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Permit D19-0183 - GILLIAM CREEK / WEST - CONTROL STRUCTURE
GILLIAM CREEK- WEST 6200 SOUTHCENTER BLVD 019-0183 \/ City of Tukwila Department of Community Development 63OUSouthcenterBoulevard, Suite #1OO Tukwila, Washington 981gQ Phnno2O6'431'3G7O Inspection Request Line: 206'438'9350 Web site: http://www.TukwilaWA.gov Parcel No: Address: Project Name: GILLIAM CREEK - WEST DEVELOPMENT PERMIT Permit Number: D19'0183 Issue Date: 11/22/2019 Permit Expires On: 5/20/2020 Owner: Name: Contact Person: Name: CITY OF TUKWILA 6200SUUTH[ENTEKBLVD,RJKVVLA, WA, 98188 6300SOUTHCENTER8LVD SUITElOO 'TUKVV|LA'WA, 98l88 Contractor: Name: K[EQUIPMENT iLC Address 241V8OYERAVE E SUITE 3'S[ATTLE' VVA'98llZ License No: KCEQUEL929MM Expiration Date: 7/14/2020 Phone: (286)431-2456 Lender: Name: CITY OF TUKWILA 6200SOUTHCENTER8LVD,TU%VV(LA, WA, 98188 Phone: (206)522-3767 DESCRIPTION OFWORK: THE GILLIAM CREEK CONTROL STRUCTURE WILL INCLUDE ACCESS IMPROVEMENTS CONSISITNG OF RAILING, STAIRS AND LANDINGS. THE STRUCTURE WILL BE CONSTRUCTED FROM C10 STRINGERS, STEEL BAR GRATING AND STEEL PIPE POST HANDRAIL. THIS SITE IS LOCATED ALONG THE GILLIAM CREEK BANK AT THE CONTROL STRUTURE, Project Valuation: $80,000.00 Fees Collected: $2,262J7 Type ofFire Protection: Sprinklers: Fire Alarm: Type nfConstruction: Electrical Service Provided by: Occupancy per IBC: U Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: international Fuel Gas Code: National Electrical Code: VVACities Electrical Code: VVA[Z96~45B: VVAState Energy Code: 2017 2017 2017 2015 Public Works Activities: [hannelbadon/Sthping: Curb[ut/Accp»s/Side*a|k: Fire Loop Hydrant: Flood Control Zone: Hau|ing/OveoizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: ` `/ Volumes: Cut: 0 Fill: 0 Number: U Permit Center Authorized Signature: Date: / ' I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction orthe performance nfwork. |amauthorized tosign and obtain this development perinit aN aRree to,4e coditions attached to this permit. �8 88natune�� Date:�� Ph��\�K>��&�-ntName� �0n\Q�— This permit shall become null and void ifthe work isnot commenced within 18Odays for the date ofissuance, nrif the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDITIONS' Z: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final, inspection approval is granted. 4: The special inspections for steel elements ofbuildings and structures shall be required. All welding shall be done byaWashington Association cfBuilding Official Certified welder. S: When special inspection isrequired, either the owner orthe registered design professional innsponsib|e 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 tnthe Building Official in atimely manner, G: Afinal report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tothe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition offinal inspection approval. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. / r 4i �J 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code, 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations, Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 11: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 12: 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. 13: Any material spilled onto any street shall be cleaned up immediately. 14: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 15: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 16: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 17: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 18: ***PLANNING PERMIT CONDITIONS*** 19: ***PLANNING PERMIT CONDITIONS*** 20: There does not appear to be any vegetation in the project area that will need to be removed during construction of this project. However, if any vegetation or significant trees will need to be removed as part of this project, a separate tree removal permit shall be submitted, reviewed, and approved by the Department of Community Development prior to any tree removals. Please contact project planner Jaimie Reavis at Jaimie.Reavis@TukwilaWA.gov or (206) 431-3659 if you have any questions related to vegetation removal. 21: There does not appear to be any vegetation in the project area that will need to be removed during construction of this project. However, if any vegetation or significant trees will need to be removed as part of this project, a separate tree removal permit shall be submitted, reviewed, and approved by the Department of Community Development prior to any tree removals. Please contact project planner Jaimie Reavis at Jaimie.Reavis@TukwilaWA.gov or (206) 431-3659 if you have any questions related to vegetation removal. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0409 FRAMING 4036 SI-DRIVEN DEEP FOUND 4004 SI-WELDING CITY OF TUKTI,A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Peri...A No. 0 Project No. Date Application Accepted:(.r-(fi Date Application Expires: ---t? (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: Latitude: 47.466 Longitude: -122.278 Tenant Name: Within ROW - City of Tukwila PROPERTY OWNER Name: City of Tukwila Address: 6300 Southcenter Blvd. City: Tukwila State: Wa Zip: 98188 CONTACT PERSON — person receiving all project communication Name: Ryan Larson, PE. - Project Manager Address: 6300 Southcenter Blvd. City: Tukwila State: WA Zip: 98188 Phone: (206) 431-2456 Fax: Email: Ryan.larson@tukwilawa.gov GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: NA Suite Number: Floor: New Tenant: Yes LI ..No ARCHITECT OF RECORD Company Name: Architect Name: N/A Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Civiltech Engineer Name: Dustin Ong Address: 400 112th Ave NE, Suite 120 City: Bellevue State: WA Zip: 98004 Phone: (425) 453-6488 Fax: (425) 453-5848 Email: d.ong@civiltechengineering.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: City of Tukwila Address: 6300 Southcenter Blvd. City: Tukwila State: WA Zip: 98188 /-1:\ApplicationsWoms-Applications On Line'2011 ApplicationsTerrnit Application Revived - 11-9-11.docx Revised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFO or 106-431-3670 Valuation of Project (contractor's bid price): $ 80,000 Describe the scope of work (please provide detailed information): The Gilliam Creek Control Structure will include access improvements consisting of railing, stairs, and landings. The structure will be constructed from C10 Stringers, steel bar grating, and steel pipe post handrail. This site is located along the Gilliam Creek bank at the Control Structure. Will there be new rack storage? ❑ Yes Existing Building Valuation: $ .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 ' Floor Floor Floor Floors thru Basement Accessory Structure* 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: Compact: Handicap: Will there be a change in use? ❑ Yes 0 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. HAApplications\Forms-Applications On Line \2011 Applicationstpermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFOT ATION — 206-433-0179 Scope of Work (please provide detailed info "on): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District 0 ...Tukwila 0...Water District #125 0 ...Water Availability Provided Sewer District 0 ...Tukwila o ...Sewer Use Certificate O ...Valley View 0...Sewer Availability Provided Highline .. Renton .. Renton 0.. Seattle Septic System: El On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): le ...Civil Plans (Maximum Paper Size — 22" x 34") ...Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance 0 Easement(s) o Geotechnical Report .. Maintenance Agreement(s) 0 ... Traffic Impact Analysis 0 ... Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) Proposed Activities (mark boxes that azordv): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - Profit for less than 72 hours 0 ...Right-of-way Use - No Disturbance .. Right-of-way Use — Potential Disturbance RI ...Construction/Excavation/Fill - Right-of-way Non Right-of-way 0 ...Total Cut 5 cubic yards V .. Work in Flood Zone ...Total Fill 10 cubic yards Storm Drainage 0 ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Grease Interceptor 0 ...Cap or Remove Utilities 0 .. Curb Cut 0 Channelization 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation 0 ...Traffic Control 0 .. Looped Fire Line .. Utility Undergrounding ...Ba.cktlow Prevention - Fire Protection Irrigation Domestic Water 0 ...Permanent Water Meter Size... WO # 0 ...Temporary Water Meter Size .. WO # Ej ...Water Only Meter Size El ... Sewer Main Extension Public El Private 0 0 ...Water Main Extension Public 0 Private 0 WO # 0 ... Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) D ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to; Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing; Name: Mailing Address: Day Telephone: City State Zip HAApplicationsTomis-Applications On Line \ 2011 ApplicationsTermit Application Revised - 8-9- 11.docx Revised: August 2011 bh Page 3 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 OWIMA Signature: I AGENT: C--1) Date: 1 i Qk Print Name: i\-NDt---e,sNi Day Telephone: 2° Co - 2( 104 Mailing Address: E--3 1104 Kr-ci sLtik Ltm sQsa\-e City • CT-2_ -`52 r-l.A5L 1- 1-1- CWCIA CT p--&-rzsca LVJ - lin (cc 5A51-0--v, az-Lkr F31 -11)1cuji1c-_ ( co,e) State Zip HAApplicationsTorms-Applications On Linek2011 ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID DEVELOPMENT ADDITIONAL PLAN REVIEW R000.345.830.00.08 1.00 $70.00 $70.00 TOTAL FEES PAID BY RECEIPT: R20272 $70.00 Date Paid: Wednesday, February 26, 2020 Paid By: CITY OF TUKWILA Pay Method: CITY ACCOUNT 91941201.1500.107 4 Printed: Wednesday, February 26, 2020 3:47 PM 1 of 1 CAWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT 1 QUANTITY PermitTRAK I PAID $2,262.77 D19-0183 Address: Apn: $2,262.77 DEVELOPMENT $2, 96.41 PERMIT FEE R000.322.100.00.00 0.00 $1,327.22 PLAN CHECK FEE R000.345.830.00.00 0.00 $862.69 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 TECHNOIOGY FEE $66.36 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R19142 R000.322.900.04.00 0.00 ' $66.36 $2,262.77 Date Paid: Friday, November 22, 2019 Paid By: CITY OF TUKWILA Pay Method: ACCOUNT 91941201.1500.107 & Printed: Friday, November 22, 2019 1:48 PM 1 of 1 SYSTEMS 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) 438-9350 .D 1(3 -d 15'3 Project: Type of l sn pection: Address: Date Called: Special Instructions: �`'► t- S'77111Z 'Date Wanted: - Zb a.m. P-m. Requester: 1-1 Phone No: `t25- Z 2 3- 9' 5 7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 20470PAd 144 141( Inspector: V5 Date: 7-: - 2 RE1NSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. SEPARATE -PERMIT STRUCTURAL NOES ION SS HOED 01HF,RW5F N 11E DRAWNGSI CONSTRUCTION R250165Ma4TS: All MATE154115 WRK4ANSRIP, AND CONSTRUCTION 9!P11 BE IN ACCORDANCE 66131.111E REOUREMERTS O ME WASHINGTON STATE DEBARMENT OR 1AANSPIRIABON (WSD01) STANDARD SPEC1FlCA1IONS FOR ROAD, EDGE AND AMORAL CCNSTRUUC110N DATED 2018 AND AMENDMENTS AND SPECIAL PRO'WSIONS. UTILITY LOCA1f ME CONTRACTOR SNAIL SILOS 111E SERVICES OF ME 'MLNY LOCATOR SERVICE' (1-BOO-421-5555110 VERIFY ME EXTENT AND LOCATIONS GC SITE URU11ES, THE U1 MES 511R1 BE CHECKED BY iRE CONDOOT5R BEFORE PROCEEDING ?AM 111E WORN. kV U1Y PIES 125111 LED IN ME FEN THAI ARE N01 SHOWN ON THESE DRANINGS SHAH BE BROUGHT TO THE IMMEDIATE AT1ENIDN OF FINE ENGINEER, CONSTRUCTION ELEll1NZ. PILES ARE IYPICAl1Y LOCATED 10 BE A NOMINAL DISTANCE (5 10 5 f001 CLEARANCES) AWAY FROM ANY U0URES. WHEN CLEARANCE BETWEEN C)PSiROC10N ELEVEN'S AND 110511 G UTII0ES IS LESS NAN S' OR WREN DAMAGE 10 E4S0NG 111111ES IS CRIRCR, CONTRACTOR SHAH POT 110.E AND LOCATE BALKING 81100ES BEFORE WMMENONG BIM 111E WSTALLARONANY 5S07EDANCIES IN 0WA110N BE5EEN ACTUAL U1LI16S AND THE UOLltt LOCATIONS SHOWN O THESE DR44INOS SHALL BE BROURI110116E IMMEDIATE AiEN16N O THE ENGINEER. 5LNFICAR5N CONTRACTOR SHALL WRIFY Au CASTING AND PROPOSED 214EN511IS, MEMBER SIZES A110 CONWTIOS RN 10 FABRICATCN AND COIML1CIN0 ANY WORK N01f1 THE ENGINEER ABOUT ANY DISCREPANCIES. All DIMEN90NS OF EXISTING CCND111O5 OM ON 1( DRAWNGS ARE INTEND?' AS QUINONES ONLY AND S4A1E BE VERIFIED 81 THE CONTRACTOR. THE E5SING NOS SHOWN ON TINE DRAWNGS ARE BASED ON EITHER SITE OBSERVAION OR OPo55111 DRAWNGS OR WERE ASSUMED EASED ON EXPECTED 050040CNS. If THE EA511NG COND1ICNS D0 NOT CLOSELY MAi0H 111E CONDITIONS SHOWN ON 111E DRAW4CS, OR If THE EXISTING MATERIALS ARE Of QUESTIONABLE ON SUBSTANDARD QUALITY, NOTIFY THE ENGINEER PRICK TO CON4ENGNG ANY WORK. 16I5C0UNEC4IS: DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS Of CONSTRUCTION. WHERE 004.51 ONS ARE NOT S115504LIY IIMICATES, BUT ARE 0f 5E1ALS SHOWN, SIWL0.R DENANIS ON 0 421RUCRON SHAH BE USED 506JEC110 REVIEW BY IRE ENGINEER. MILAP CRARACiER 1G SPE41P1 INSPECNON: WELD INSPECIONS SNAIL BE PERFORMED BY PERFORMED BY A WAURED 1ESiINC LAB FOR WEEDING. ECRNw54 INDPECICN5 SHAH 6E PERFORMED PRIOR TO PULING CONCRETE N ACCCNIDRICE WM ME SPEOBCA1ONS. PROVIDE AN INDEPENGEN'T SPECIAL INSPECDON AS REQUIRED BY VON 1704 OF 111E IN1ER0A1'0'AL BONG CODE OR ME F0IOWNG ITEMS, FEN BE1OS 2 1;9STAIUDOJ O CRITERIA: FOUNDATIONS DESIGN REOUIRE1E41S DESIGN CONFORMS 10 ME ram REWtREMENTS: 2015 INTERNARONPI BUILDING CODE WSC STEEL C0NS1REC110N MANUAL 141H EDITION CI 319-11651541C CODE REOJIREMENiS FOR STRUCTURAL CONCRETE 4.1160 ICES: PROJECT SITE SURVEY DATA 2016 MAE1DALS: 19LE.�,0 Pad No, Plan review approval R subleul to errors afro omissgsss. Approval of co0sIructrof aocumems does aaT authorize the vloialro0 of a14 aakADea r,+ae aroioaoce 'e� `ol o Wori ea F A COI Ara ay 4 S1RUC1URAl SELL THE DESIGN, FABRIC40061 AND 0420006 OF S1RJC1191 STEEL SHALE BE IN ACCNDANCE W1B ME EOLOWN@ ANSI/ALSO 360-10 - WEC1ICA➢ONS FOR S1R'1CIURAL STEEL FOR BUINNOS RCSC SPEO1ICATON FOR STRUCTURE JOINTS USING HICK-S1RENCM BOia, DECE4BER 2W9 ECTON AISC 303-10 - CODE OF STANDARD PRAM FOR STEEN. WINOS AND VISES All STRL1CPJRAL STEEL SHALL 9E NOT RHO GAEV0NI1ED IN ACCORDANCE WTI AS56.. A123 OASiI A153 FOR SMALL PARTS) AFTER FABRICATION UNLESS NOTED PIERWSE;N PLANS AS STAINLESS STEEL OR REINFORCING STEEL ME f4BFICAIOR IS RESPONSIBLE TO 110D1Y THE STRUCTURAL STEEL IN ORDER TO ACCOMMDDAE ME GAl1'ANI2ANON PROCESS, SIOIIFICANi 455554BOS SHAH BE SUBJECT TO PEON BY ME 0E5GN ENGINEER PRIOR 10 FABRICATION. SIR1011142 SEEN 4E118EPS SNAIL CONFORM TO 111E FOLDING REWIREMENIS: TOPE Of MEMBER ASTM WOE FLANGE 092 OR AS12 PIPE R53 CR PLATE AJ6 CHANNEL AJ6 4SC STEEL SHAPES 4 ANGLES A36 Fv M 49 35 K9 36 NSI J6 NSI 36 .NS1 REVISIONS NO c,:3r,12S Snail 102 ID tle scooe Of WOi4 w11f1au; 4' C' 41' 10C3101 t'Y2 Tukwila Build 41. _ 11 NOTE: Revlslons will 1205E few plE,p submittal and may 1FIcivae 3ad11'0l, I review.., PUBLIC WORKS DEPT. kENGINEERINGFSTREETSkWATEINEWENUILDINGk DS;,9 KPG 19 1116,15141112:41Design 1910 62..54 i4Ak k45 1::vya,N2.i 11 04404151E 031N(t7J gaol r4Ru NEEDING: All WELDING SNAIL CONFORM 10 AISC OS 01.1 SiANDALRDS AND 111E F510WNG ?EQUIP E4ENiS: PERFORMED BY WARD CERTIFIED NE'NERS TOR ROD AND POSITION USE E10AH SPIES ELECiRODES USE PRE-OUAlllED WELDS AS OEPINED Br AC USE 5/15' MINIMUM CGN'1N0005 FILLET CARLESS NOTED CMERWSE DI THE 'DRAWINGS REfUIRED FOR: iMechanical Electrical Plumbing d Gas Piping City of Tukwila BUILDING DIVISION 51EE80R GRAINC All ORATING 7N0 STD STAR TREADS SNAIL BE PACIFIC GRATING 19-W-4 OR EQUAL WM I-IL441/B BEARING BAR, SERRATED SURFACE,110161P GALV0IIID PER 451M A-123, LINIESS NOTED OEERWSE. GRA1NG 51411 BE FAKERS WIDE WEIOS AS SHOWN BY THE MANUFACTURER MIMMUM WELT PATTERN UTAESS NOTED OTHERWSE ON THE DRAWNGS. PROCEDURE: CALVA4B5A0CN REPAIRS DA44GED CAL4NZED STEEL SURFACES 91u1 BE TERAIRSO PRIOR 10 NS141L440N, PEER INS1A11A1ON AND AIR 54215WG PER 451M Ai90. REPAR USING CAEV-NZ BAR 14C STICKS, AS 4ANUTACIURED BY AMERICAN SOLDER N FLUX, f0lOWED Wi8 A TOP COAT C4 2NC RION PAINT. 545 S0Cfl5 SNAIL BE PLIED AND ORE -BRUSHED 0110 ME AREA REWIRING REPAIR, PVf CONSMUCN5 TOLERANCE: A TEMPORARY PILE TEMPLATE SHILL BE L1U5ED WREN INSTALLING PILES. ME TOP Of ME PILE SHALL BE PLACED 1911I A MA6454 CONSIPUCICN TOLERANCES Of 2' WHERE '105ERANCE' IS OETINED AS THE DISTANCE MEASURED FROM THE IOCAiON SHOWN IN THE PLANS TO 1E HELD EOCADU9.11ERANCE VALUES THAT RENT IN ANY PORTIO OF THE TOP O THE PILE 101190E Of 111E LANDwC IS 51000 O CRANING 6 WILL BE REJECTED AND REPL4CE0 Al NO WS1 N ACCORDANCE OM THE SPECIFICATIONS. CONTRACTOR 9iA1i REMOVE OBSiRUC101S AS NECES5AR1 TO FAO: TAE PILE INSUAUA40W. PELF 5FSIrN CAPAGiY: ME DESGN EOM OF EACH PILE SHALE BE A MINWUM O 2,560 IBS (EWAI TO A FACILAI9 DE5C LOAD (FOCI OF YADO NSI. VERIRCABCN AND PERFORM/1NC'. TESTS SH411 BE PERFORMED IN ACCORDANCE re ME SPECIF1CA1OS. MA5M99 4E9609I SET11E9E91009 41ti!M'iM PPr LrNC,'H; uNwiiN -EN 11 ?ALL H1YE4514UM4 ti 1u4MNEND M14 R0' fIE. 0' POO,P NED54 33 S. SO4-S 2. iG' TEND FOR CODE COMP LIANCE APPROVED FEB 251o20 31 in ec{vr'S CityfTu P BUILDING DIVISION SII KPG Cottsr4T n+ ; To GN 1M or 1 WI PittatB147bitik O FNfit Lclftr RAW FrQrn o Roo" CdYUOF 6au 8104U1 ;4-t-'ga St"41- 44/reAN 171020 Lir CE�E�� 1 FEE BID DOCUMENTS 4 2019 SMALL BRA DROGRAvl \IAG GENERAL NOTES GILLIAM CREEK CONTROL STRUCTURE NAD 111IFIACAITC CO dN 11VISIWS u J REUCAI OR IflCRQU11E BELOW 7 NANDRAIL, TYP, SEE STAIR SEC3ON LANDING POST ID STI DN. SEE/ R STAIR FRAMING PLAN SCALE: 1/2' 1 I/2" 0 SEC SIL PIPE NAME 9 POST. WELDED JOINT GRIND SMOTE NI CORNERS AND CO BURS, DALY. W/ QUARRY - REDD TO FACUTAIE INST0LLAIGN Of P!l1S - S 011'-11' D' STAIR SECTION PUBLIC WORKS DEPT. ,ENGINEERING *STREETS,WATER+SEWER$BUILOG STNR STRINGER 010X15.3 EA KW SE NOTE 2 READ TYPE 19-W-4 SERRATED VI/CAST ABRA2VE NOSING, FEARING BAN 2'K� NOT CM GALVANIZED PEA ASIW A-122 MICE TO C STRNGER WOW i"0 BOLTS, 7 121RE0DS 011=11'-0' KPG InIetBciplinary Design iwm'Pm BID DOCUMENTS LANDING SEE 00021 D j- TOP CORNER Of EX Oa i REF UNE TNRWGI DI Wall CORNERS -• SEEL. BAR GRATING, TIP. CIO BW. ttP WI POPILE 2' XS PPE OR HELICAL PILE T1D `Or/�P\Jy� EXISTING SITE 10111: NTS NO1ES: I. ADJUST GRADE , .a awa QUARRY TAUS AS CORED TO BRING SURFACE IWT,41N 19 INC1ES Of STAIR NOSING AND LANDING, UNO. 2. fABRC0TE AND INSTALL TO WEE1 REDVDEWEN0S Of EC SECION 1300, LEGEND: 2019SMA_L URA DROGRA 1 ANDRNIX ON TOP Of STRINGER 1 0 1 2 3 4 S 1/2 Scale fat vAG_ STAIR FRAMING PLAN CILLIAM CREEK CONTROL STRUCTURE 12 PP(12 UFNTS POST, NOTCH Cx1140 IkS RE1n P0ST 1.1Y0MS-., GRATE- \ 3/4X 04X 1/ -DETAIL Q.) SCAtE 1/4' X 2 5/8" X - 3/16 0STRINGER DETAIL 10 1115111.E OR HEAL 7111 3/16 1-1/2..i4 010 131,1 1/0 3 1/2' W/ (2) - 314' sais 3/1 TYPICAL DETAIL SCALE: 0-0. -DETAIL PUBLIC WORKS DEPT. ,ENGINEERING0STREETS,WATER*SEWER*BUILDING* 05/;1 KPG /91 Inlvdiscip1iRviDesign c666k 1016No oze661.60, SA z00% won 714041 f4tip, NEW GAII SZE 41,0r1 Ex BID DOCUMENTS Exc DETAIL 31-7 SCA1:1-1/2' 346017 \ CIO 60 TOP LANDING SECTION sce 20 9 SMA LBA DROGRA! RECF.IVE0 WY OF IOLA JAN17 MI FEW CENTER r 6' S. 1 Sca1e feet 12 V 6' 3' 0 1 1-1/2:1-0 Scale feet 1 0 1 2 3 4 5 1/244 Scale feel AGE STAIR SECTIONS GILLIAM CREEK CONTROL STRUCTURE IMPROVEMENTS 11 PLAN A SITE SPECIFIC GENERAL NOTES I. CAR CN TiS SITE SNAIL DE NI ACCCMOAN INTN SIPA AND ENNRCNNENTAt PROEMONS, SEE SPECIACA➢CMS CONSTRUCTION NOTES OUSTGRADE ADLAN TO STAR CMCARRY SPCS AS REM TO BRNG SURFACE'MTEN 18 NHS CP STAR NOSIN6 AND WIDE OELEVA IONN Of SINN AND LANDING PROFNE SHONN IS PROMOTE. 00111NAIE EIEVATON CP UPPER STAR UN2ING'MTH NBER EABNNG SO NOG SURFACES Wail 18 MAX O DONATE AS RECIRED TO SETA MAX 7' SPACING 8E10 LANDING AND AIUACENT CAOUIID. PRONE MN 12' DEPTH CARRY PLS. GRADE LANDING M/ CSTC N ACCORDANCE W/ KOT SECTION 9-03,913) FRONT TOP OF ➢NBER RUNE 10 8LENO W/ D PARKING LOT GRADE, TAMP It RAKE NOR. PROVIDE NEW 18' MADE SMINGING GATE IN EX (8AN OR BCE ACCONDANCE W/ 85D01 SECIIAV 6-1Z PROVIDE HAND-CPERAIED LA1C11 WECNANISM Ni PROW FOR DV -SUPPLED SHAEKIE [Oq(. ©FASIFN MWBERS TOCi+ER MI/ 1E'c10' HOT -DIPPED CO SPIKE NAI. O PIN TO GRADE W/ 21'r8s' REDAR. OEXCAVATE AS P,101ED 10 SET UPPER STAIR WADING PEN CONSIRUCIION NOTE 2. EX GA,SION WALL EX Fall \ 111671017.6 PUBLIC WORKS DEPT. $ENGINEERING;STREETS*WATER*SEWER*BUILDING* PLAN SCALE 6' =1'-0' deined th chzvktd Proj6oi Purl dU 6�IdSka6 6y d0N CC 6Cn6 fiDA 1606 NJD 6sn1 KPG IderdiscOi try Design uArt arx,AK [15Ak 111101 F[A MM ,�A7"N1R6 M6p PERMIT SUBMITTAL GILLIAM CREEK STAIRS CENTERLINE STA 0+05 TO STA O650 195 195 190 185 180 175 190 85 180 175 170 170 165 0+05 6s6 TREAIE0 STAUDT TWEEAS N ACCORDANCE W/ 007 SECT 9.09—\ i \ (2)DETAIL /SCAfE1".1-0' I. MAX STAIR SECTION AND DETAIL 2019 SMALL DRAINAGE PROGRAM GILLIAM CREEK CONTROL STRUCTURE SITE PLAN ¢�isioos ' uR 10 0iRUCTURAL NOTES (UNLESS NOTED 0178111 N THE DRAWMCSI C01SiRUM REGIONS All YAiERIALS, WARSHIP, AND CONSTRUCTION SIC, PE N CHANCE MN NE REOUEN0NIS OF NE WASHINGTON STATE 0EANINE41 O IRMSPORUTION (GOT) STANDARD SKCIFICA1104 FOR ROAD, BOGS AND OVAL CONSTRUCTION DAZED 1018 AND ANDO11313 AND SPECK Rat MUiY 0OCA1 NE CCMIACIOR SNAIL UNUZE NE SERNE 0 NE 011810CA1GR EWE' (I-KO.424-5555) i0 SR 111E EMT AAO LOCATIONS OF SITE U1U1ES. NE UTILITIES $AL1 BE CIIECk5O BY NE CONTRACi1 BECK P0OCED'NG IWN 1110 OK, ANY UBMES 0EN1RE IN THE 11EID NAl ARE N01 SHORN CM THESE DRAG SHAL BE DI900511 TONE IWEAiE PINTO OF NE GONER. CpIS1UC11N1 EXITS: RBES ARE TYRCALY LOCATED i0 BE A N01NAL MTANCE (310 S FOOT CIEARAN'(ES) AWAY R101 ANY ORES WREN CLEARANCE 1TOEEN C11NS1UCiON El1MS11S AND DMZ UTUTES IS LESS NAM 5' OR NM WAGE 1D FAX MUiIS IS CA1113( CONTRACTOR SHALL PDT Hof AND LOCATE BIS11NC UNDIES BEFORE C0AIENONC WN 11R AST/LOCAL ANY DISCREP0ES N LOCA110N BEIYEE ACTUAL ETUDES MD NE VIDNY LOCATIONS SP NN CN NESE RANDS SNAIL BE Sl0Up1110DIE INNENAiE ATTEND Of NE ENONSR. OMii ;ILA CONTRACTOR SRC. NEFRY AIL USN AND PRIM WINOS, NEWER SIa AND C0n'0➢ONS RR 10 FABRICATION AND CDNMENNNC ANY 001 NOTIFY NE ENDNB ABI1 ANY DISEREPANCES All MENDS OF FASTING OXENS SHOIWI ON NE DUNKS ARE MENDED AS 110(14ES ONLY AND SIC BE MID BY NE CDiMON. NE DM CONDRCMS SHORN ON NE WINGS ARE BASED CM 010 SITE COMMA OR ORIONAL DRAWINGS AR NEE AS9.01ED BASED ON 00EC1E COMM. R NE DM CO9DITIONS DO N01 CLOSED' MTNI NE DOOM SHOWN ON 111E DRAWNGS C1 IF NE Ei ISTNG MAiEIAIS AFE OF CUES1CMAEIE CM 9J6STANDARO QUAUi1, NOTIFY NE ENONEE 'v u' 10 00INIRCING ANY 9DRI(. NISCELLANE05 MAIINCS INDICATE GENERA. AND 101NCN. DETAILS OF CONSIUC1WII, HIE MICAS ARE NOT SKOF1CALLY INDICATED, BUT ARE OF SWILAR CHARACTER 10 DUALS SOAR, RILW MS O CDNSTRUCIEMI SHALL ESE USED 9JBEC1 10 KNEW BY NE (49 66 . 9EGY61 INSPECT; WED 440000DNS SNAIL BE PRUNED BY 0500RIE0 BY A PA1RE 105110 IAB FOR NEEDING FORAMN INSPECTIONS SIC BE REFRIED PRIOR 10 PIAONO CONCRETE IN 40180R CE 011E ORE0IDATS PROVIDE AN INDEPERiUIT SPECIAL leEC104 AS REQUIRED BY SEC1gO 110A CC NE N1000411 A% MONO DEAE FOR THE TUNING ENS 1. DUB NEEDS 2, INSiAIAD O PILE fOUNDAigNS CRIiERIA PISAN RFOUREMfN15 04090 ODWRS TO NE EONWNG REQUIRt7EN1S 2DIES INiERA11NAl BUNINO MI AOC STEEL 0014TRUCDON ANUA(14111 EDITION AO 3IB-14 BUIDNC 0C0E RE0VIRENENTS FDA SRUCTURAL COMTE REFEENCES: RIOT SIZE 3JR1EY' DATA 2016 MATERIALS: STRIPA S1EE1: NE DESON, FARIre0Cu AND SECP,ON OF STRUCTURAL SE. TX BE IN AC0ORD0CE AN N FOJDNNO ANSI/MSC 360-10 - SPECCA10NS FOR 51111OR41 5100 FOR BUILDNCS RCSC 91E0FlCA1U1 FOR SRUCTUR1 C095 USING NIGH-SIRENCN WpS, DECEMBER 2OR9 EI1OR MSC 303-I0 - CODE OR STANDAO PRACI CE FOR STEEL 1A06DN1S AND BRIDGES All. 510121 MAL STEEL SNAU. BE HOT DIPPED GALVANIZED N ACCORDANCE MIN AS1N AI23 (ASTN A153 FOR AIN1 PARTS) ARE FABRICATION UNIESS N01E POISE IN PLANS AS STANIESS STEIL OR ROCACNG STEEEI. NE FABRICATOR IS RE9'ONSRIf TO MODIFY NE STRUCTURAL REWEW BY NE DE9GA BONER PRIOR 10 FA980411 N, IN 10 AATE NE D4VANZA P STRUCTURAL STEEL MEMBERS SAIL CONORM ID NE F110WNG REQUIREMENTS: 11110 OF NNE VIDE RANEE PPE RATE CHANNEL RISC SIEE1 SHAPES 4 ANUS AS1N A992 OR AS12 A53G0B A36 A36 A36 Fr SO R9 3689 36 N9 36 K9 36 NS F EAT lS SNAl BE SUBECi iD alaNi ill CND Ai DORFORII 10 ASC, AWS 01.1 SANNADS ANG THE F0LOW RECOI0911S MtNNED BY AMC DNB CBS FOR ROD AND P86fl0 USE FM SERIES ELECTRODES USE °'+ -QUAUFG WENS AS EEC BY At USE 5/16' MINN CONTINUOUS RUT 9011 UN1SS NOTED 01180963E ON NO DRAWNGS RI BAR pU11N0: All M NND AND STEEL STAR TREADS %AIL BE PACE GRAND 19-W-4 CA EQUAL INN 1-1/49/6 BEANO SEKLATED SURFACE, H01 DR CALVAN0 PER ASIN A-I2J, UN0SS WED 011ERE R4Tfe SNAIL PE EASED CI METHS AS 9101M BY iPE NANUEACNR9 NINMiU6 MEN PATINA UNLESS N01E0 POISE EN 1PE RANK 11400AIRL 0VANI2ATI9M NEPA& (IMAGED COWED S1000 SUN'ACES USING GALV-12 BAN NC SOS AS ANUEACN`!a BY AE161 MIRE-a'I SLED OH10 NE AREA 1QUIRINC PEPAR. A0f0 RROR 10 MSiAL9149, AIE0 INS1ML41NM AND AIiRR MEIDNC PR ASIII A161 014 RUM, FEND INN A 10P COAT O ZINC MN PAINT. 100 511IXS SKI OR 011E0 MD PILE C0VSIUC1CM i11ERMCES A IDIOM PRE 1EPUi2 S4M1 OR UDUIED MEN INS1AlMC PRES NE TOR C 111E Pt SNAIL PE RACED NN A MIN COATI UC10N 1005 ICES Cr 2' W 'T0IEANCE• IS DEFNED AS TE DUCE AMC 1R0A NNE AARON NM IN THE RAYS TO NE PEEN LOCADON. WINCE VALUES THAN RE9111 IN ANY PCRi4 OF 111E TOP CI DE PEE CO NDE OF RE LANDING AS SON ON ORAWNC 6 EMU BE REEVED AND RERACED AT NO COST N ACC8RDANNf ON NNE SPEOFICADO15. DRAMA Sit REMOVE (BSi1UCTNNS AS 9ECY.SSARY 10 FA011Ai0 PRE INSiA1ARNN, PNE DE aA CAPAC1 NE DESIGN LOAD Cr EACH P11E SAIL BE 4 NAINUN OF Z500 IBS (EWA110 A FACTORED CM LOAD [1OLJ C 4,000 IBS).1 00041A! AND PEIROR0ANCE TESTS 91A t PE R2fRMQ M ACC AN01N NE 980E CATRS MAMNUA VE0CAL SE1080I1 DIRK TEST LOCK Of NE 4422 8 TO TB FDl IS I/4'. R 2 LENGTH, NE MINIMUM PILE LENGTH 9AI BE NE MAXIMUM O NE F1LOWMG PILE 1O1GNS NE OLE LENGTH REQUIRED FOR THE PILE 10 BE E',a11ED Al LEAST 5'-0' INTO DENS 0R MENAI DENSE SOBS 2. 6'-0' MEASURED FROM 1+E BOiTOA 0 NE TDP SQL, NHERE TOP SOIL N COED AS LOOS ILL 407CRAZE PRE LENGTH I1011 BODING PURPOSES 010 THE CONTRACTOR SHALL ASSUME THE EDMOMRG PRE (HELICAL PILES OR MICR011ES) I1NGNS ARE REQUIRED TO SA➢STY All PILL RECURENENTS: PILE GROUP DESCRIPTION NUMBER OF PILES IN GROJF ANTICIPATED PILE LENGTH' (FEET) OTALS [NUMBER OF PILES IN GROUP TIMES 941101PATEO PILE EON] (FEET) EASTERN MOST LANDING 4 15 60 MIDDLE LANDING (EAST SIDE) 2 10 20 MIDDLE (ANAG (WEST SIDE) 2 20 40 WESTERN MOST LANDING 4 iS 60 ILL IMPS MIA PRE MEASURED ER BOTTOM OR C10 CHMdNE 910WN OR (E1Al 10 S8EE161 11P pTY OF eiONIA JAN171010 PERK CENT PUBLIC WORKS DEPT. �ENGB9EERQJG *STREETS *WATER*SEWER*BUI DINGr Ihx4 by n HOO MH Aalr o0l9 o1N4 ;ImB Protd1 fax KPG InletsciprnaryDdgn Val IWIANCE MOM 1912143 39I1w0 rfi Nun CONFORMED DOCUMENTS 2019 SMALL DRAINAGE PROGRAM GENERAL NOTES GILLIAM CREEK CONTROL STRUCTURE IMPROVEMENTS Blt� 1E041,GN1NG PI1E UNG1B (LARRC4TNMS Malt 50 01N 1 P\SttI\2O6\bO22 FINCI *411 14 MOM • * 11••••1 • OMNI. 111 NM.; • MI 10•111.1 • • 11•••• • ••••• MI • •••1100 111111.••• 1111 ONMN. • • 0111•11• C10X15.3 01011153 HANORVYR SEE STAIR ETCH V GRATE POST TO DN. SEE C10 S C10 SRN 01011153 010015.3 STAIR FRAMING PLAN SCAIL lit • 1-0' 1 1/2' 0 SID St PPE HARRAl & P251. 114110 WV SWIM CCANRS 4110 K2 BURS, GM. - AEI / SPE. 0,5 REO'D F4C1U1A11 NSTALIATON Cr PLES 1 01111'-0' A STAIR SECTION SC4111I/2l-2.' PUBLIC WORKS DEPT. I ENGINEERNG,STREETStWATER*SEWER*BUILDING1 tksigtod dIVI1 Mod 1154. 111 dat SW19 sSis 419 PIM 15115 kdh 50 STR? CIO SIR 11 SPA STRINCIER 0011.3 9DE SEE NOTE 19-11-I SERRATED CAST keiSVE HOSING RIMING BAR 21i, HOT DIP GAIVANIY0 PER ASN 4-123 ATTACH TO C STRINGER 0111 (1)- fr TYP 11'61'4 KPG herdisdpi aryDesip 344 traM 404 Sio1011/1 519111155 mswo fiv,p CONFORMED DOCUMENTS CIONIU 1104153 21110 ( NEW GATE SEE MN NG T/ 1E "-0084151? 5 410111( 2.113 NE OR ICCAl PR! EXISTING SITE SCAIE NTS VIESi 1. COST MOE AlACENT TO STAR le NANY SPOILS AS RECUR 10 5.JRFACE CA IS INCHES Cf STAIR CNC AND MIK VC O fABRICATE AND INSTAL TO MEET REWIRBIENTS Cr IBC SEC110411039, LEGEND: —• • • HAM Cl`i TOP OF FMB 1 0 1 2 3 4 5 1/2'.1-0' NTZE!!!!iiiig Scale Feel 2019 SMALL DRAINAGE PROGRAM STAIR FRAMING PLAN GILLIAM CREEK CONTROL STRUCTURE IMPROVEMENTS 5/ .1/201, j PO ( LCIO 'PIPE POST. NOTp1 RANG AS 4666 AT PUS L ARMS i 3/4' 4 6'-8'4 a 1 1/4 CRCP0.E OR NOIICAI PILE DETAIL SCAIf: 3' = i'- Q1/4'R25/86NI °v DETAIL 1-1/2' 11/4'431/2'X11-6' El/ (2)-3/4'AECUS 3/1 v °v TYPICAL DETAIL DETAIL SCAIL PUBLIC WORKS DEPT. e ENGINEERING *STREETS *WATER* SEWER+BUILDING O' mad duo 0616 06/16 06/16 prolog oral kid oo KPG IateMlsciplloary Design ll1INO ffi1h1O l*t01 IamR4 S*40t ust1413ID IA' mipps CONFORMED DOCUMENTS DETAIL a I-1/2' B TOP LANDING SECTION 3SUE 1/2' =1'-0' 20'9 SMA_L DRA PROGRAM RECEIVED CITY OF TUKWILA JAN 171010 GCE CENTER 3' 6' 9' 1 3'°I'•0' Solo Fat 12' 9' 6' 3' 0 1 1-1/2 =1-0' Sc de Fal 1 0 1 2 3 4 S Salo Fat AGE DETAILS GILLIAM CREEK 10 dau egos ds@ 05/19 / t £aJ 1 ,.....,,,k,"aiff • apArti , . f+vr#9 rf I # t \j —1N.•T1111111 1111111111 III 1III 119.11 l„[ � �I I1III111111 I1LI1 III111111 11 g1111 HI 11 1L LI ON IR II 11 IIIIII1I111ll1I1 IIIIIIIll II 11111111IIllll NI II 00101111IIIII IIIIII 11111/1111 11111 1111111111 1111 11101 If hl II II 11 / 11' I mn1FAIIIIIH iiiam11111 Iiiiiiiiiii ////%/ JIII /,// / //�/,i,,l,�/o p ��,r// ////7///////"/�lCf'//"//v 1 //4 / / /// 2 PUBLIC WORKS DEPT. *ENGINEER[NG6TREETS!WATERsSEWEPBU9LDING0 / 661RFAIEO S2MUCT N ACCOROANf£ W/ N9101 SECT 9.09 11 WA 99h9 91N9 DETAIL - ScuE:1'44 GILLIAM CREEK STAIRS CENTERLINE STA 0+05 TO STA 0+50 CONTROL POINT LIST P11 DESCRIPION NORTHING EASING ELEVAIDN HI NUB 173604.48 1282947.98 17179 412 9RJ8 1736528 1282989,15 190.15 H13 NUB 17351868 1283231.20 20291 STAIR SECTION AND DETAIL SCNE1/41' CONFORMED DOCUMENTS SITE SPECIFIC SURVEY NOTES I NO 11111111 LOCATES 10 EEANRE Al LYE OF S1VEY, ME CONTRACTOR SHOJI DEIERNINE ME EXACT IOCA1C O Al E)S1NG UIUIES BEFORE LDNNENOIG ON, AND AGREES TO EE FULLY RESPONSIBLE FOR ANY AND All DAMAGES RHICH WCAT B OCCASIONED BY ME CON1R4C10R'S ENURE TO COOLY LOCATE AND PRESERVE ANY AND All UNDERGROUND UNUNES. AU LOCATOR 9RMES SOLD BE CONTACTED PRIOR 10 ANY CONSIRUCION CR 9J89RFAO EIPLORAION. CAM-800-424-5555. 2 COM1'WUJR INTERVAL = I FM 3 N4iONTAL DANN: W698NGTON STATE PLANE MATE S6S1FA, ON DE, NAD 63/91, 4, 2RT1Cl1 DANN: NA40 88 SITE SPECIFIC GENERAL NOTES 1. I1 OK ON MIS SITE 9L41 EE IN AOCOOKE 01 SEPA ONO ENMONIWNIAL FRONDS SEE SPEOFlCAIIOIS 2 EASING an ACCESS GATE Al ENMAK O PRO,ECI 9TE. CO111417TR 10 All WM OMER OUONG C6NSTRUCIfN, CONSTRUCTION NOTES AD,UST EAAOE ADJACENT TO STIR RI CURRY SPILLS AS RED Vsa TO BRING 31W473 N1WI INKS O S1gi NOSNO A40 U110NC. E1EYAION Of STAIR AND LAMING PRONE SMYM IS APPRO6ATE. uxv NATE ELEVAIKN O UPPER STAR LOG 44111 IN UGC SO WING 91RfNOS NA1EN }$' NAA MATE AS REWIRED TO SET A NV S'AONG EAI S DOG RC ADMIT MD, PROMS NN. 12. FM WANT SPAS ROE UAUNO W/ CSTC IN ACO8DANCE W/ GOT ZOO 9-03.9(3) RN TOO INBER FRAUD BLQ6 W/ EN PAR% LOT GRADE TV R RACE SNON, PROMS NEW 48' 440E Mg GALE N MI LW(FEK CM NJ GOT EON 8-12 PROMS HANG-EPERAIEO L4TCN NEWNN911Y/ POISON FOR OYIPR-SUPNIED %ICU Lox ®FASTEN Thar TOW IN/ i{'d0' NOT-DPPEO GILV S%KE NAL 7 EXCAVATE 4LO STADJU2E WE el CARRY SPILLS AS REWIRED TO SET UPPER STAN LRABIC PER COISTRUGIC NOTE 2 ® ICI TO EAADE W/ 24'xN' ROAD 2019 SMALL DRAINAGE PROGRAM GILLIAM CREEK CONTROL STRUCTURE SITE PLAN 110 date ( SIRUCNMAL NOBS (ORBS ND1E0 OTN5RMSE IN THE ORAWNOS) CONSTRUCTION REW001ENIS: AL VATRALS,1OPo(NANS4IP, AND CONSIRUCION 91A11 I IN ACCORDANCE VIM 111E REWIR0ENIS Of NNE WASHINGTON STATE OEPARTNEBI OF 1RANSPGRiADON (GOT) STANDARD SPEOFICAl10NS FOR ROAD, BRIDGE ANON TUMORAL COSi0UCION DATED 2016 MO AMEN01ENIS AND SPECIAL PR0N90NS. U➢U1Y LOCAL: THE CONiRACi0R 3NAL1 U11U2E THE smas O iME'UTIU1Y LOCATOR SERNCE' (1-800-424-5555) TO VERIFY THE YIEN1 AND CO AN/NS Df 91E U➢UIES HE UiUiES STALE BE CHECKED BY THE CON161101 R BEFORE P,90C0f0'NG VIM 111E MONK. ANY UNUNES IDENTIFIED IN THE na01MA1 ARE N01 S14001 ON RESE CRAVINGS 5411. BE BROUGHT 10 THE IW1€DIA1E AiTENNON O 111E ENGINEER, CONSTRUCTION EEDNENiS: PIES ARE 1YP1CALY LOCATED TO BE A NOMINAL DISTANCE (0 TO 5 FIi CLEARANCES) AWAY ERN ANY U1U0ES. IW,EN O.E0ANCE 6E1115 CONSTRUCTION DOTS AND EGSING UP.UDES 5 LESS THAN 5' OR W15 DAMAGE TO EM LNG UNUIES IS CRiCAL, CONTRACTOR SNP. P01 NE AND LINT EUSNNG UTILITIES BEFORE COMNEN0NC MTN 111E INSIAUANON. ANY 0SERFIANOES IN LOCAiICN BETMEBI ACN4 VNUNES AND THE ()DUTY IIAIONS SNOYM ON THESE ['RAVINGS SHALL BE BRWGNT TO 111E MMECIAT AITNDON 0111E EN9NEER, 4J1CANOR CONTRACTOR SIC VERIFY ALL E1S11NG AND PROPOSED DIVERSIONS, MENDER SEES AND CONDITIONS PROR ID F'>.CADON iND C0100NG ANY MONK. ROPEY THE ENGINEER ABOUT ANY 01507E440ES. ALL DIVERSIONS Of E1S1NC CONDITIONS SIOMN ON THE DRAWINGS ARE INTENDED AS 010EUNES ONLY AND SHAM. BE'4RIFIED BY iRE 00NTRACi0A. ENE E0S0NG CCNOIDCNS SHORN ON THE DRAWINGS ARE BASED ON TINIER ST OBSERVADON OR ORIGINAL DRAWINGS OR WERE ASSURED BASED ON EMPECIED C0DID0S 6 111E E0S1NC 30I10NS 00 NOT CLOSELY NATO? ENE CONCODN5 S10WN ON ENE DRAWINGS, 0R IF THE ENSDNG MATERIALS ARE I WESNONABLE OR SUBSTANDARD QUALITY, NOTIFY 111E ENGINEER PRIOR TO CON4EN0NC ANY WORN, VISIERIECAa DRAWINGS INOICAT GEh'E4 AND TYPICAL DEIALS Of CON516000O. NHEPE CON0N0S ARE N01 SPEOFlCALY INDICATED, BUT ARE 0f 9VRAR CNIRAC1ER 10 DEIALS SHOWN, SHUN DETAILS 0f C0NS1R0CION SHALL BE USED SUBIC110 RENEW BY THE ENGINEER. PEDAL INSPECTION: WEN IN0EC11NS SH4196 PERF11E0 BY PERFORMED BY A WAU9ED TSING LAB FOR CMG. ENVOI( INSPECTIONS SHALL BE PERFORMED PRICK TO PLACING CON0IET IN ACCORDANCE NTH THE SPE06CADONS, PRUDE AN IND0U1001 SPE0A INSPECTION AS REWIRED BY SECTION 1704 01 ME INTERNATIONAL BEING CIE FOP TIE F0101NG ITEMS: 9E11) MELDS 2. INSIALAiON CF PILE IWNDAIONS CRITERIA: DE9CN REWIREMENIS OE5GN CONFCN4S TO THE FCLOWING REI RE1ENIS: 2015 II1ERNADON4L BUILDING CIE ALSO STEEL CONSTRUCTION VOA,141H EDITION AO 316-14 BUILDING CIE REWIREMENTS FOR STRUCTURAL CONCRE1E REFERENCES PROJECT SITE SLRVEY 0A1A 2016 1AIERALS: SEPARATE PERMIT RE9UIRED FOR; Mechenicil dd Electrical Plumbing L V Gas Piping City of Tukwila BUILDING DIVISION STRUCTURAL STEEL THE DESIGN, 6ABRICAT1N ARO 0ECNON OF STRUCTURAL STEEL SNAIL BE IN ACCORDANCE ND T11E %CWING: ANSI/ALSO 365-10 - SPECIFICATIONS FOR STRUCTR4 STET FOR BUILDINGS ROSC 0E0F1CANON FOR STRUCTURAL 100115 U9NG 4CN-91RENCIN BOLTS, DEMO 0009 EDINCN AK 303-10 - CIE OF RANK PRACTICE FOR STEEL BU D 85 A41 BRm0ES AL 51RUCIR4 STEEL S1All BE NOT DIPPED GALVANIZED IN ACCORDANCE NUN ASDI A123 (ASI1 A153 FOR SMALL PARTS) AFTER FABRICADON UNLESS N0iE0 OTHERWISE IN PLANS AS STARLESS STEEL OR REINFORCING S1EE. THE FMITIGATOR IS RESP0NS191i i0101FY THE SINUCNRA ST1 N ORO TO ACCOM1IAT i 11 CA1V411241 N PROCESS. 99 nCAN1 COCOONS SHALL BE SUBJEC110 RENEW BY THE DESIGN ENGINEER PRIOR TO F P'1515. STRUCTURAL STEEL VENDERS SH41 CONFORM 10111E PPE I MEMBER VIDE FLANGE PIPE RAZE NOEL VISC STET 91APE5 A ARGLES AS) A992 0R A572 A53 GP A36 A36 AJ6 OWING REWR ENi1 Fy SO K9 35 K9 J6 K9 36K9 36 K9 REV' NO Chan�les <";Y .7e scope 0f w0T) . of the T114W18 64,, ' , 9 NOTE: ',N'' new Dian ubmtlal and ^"av oT : Dian review. PUBLIC WORKS DEPT. * ENGINEERING .STREETS *WATERS SEWER *B UILDING Ilah; Al NEO'NG SHALT CONFOII 10 ASC, AK )1.1 STANDARDS 01011E 1IX10100 REWNDNENI4 PERRONNE BY WABO CERNHED CENERS FOR RI ANON P0910N USE END SERIES EI1C1R00ES USE PRE -WAVED MODS AS DEWED BY ALBS USE 5/16' WORN CONTINUOUS RUST CO UNLESS N01EO ODIER1SE ON NE ONA1NGS 51EEL BAR CRATING AL CAANNC A40 S1E1 STAR TREADS MIL BE PAO6C GRATING 19-W-4 01 DAL WNI 1-1/4M1/6 BANG DM, SERRATED SURFACE, HOT DIP GALVANZED 106 AS1M A-123, UNLESS NOTED 01NER19, GRANNO 9+AAL BE 143E B 1 COS AS SKIN BY 111E 1ANU1AC1URER MINION 1AITEFMI )MESS NM ONERWISE ON 111E DRAWINGS. PROCEDURE GALVAN12AION REPAIRS D0A0D GALVANIZED STEEL 41RFACES 91419E REPAIRED PRICE 101NS14LAION, W1ER INS141Ai0 AND MER W101NG PER AS11 A760, REPAIR USNO GALV-12 BAR ZINC SOCKS, AS 1R1U1ACTRED 9Y AlIERIC1 SCEDER k RUN, F%10NED W1H A TOR COAT O ZINC RIOT PANT, ZINC SLACKS SHALL BE OECD AND ORE-6RUSHE2 ONION AREA REWIRING REPAIR. PILE CONSIRUCDON 101ERANCES A T1POR0Y PILE TNOAT Ski BE UNU2ED NNEN INSTALLING PILES 11E 10F O THE PILE 91AL BE PL40611H A 401UM C0NS1RJCNON TOLERANCES D 2 NHE 'TOLERANCE' IS 2IEFINED AS THE OSiANCE MEASURE) RCA THE LOCATION WO IN 14E PUNS TO THE RED LOCATION. TOLERANCE VALUES THAT RESUl1 IN ANY PORTION 0f 111E iOP O THE PIE 1510E O ENE LANDING AS SPDMN ON DRAWING 6 VII BE RE0CTE0 AND REPLACED AT N0 COST M ACCZ VIM THE SPECIFICATION'S. CONTRACTOR' 1A11 RE1014 0BS1RUCIONS AS NECESSARY 10 EAGUiA0 RL INSiALLAN1H. PILE OE901 CNP401Y' NE 17E5O LOAD OF EACH PIE S4AL 3E 4 M44I131 OF 2,5I LBS (EWER 1O A FACTORED 09ON 10A0 11111Q14,200 LDS), 4 0000400 ANC P0FONNANCE TESTS SNAIL BE PERFORMED IN ACWROANCE Ili ME 560310ANONS MORN VERRCAL SE11LENEN1 DURING TEST L04OING Of THE MIC80RLE TO 1.2 Fa IS 1/4'. PILE LPDORI; THE MINIMUM PIE LENGTH SHALL BE IRE MA64UM OF THE F010WING LENGTHS MEA9IRED 11.0611E 60750F ICE SOT: 5''-0' INTO DENSE 14E01UM 0O'SE SOILS 116'-0' BID DOCUMENTS Pr nnK No. Plan review approval is suolect t0 Fr Lno omissions Approval of c0n5lrud10n 0OCU1P a Does gotauthlrzefievlolall0Dofany a000le0 de or ordinance oi e^Co,an By. Date: Oily u1 wYWIIT BUI1mNG NVICION b19-01B3 209 S ALL DRA PROGRAM NAG GENERAL NOTES GILLIAM CREEK CONTROL STRUCTURE IMPROVEMENTS REVIEWED FOR CODE COMPLIANCE APPROVED JUN25 201 City of Tukwila BUILDING DIVISION RECEIVED ©ITV OE T4�IVeE, JUN062019/I u 3 F u PEW CENTER / EN FENCE CO NER OF EX WAll HE1JCAL OR WICRCPILE BELOW 11P L FACE OF EX WAll j 010X15,3 C10 SR S.3 GER VI 5,3 CID STRNGER 010XI CV HANDRAIL, i'te, /I SEE STAR SECBCN 0 0 CI 0 S1R 1E9 C13 STRINGER 0 0 21241.3 STAIR FRAMING PLAN SCALE I/2' 0 Q N C10X1S.3 NEW GATE SEE ARCH OK L_ 0 0 TOP CORNER OF EX WALL ONE i4RQUG4 E1 All CORNERS STEEL BAR O0ADNG, 149. BW TO BW CONN, SEE 4-0' DNG /SATE 11/2' N S1D Sn PIPE HANDRAIL h POST. WELDED ANT 30ND SAOOTH A11 CORNERS MD WELD BURS, GA1V, ilP EW GRADE SEE N01E1-' i EX GRADE W/ QUARRY 9'AL1 0011E AS REED TO FAa11ATE INSTALUi1PN OF PILES 12 TREADS A 11'=II'-0' 1/2 LANDING STAIR SECTION 1/2=1'-0' PUBLIC WORKS DEPT. $ENGINEERING*STREETS+WATER+SEWER*BUILDING+ STAR STRINE 010/15.S EA 9DE SE NOTE 2 TREAD 11PE 19-W-4 SERRATED II/CAST ABRADE N09N0 BEARING BAR 2'Ni', ROT DIP GALVANIZED PER AS14 A-123 AllACN TO C S1RINC0 41P (2)- BOLTS, TYP (3) 21RVAVS 0 11'=11'-0' KPG Interdisciplinary Design 1l9 ll labolm SIR IROWW2 Idd!1161No ,wilder BID DOCUMENTS n Ci0 SH.1YF T1P. `WICRWIl0 • 2' IS PIPE OR HELICAL PILO 11? NODES: LEGEND: 2019 SMALL DRA PROGRAv EXISTING SITE SCALE: NS REVIEWED FOR CODE COMPLIANCE APPROVED JUN25 P019 City of Tucwila BUILDING DIVISION 1 ADJUST OAOE ADJAGEll TO STAR WiH QUARRY TANS AS REWIRED TO BRING SURFACE 41HIN 18 INCHES OF STAIR N09NG AND LANDING, ONO11 REOU1REWENTS IBC SKIM 2 FABRICATE AND INSTAIl TO WEFT • RECEIVED CITY OF TUKWILA JUN062019 PERE CEDER • 3 F a HANDRAIL ON 10P O S1RINGE3 1 0 1 2 3 4 5 Scale Feat NAG_ STAIR FRAMING PLAN GILUAM CREEK CONTROL STRUCTURE IMPROVEMENTS dare nevi s 10 Elm I510I,5140K she �� 25/19 C10X1S3 CIO PIPE POST, NOV CRAINC AS Pm'0 AT POST XAIIK, ,\ GRAIE- DETAIL ALJ=� 0' Q1/4'X29/8'X- C1094 DETAIL SCALE 1-I/2' =1'-0' I/4'X31/2'X0'-6'/ W1(2) - 3/4' 0 60lTS -� °v TYPICAL DETAIL Scut: r =1'-0' NEW CAFE SEE ARO1 ONC-; EX Will v DETAIL KC I-1/2' TOP LANDING SECTION CSCALE: 1/2' REVIEWED FOR CODE COMPLIANCE APPROVED JUN25 2019 City ofTukwila BUILDING DIVISION RECEIVED CITY OF T Kd3 LA JUN062019 PERT CENTER 7 6' 9' I 3 =1'-0' Scale feel 12' 9' 6' 8' 0 1 I-1/2 =1-0' Yd6LCeed Scale feet 1 0 1 2 3 4 S 1/2 =I' 0' Scale Feel u 3 F L } U by 2019 Sv ALL DRA NAG- ,� ®06�19 KPG PUBLIC WORKS DEPT. N00619 PROGRAM ,o *atom Dew BID ° x+ENGINEERING*STREETS*WATEReSEWENUILOGo US 19 liaEkche 12 irght SECTIONS I600 uSD% .a, � & 9 t T DOCUMENTS STAIR o 1� N GILLIAM CREEK CONTROL STRUCTURE I 9el1b ao %Tip IMPROVEMENTS �� �' o5/19 SITE SPECIFIC GENERAL NOTES 1, Ill PORX COOS SIIE SHALL BE IN AOCCEDAKE 0181 SEPA AM ENNRONNERIAL PROM SEE SPECIRCAICHS CONSTRUCTION NOTES OADJUST GRADE WEST TO SIM NTH PAR.( SPAiIS AS REWIRED TO SIC SURFACE 014 IS MS OF STA NOSHG AM LAM OEEEVARON OF STAR ONO LUDINC PM SHOW IS APPROAMAIE rrx'oN11E ELEVATION OF FM ST4 MING NTH 111,�' EAIDMG SO KWONG SURFACES WT(H td{' WAX 0 EAGVATE AS RE r 'sri TO SETA MAX r M'ACING re UNDMC AND GA fft T CC M, FRONDE YIN, 12' DR WARY SPA1S Q GRADE WMMC W/ CSIt M ACIXIPDPNOE IV WSOO1 SECO 9-019(I) RCN TOP Cf wN;r' FRAME TO 9D10 W/ EA MC LOT GAADF. TAMP t RAAE SVCORL PROW NEW 48' NE SUC GATE IN EX CHO IH FEN(i IN ADA MH V/ GOT SECDON 8-12 PRONDE NAM -OPERATED LATCH MEGBUO 1/ PROW FCR OWER-SUPPLE SHACiGE LO7f. FAST 1N8ERS TOGETHER M/ $xI0' NOT -GIPPED CAV SPME NAIL 7o PM 10 GRAD/ 24'd6' AR 8 EXCAVATE AS REM TO SET PER STAR MC PER OCNS1RUC1DN !CIE 2 11 PLAN it WW1 A IA I I { ,V rw A �a t r r, NMI PUBLIC WORKS DEPT. * ENGBVEERING *STREETS *WATER* SEWER *BUILDING s horn c8x1 d PERMIT SUBMITTAL 165 0+05 GILLIAM CREEK STAIRS CENTERLINE STA 0405 TO STA 0450 661 ATED SI1UCT MSS M Ar**'xtMOE M/ ET SECT 9.09 REVIEWS FOR CODE COMPLIANCE APPROVED JUN25 2019 City of Tukwila BUILDING DIVISION RECEIVED IL C1Y11 OF TUK z DETAIL JUN 06 2019 II 0 AL 9 116 SHEET ERS1MG WALL STAIR SECTION AND DETAIL SCALE1/4V 2019 SMALL DRAINAGE PROGRAM GILLIAM CREEK CONTROL STRUCTURE SITE PLAN rensions HOT-1PPED GAME) SIESL ST4 7 F RECEIVED 2. API 5L Grade X52 or better. t o t 8 DIVISION 6 STRUCTURES 6-05 PILING 6-05.2 Materials (Special Provision) Section 6-05.2 is supplemented with the following: Micropiles Materials for micropiles shall consist of the folio REVIEWED FOR p CODE COMPLIANCE APPROVED JUN 2 5 2019 City of Tukwila OUILDING DIVISION JUN 0 7 2019 TUKWILA BLIC WORKS Supplement Admixtures for grout shall conform to Section 9-23.6. Admixtures that control bleed, improve flowability, reduce water content, and retard set may be used in the grout, subject to the review and acceptance of the Engineer. Admixtures shall be compatible with the grout and mixed in accordance with the manufacturer's recommendations. Accelerators are not permitted. Admixtures containing chlorides are not permitted. All cement shall be Portland cement conforming to Section 9-01.2(1). Centralizers and spacers shall be fabricated from schedule 40 PVC pipe or tube, steel. Wood shall not be used. Centralizers and spacers shall be securely attached to the reinforcement; sized to position the reinforcement within 3/8 inch of plan location from center of micropile; sized to allow grout tremie pipe insertion to the bottom of the drillhole; and sized to allow grout.to freely flow up the drillhole and casing and between adjacent reinforcing bars. Encapsulation (double corrosion protection) shall be shop fabricated using high -density, corrugated polyethylene tubing conforming to the requirements of AASHTO M 252 with a nominal wall thickness of 1/32 inch. The inside annulus between the reinforcing bars and the encapsulating tube shall be a minimum of 1/4 inch and be fully grouted with grout as defined below. Epoxy coating shall conform to Section 9-07.3. Bearing plates and nuts encased in the micropile concrete footing need not be epoxy coated. Fine aggregate for sand -cement grout shall be sand conforming to AASHTO M 45. Grout shall be a neat cement or sand/cement mixture with a minimum seven day compressive strength of 4,000 psi in accordance with Section 9-20.3(4). Steel pipe casing for micropiles shall have the diameter and at least the minimum wall thickness shown in the Working Drawings. Steel pipe casing shall conform to one of the following: 1. ASTM A 252, Grade 2 or 3. If the casing is to be welded, the carbon equivalency (CE) as defined in AWS D 1.1, Section XI 5.1, shall not exceed 0.45, and the content shall shall not exceed 0.05 percent. REChiVtu CrikY OF TUIKIIV.,11:Al Ur\Q 401-`11 PaREIT CENTER, . API 5CT Grade N80 or better. 4. Another equivalent steel pipe specification acceptable to the Engineer. The manufacturer or fabricator of steel piling shall furnish a certificate of compliance in accordance with Section 1-06.3 stating that the piling being supplied conforms to these specifications. The certificate of compliance shall include test reports for tensile and chemical tests. Samples for testing shall be taken from the base metal, steel, coil or from the manufactured or fabricated piling. The certificate of compliance shall be in English units. As an alternative to steel pipe with mill certificate of compliance documentation, new structural grade or mill secondary steel pipe may be furnished for the micropile without certified mill test reports under the following conditions: 1. The steel pipe shall meet or exceed the mechanical requirements of API 5L Grade X52 or better or API 5CT Grade N80 or better. 2. The CE shall not exceed 0.45 and the sulfur content shall not exceed 0.05 percent, if welding of the micropile is required. 3 Two unique coupon tests with reports, conforming to ASTM A 370, including Annex A2, shall be provided for each truckload of pipe supplied. 4. The pipe shall be free of defects (dents, cracks, and tears). The alternate testing for non -mill certified steel pipe is not permitted if domestic steel is required for the project. Welded circumferential joints in pipe shall develop the strength of the pipe section. Threaded pipe joints shall develop at least the nominal resistance used in the design of the micropile. Structural steel plates and shapes for micropile top attachments shall conform to either ASTM A 36 or ASTM A 572 Grade 50. Reinforcing steel shall be deformed bars in accordance with Sections 9-07.4 or 9-07.11. When a bearing plate and nut are required to be threaded onto the top end of reinforcing bars for the micropile top to footing anchorage, the threading may be continuous spiral deformed ribbing provided by the bar deformations or may be cut into a reinforcing bar. If threads are cut into a reinforcing bar, the next larger bar number designation from that shown on the Plans shall be provided, at no additional cost to the Contracting Agency. Reinforcing bars for micropiles shall be epoxy coated in accordance with Section 6-02.3(24)H and 9-07.3. Bar tendon couplers, if required, shall develop the ultimate tensile strength of the bars. 6-05.3 Construction Requirements (Special Provision) Section 6-05.3 is supplemented with the following: Micropiles Supplement General Requirements The Contractor is responsible for the installation and testing of micropiles and micropile top attachments for this project. If the pile details are different from those shown on the plans, the Contractor is responsible for the design of the micropile and top attachments, design changes must be approved by the Engineer before installation, The Contractor shall select the micropile type, size -(if not shown on the plans), micropile top attachment - (if not shown on the plans), installation means and methods and final micropile diameter. The Contractor shall design and install micropiles that will develop the load capacities specified in the Plans. The micropile load capacities shall be verified by verification and proof load testing, and shall meet the test acceptance criteria specified in this Special Provision. Contractor's Experience Requirements and Submittal The micropile Contractor shall be experienced in the construction and load testing of micropiles and have successfully constructed at least three projects in the last five years involving construction totaling at least 50 driven micropiles of equal or greater capacity than required for this project. The Contractor shall submit construction details, structural details and load test results for at least three previous successful micropile load tests from different projects of similar scope to this project. The on -site foremen and pile driving operators shall also have experience on at least three projects over the past five years installing micropiles of equal or greater capacity than required for this project. Definitions Alignment Load (AL): A minimum initial load (5 percent FDL) applied to micropile during testing to keep the testing equipment correctly positioned. Factored Design Load (FDL): The factored design load expected to be applied to the micropile. The factored design load (FDL) is as specified in the Plans. Maximum Test Load: The maximum load to which the micropile is subjected during testing. The load shall be 1.0 x FDL for proof load tests. Proof Load Test Incremental loading of a production micropile, recording the total movement at each increment. Working Drawings The Contractor shall submit Type 3 Working Drawings which shall include, at a minimum, the following items: 1. Start date and time schedule and micropile installation schedule providing the following: Micropile number Micropile Factored Design Load Type and size of steel Micropile Total micropile length Micropile top attachment 2. Micropile structure typical sections including micropile spacing and inclination; minimum drill hole diameter; pipe casing sizes and details; splice types and locations; centralizers and spacers, corrosion protection details; and connection details to the substructure footing, anchorage, plates, etc. Details, dimensions, and schedules for all micropiles and casings 4. Details for constructing micropile structures around drainage facilities (if applicable). 5. Details for terminating micropile structures and adjacent slope construction (if applicable). Within 30 days after completion of the work, the Contractor shall submit as -built drawings to the Engineer. Construction Submittals The Contractor shall submit Type 2 Working Drawings consisting of the following for the micropile system or systems to be constructed: 1. If welding of micropile is proposed, the Contractor shall submit the proposed welding procedure in accordance with Section 6-03.3(25). 2. Manufacturer's information, model, size, and type of equipment to be used for installing micropiles, with appropriate manufacturer's literature for review. Include detailed description of the driving equipment and methods proposed to be used to prevent detrimental ground movements. Information on headroom and space requirements for installation equipment that verify the proposed equipment can perform at the site. Plan describing how surface water will be controlled, contained, collected, and disposed of. 4. Certified mill test reports or independent test reports for non -mill certified steel used in micropile installation. The ultimate strength, yield strength, elongation, and material properties composition shall be included. 5. Detailed plans for the proposed micropile load testing method. This shall include all drawings, details, and structural design calculations necessary to describe the proposed test method, reaction load system capacity and equipment setup, types and accuracy of apparatus to be used for applying and measuring the test loads and micropile top movements in accordance with the Micropile Load Tests subsection of this Special Provision. 6. Calibration reports and data for each test jack, pressure gauge and master pressure gauge and electronic load cell to be used. The calibration tests shall have been performed by an independent testing laboratory within 90 calendar days of the date submitted. 7. Discussion of the Contractor's contingency plan if a proof load test fails. Pre -construction Meeting A pre -construction meeting will be scheduled by the Engineer and held prior to the start of micropile construction. The prime Contractor, micropile specialty Contractor, and excavation Contractor shall attend the meeting. The pre -construction meeting will be conducted to clarify the construction requirements for the work, to coordinate the construction schedule and activities, and to identify contractual relationships and delineation of responsibilities amongst the prime Contractor and the various Subcontractors - specifically those pertaining to excavation for micropile structures, anticipated subsurface conditions, micropile installation and testing, micropile structure survey control and site drainage control. Site Drainage Control The Contractor shall control and properly dispose of construction related waste, including excess grout, in accordance with Section 1-07.5(3) as supplemented in these Special Provisions and all applicable local codes and regulations. The Contractor shall provide positive control and discharge of all surface water that will affect construction of the micropile installation. The Contractor shall maintain all pipes or conduits used to control surface water during construction. The Contractor shall repair damage caused by surface water in accordance with Section 1-07.13. Upon substantial completion of the work, the Contractor shall remove surface water control pipes or conduits from the site. Alternatively, with the approval of the Engineer, pipes or conduits that are left in place may be fully grouted and abandoned or left in a way that protects the structure and all adjacent facilities from migration of fines through the pipe or conduit and potential ground loss. Excavation The Contractor shall coordinate the work and the excavation so the micropile structures are safely constructed. The Contractor shall perform the micropile construction and related excavation in accordance with the Plans and approved submittals. Micropile Allowable Construction Tolerances The centerline of piling shall not be more than 2 inches from indicated plan location. The pile -hole alignment of vertical micropiles shall be plumb within 2 percent of total - length plan alignment. The pile -hole alignment of micropiles inclined up to 1:6 shall be within 4-percent of plan alignment. The pile -hole alignment of micropiles inclined greater than 1:6 shall be within 7-percent of plan alignment. The top elevation of micropile shall be ± 1 inch maximum from vertical elevation indicated. Drilling The drilling equipment and methods shall be suitable for drilling through the conditions to be encountered, without causing damage to any overlying or adjacent structures or services. The drill hole shall be open along its full length to at least the design minimum drill hole diameter prior to placing grout and reinforcement. Temporary casing or other approved method of micropile drill hole support will be required in caving or unstable ground to permit the micropile shaft to be formed to the minimum design drill hole diameter. The Contractor's proposed method(s) to provide drill hole support and to prevent ground movements shall have received the concurrence of the Engineer. Use of drilling fluid containing bentonite is not allowed. Heave or Subsidence During construction, the Contractor shall observe the conditions in the vicinity of the micropile construction site on a daily basis for signs of ground heave or subsidence. The Contractor shall immediately notify the Engineer if signs of movements are observed. The Contractor shall immediately suspend or modify drilling if ground heave or subsidence is observed, if the micropile structure is adversely affected, or if adjacent structures are damaged from the drilling. If the Engineer determines that the movements require corrective action, the Contractor shall take corrective actions necessary to stop the movement or perform repairs. When due to the Contractor's methods or operations or failure to follow the specified/approved construction sequence, the costs of providing corrective actions will be borne by the Contractor in accordance with Section 1-07.13. Pipe Casing The Contractor shall check micropile top elevations and adjust all installed micropiles to the planned elevations. Permanent casing, if specified, shall be installed to the minimum tip elevations shown in the Plans. Micropile Tip Elevations The Contractor shall verify micropile top elevations and adjust all installed micropiles to equal or exceed the minimum tip elevations shown in the Plans. Micropile Installation Records The Contractor shall prepare and submit Type 1 Working Drawings consisting of full- length installation records for each micropile installed, including all grout volumes, pressures, and installation methods used. The records shall be submitted no later than the end of each work week and within 24 hours after all micropile installation is completed. The data shall be recorded in the micropile installation log. A separate log shall be provided for each micropile. Micropile Load Tests The Contractor shall perform proof testing of all micropiles. Tests shall be performed using a tension load test in accordance with ASTM D 3689 or a compression load test in accordance with ASTM D 1143, except as modified by this Special Provision. No reaction bearing elements of the load test frame for proof load testing of micropiles shall bear on existing structure elements. Testing Equipment and Data Recording Testing equipment shall include dial gauges, dial gauge support, jack and pressure gauge, electronic load cell, and a reaction frame. The load cell is required only for the creep test portion of the verification test. The Contractor shall provide a description of test setup and jack, pressure gauge and load cell calibration curves in accordance with the Working Drawings subsection of this Special Provision. Additionally, the Contractor shall not use test jacks, pressure gauges and master pressure gauges, and electronic load cells greater than 90 calendar days past their most recent calibration date, until such items are recalibrated by an independent testing laboratory. The Contractor shall design the testing reaction frame to be sufficiently rigid and of adequate dimensions such that excessive deformation of the testing equipment does not occur. The Contractor shall apply and measure the test load with a hydraulic jack and pressure gauge. The pressure gauge shall be graduated in 75 psi increments or less. The jack and pressure gauge shall have a pressure range of no more than twice the anticipated maximum test pressure. Jack ram travel shall be sufficient to allow the test to be done without resetting the equipment. The Contractor shall monitor the creep test load hold during verification tests with both the pressure gauge and the electronic load cell. The Contractor shall use the load cell to accurately maintain a constant load hold during the creep test load hold increment of the verification test. The Contractor shall measure the micropile top movement with a dial gauge capable of measuring to 1 mil (0.001 inch). The dial gauge shall have a travel sufficient to allow the test to be done without having to reset the gauge. The Contractor shall visually align the gauge to be parallel with the axis of the micropile and support the gauge independently from the jack, micropile or reaction frame. The Contractor shall use two dial gauges when the test setup requires reaction against the ground or single reaction micropiles on each side of the test micropile. The required load test data shall be recorded by the Contractor Proof Load Tests The Contractor shall proof load test all micropiles. Additional proof tests will be required if any of the proof tests fail. Proof Test Loading Schedule Proof tests shall be conducted by incrementally loading the micropile in accordance with the following schedule: AL = Alignment Load LOAD AL 0.10 FDL 0.20 FDL 0.30 FDL 0.40 FDL 0.50 FDL 0.60 FDL 0.70 FDL 0.80 FDL 0.90 FDL 1.00 FDL 0.75 FDL 0.50 FDL 0.25 FDL AL FDL = Factored Design Load HOLD TIME 1 minute 4 minutes 4 minutes 4 minutes 4 minutes 4 minutes 4 minutes 4 minutes 4 minutes 4 minutes 10 or 60 minutes (Creep Test) 4 minutes 4 minutes 4 minutes 4 minutes Depending on performance, either a 10 minute or 60 minute creep test shall be performed at the maximum test load of 1.00 FDL. Where the micropile top movement between 1 and 10 minutes exceeds 0.040 inch, the maximum test load shall be maintained an additional 50 minutes. Movements shall be recorded at 1, 2, 3, 5, 6, 10, 20, 30, 50 and 60 minutes. The alignment load shall not exceed 5 percent of FDL. Dial gauges shall be reset to zero after the initial AL is applied. The acceptance criteria for micropile proof load tests are: 1. The micropile shall sustain the maximum test load of 1.00 FDL with no more than the maximum vertical movement shown on the drawings at the top of the micropile, relative to the position of the top of the micropile prior to testing. 2. At the end of the 1.00 FDL creep test load increment, test micropiles shall have a creep rate not exceeding 0.040 inch/log cycle time (1 to 10 minutes) or 0.080 inch/log cycle time (6 to 60 minutes). The creep rate shall be linear or decreasing throughout the creep load hold period. Proof Test Micropile Rejection If a proof -tested micropile fails to meet the acceptance criteria, the Contractor shall proof the repaired micropile, For failed micropiles the Contractor shall submit a Type 2 Working Drawing consisting of a repair procedure. For further construction of subsequent micropiles, the Contractor shall modify the design, the construction procedure, or both. These modifications may include installing replacement micropiles, incorporating failed micropiles at not more than 50 percent of the maximum load attained, post grouting, modifying installation methods, increasing the micropile length, or changing the micropile type. Any modification that necessitates changes to the structure design will require the Engineer's review and acceptance. 6-20 HELICAL PILES (NEW SECTION) 6-20.1 Description (Special Provision) New This Work consists of designing, furnishing, installing, and testing helical pile to develop the load capacity and pile layout shown on the Plans and the requirements of this section. 6-20.2 Materials (Special Provision) New Materials for piling shall meet the requirements of Section 6-05.2 of the Standard Specifications and additional requirements indicated below. American Society for Testing and Materials (ASTM): ASTM A29/A29M Steel Bars, Carbon and Alloy, Hot -Wrought and Cold Finished. ASTM A36/A36M Structural Steel. ASTM A53 Pipe, Steel, Black and Hot -Dipped, Zinc -Coated Welded and Seamless. ASTM A153 Zinc Coating (Hot Dip) on Iron and Steel Hardware. ASTM A193/A193M ASTM A252 ASTM A320/A320M ASTM A325 ASTM A500 ASTM A513 ASTM A572 ASTM A618 Tubing. ASTM A656 ASTM A775 ASTM A1018 ASTM 01143 ASTM 03689 Alloy -Steel and Stainless Steel Bolting Materials for High Temperature Service. Welded and Seamless Steel Pipe Piles. Alloy -Steel Bolting Materials for Low Temperature Service. Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength. Cold -Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes. Standard Specification for Electric Resistance Welded Carbon and Alloy Steel Mechanical Tubing. HSLA Columbium -Vanadium Steels of Structural Quality. Hot -Formed Welded and Seamless High -Strength Low -Alloy Structural Hot -Rolled Structural Steel, High -Strength Low -Alloy Plate with Improved Formability. Electrostatic Epoxy Coating. Steel, Sheet and Strip, Heavy Thickness Coils, Hot Rolled, Carbon, Structural, High -Strength Low -Alloy, Columbium or Vanadium, and High - Strength Low -Alloy with Improved Formability. Method of Testing Piles under Static Axial Compressive Load. Method of Testing Individual Piles under Static Axial Tensile Load. American Welding Society (AWS): AWS 01.1 Structural Welding Code — Steel. American Society of Civil Engineers (ASCE): ASCE 20-96 Standard Guidelines for the Design and Installation of Pile Foundations. Society of Automotive Engineers (SAE): SAE J429 Mechanical and Material Requirements for Extemally Threaded Fasteners. 6-20.2(1) Central Steel Shaft (Special Provision) New The central steel shaft, consisting of lead sections, helical extensions, and plain extensions, shall be Square Shaft (SS) or Round Shaft (RS) or a combination of the two shall conform to the following specifications or approved equal. 1-1/2" Square Shaft shall be hot rolled Round -Cornered -Square (RCS) solid steel bars meeting dimensional and workmanship requirements of ASTM A29. o Torque strength rating o Minimum yield strength = 5,500 ft-Ib = 70 ksi 1-1/4", 1-3/8", 1-1/2", 1-3/4", 2", and 2-1/4" Square Shafts shall be hot rolled Round - Cornered -Square (RCS) solid steel bars meeting the dimensional and workmanship requirements of ASTM A29. The bar shall be High Strength Low Alloy (HSLA), low to medium carbon steel grade. o Torque strength rating = 4,000 ft-Ib (1-1/4" SS); 5,500 ft-Ib (1-3/8" SS); 7,000 ft-Ib (1-1/2" SS); 11,000 ft-Ib (1-3/4" SS); 16,000 ft-Ib (2" SS); 23,000 ft-Ib (2-1/4" SS) o Minimum yield strength = 90 ksi • 2-7/8" OD Round Shaft shall be structural steel tube or pipe, welded or seamless, in accordance with ASTM A500 or A513. Wall thickness is 0.165", 0.203" or 0.262". o Torque strength rating = 4,500 ft-Ib (2-7/8"x0.165" RS); 5,500 ft-Ib (2- 7/8"x0.203 RS); 7,500 ft-Ib (2-7/8"x0.262 RS) o Minimum yield strength = 50 ksi • 3-1/2" OD Round Shaft shall be structural steel tube or pipe, seamless or straight -seam welded, in accordance with ASTM A53, A252, ASTM A500, or ASTM A618. Wall thickness is 0.300" (schedule 80). o Torque strength rating = 13,000 ft-Ib o Minimum yield strength = 50 ksi • 4-1/2" OD Round Shaft shall be structural steel tube or pipe, seamless or straight -seam welded, per ASTM A500 or A513. Wall thickness is 0.337" (schedule 80). o Torque strength rating o Minimum yield strength = 23,000 ft-Ib = 50 ksi 6-20.2(2) Helix Bearing Plate (Special Provision) New Helix bearing plate shall be hot rolled carbon steel sheet, strip, or plate formed on matching metal dies to true helical shape and uniform pitch. Bearing plate material shall conform to the following specifications or approved equal. • 5500 ft-Ib pile: Low -carbon steel meeting requirements of ASTM A572, A1018, or A656. • 7000 and 10,000 ft-Ib pile: Hot rolled steel per ASTM A656 or A1018. • 11,000 ft-Ib pile: Low -carbon steel meeting requirements of ASTM A36, A572, A656, or A1018. • 15,000 ft-Ib pile: Hot rolled steel per ASTM A656 or A1018. 6-20.2(3) Bolts (Special Provision) New Bolts use to connect the central steel shaft sections together shall conform to the following specifications or approved equal. • 5500 and 7000 ft-lb piles: ASTM A320, Grade L7. • 10,000 ft-Ib pile: ASTM A193, Grade B7. • 11,000 ft-Ib pile: SAE J429, Grade 5. • 15,000 ft-Ib pile: ASTM A193, Grade B7. 6-20.2(4) Coupling (Special Provision) New For square shaft ranging from 1.5" to 2.25", the coupling shall be formed as an integral part of the plain and helical extension material as hot upset forged sockets. For solid square shaft for 1.25" and 1.375", the coupling shall be a cast steel sleeve with two holes for connecting shaft sections together. For round shaft ranging from 2.875" to 4.5", the couplings shall either be formed as an integral part of the plain and helical extension material as hot forge expanded sockets, or as internal sleeve wrought steel connectors. The steel connectors can be either tubing or solid steel bar with holes for connecting shaft sections together. 6-20.2(5) Plates, Shapes, Or Pile Caps (Special Provision) New Pile cap shall be a welded assembly consisting of structural steel plates and shapes designed to fit the pile and transfer the applied load. Structural steel plates and shapes for Helical Pile top attachments shall conform to ASTM A36 or ASTM A572 Grade 50 and shall be hop -dipped galvanized in accordance with ASTM A153 or A123 after fabrication. 6-20.2(6) Corrosion Protection (Special Provision) New Helical pile and its components shall be hot -dipped galvanized in accordance with ASTM A153 or A123 after fabrication. 6-20.2(7) Qualified Suppliers (Special Provision) New Each bidder is required to identify their intended supplier as part of the bid submittal. Qualified suppliers must have at least 5 years' experience fabricating these types of helical pile. Listed below are qualified suppliers. • Chance Anchor 210 N. Allen St Centralia, MO 65240 Phone: (770) 998-4764 • MacLean Dixie HFS 481 Munn Road, Suite 300 Franklin Park, IL 60131 Phone: (800) 325-5360 • Helical Anchors, Inc. 5101 Boone Ave N Minneapolis, MN 55428 Phone: (763) 201-6552 Suppliers other than those listed above may be used provided the Engineer evaluates the proposed supplier and approves the supplier at a minimum of 5 days prior to bid. Suppliers shall submit the following as documentation: • Product Literature • Name and resume of design engineer • Representative of detailed drawings, field procedures, calculation, quality control manual, welder certifications • Listing of projects including owner, location, size, year of fabrication, contact person 6-20.3 Construction Requirements 6-20.3(1) Piling Terms (Special Provision) New Terms for piling shall be defined in Section 6-05.3 of the Standard Specifications and additional definitions indicated below. Coupling is a central steel shaft connection means formed as integral part of the plain extension shaft material, Coupling Bolt is a high strength structural steel fastener being used to connect segments together. Helical Extension is a Helical Pile foundation component installed immediately following the lead or starter section. This component consists of one or more helical plates welded to a central steel shaft of finite length. The function is to increase bearing area. Helical Pile which is also called Screw Pile is an assembly of mechanically connected steel shafts with a series of helix shaped plates attached in specific locations, whose capacity is determined by the force necessary to advance in specific soils. Helix Plate is a round steel plate formed into a spiral, The helical shape provides the means to install the helical pile, plus the plate transfers load to soil in end bearing. Helix plates are available in various diameters and thickness. Installation Torque (T) is the resistance generated by a Helical Pile when installed into soil. The installation resistance is a function of the soil type, and size and shape of the various components of the Helical Pile. Lead Section, which is also call Starter Section, is the first Helical Pile foundation component installed into the soil, consisting of single or multiple helix plates welded to a central steel shaft. Pile Cap is a connection component by which structural loads are transferred to the Helical Pile. The type of connection varies depending upon the requirements of the project and type of Helical Pile material used. Round Shaft (RS), which is also called Hollow Shaft, is a round steel pipe central shaft element ranging in diameter from 2-7/8" to 10". Plain Extension is a central steel shaft segment without helix plates. It is installed following the installation of the lead section or helical extension if used. The segments are connected with integral couplings and bolts. Plain extensions are used to extend the helix plates beyond the specified minimum depth and into competent bad bearing stratum. Safety Factor: The ratio of the ultimate capacity to the design load. Square Shaft (SS) is a solid steel round -cornered -square central shaft element ranging in size from 1-1/4" to 2-1/4", Torque Strength Rating, which is also called safe torque, is the maximum torque energy that can be applied to the helical pile foundation during installation in soil. 6-20.3(2) Quality Assurance (Special Provision) New Helical Pile Contractor shall be experienced in performing design, installation and testing of Helical Piles, and shall furnish all materials, labor, and supervision to perform the work. The Contractor shall be trained and certified by Helical Pile Manufacturer in the proper methods of design and installation of Helical Piles. Certification documents shall be provided upon request to the Engineer. Helical Pile components as specified in the submittal shall be manufactured by a facility whose quality systems comply with ISO (International Organization of Standards) 9001 requirements. Certificates of Registration denoting ISO Standards Number shall be presented upon request to the Engineer. Manufacturer shall provide a one-year warranty on materials and workmanship of the product. Design of Helical Pile shall be designed by a licensed professional engineer or an engineer of the helical pile manufacture. Allowable tolerances for installed helical pile are listed below. • Centerline of Helical Pile shall not be more than 2 inches from indicated plan location. • Helical Pile plumbness shall be within 2 degrees of design alignment. • Top elevation of Helical Pile shall be within 14- 0.5 inch of the design vertical elevation 6-20.3(3) Submittals 6-20.3(3)A Construction Submittals (Special Provision) New Contractor, or the supplier as the Contractor's agent, shall furnish to the Engineer a Manufacturer's Certificate of Compliance in accordance with Section 1-06.3, certifying that the prefabricated materials conform to the specified material requirements. This includes providing a Manufacturer's Certificate of Compliance for all steel, welding material, bolls and any materials associated with furnishing and installing the helical pile. Contractor shall provide names of on -site personnel involved with the work, including those who carry documented certification from Helical Pile Manufacturer. At a minimum, these personnel shall include foreman, machine operator, and project engineer/manager. Contractor shall submit helical pile product data including capacity data, central steel shaft, extension, helix, coupling, bolt, corrosion protection, pile top plate attachment to the Engineer for review. Contractor shall submit a detailed description of the construction procedures proposed for installing the helical pile to the Engineer for review. This shall include a list of major equipment to be used. Contractor shall submit plans for production testing for the Helical Piles to the Engineer for review prior to beginning load tests. The purpose of the test is to determine the load versus displacement response of the Helical Pile and provide an estimation of ultimate capacity. Contractor shall submit to the Engineer copies of calibration reports for each torque indicator or torque motor, and all load test equipment to be used on the project. The calibration tests shall have been performed within forty five (45) working days of the date submitted. Helical Pile installation and testing shall not proceed until the Engineer has received the calibration reports. These calibration reports shall include, but are not limited to, the following information: • Name of project and Contractor • Name of testing agency • Identification (serial number) of device calibrated • Description of calibrated testing equipment • Date of calibration • Calibration data Contractor shall not begin helical pile installation until receiving the Engineer's written approval for all of the associated submittals. 6-20.3(3)B Installation Record Submittals (Special Provision) New The Contractor shall provide the Engineer copies of Helical Pile installation records within 24 hours after each installation is completed. These installation records shall include, but are not limited to, the following information. • Name of project and Contractor • Name of Contractor's supervisor during installation • Date and time of installation • Name and model of installation equipment • Type of torque indicator used • Location of Helical Pile by assigned identification number • Actual Helical Pile type and configuration — including lead section (number and size of helix plates), number and type of extension sections (manufacturer's SKU numbers) • Helical Pile installation duration and observations • Total length of installed Helical Pile • Cut-off elevation • Inclination of Helical Pile • Installation torque at one -foot intervals for the final 10 feet • Comments pertaining to interruptions, obstructions, or other relevant information • Rated load capacities 6-20.3(3)C Test Report Submittals (Special Provision) New Contractor shall provide the Engineer copies of field test reports within 24 hours after completion of the load tests. These test reports shall include, but are not limited to, the following information. • Name of project and Contractor • Name of Contractor's supervisor during installation • Name of third party test agency, if required • Date, time, and duration of test • Location of Helical Pile by assigned identification number • Type of test (i.e. tension or compression) • Description of calibrated testing equipment and test set-up • Actual Helical Pile type and configuration — including lead section, number and type of extension sections (manufacturer's SKU numbers) • Steps and duration of each Toad increment • Cumulative pile -head movement at each load step • Comments pertaining to test procedure, equipment adjustments, or other relevant information • Signed by third party test agency rep., registered professional engineer, or as required by local jurisdiction 6-20.3(4) Installation (Special Provision) New Installation equipment shall be rotary type, hydraulic power driven torque motor with clockwise and counter -clockwise rotation capabilities. The torque motor shall be capable of continuous adjustment to revolutions per minute (RPM) during installation. Percussion drilling equipment shall not be permitted. The torque motor shall have torque capacity 15% greater than the torsional strength rating of the central steel shaft to be installed. Additionally, installation equipment shall be capable of applying adequate down pressure (crowd) and torque simultaneously to suit project soil conditions and load requirements. The equipment shall be capable of continuous position adjustment to maintain proper Helical Pile alignment A torque indicator shall be used during Helical Pile installation. The torque indicator can be an integral part of the installation equipment or externally mounted in -line with the installation tooling. Torque indicator shall be calibrated prior to start of work. Torque indicators which are an integral part of the installation equipment, shall be calibrated on -site. Torque indicators which are mounted in -line with the installation tooling, shall be calibrated either on -site or at an appropriately equipped test facility. Indicators that measure torque as a function of hydraulic pressure shall be calibrated at normal operating temperatures. Central Steel Shaft shall be positioned at the location as shown on the working drawings. The Helical Pile sections shall be engaged and advanced into the soil in a smooth, continuous manner at a rate of rotation of 5 to 20 RPM. Extension sections shall be provided to obtain the required minimum overall length and installation torque as shown on the working drawings. Connect sections together using coupling bolt(s) and nut torque to 40 ft-Ib. Sufficient down pressure shall be applied to uniformly advance the Helical Pile sections approximately 3 inches per revolution. The rate of rotation and magnitude of down pressure shall be adjusted for different soil conditions and depths. The torque as measured during the installation shall not exceed the torsional strength rating of the central steel shaft. The minimum overall length criteria as shown on the working drawings shall be satisfied prior to terminating the Helical Pile installation. If the torsional strength rating of the central steel shaft and/or installation equipment has been reached prior to achieving the minimum overall length required, the Contractor shall have the following options: • Terminate the installation at the depth obtained subject to the review and acceptance of the Engineer, or: • Remove the existing Helical Pile and install a new one with fewer and/or smaller diameter helix plates. The new helix configuration shall be subject to review and acceptance of the Engineer. If re -installing in the same location, the top -most helix of the new Helical Pile shall be terminated at least (3) three feet beyond the terminating depth of the original Helical Pile. The Contractor shall anticipate subsurface quarry spall obstructions during pile installation. If the Helical Pile is refused or deflected by a subsurface obstruction, the installation shall be terminated and the pile removed. The obstruction shall be removed, void space regraded with approved material, and the Helical Pile re -installed. If the obstruction can't be removed, the Helical Pile shall be installed at an adjacent location, subject to review and acceptance of the Engineer. If the torsional strength rating of the central steel shaft and/or installation equipment has been reached prior to proper positioning of the last plain extension section relative to the final elevation, the Contractor may remove the last plain extension and replace it with a shorter length extension. If it is not feasible to remove the last plain extension, the Contractor may cut said extension shaft to the correct elevation. The Contractor shall not reverse (back -out) the Helical Pile to facilitate extension removal. 6-20.3(5) Helical Pile Load Tests 6-20.3(5)A Load Test Equipment (Special Provision) New Load test equipment shall be capable of increasing or decreasing the applied load incrementally. The incremental control shall allow for small adjustments, which may be necessary to maintain the applied load for a sustained, hold period. The reaction system shall be designed so as to have sufficient strength and capacity to distribute the test loads to the ground. It should also be designed to minimize its movement under load and to prevent applying an eccentric load to the pile head. Test loads are normally higher than the design loads on the structure. The direction of the applied load shall be collinear with the Helical Pile at all times. Dial gauge(s) shall be used to measure Helical Pile movement. The dial gauge shall have an accuracy of at least +/-0.001-inch and a minimum travel sufficient to measure all Helical Pile movements without requiring resetting the gauge. The dial gauge shall be positioned so its stem is parallel with the axis of the Helical Pile. The stem may rest on a smooth plate located at the pile head. Said plate shall be positioned perpendicular to the axis of the Helical Pile. The dial gauge shall be supported by a reference apparatus to provide an independent fixed reference point. Said reference apparatus shall be independent of the reaction system and shall not be affected by any movement of the reaction system. 6-20.3(5)B Testing Program (Special Provision) New The hydraulic jack shall be positioned at the beginning of the test such that the unloading and repositioning of the jack during the test shall not be required. The jack shall also be positioned co -axial with respect to the pile -head so as to minimize eccentric loading. The hydraulic jack shall be capable of applying a load not less than two times the factored design load (FDL). The pressure gauge shall be graduated in 100 psi increments or less. The stroke of the jack shall not be less than the theoretical elastic shortening of the total Helical Pile length at the maximum test load. An alignment load (AL) shall be applied to the Helical Pile prior to setting the deflection measuring equipment to zero or a reference position. The AL shall be no more than 5% of the factored design load (i.e., 0.1 FDL). After AL is applied, the test set-up shall be inspected carefully to ensure it is safe to proceed. Axial compression tests shall be conducted by loading the Helical Pile in step -wise fashion as shown in Table-1 to the extent practical. Pile -head deflection shall be recorded at the beginning of each step and after the end of the hold time. The beginning of the hold time shall be defined as the moment when the load equipment achieves the required load step. Test loads shall be applied until continuous jacking is required to maintain the load step or until the test load increment equals 100% of the factored design load (FDL) (i.e., 1.0 FDL), whichever occurs first. The observation period for this last load increment shall be 5 minutes. Displacement readings shall be recorded at 1, 2, 3, 5, 6, 10, 20, 30, 50 and 60 minutes. The applied test load shall be removed in four approximately equal decrements per the schedule in Table-1. The hold time for these load decrements shall be 4 minute. 6-20.3(5)C NOT USED 6-20.3(5)D NOT USED 6-20.3(5)D 1 Acceptance Criteria for Production Helical Pile Testing (Special Provision) The acceptance criteria for Production Helical Pile Testing are: New The Helical Pile shall sustain the compression design capacities (1.0 FDL) with no more than 1/4 in. total vertical movement of the pile -head as measured relative to the top of the Helical Pile prior to the start of testing. 2. At the end of the 1.00 FDL creep test load increment, the creep rate shall not exceed 0.040 inch/log cycle time (1 to 10 minutes) or 0.080 inch/log cycle time (6 to 60 minutes). The creep rate shall be linear or decreasing throughout the creep load hold period. 6-20.3(5)E Production Helical Pile Testing (Special Provision) New The Contractor shall perform proof tests on all Helical Piles. The maximum production Helical Pile test load shall be equal to the factored design load (FDL) shown on the drawings. The test sequence shall be as shown in Table-1 to the extent practical. Table-1: Steps for Production Load Testing AL = Alignment Load FDL = Factored Design Load LOAD HOLD TIME AL 1 minute 0.10 FDL 4 minutes 0.20 FDL 4 minutes 0.30 FDL 4 minutes 0.40 FDL 4 minutes 0.50 FDL 4 minutes 0.60 FDL 4 minutes 0.70 FDL 4 minutes 0.80 FDL 4 minutes 0.90 FDL 4 minutes 1.00 FDL 10 or 60 minutes (Creep Test) 0.75 FDL 4 minutes 0.50 FDL 4 minutes 0.25 FDL 4 minutes AL 4 minutes Depending on performance of the helical pile at the maximum test load of 1.00 FDL, either a 10 minute or 60 minute creep test shall be performed at the maximum test load of 1.00 FDL. Where the helical pile top movement between 1 and 10 minutes exceeds 0.040 inch, the maximum test load shall be maintained an additional 50 minutes. The acceptance criteria for production Helical Piles shall be per Section 6-20.3(5)D 1 Production Test Helical Pile Rejection If a production Helical Pile that is tested fails to meet the acceptance criteria, the Contractor shall modify the design, the construction procedure, or both. These modifications include, but are not limited to, installing replacement Helical Piles, modifying the installation methods and equipment, increasing the minimum effective installation torque, changing the helix configuration, or changing the Helical Pile material (i.e., central steel shaft). Modifications that require changes to the structure shall have prior review and acceptance of the Engineer. The Contractor shall retest the modified Helical Pile per Section 6-20.3(5)E. END OF DIVISION 6 Gilliam Creek Control Structure Access FILE REVI CODE C AP City of Tukwila BUILDIN • RECEI JUN 0 7 TUKWI PUBLIC WO CONTROL STRUCTURE CONTROL STRUCTURE ACCESS FROM APARTMENT COMPLEX N EIVEO TU KWILA CENTER te3 CIVILTECH STRUCTURAL DESIGN GILLIAM CREEK INLET STAIRS FOR RECEIVED CITY OF TUKWILA Juvv• (.01?0t1 PERMIT CENTER TUKWILA SMALL DRAINAGE PROGRAM ILE REVIEWED FOR CODE COMPLIANCE APPROVED JUN 25 2019 City of Tukwila BUILDING DIVISION q 01 93 Address: 400 — 112' Ave. NE, Suite 120, Bellevue, WA 98004 CTE Project No.: 16022 Submitted to: KPG Date: July 20, 2016 T: (425) 453-6488 F: (425) 453-5848 TABLE OF CONTENTS DESIGN ITEM pmme General Loading Summary 1 Stringer... ............... .............. ......... ....... ........ .................. —....... ...... ........ ..................... .......... 'Z-4 Landing Beam 5-7 Landing Girder 8-9 Pile lD Hand Rail ll—lS Hand Rail Post 16-18 Project: Tukwila Small DcainagnProgram Date: July 20, 2016 ME CIVILTECH rFP LIV LI ELH PROJECT TLi4e4X) ilk. 5+1'141 wel4v-, Aceer s 4' 41 /PILO— SUBJECT 12efi,at Loc o IS,3 5iAny TrecdA 4)4, 2' 6e,4.-4-%-j Ha.41(A; 1 L r21 P/tF z' 2, x TZJ PROJECT NO 16 ° 2 a SHEET NO I COMPUTED BY )/%L.-- DATE 7 lib CHECKED BY DATE 7z3' p 0-Y 611.7 Cor c&-ez.11,44-ei 1-474-.P • -7.6 se-- 12$1:--- 3.61 PsF 3,5'3 P5F- 541- z6 r V ILI FLH PROJECT_r4<' tA)) ( (.1)4-4-e1f ACCe55 PROJECT NO :I b 0 Z VriSHEET NO 2- COMPUTED BY DATE 'VI if 6 SUBJECT S-1-evir 5p4-11 2.6 psF- r000 1 0-0 r 5f 644ctakt_of CHECKED BY DATE Dsgnr: Description: Scope : VJI14 vr Date: Rev: 510002 User: KW-0603140, Ver 5.1.2, 13-Jun-1999, VVin32 (c) 1983-99 ENERCALC 11111M1=11. Description Steel Beam Design Page 1 pAstructura11.2016116022 - tukwila stormwater Stair Stringer General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : C10X15.3 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads 11.00 ft 0,00 ft 0.00 ft 11.00 ft Pinned -Pinned LL & ST Act Together Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi # 1 DL 0.052 LL 0.200 ST Start Location End Location 11.000 # 2 # 3 Using: C10X15,3 section, Span = 11 End Fixity = Pinned -Pinned, Lu = 11 Moment fb : Bending Stress fb / Fb Shear fv: Shear Stres: fv / Fv # 4 # 5 # 6 # 7 .00ft, Fy = 36.0ksi .00ft, LDF = 1.000 Actual Allowable 3.811 k-ft 11.576 k-ft 3.393 ksi 10.305 ksi 0.329 :1 1.386 k 0.577 ksi 0.040 : 1 34.560 k 14.400 ksi k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.042 in 15,062.1 : 1 3,108.1 :1 Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ,..Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per 1.5-2, K*L/r > Cc Section Properties C10X15.3 Maximum 3,81 k-ft 1.39 k 1.39 k -0.042 in 0.000 in 0.000 in 0.000 ft DL Only 0.79 0.29 0.29 -0.009 0.000 0.000 0.000 0.29 0.29 «-- These columns are Dead + Live Load placed as noted -->> LL LL+ST LL LL+ST @, Center Center Cants t Cants 3.81 k-ft k-ft k-ft k-ft 1.39 1.39 -0.042 0.000 0.000 0,000 1.39 1.39 -0.042 0.000 0.000 0.000 1.39 1.39 0.000 0.000 0.000 0.000 in 0.000 in 0.000 in 0.000 0.000 in k k Depth Width Web Thick Flange Thickness Area 10.000 in 2.600in 0.240 in 0.436 in 4.49 in2 Weight I-xx I-YY S-xx S-yy 15.25 #/ft 67.40 in4 2.28 in4 13.480 in3 1.160 in3 r-xx r-yy 3.874 in 0,713 in I 11-F ION.OIJ Dsgnr: Description : Scope : Date: Rev: 510002 User: KW-0603140, Ver 5.1.2, 13-Jun-1909, Win32 (c) 1983-99 ENERCALC 1111111 Description Stair Stringer Sketch & Diagram Steel Beam Design Page 2 I pAstructura1\2016\16022 - tukwila stormwater "T5N%1T101It00'TtT03TT/TITTfIT000TTfitTI1TTItT1f Y 0-252" 11ft Mmax 3.8k-9 Drlres = -0.042in Rmex = 1.386k Vmax left = 1,3866 13 .10 2.20 - 3.30 !11 4.40 5.50 6.60 7.70 8.80 9.90 '11.00 11 0i1:11 Location Along Member (ft) 2.20 3.30 4.40; ,.5.50 ,,I.: 6.60 7.70 Rmax 229 Vniax @ n 1.386k . 1 91 '1317 111p1,1- ; . 1.52 1.14 11 6.76 8.38 Bena€663141oment (k.ft) .0,55 43.82 -1.10 Shear Load (k) 3.81 1.10 3.43 3.05 2.67 0.00 ' 4 10 "2.20 .0.01 -0,01 -0.02 -0.02 .6.03 .0.03 4).oa -0.04 Localy" Deflection (in) 8.80 9.90 11.00 ,1 Location Along Member (ft) 3.30,, ; 4,49 5,50 .6160 71.70 &BO 9.90, .. 11.00 - • I • Location Along Member (ft) PROJECT "Tiot,k SUBJECT +121.AV 60-11,914,1i 5rCi-v‘ aoo I 2- Aez.es K,t,r PROJECTNO 29fikS—MEET NO COMPUTED BY DATE 1/ it 6 _ CHECKED BY DATE Title : Dsgnr: Description : Scope: Job # Date: Rev: 510002 User: KW-0803140, Ver 5.1.2, 13-Jun-1999, VVin32 (c) 1983-99 ENERCALC Description Landing Beam General Information Steel Beam Design Page 1 Ostructura1\2016116022 - tukwila stormwater Calculations are designed to A SC 9th Edition ASD and 1997 UBC Requirements Steel Section : C10X15.3 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads 4.50 ft 0.00 ft 0.00 ft 4.50 ft Pinned -Pinned LL & ST Act Together Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi # 1 DL 0.065 LL 0.250 ST Start Location End Location 4.500 Summary # 2 # 3 # 4 # 5 # 6 # 7 k/ft k/ft k/ft ft ft Using: C10X15.3 section, Span = 4.50ft, Fy = 36.0ksi End Fixity = Pinned -Pinned, Lu = 4.50ft, LDF = 1.000 Actual Allowable Moment 0.797 k-ft 24.264 k-ft fb : Bending Stress 0.710 ksi 21.600 ksi fb/Fb 0.033 : 1 Shear 0.709 k 34.560 k fv : Shear Strew. 0.295 ksi 14.400 ksi fv / Fv 0.021 :1 Beam OK Static Load Case Governs Stress Max, Deflection Length/DL Defl Length/(DL+LL Defl) -0.001 in 176001.8 : 1 36,317.8 : 1 Force & Stress Summary «-- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only it Center _p Center A Cants A Cants Max. M + 0.80 k-ft 0.16 0.80 k-ft Max, M - k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 0.71 k 0.15 0.71 k Shear @ Right 0.71 k 0.15 0.71 k Center Defl. Left Cant Defl Right Cant Deft _Query Defl @ -0,001 in -0.000 -0.001 -0.001 0.000 0.000 in 0.000 in 0.000 0.000 0.000 0,000 0.000 in 0.000 in 0.000 0.000 0.000 0,000 0.000 in 0X)00 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.71 0.15 0.71 0.71 k Reaction @ Rt 0.71 , 0.15 0,71 0.71 k Fa calc'd per 1.5-2, K r > Cc Section Properties C10X15.3 Depth 10.000 in Width 2.600 in Web Thick 0.240 in Flange Thickness 0.436 in Area 4.49 in2 Weight 15.25 Mt I-xx 67.40 in4 I-YY 2.28 in4 S-xx 13,480 in3 S-yy 1.160 in3 r-XX r-yy 3.874 in 0.713 in 1lLle Dsgnr: Description : Scope : JV41► Date: Rev: 510002 User: KW-0603140, Ver 5.1.2, 13-Jun-1999, Win32 (c) 1983-99 ENERCALC Steel Beam Design Page 2 p:lstructura112016116022 - tukwila stormwater Description Sketch & Diagram Landing Beam 0-1iWfil1r n 11r111111711111rr11rrr 4.56 Mmax = 0.8k-fl Dmax = -0.001 in Rmax = 0.709k Vmax lea = 0.709k 0.45 0.90 li III -0.28 -0.42 -0.56 Shear Load (k) 0.80 0.45 0.72 0,64 0.56 Rrnax = 0.709k 0.48 Vmax@rt=0.709k.0.40 0.32 0.24 0,16 ;L 0.08 -0.00 -0.00 -0.00 -0.00 -0.00 :0.00 •0.00 Local "y" Deflection (in) '1.80 2.25 2.70 3.15 3.60 4.05 4.50 11.4 Loeb tion Alorg Member (k) 0.90 1.35 1.80 2.25 ;2.703.15 3.60 4.05 4.50 Lacalion Along Member (fl) MI LIVILIECH PROJECT Acces: PROJECT NO 1 40 a a SHEET NO COMPUTED BY DATE 7/ /if SUBJECT CHECKED BY DATE 6,, eArit WC, CACI.LL i4k FsFx7._ 3 0 PL.?' 4- lot, f-SF 7-57 FL-F rr I, uoe PECL perrAc. El> ?;SA ullet.)i C-k t idAV UN I t1S, F.Y (1,...nkDecrmoi cica 6.1 c=ii. AT 01ise LAt...1z2,ttl,34,5 Lm" somiLike 0749)1 1..36 ,„ Beam: 11/1/ Shape: C10X30 Material: A36 Gr.36 Length: 8 ft I Joint: N1 J Joint: N4 LC 1: Code Check: 0.038 (bending) Report Based On 97 Sections Dy .003 at 0 ft -.003 at 4.417 ft In Dz in A Vy 1.562 at 7.333 ft -1.234 at 7.25 ft Vz T k-ft .984 at 7.333 ft -1.819 at 3.833 ft k-ft k-ft fa ksi 1.059 at 3.833 ft ksi -1.059 at 3.833 ft ksi AISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.038 Location 3.833 ft Equation H1-1b Bending Flange Bending Web Fy Pnc/om Pnt/om Mny/om Mnzlom Vny/om Vnziom Cb 36 ksi 64.096 k 189.916 k 4.744 k-ft 47.964 k-ft 87.047 k 34.174 k 1.57 Compact Compact Max Shear Check 0.018 (y) Location 7.333 ft Lb KL/r Max Dell Ratio L/10000 Location 0 ft Span 0 Compression Flange Non -Slender Compression Web Non -Slender y-y 8 ft 143.735 L Comp Flange L-torque Tau_b 8 ft 8 ft 1 z-z 8 ft 28.076 C,;IVILTECH PROJECT 1 �1t-4 ( r3 + �'jAi�Z SUBJECT Stem etkI# (.e-- TLC 2:8 X 5 J<L- 2x 1'- ActeA r ©.766 31•3 cc._ = /27,1 >�- /1'.3 ks,' =01,3)(/48)::,' ©.73) 77 PROJECT NO //02e COMPUTED BY HEET NO C-- DATE 7A (r CHECKED BY DATE PIPUIVILI ECH PROJECT NO PROJECT Ti44-wi-1 1.4.) alter' kte( COMPUTED BY SUBJECT CHECKED BY., DATE_ t "--rr SHEET NO 40t/A0( et; C L DATE 7 Title: Dsgnr: Description : Job # Date: Rev: 510002 User: KVV-0603140, Ver 5.1.2 13-Jun-1999, Win32 (c) 1983-99 ENERCALC Scope : Steel Beam Design Page 1 Ostructura112016116022 - tukwila stormwater Description Check Railing/Handrail 1 General Information Steel Section : P1.5STD Center Span Left Cant, Right Cant Lu : Unbraced Length Distributed Loads 5.00 ft 0.00 ft 0.00 ft 5.00 ft Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 1 Pinned -Pinned Bm Wt. Added to Loads LL & ST Act Together Fy 35.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi DL LL ST Start Location End Location # 1 # 2 # 3 0.050 Using: P1.5STD section, Span = End Fixity = Pinned -Pinned, Lu Moment fb : Bending Stress fb / Fb Shear fv : Shear Stres: fv! Fv 5.00ft, Fy = 35.0ksi = 5.00ft, LDF = 1.000 Actual Allowable 0.165 k-ft 0.628 k-ft 6.058 ksi 23.100 ksi 0.262 : 1 # 4 0.132 k 0.878 ksi 0.063 : 1 3.857 k 14.000 ksi # 5 # 6 # 7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.082 in 727.7 : 1 727.7 : 1 Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt DL Maximum Only 0.16 k-ft 0.16 0.13 k 0.13 0.13 k 0.13 -0.082 in -0.082 0.000 in 0.000 0.000 in 0.000 0.000 ft 0.000 0.13 0.13 0.13 0.13 Fa calc'd per 1.5-2, K*LJr > Cc Section Properties P1.5STD «- These columns are Dead + Live Load placed as noted --» LL LL+ST LL LL+ST ft Center ft Center Cants t Cants 0.000 0.000 0.000 0.000 -0.082 0.000 0.000 0.000 0.13 0.13 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0,000 in 0.000 in 0.000 in 0.000 in k k Diameter Thickness Area 1.900 in 0.145 in 0.80 in2 Weight I-xx I-yy S-xx S-yy 2.71 #/ft 0.31 in4 0.31 in4 0.326 in3 0.326 in3 r-xx r-yy 0.623 in 0.623 in Title : Dsgnr: Description : Date: Job # fq Rev: 510002 — User: KW-0603140, Ver 5,1.2, 13-Jun-1999, Win32 (c) 1983-99 ENERCALC Description Sketch & Diagram Check Railing/Handrail 1 Scope : Steel Beam Design Page 2 I Ostructural\2016\16022 tukwila stormwater 11, if II, IT 'kir TIT 111T T1111f71 !TIT 1,1}1 0i05kfil 5ft Mmax 0.2k-11 °max = 40.0921n Rmax 0,1026 Vmax left = 0.132k 0.50 1.00 .1.50 2.00 2.50 3.00 3.50 4,00 4.50 5,00 -o.10 Shear Load (k) 0.16 0.50 1'1111 Location Along Member (ft) 1 60 1 50 2,00, 2 50 , r4.00 3.50 4.00 4 50 5.00 0 15 0 12 0 10 ill rii; Rmax . 0.132k Vrnax @ rt = 0 132k a ob 0 07 0 05 i' • i , J,,I L • 003 0,02 Bendfirq Moment (k-ft) Location Along Member (ft) 0.00 i ' 0.50 1.00 160 2,00 i 2,50 3.00 150 4.00i 02 -0.02 -0.03 -0.04 -0.05 -0.66 , • -0.07 -0.07 Local "y" Deflection (irt) Location Along Member (ft) 5.00 Title : Dsgnr: Description : Job # Date: Rev: 510002 User KW-0603140, Ver 5.1,2, 13-Jun-1909, Win32 (C) 1903-99 ENERCAL.0 Description Check Railing/Handrail 2 General Information Scope : Steel Beam Design Page 1 structuralQ016116022 tukwila stormwater O Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : P1.5STD Center Span Left Cant. Right Cant Lu : Unbraced Length Point Loads 5.00 ft 0.00 ft 0.00 ft 5.00 ft Fy 35.00 ksi Pinned -Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together # 1 # 2 # 3 # 4 # 5 # 6 # 7 Dead Load 0.200 k Live Load k Short Term k Location 2.500 ft Summary 1 Using: P1.5STD section, Span = 5.00ft, Fy = 35.0ksi End Fixity = Pinned -Pinned, Lu = 5,00ft, LDF = 1.000 Actual Allowable Moment 0.258 k-ft 0.628 k-ft fb : Bending Stress 9.505 ksi 23.100 ksi fb/Fb 0.411 :1 Shear fv : Shear Strew. fv Fv 0.107 k 0.878 ksi 0.063 : 1 3.857 k 14.000 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0104 in 575.0:1 575.0 : 1 Force & Stress Summary «-- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only la, Center Center @ Cants @ Cants Max. M + 0.26 k-ft 0.26 k-ft Max. M - k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 0.11 k 0.11 k Shear @ Right 0.11 k 0.11 k Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ -0.104 in 0.000 in 0.000 in 0.000 ft -0.104 0.000 0.000 0.000 0,000 0.000 0.000 0.000 -0.104 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 in 0.000 in 0.000 in Reaction @ Left 0.11 0.11 0.11 k Reaction @ Rt 0.11 0.11 0.11 Fa calc'd per 1.5-2, K*L/r > Cc Section Properties P1.5STD Diameter 1.900 in Weight 2.71 #/ft r-xx I-xx 0,31 in4 r-yy I-YY 0.31 in4 Thickness 0.145 in S-xx 0.326 in3 Area 0.80 in2 S-yy 0.326 in3 0.623 in 0.623 in Title : Dsgnr: Description : Job # Date: Rev: 510002 User: KW-0603140, Ver 5.1,2, 13-Jun-1999, Win32 (c) 1983-99 ENERCALC Scope : Steel Beam Design Page 2 Ostructurat\2016\16022 - tukwila stormwater Description Check Railing/Handrail 2 Sketch & Diagram 8..2k 5ft Mmax = 0,3k-ft Amax = -0.104in Rmax 0.107k Vmax left e 0.107k al o do 2.50 3.00 3.50 4.00 4.56 5,00 Locat on A ong 1.00 1.50 2.00 , 2.50 3.00 yallt - , ;.;4;;;;.;;1';4! • ; ;;42;;;-'1;; - ' 1.11,11„; :11!•11., ember (11) 3.50 4.00 4.50 5.00 -0.02 4).63 -0.04 .6.05 0.06 :4707 :o.os -0.09 Local "y" Defleciion (in) Location Along Member ((t) .21 V ILI ELH PROJECT T4 t,t) ‘-‘)A.f-e-v Acze_ss PROJECT NO 1 4902 Z._ - SHEET NO COMPUTED BY DATE SUBJECT Si-a-1'11 4...1+ /-e-t A arld p 2490 I.43 3 I CHECKED BY DATE Title : Dsgnr: Description : Date: Job # n Rev: 510002 User, KW-0803140, Ver 5.1.2, 13-Jun-1999. VVin32 (c) 1983-99 ENERCALC Description Check handrail post Scope : Steel Beam Design Page 1 p:\structural\2016\16022 - tukwila stormwater General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Steel Section : P1.5STD Fy 35.00 ksi Fixed -Free Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Center Span Left Cant. Right Cant Lu : Unbraced Length Point Loads 3.00 ft 0.00 ft 0.00 ft 3,00 ft LL & ST Act Together Dead Load Live Load Short Term Location # 1 # 2 # 3 # 4 # 5 # 6 # 7 0.200 3.000 Using: P1.5STD section, Span = 3.00ft, Fy = 35.0ksi End Fixity = Fixed -Free, Lu = 3.00ft, LDF = 1.000 Actual Allowable Moment 0.600 k-ft 0.628 k-ft fb : Bending Stress 22.065 ksi 23.100 ksi fb / Fb 0.955 :1 Shear 0.200 k 3.857 k fv : Shear Stress. 0.577 ksi 14.000 ksi fv / Fv 0.041 :1 Force Stress Summary k k k ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.346 in 208.1 : 1 208.1 : 1 «-- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only A Center A Center A Cants A Cants Max, M + 0.60 k-ft k-ft Max. M - -0.60 k-ft Max. M © Left k-ft Max. M @ Right k-ft Shear @ Left Shear @ Right Center Defl. Left Cant Dell Right Cant Defl ...Query Defl @ 0.20 k 0.20 k -0.346 in 0.000 in 0.000 in 0.000 ft 0.20 0.20 -0.346 0.000 0.000 0.000 Reaction @ Left 0.20 0.20 Reaction @ Rt Fa calc'd per 1.5-1, '<lir < Cc Section Properties P1.5STD 0.000 0.000 0.000 0.000 -0.346 0.000 0.000 0.000 0 20 0.000 0,000 0.000 0.000 k k 0.000 in 0.000 in 0.000 in 0.000 in k k Diameter 1.900 in Weight 2.71 #/ft r-xx I-xx 0,31 in4 r-yy 1-yy 0.31 in4 Thickness 0.145 in S-xx 0.326 in3 Area 0.80 in2 S-yy 0.326 in3 0.623 in 0.623 in • Title : Dsgnr: Description: Date: Job # I (6 Rev: 510002 User: KW-0603140, Ver 5.1,2, 13-Jun-1999, VVin32 (01983-99 ENERCALC 1111MIN=1\ Description Check handrail post Sketch & Diagram Scope : Steel Beam Design 3.2k 38 Mmax = 0.6k-1t Ornax = -0.346in Rmax = 0.200k Vmax t ell= 0.200k She .ad k) 0.00 t!!' 1,0 1410 60 30 r 019 1:1' Rmao= 0.000k .618,!!!i!!!' Vmax rt 0.200k -024tit it, • :1 it 4301 , ' • I 036 054 • Sending Moment (k-ft) Page 2 I p: structu ra1\20 16 \ 16022 - tukwi la stormwater Loca on Along 1201! ' ! 00 1103101 Location Along Member (ft) 214011! 2,70 • 3.00 0 00 0 30 't 0,60 0,90 1.20 1 50 , 1.80 2;10t 2.40 2.70 ,. 3 OD -0.07 -0.10 -0.14 -0.17 472i i0.24 -0.28 -0.31 Local "y" Deflection (in) Location Along Member (8) e ► . Ci ofTukwila ° Department of Community Development ES I I/1/2019 RYAN LARSON 6300 SOUTNCENTER BLVD - SUITE 100 TUKWILA, WA 98188 RE: Permit Application No. D19-0183 GILLIAM CREEK - WEST Dear RYAN LARSON, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/6/2019, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 12/6/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D 19-0183 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0183 DATE: 01/17/2020 PROJECT NAME: GILLIAM CREEK - WEST SITE ADDRESS: Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Odifivisio 1,1c, Mieo r ubl c Works PRELIMINARY REVIEW: W.^ Not Applicable (no approval/review required) Fire Prevention Structural DATE: jL gl\- 141CP° Planning Division Permit Coordinator lit 01/21/20 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS, OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: • Approved with Conditions Denied (le: Zoning Issues 03103/20 Fire Fees Apply REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire E Ping 0 PW 0 Staff Initoals: 12/18/2013 °PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0183 DATE: 06/06/19 PROJECT NAME: GILLIAM CREEK - WEST SITE ADDRESS: X Original Plan Submittal Response to Correction Letter # Revision # before Permit 4.ssued Revision # after Permit; Issued c DEPARTMENTS:A;)_.(0_72_1,7 el pm_ to--(7-47 Building Division IN Fire Prevention III 4IA1C Public Works II f Structural PRELIMINARY REVIEW: Not Applicable (no approval/review required) `7! Planning Division Permit Coordiniitor DATE: 06/11/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved r Corrections Required (corrections entered in Reviews) DUE DATE: 07/09/19 Approved with Conditions T Denied (ie.. Zoning Issues) P Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire l=f Ping PW 0 Staff Initials: 12/18/2013 STAFF INITIALS PROJECT NAME: G C 4eit. Wes t PERMIT NO: b 19—.01 3 ORIGINAL ISSUE DATE: SITE ADDRESS: REVISION LOG REVISION NO. DATE RECEIVED Summary of Revision: I I g4.20 vet rk 06. Cr' ktkv% ISSUED DATE litah Received by. STAFF INITIALS REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED ATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 01/17/2020 Plan Check/Permit Number: D 19-0183 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner RECEIVED CITY OF TUKWIL JAN 1 7 202p PERMIT CENTER Project Name: Gilliam Creek - West Project Address: Contact Person: Mike Ronda Phone Number: x1194 (206-•433-7194) Summary of Revision: Updates made to notes between the permit submittal and the conformed documents but nothing structural was changed. *Clarify anticipated pile depth on general notes sheet *Added Survg Control on structural site plan sheet *Clarify 6x6 Max Rebar Pin Spacing on structural site plan sheet *Changed plan sheet name from "Stair Sections" to "Details" *Stair Plan sheets change from pages 5-8 to 4-7 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: k tii Entered in TRAKiT on d (/I 7 / -o r \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: 7-2010 KC EQUIPMENT LLC Page 1 of 2 CVia,tit,pt 5,1% Drti.1.1.11,:1 P' Labor & Industries (httas://laj.wa,govi Contractors KC EQUIPMENT LLC Owner or tradesperson Principals PLEAS, KEVIN CHRISTOPHER, PARTNER/MEMBER PLEAS, SHONAGH JEAN, PARTNER/MEMBER (End: 06/09/2016) Doing business as KC EQUIPMENT LLC WA UBI No. 602 602 529 2410 BOYER AVE E #3 SEATTLE, WA 98112 206-522-3767 KING County Business type Limited Liability Company Governing persons KEVIN c PLEAS SHONAGH J PLEAS; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. KCEQUEL929MM Effective — expiration 07/14/2008— 07/14/2020 Bond North American Spec Ins Co Bond account no. 2159798 Received by L&I 04/09/2013 Insurance Western National Assur Co Policy no. CPP108044801 Received by L&I 09/12/2019 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Cause no. 19-2-25703-2SEA Complaint filed by $12,000.00 Effective date 06/11/2013 Expiration date Until Canceled $1,000,000.00 Effective date 09/25/2013 Expiration date 09/25/2020 Open Complaint against bond(s) or savings 2159798 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602602529&LIC=KCEQUEL929MM&SAW= 11/22/2019