by the wall engineer of record, who prepared a letter dated September 9, 2013 (attached), concluding the field change did not have a significant effect on the long term performance or safety of the SE wall at Site 7. Soldier Pile Wall Construction We observed the installation of soldier piles for the wall at Site 7 during seven site visits from August 19 through August 28, 2013. Based on our observations and evaluations, it is our opinion that the soldier pile wall at Site 7 was constructed in accordance with those portions of the project plans and specifications that pertain to our services. GeoEngineers has completed our geotechnical construction observation related to the construction of retaining walls at Sites 5 and 7. We trust this letter meets your current needs and provides the necessary information for project acceptance. Please call us at 206.728.2674 if you have any questi. ,_,..ding the contents of this letter. Sincerely, GeoEngineers, Inc. Timothy D. Bailey, PE Senior Engineer UM:TDB:Ieh Attachments: One copy submitted cc: Project distribution list (via email) Bo McFad Principal Letter from wall engineer of record dated September 9, 2013 Disclaimer. Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document Is stored by GeoEngineers, Inc. and will serve as the official document of record. Copyright@ 2013 by GeoEngineers, Inc. All rights reserved. GEOENGINEERS....0 File No. 0296-025.00 1 PER C PLAN REVIE �� OUTING SLIP ACTIVITY NUMBER: D13-096 DATE: 04-19-13 PROJECT NAME: SEATTLE CITY LIGHT SITE ADDRESS: SCL TRANSMISSIN R -O -W Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: / , , 3 JV (O' BuYding Division Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator 111 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 04-23-13 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05-21-13 Approved Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW ❑ Staff Initials: Documents/routing slip.doc 2-28-02 *EMIT COORD COMO PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-096 DATE: 03/15/13 PROJECT NAME: SEATTLE CITY LIGHT SITE ADDRESS: SCL TRANSMISSON ROW (btwn EMWY & Beacon) X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: PT (fake( 0'2241 Building Division f \m-)--7-13 Public Woks mom Arm NIS Dib,2Ae,13 Fire Prevention III Planning Division VS c, 05,1C13 Structural ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03/19/13 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/16/13 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 4- Fire 0 Ping 0 PW ❑ Staff Initials: 111 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 04/18/2013 Plan Check/Permit Number: D13-096 Response to Incomplete Letter # Response to Correction Letter # 1 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Seattle City Light - Duwamish Creston H -Frame Replacement Project Address: SCL Transmission ROW between Beacons Ave S & E Marginal Way S Contact Person: Mary Junttila Phone Number: (206) 684-3825 Summary of Revision: D13-096: The attached drawings have been revised to include the requested "Table of Special Inspections", or references to it, with documentation that specifies all types of special Inspections required for the retaining walls on this project, specific to the different project construction materials' placement, fabrication, etc. including required geotechnical inspection requirements. The title of individuals and/or the names of agencies who will provide the special inspections are also included. REO CIN OP TUKWILA APR 19.2011 PERMIT CENTEP Sheet Number(s): S-01/TD11437, S-02/TD-11438, S-04/TD-11440, S-06/TD-11442 & S-10/TD11446 "Cloud" or highlight all areas of revision including date o revisi n Received at the City of Tukwila Permit Center by: ..Entered in Permits Plus on 4:49." ( H:'Applications\Forts-Applications On Line \2010 Applications \7-2010 - Revision Submittal:doc Revised: May 2011 Contractors or Tradespeople Pter Friendly Page • General/Specialty Contractor A business registered as a construction contractor with LEI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name PELLCO CONSTRUCTION INC UBI No. 601816975 Phone 4257762335 Status Active Address 13036 Beverly Park Rd License No. PELLCI'038QC Suite/Apt. License Type Construction Contractor City Mukilteo Effective Date 11/3/1997 State WA Expiration Date 11/24/2013 Zip 98275 Suspend Date County Snohomish Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date PELLITTERI, MICHAEL Cancel Date 01/01/1980 Bond Amount PELLITTERI, BRENDA 5 01/01/1980 5416888 MCMASTERS, JOHN Agent 01/01/1980 01/01/1980 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 5 Employers Mutual Casualty Co 5416888 11/01/2012 Until Cancelled $12,000.0009/13/2012 12/27/2012 4 HARTFORDOFIRE INS. O 52BSBFB9422 11/01/2008 Until Cancelled 11/01/2012 $12,000.0012/09/2008 12/20/2011 3 EMPLOYERS MUTUAL CASUALTY CO 5271658 11/01/2001 Until Cancelled 11/01/2008 $12,000.00 10/19/2001 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 10 North Pacific Ins Co C14162586 01/01/2013 01/01/2014 $1,000,000.00 12/27/2012 9 North Pacific Ins Co C13162586 01/01/2012 01/01/2013 $1,000,000.00 12/20/2011 8 LIBERTY NORTHWEST INS CORP C10162586 01/01/2009 01/01/2012 $1,000,000.00 12/16/2010 7 LIBERTY NORTHWEST INS CORP C09162586 01/01/2007 01/01/2009 $1,000,000.00 12/27/2007 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period httns://fortress.wa.gov/Ini/bbin/Printasnx 05/08/2013