HomeMy WebLinkAboutR-3693197O
y
J
PIPE PILE
I
I
BACKING RING I H
I
I
I
I
I
I
r
H SECTION
STEEL PIPE
I
I
I I
I I
I I
I I
I
I /rr n n-R I
I/ I I I I I I\ I
PIPE PILE TIP REINFORCEMENT
OR FIELD
CJP
PILE TIP NOTE:
PIPE PILE
I
I
I
I
I
BACKING RING
I
I
I
I
L--------------�
I
I I
I I
I I
I I
I I
I I
I I
I �I
I / v
PILE SPLICE DETAIL
SPLICE NOTES:
1. PROVIDE SPLICED SLEEVE MATERIAL SAME AS
PILE MATERIAL.
LET WELDS COOL TO AIR TEMPERATURE BEFORE
DRIVING PILES.
3. SPLICE MUST DEVELOP THE YIELD STRENGTH OF
THE PILE IN BEARING AND BENDING.
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 CIRCUMFERENCE WELD.
FEDAID: STPUL-127
HPP-1276(005) 005)
BergerABAM
RECORD
SOME DATA ON RECORD DRAWINGS
IS BASED UPON INFORMATION
DRAWING
PROVIDED BY THE CONSTRUCTION
33301 9th Avenue South, Suite 300
CONTRACTOR TO THE CITY OF
RENTON, THE CORRECTNESS TO THIS
Federal Way, Washington 98003-2600
nnrn unc wnT PPPM VPPIFIM
(206) 431-2300 Fax: (206) 431-2250
NO.
REVISION
BY I DATE I APPR
NOTES:
1. PILES SHALL MEET THE MATERIAL REQUIREMENTS OF ASTM A252.
GRADE 3 WITH A MINIMUM YIELD STRENGTH OF 50 KSI OR
APPROVED EQUIVALENT AND SHALL BE DRIVEN IN ACCORDANCE
WITH PROJECT SPECIFICATIONS AND THESE NOTES.
2. STEEL CONICAL PILE POINTS WITH DULL TIP SHALL BE WELDED
ONTO WALL 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.
3. 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 THE NOISE ORDINANCE
CANNOT BE MET.
4. 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.
5. 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 INSUFFICIENT BY THE OWNER, RE -MOBILIZING AND
REPLACING EQUIPMENT SHALL BE AT THE CONTRACTOR'S
EXPENSE.
6. 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 RESISTANCE AT THE MINIMUM PILE TIP ELEVATION
ARE LESS THAN THE MINIMUM VALUES OBTAINED UNDER
CONTINUOUS DRIVING CONDITIONS. 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 SHALL
BE DISCONTINUED FOR AT LEAST 24 HOURS AND REDRIVEN TO
THE LESSER OF THE FINAL 6" OR UNTIL DRIVING RESISTANCE IS
ACHIEVED. IF THE RESTRIKE RESISTANCE DOES NOT ACHIEVE THE
SPECIFIED VALUES. THE ENGINEER WILL DETERMINE THE
SUBSEQUENT 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 -LIQUIFIABLE LAYER. TO THE REQUIRED
DEPTH, WITHOUT OVERSTRESSING THE PILE SECTION. "REFUSAL"
WILL BE DETERMINED BY THE ENGINEER.
7. A TEST PILE PROGRAM BY PERFORMING DYNAMIC PILE TESTING
WITH A PDA (PILE DRIVING ANALYZER) AND CAPWAP ANALYSES
(CASE PILE WAVE ANALYSIS PROGRAM) SHALL BE UNDERTAKEN
TO ESTABLISH DRIVING CRITERIA AND DETERMINE LENGTHS FOR
PRODUCTION PILES.
8. CHECK ALL PILES FOR POSSIBLE HEAVE PRIOR TO CUTOFF BY
SURVEYING THE ELEVATION OF EACH PILE BUTT AFTER A PILE IS
DRIVEN WITH 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.
9. 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.
10. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE
STRUCTURAL WELDING CODE AWS D1.5.
11. NONDESTUCTIVE 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 D1.5.
R-3693197
o� AS SHOWN °^°7°° CITY OF STRANDER BOULEVARD EXTENSION 5/20/15
mess FXNTON PHASE 1, SEGMENT 2A
MJE DATUM Public Works Department
c.- wEw � Approved For Construction STRUCTURAL RETAINING WALL SSW-4
Rahert M. Hanson P.F. Mote PILE DETAILS 1