2601 OAKES AVE 2023 Plans 2025-07-14

Permit#: B2303-041 Site Address: 2601 OAKES AVE Owner: GALE KEITH G&KIMBERLY S Tenant: GENERAL REQUIREMENTS SAFEBASE PUSH PIERS (CONT.) S. App.Date: 3/13/2023 REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS SPECIFIC TO � a WASg IBC Proposed Use: PIN PILES/STRUCTURAL SLAB/ REFERENCED PROJECT. EXISTING UTILITY LINES: �� 40 FOUNDATION REPAIR CONTRACTOR TO REPAIR UTILITY LINES THAT MAY BE DAMAGED `� �2, Description: UNDERPINNING EXISTING 4 PLEX NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. DURING INSTALLATION. �� / .ro; ��, RESIDENCE FOUNDATION DESIGN CRITERIA PUSH PIER SPLICING: „d :� PILES ARE TO BE GRAVITY SPLICED WITH FITTING COUPLERS. BUILDING 16` �40740 l Reviewed B�.� //'✓�-' Datecy ism ' .�� BUILDING CODE CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS): WEIGHT WILL ENSURE JOINTS DO NOT SEPARATE. s`SIONALyCs Office Set Job Site Set 2018 INTERNATIONAL BUILDING CODE (IBC) '�..----\,"�__'`---�`f 2018 INTERNATIONAL RESIDENTIAL CODE (IRC) TESTING & INSPECTION EXPIRES: 12/24/24 I Q 2018 WASHINGTON STATE BUILDING CODE U O 2018 WASHINGTON STATE RESIDENTIAL CODE CO INUOUS SPECIAL INSPECTI S REQUIRED DURING INSTALLATION PER 2018 IBC SECTION 1810.4.12. Z a E SPONSIBLE FOR VERIFYING AND RECORDING THE FOLLOWING: — D DEAD LOADS: Le ROOF DEAD LOAD 15 PSF • PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER Cv FLOOR DEAD LOAD 15 PSF • PILE AND BRACKET CONFIGURATION < 0 t .3 WOOD WALL DEAD LOAD 12 PSF • PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, PIER TYPE, PIER OUTSIDE DIAMETER, 0- _i o INTERIOR WOOD WALL DEAD LOAD 9 PSF PIER WALL THICKNESS) W W �- CONCRETE 150 PCF • PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION PRESSURE ACHIEVED CC °� LI N• a LIVE LOADS: LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) ON 20 z Z Q cos 0.o L a ROOF SNOW LOAD 25 PSF O Z Q Lii PERCENT OF PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD (AL) SHALL I-- Z W 8 FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF w .% BE APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A Q Q ®„� REFERENCE POSITION. THE AL SHALL BE NO MORE THAN 10% OF THE DESIGN LOAD. INCREMENTAL a REFERENCE STANDARDS: O LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. 0 W W124 _ CONFORM TO IBC CHAPTER 18 "SOILS & FOUNDATIONS" ° O cc m z TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION D N > a 01 0 z DESIGN SOIL VALUES: AL (.10 DL MAX) 0 MIN. W W 2 ¢ ' 3; ALLOWABLE FOUNDATION PRESSURE (ASSUMED) 1500 PSF 0.25 DL UNTIL STABLE O U E L 411 0.50 DL UNTIL STABLE Z E SAFEBASE PUSH PIERS 0.75 DL UNTIL STABLE >" 0 1.00 DL UNTIL STABLE LU 15 °' MATERIALS: 1.25 DL UNTIL STABLE W g Z BRACKET PLATES - ASTM A36 1.50 DL HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES Q W o (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) 1.25 DL UNTIL STABLE W PIER TUBES - ASTM A500 GRADE B OR C 1.00 DL UNTIL STABLE 2 Q (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 55 KSI) 0.75 DL UNTIL STABLE 0 EXTERNAL SLEEVE - ASTM A500 GRADE B 0.50 DL UNTIL STABLE CITY OF EVERETT (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 62 KSI) 0.25 DL- UNTIL STABLE REVIEWED FOR E MIT PIER CAP - ASTM A529 GRADE 50 (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 GENERAL NOTES COIL ROD - ASTM A193 GRADE B7 MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD (MIN YIELD STRESS, Fy = 105 KSI / MIN TENSILE STRESS, Fu = 125 KSI) THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND STEEL ANGLE SHAPES - ASTM A36 RE-TESTED, OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS REVISIONS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30 40, 50, AND 60 MINUTES. THE r 1 (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN 0.080 W N WELDING NOTES: INCHES BETWEEN 6 AND 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL. Pg c'' °4 a) CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS REQUIREMENTS. USE o W v CV E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. PUSH PIER TEST PRESSURE (PSI): [DESIGN LOAD] X 1.5 / [AREA OF HYDRAULIC RAM]. L-- CORROSION PROTECTION: PROJECT NO: W SACRIFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS DUE TO �//// �//7// MFR22-280 cl. l'- I 7\ I DO NOT PLACE PIERS DESIGNED BY: V �- O CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50-YEAR SCHEDULED SACRIFICIAL X� / \ THIS ZONE W/O DIRECTION BE Q a> THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. DRAWN BY: VV H a. INSTALLATION: DO NOT PLACE PIERS \ FROM ENGINEER BE 0 / CHECKED BY: ►�"� SYSTEM TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM THIS ZONE ENGINEER DIRECTION \ / CONTRACTOR TO NOTIFY JLD,CVR I (� INSTALLATION PRESSURE IS TO BE DETERMINED BY THE FOLLOWING EQUATION: FROM FOR IF (E) FOUNDATION DATE:02.24.2023 CRACK IS PRESENT IN THE PUSH PIER INSTALLATION PRESSURE (PSI): [DESIGN LOAD] X 2 / [AREA OF SPAN BETWEEN FOUNDATION SHEET NO: BRACKETS HYDRAULIC RAM]. NO PIER PLACEMENT ZONE MINIMUM INSTALLATION DEPTH IS 10'-0„± UNO. 0 S1 .1 SCALE: NTS itIEDVIE NOTIFY ENGINEER IF MINIMUM INSTALLATION CONDITIONS CANNOT BE ACHIEVED. E MAR 13 2023 J CITY OF EVERETT Permit Services