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t 1. GENERAL STRUCTURAL NOTES: ' 0 Concrete and Reinforcing Steel 8. HELICAL PIER SPLICING: OSCE COP j
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2014 OREGON STRUCTURAL SPECIALTY COD OSSC -PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER) REY S.
2017 OREGON RESIDENTIAL SPECIALTY COD kRucte�rai Masonry -PILE AND BRACKET CONFIGURATION EXPIRES: 12-31-19
Reinforced Gypsum Concrete -PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, PIER TYPE, G
DEAD LOADS: 1 PIER OUTSIDE DIAMETER, PIER WALL THICKNESS) W
ROOF DEAD LOAD 15 PSF ,, i�'7z;.<zating Concrete Fill -PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION PRESSURE ACHIEVE I—
WALL DEAD LOADD12 PSF 1LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) AND 2015 ›- Z
WALL LOAD 10 PSF t :. „. 5 ay supplied Fire-Resistive Materials
CONCRETE 150 PCF INTERNATIONAL BUILDING CODE (IBC) 1810.3.3.1.9 ON 20 PERCENT OF PIERS AND WILL BE SELECTED BY (/) Z
--', enris Drilled Piers and Caissons :THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD (AL) SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE Z_
LIVE LOADS: DEFLECTION MEASURING EQUIPMENT TO ZERO OR A REFERENCE POSITION. THE AL SHALL BE NO MORE Z 0-
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FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF 'r--cilli Grading,Excavation and FillingCHEDULE. H 0 Z
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3. MATERIALS: '3 Gm %e-Control Systems EST LOADING SCHEDULE HOLD TIME MAX DEFLECTION W J OC
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PIER TUBES - ASTM A500 GRADE B OR C 50 DL UNTIL STABLE �. ` ._? 'd O w w cc
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ALL-THREAD ROD - ASTM A193 GRADE B7 1,00 DL UNTIL STABLE U- D
F (MIN YIELD STRESS, Fy = --- / MIN TENSILE STRESS, Fu = 125 KSI) 0.75 DL UNTIL STABLE Q m
STEEL SHAPES - ASTM A36 0.50 DL UNTIL STABLE CC
(MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) 0.25 DL UNTIL STABLE CC
SHAFT COUPLER - ASTM A513 TYPE 5 UJ
(MIN YIELD STRESS, Fy = 70 KSI / MIN TENSILE STRESS, Fu = 87 KSI) LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 MINUTE F—
SHAFT COUPLING HARDWARE - GRADE 8 BOLTS WITH NUTS PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD THE LOAD
HELIX PLATES (ROUND SHAFT) - ASTM A572 GRADE 50 TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND RE-TESTED, OR
(MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE
PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30, 40, 50, AND 60 MINUTES. THE CREEP VERSUS THE GENERAL NOTES
4. WELDING NOTES: LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN 6 AND
CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS REQUIREMENTS. 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL.
USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED.
HELICAL PIER TEST PRESSURE (PSI): [DESIGN WORKING LOAD] X 1.5 / [HYDRAULIC RAM AREA = 9.62 IN2] REVISIONS
5. CORROSION PROTECTION:
SACRIFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS DUE
TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50-YEAR SCHEDULED
SACRIFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. `
6, INSTALLATION: CITY OF TIS -� I DO NOT PLACE PIERS
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1. GENERAL STRUCTURAL NOTES: 8, HELICAL PIER SPLICING:
' REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS HELICAL LEAD AND EXTENSIONS ARE TO BE MECHANICALLY SPLICED (--,s-6,p PROFFSPECIFIC TO REFERENCED PROJECT. WITH GRADE 8 BOLTS WITH NUTS. �C,INEF�/�*
NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. 9. INSPECTION & TESTING: 59022PESCFa
CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2015
2. DESIGN CRITERIA: IBC SECTION 1810.4.12. I I. /Or 5FA Design Group,LLEBUILDING CODE CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS): f 90306W Washing on Bquare Dc6u0a 506
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2015 INTERNATIONAL BUILDING CODE (IBC) THE SPECIAL INSPECTOR IS RESPONSIBLE FOR VERIFYING AND RECORDING THE vF p� �I G,� 191261a6th 0iree,Seakle,WA9060
FOLLOWING: Q9_20p:507.6a7.0311 www.s adgmm
2015 OREGONINTERNNTISTRUONAL RESIDENTIALLSPECIALTY CODE (IRC) -PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER) FREy s. \
2014 STRUCTURAL CODE (OSSC)
2017 OREGON RESIDENTIAL SPECIALTY CODE (ORSC) -PILE AND BRACKET CONFIGURATION
DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, PIER TYPE, EXPIRES: 12-31 19
DEAD LOADS: PIER OUTSIDE DIAMETER, PIER WALL THICKNESS) LLI
ROOF DEAD LOAD 15 PSF -PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION PRESSURE ACHIEVE I—
FLOOR DEAD LOAD 12 PSF LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) AND 2015 Ci) z
WALL DEAD LOAD 10 PSF �' z
CONCRETE 150 PCF INTERNATIONAL BUILDING CODE (IBC) 1810.3.3.1.9 ON 20 PERCENT OF PIERS AND WILL BE SELECTED BY Cl) Z
THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD (AL) SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE Z_
LIVE LOADS: DEFLECTION MEASURING EQUIPMENT TO ZERO OR A REFERENCE POSITION. THE AL SHALL BE NO MORE Z E
ROOF SNOW LOAD 25 PSF THAN 10% OF THE DESIGN LOAD. INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING O W a N
FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF SCHEDULE. Q Z0 z
3. MATERIALS: TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION o D J cc
BRACKET PLATES - ASTM A36 AL (.10 DL MAX) 0 MIN. p
(MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) 0.25 DL UNTIL STABLE " DZ
PIER TUBES ASTM A500 GRADE B OR C 0.50 DL UNTIL STABLE a 0
0.75 DL UNTIL STABLE 0 o Q
(MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 55 KSI) o C�
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1.25 DL UNTIL STABLE �� jl.'. Q
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(MIN YIELD STRESS, Fy = --- / MIN TENSILE STRESS, Fu = 125 KSI) 0.75 DL UNTIL STABLE Q m
STEEL SHAPES - ASTM A36 0.50 DL UNTIL STABLE CC
(MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) 0.25 DL UNTIL STABLE CC
SHAFT COUPLER - ASTM A513 TYPE 5 LU
(MIN YIELD STRESS, Fy = 70 KSI / MIN TENSILE STRESS, Fu = 87 KSI) LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 MINUTE Ir
SHAFT COUPLING HARDWARE - GRADE 8 BOLTS WITH NUTS PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD THE LOAD
HELIX PLATES (ROUND SHAFT) - ASTM A572 GRADE 50 TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND RE-TESTED, OR
(MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE
PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30, 40, 50, AND 60 MINUTES. THE CREEP VERSUS THE GENERAL NOTES
4. WELDING NOTES: LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN 6 AND
CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS REQUIREMENTS. 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL.
USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. •REvisloNs
HELICAL PIER TEST PRESSURE (PSI): [DESIGN WORKING LOAD] X 1.5 / [HYDRAULIC RAM AREA = 9.62 IN2]
5. CORROSION PROTECTION:
SACRIFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS DUE
TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50-YEAR SCHEDULED
SACRIFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358.
6. INSTALLATION: ��� DO NOT PLACE PIERS
~. I THIS ZONE W 0 DIRECTION
SYSTEM TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM INSTALLATION PRESSURE L--' f/ PROJECT NO:
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THIS ZONE W 0 DIRECTION j7 7 CONTRACTOR TO NOTIFY EOR IF DH
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PIER DETAILS
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REVISIONS
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FSI HELICAL PIER PROJECT NO:
-our _ TF18-159
& EXTERNAL
` SLEEVE PER PLAN DESIGNED BY:
DRAWN BY:
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DH
CHECKED BY:
NOTES: JLD
DATE:
NOTES: 1. REF PLAN FOR LAYOUT & INSTALLATION REQ'S 09-04-2018
REF PLAN FOR LAYOUT & INSTALLATION REQ'S 2. REF 1/S4.2 FOR CALLOUTS IN COMMON
f SHEET NO:
(N) HELICAL PIER TO (E) FOUNDATION DETAIL (N) HELICAL PIER TO (E) FOUNDATION DETAIL S4.2
e SCALE: 1"=1'-0" SCALE: 1"=.1'-0"