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Home My WebLink AboutR-3693158C'') rn (D ce) O LLI F_ NOTES: 1. PILES SHALL MEET THE MATERIAL REQUIREMENTS OF ASTM A252. GRADE 3 WITH A MINIMUM YIELD STRENGTH OF 50 KS] OR APPROVED EQUIVALENT AND SHALL BE DRIVEN IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND THESE NOTES. 2. ALL DIMENSIONS ARE GIVEN AT PILE CUTOFF. 3. STEEL CONICAL PILE POINTS WITH DULL TIP SHALL BE WELDED ONTO ABUTMENT PILES AND PIER PILES. REINFORCED TIP SHALL BE FLUSH WITH OUTSIDE OF THE PILE. THE CONTRACTOR SHALL ANTICIPATE OBSTRUCTIONS CONSISTING OF COBBLES. BOULDERS AND LOGS DURING THE PILE INSTALLATION. 4 THE CONTRACTOR SHALL FOLLOW ANY NOISE ORDINANCE ESTABLISHED BY THE CITY OF RENTON. A TIME LIMITATION ON PILE DRIVING ACTIVITY MAY BE IMPLEMENTED AND THE CONTRACTOR MAY BE REQUIRED TO PROVIDE A SOUND SHIELD DURING PILE DRIVING ACTIVITIES IF THE NOISE ORDINANCE CANNOT BE MET. 5. THE CONTRACTOR SHALL MONITOR FOR VIBRATION AND LOCAL GROUND SETTLEMENT WITHIN 20 FT. OF THE PILE BEING DRIVEN. THE CONTRACTOR IS RESPONSIBLE FOR ANY VIBRATION INDUCED DAMAGE TO ALL ADJACENT STRUCTURES SUCH AS RAILROADS AND UTILITIES. Notes: 1. Rotate leg of hook bar to ovoid interference with other bars. 2. Headed studs shall meet the requirements of section 7 of the current A.W.S. structural welding code D1.1 for grade 1020 solid flux fixed headed studs. Headed studs shall be outomlotically end welded with complete fusion in accordance with section 7 of the current A.W.S. structural welding code 01.1 3. The cost of headed studs and pile reinforcement (RC1) and installation are incidental to the cast of the structural steel pile. 4. The quantity of concrete used to fill the piles is not included in C.I.P. Concrete Class 40 Ouantitles for Slab/Footings. Concrete to fill piles shall be WSDOT Class 4000P concrete. 5. Piles shall be filled with concrete on a day with a minimum temperature greater than 40'F. After the piles are filled with concrete. the Contractor is responsible for nuintoining on ombient air temperature above 40'F surrounding the exposed piling until the footing slob is poured. PILE DATA TABLE DESCRIPTION N0. SIZE CUTOFF ELEV. ESTIMATED TIP ELEV, MINIMUM TIP ELEV. ESTIMATED LENGTH (FT.) MAX. DESIGN LOAD (KIPS) COMPRESSION I * LC TENSION * LC FOUNDATION SLAB 1 110 24" DIA. w/ 1.2" WALL 1 0.00 -86.5 -86.5 86.5 1 479 1 GM3 MGM3 6. THE CONTRACTOR SHALL FURNISH THE MANUFACTURER'S SPECIFICATIONS AND CATALOG FOR THE PILE DRIVING HAMMER PROPOSED. AT A MINIMUM. THE CONTRACTOR SHALL FURNISH THE INFORMATION ON THE PILE DRIVING EQUIPMENT DATA SHEET FOUND IN THE SPECIAL PROVISIONS. IF THE PROPOSED HAMMER IS FOUND INSUFFCIENT BY THE OWNER, RE -MOBILIZING AND REPLACING EQUIPMENT SHALL BE AT THE CONTRACTOR'S EXPENSE. 7. ALL PILES SHALL BE DRIVEN TO THE MINIMUM PILE TIP ELEVATION SPECIFIED AND TO THE REQUIRED FINAL DRIVING RESISTANCE AS DETERMINED BY WAVE EQUATION ANALYSIS FOR PILE DRIVING (WEAP) WITHIN THE LAST FOOT, IN THE EVENT THE PILE DRIVING * GROUP LOADING COMBINATIONS ARE FOR SERVICE LOAD DESIGN PER A.R.E.M.A. CHAPTER B. SECTION 2.2.4 d 4.2.2. AND CHAPTER 9. SECTION 1.4.6. ESTIMATED QUANTITIES DESCRIPTION I EST. LENGTH (FT.) QUANTITY FURNISH d INSTALL STRUCTURAL STEEL PILES (CLOSED END 24" DIA. PIPET I LF 9.515 RESISTANCES AT THE MINIMUM PILE TIP ELEVATION ARE LESS THAN THE MINIMUM PILE DRIVING CRITERIA SET FOR THE PROJECT. THE CONTRACTOR SHALL CONTINUE DRIVING UNTIL THE REQUIRED DRIVING RESISTANCE IS MET, EXCEPT FOR PILES THAT ARE WITHIN 6" OF FINAL CUTOFF. FOR PILES THAT ARE WITHIN 6" OF FINAL CUTOFF DRIVING MAY BE DISCONTINUED FOR AT LEAST 24 HOURS AND REDRIVEN UNTIL THE MINIMUM DRIVING RESISTANCE IS ACHIEVED. `rj��/ L3L- IF THE RESTRIKE RESISTANCE DOES NOT ACHIEVE THE KK /_ Cc ` J 3 SPECIFIED VALUES. THE ENGINEER WILL DETERMINE THE SUBSEQUENT /N47 /N / PROCEDURES TO BE TAKEN. SHOULD THE MINIMUM PILE DRIVING RESISTANCE BE ACHIEVED ABOVE THE MINIMUM PILE TIP ELEVATION, THE PILES SHALL BE DRIVEN TO "REFUSAL" WITHIN THE SPECIFIED NON-LIOUIFIABLE LAYER, TO THE REQUIRED DEPTH. WITHOUT OVERSTRESSING THE PILE SECTION. "REFUSAL" WILL BE DETERMINED BY THE ENGINEER. B. A TEST PILE PROGRAM BY PERFORMING DYNAMIC PILE TESTING WITH A PDA (PILE DRIVING ANALYZER) AND CAPWAP ANALYSES (CASE PILE WAVE dG ANALYSIS PROGRAM) SHALL BE UNDERTAKEN TO ESTABLISH DRIVING bl� 1 CRITERIA AND DETERMINE LENGTHS FOR PRODUCTION PILES, PILES SHALL BE DRIVEN TO A MINIMUM ULTIMATE RESISTANCE OF 479 TONS. 9. CHECK ALL PILES FOR POSSIBLE HEAVE PRIOR TO CUTOFF BY SURVEYING THE ELEVATION OF EACH PILE BUTT AFTER A PILE IS DRIVEN WITHIN THE GROUP. THE HEAVE DATA SHOULD BE PROVIDED TO THE ENGINEER TO DETERMINE IF REDRIVE IS REQUIRED. IN GENERAL, IF THE HEAVE IS GREATER THAN 0.25 INCH. THE PILE SHOULD BE REDRIVEN TO THE ORIGINAL PILE TIP ELEVATION. FOR PILE GROUPS. THE CENTRAL PILES SHOULD BE DRIVEN FIRST AND SUBSEQUENT PILES SHOULD BE INSTALLED FROM THE CENTER OUT. 10. NO SPLICES WILL BE PERMITTED IN THE UPPER 30 FEET OF THE PILES, MEASURED FROM THE PILE CUTOFF ELEVATION. DRIVE SPLICES ARE NOT PERMITTED AT ANY LOCATION. 11. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STRUCTURAL WELDING CODE AWS D1.1. 12. NONDESTRUCTIVE TESTING - THE ENTIRE LENGTH OF THE COMPLETE JOINT PENETRATION GROOVE BUTT WELDS OF PILE SPLICES SHALL BE EXAMINED BY ULTRASONIC TESTING. THESE INSPECTIONS SHALL BE IN ACCORDANCE WITH THE STRUCTURAL WELDING CODE AWS D1.1. 9---IF---I-9 QII 5 c: a-%4600,' o -, NOTE A•' THE CONTRACTOR SHALL FURNISH CONICAL PILE POINTS CONSISTING OF A SINGLE PIECE AS SHOWN. THE PILE POINTS SHALL BE CAST IN ONE PIECE STEEL ACCORDING TO ASTM A 148 RADE 90-60 (A.A.S.H.T.O. M 103 GRADE 65-35) AND SHALL PROVIDE FULL BEARING OVER THE FULL CIRCUMFERENCE OF THE PILE. THE PILE POINT SHALL HAVE TAPERED LEADS TO ASSURE PROPER ALIGNMENT AND FITTING AND SHALL BE SECURED TO THE PILE WITH A CIRCUMFERENTIAL WELD. KFA 00076 Steel Pile STEEL CONICAL PILE POINT (See Note A) /Shop or \Field Weld d Steel Pii RC1- See reinf. cage See Note 1 d Section A -A detail this Sheet C.I.P. Class 40 Conc.Foundction Slab A I I --- i I A c 10 M r---- r ----fir Top of pile = w 24" dio. pipe pile headed studs field '\ I 10 - #7 Hook Bars (IT wall thickness) welded to pile W equally spaced - even spacing Concrete to fill pipe - piles shall be WSDOT ti - G�T aI� #5 Hoop Tie Edge of Foundation Slab (Maintain 4" clearance w/ Hook Bars) SECTION A -A (Shear Studs not shown for clority) PILE SPLICE DETAIL 23>+, Clr. t— — C I I� ---- 1 N 24" DIA. PIPE PILE Ties @ 4 #5 Hoop Ties - splice shall be mode by butt splice. Reber shall be ASTM A706. %Zlc/ 00033 0 0 E U + m o co a + 10-#7 Hook Bars. r-1- rr -1-1- -1 T__r - , - ��equally spoced. No splice permitted. Field fabricated I I I I I I I I I I I I I I I I I jl Reber shall be ASTM A706. or comrc i a l I I I I I I I I I I I I I I I I I I me backing ring I I I I I I I I I I I I I I I I I I I I \ o Top of Pile o i -vj I 27'A" 29'-91r2' S�c�77i'1/ ��h�•l � Y�i REINFORCING CAGE - RC1 10-#7 Hook Bars 83-#5 Hoop Ties Weight (Each Cage) = 817 Lbs. 5ubrll�i��1 0�.�3� Z R-3693158 FED: ID: STPUL-1276(004) HPP-1276(005) ') BergerABAM �I 33301 9th Avenue South, Suite 300 Federal Way, Washington 98003-2600 (206) 431-2300 Fax: (206) 431-22SO ' IIIIII HANSON ®Copyright Hanson Professional Services Inc. 2011 a1ME1° ors sr+owN �" '�'^� DATUM CITY OF RENTON Public Works Deportment A roved For Construction PP Robert M. Hanson P.E. Dote STRANDER BOULEVARD EXTENSION PHASE 1, SEGMENT 2A BNSF BRIDGE N0.11.07 L.S. 0051 PILE DETAILS 12/05/11 RECORD DRAWINGS 7/31/2014 °"�`ina "aoaaa CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 '"" CDP ��.,� 1 r..�i':cco.o RA-13 oxccu ,,,�, NO. REVISION BY DATE APPR ,,,,,,,f, s 1 69'231