Plans (61) 1. GENERAL STRUCTURAL NOTES: HELICAL PIER SPLICING: 1l(g U 5e
REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS 8. HELICAL LEAD AND EXTENSIONS ARE TO BE MECHANICALLY SPLICED WITH GRADE 8 ‘00,� RO F.0
SPECIFIC TO REFERENCED PROJECT. BOLTS WITH NUTS. �� `,Q p'y
NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. 9. INSPECTION & TESTING: C"'"..141
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CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2015 IBC
2. DESIGN CRITERIA: �1 SFA Deslgt Group.tic
SECTION 1810.4.12. �/ ' � STRUCTURAL��o�
BUILDING CODE CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS): OREGONMMIVIS Penlon4OR1 St
2015 INTERNATIONAL BUILDING CODE (IBC) THE SPECIAL INSPECTOR IS RESPONSIBLE FOR VERIFYING AND RECORDING THE v 7B17Rubn�e °OC^°M
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2015 INTERNATIONAL RESIDENTIAL CODE (IRC) FOLLOWING: '4'09-
2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC) -PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER) S.
2014 OREGON RESIDENTIAL SPECIALTY CODE (ORSC) -FOUNDATION SUPPORTWORKS INSTALLER CERTIFICATION EXPIRES: 12-314t Cl)
-PILE AND BRACKET CONFIGURATION 2
DEAD LOADS: -PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, PIER TYPE, w
BOARDWALK DEAD LOAD 20 PSF PIER OUTSIDE DIAMETER, PIER WALL THICKNESS) I-
-PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION PRESSURE ACHIEVED Cl) Y
LIVE LOADS: LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) AND > Q
BOARDWALK LIVE LOAD 90 PSF 2015 INTERNATIONAL BUILDING CODE (IBC) 1810.3.3.1.9 ON 20 PERCENT OF PIERS AND WILL BE (1)
SELECTED BY THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD (AL) SHALL BE APPLIED TO THE PILE
3, BRAPRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A REFERENCE POSITION. THE z CDQ
BRACKETALS:PLATES ASTM A36 AL SHALL BE NO MORE THAN 10% OF THE DESIGN LOAD. INCREMENTAL LOADING SHALL BE IN O 0 N
(MIN YIELD STRESS, Fy - 36 KSI / MIN TENSILE STRESS, Fu - 58 KSI)
PIER TUBES - ASTM A500 GRADE B OR C ACCORDANCE WITH THE FOLLOWING SCHEDULE. I— co N
(MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 55 KSI) TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION 0 Q c
EXTERNAL SLEEVE - ASTM A500 GRADE B OR C AL (.10 DL MAX) 0 MIN. Z a-
(MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 62 KSI) 0.25 DL UNTIL STABLE T D w c
PIER CAP - ASTM A529 GRADE 50 0.50 DL UNTIL STABLE 'REVISIONCC
(MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) 0.75 DL UNTIL STABLE I- 0
COIL ROD - ASTM A193 GRADE B7 1.00 DL UNTIL STABLE Z H
(MIN YIELD STRESS, Fy = --- / MIN TENSILE STRESS, Fu = 125 KSI) 1.25 DL UNTIL STABLE Q
STEEL SHAPES - ASTM A36 1.50 DL HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES 2 Z
(MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) CC Y
SHAFT COUPLER - ASTM A513 TYPE 5 1.25 DL UNTIL STABLE
(MIN YIELD STRESS, Fy = 70 KSI / MIN TENSILE STRESS, Fu = 87 KSI) 1.00 DL UNTIL STABLE LL Q C
SHAFT COUPLING HARDWARE - GRADE 8 BOLTS WITH NUTS 0.75 DL UNTIL STABLE
HELIX PLATES (ROUND SHAFT) - ASTM A572 GRADE 50 0.50 DL UNTIL STABLE OFFICE COPY cc
(MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) 0.25 DL UNTIL STABLE C
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4. WELDING NOTES: LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 it—
CONFORM TO AWS 01.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD
REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND ,
5. CORROSION PROTECTION: RE-TESTED, OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST
SACRAFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL IS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30, 40, 50, AND 60 MINUTES. GENERAL NOTES
THICKNESS DUE TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN
50-YEAR SCHEDULED SACRAFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. 0.080 INCHES BETWEEN 6 AND 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL.
REVISIONS
6. INSTALLATION: HELICAL PIER TEST PRESSURE (PSI): [DESIGN LOAD] X 1.5 / 9.62 IN2.
SYSTEM TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM INSTALLATION
PRESSURE IS TO BE DETERMINED BY THE FOLLOWING EQUATION:
HELICAL PIER INSTALLATION TORQUE (FT-LB):
,_._.
9DEG� WORKING LOAD] X [FS = 2] / [EMPERICAL TORQUE CORRELEATION FACTOR, KT = //////
3
DO NOT PLACE PIERS
! ' ``, . THIS ZONE W/0 DIRECTION '
MINIMUM INSTALLATION DEPTH IS 10'-0"± UNO. ,_ FROM ENGINEER PRO,E T NO:
CONTACT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. DO NOT PLACE PIERS
FTHIS ZONE W/0 DIRECTION \ ' 1 CONTRACTOR TO NOTIFY DJL7-043
GGNED BY:
7° EXISTING UTILITY LINES: FROM ENGINEER i EOR IF (E) FOUNDATION DRAWN BY:
CONTRACTOR TO REPAIR UTILITY LINES THAT MAY BE DAMAGED DURING INSTALLATION. / /� _ x CRACK IS PRESENT IN THE JLD
r A ^ ' DATE:
° *' , * * SPAN BETWEEN FOUNDATION 05-26-2017
NO PIER PLACEMENT ZONE BRACKETS
0 SHEET NO:
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(E) FOUNDATION/(N) PIER LAYOUT PLAN NOTES:
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REVISIONS
1. REFERENCE S1.1 FOR GENERAL REQUIREMENTS 5. - ' INDICATES FSI 237 HELICAL LATERAL RESTRAINT SYSTEM PER
DETAIL ' 1 0 08-22-17
2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES
BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS LATERAL HELICAL TIEBACK INSTALLATION NOTES: 1
PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP • MAX LOAD TO ANCHOR = 11350 LBS
• 2.375"0 PIPE PILE TIEBACK W/ 0.154" THICK WALL
3. ' SECTION CUT - DETAIL NUMBER/SHEET NUMBER INSTALLED AT A 45'±2' ANGLE FROM HORIZONTAL
X/SX.X • 0.375 THICK 10/12"0 HELIX W/ 0.25" FILLET WELDS EA
SIDE OF HELIX TO PIPE PILE PROJECT NO:
4. Q INDICATES LOCATION OF FSI 237 HELICAL PIER PER DETAILSTF17-043
• MINIMUM 15'-0" INSTALLATION DEPTH & 2270 LB-FT DESIGNED BY:
ON S4.1 A INSTALLATION TORQUE JLD
DRAWN BY:
HELICAL PIER INSTALLATION NOTES: JLD
6. PIER SPACING SHALL BE AS INDICATED ON PLAN DATE
• MAX LOAD TO ANCHOR = 9200 LBS 05-26-2917
• 2.375"0 PIPE PILE IN/ 0.154" THICK WALL 7. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION
• 0.375" THICK 10/12" HELIX W/ 1/4" FILLET WELDS CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS SHEET NO:
EACH SIDE OF HELIX TO PIER
• MINIMUM 15'-O" INSTALLATION DEPTH & 1900 FT-LB 8. ALL CONSTRUCTION MATERIALS ON PLANS, ELEVATIONS & DETAILS S2.1
INSTALLATION TORQUE ARE (N) UNO
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DESIGNED BY:
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DRAWN BY:
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NOTE: NOTE: DATE:
05-26-2017
REF 2/S4.2 FOR CALLOUTS IN COMMON REF 1/S4.1 FOR CALLOUTS IN COMMON
SHEET NO:
HELICAL PIERS AT BOARDWALK BEAM HELICAL PIERS AT BOARDWALK BEAM S4.1
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PROJECT NO:
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DESIGNED BY:
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DRAWN BY:
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NOTE: DATE:05-26-2017
REF 1/S4.1 Sc 2/S4.2 FOR CALLOUTS IN COMMON
SHEET NO:
HELICAL PIERS AT BOARDWALK BEAM HELICAL PIERS AT BOARDWALK BEAM S4.2
SCALE: 1'/2"=1'-0" SCALE: 1'/2"=1'-0"