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APPROVED BLD BLD2022-0355+ARCH & Structural_Plans+3.22.2022_12.03.52_PM+275314510128 240th PI SW Edmonds Residence S220301-4XR PROJECT INFORMATION CLIENT HURWIT NICHOLAS S NERY-HURWIT MARA B 10128240TH Pl.$W EDMONDS MASON PROJECTADDRESS 10125 240TH Pl. SW EDMONDS, WA 9S02T STRUCTURAL ENGINEER L120 ENGINEERING S DESIGN 1"" 91ST PL NE KIRKIAND, WA """- PHONE: (423) 3 CONTACT'. MANS THURFJELL, PE CODES ENGINEERED PER: NIB (IRE) INTERNATIONAL RESIDENT& CODE 2018 (IBC) INTERNATIONAL BUILDING CODE SHEET INDEX COVER SHEET....S-0 STRUCTURAL GENERAL NOTES...S-1 SITE S FOUNDATION PLANS-2 FOUNDATION DUAILS....SD-1.1 xxTE�4:: W� �>3 Z Lu v � y O O al z J REVISIONS PROJECT NAME 10128 240TH PL SW EDMONDS WA 98020 PRO]ECT NUMBER S220301-4XR LRAWN BY JT "ECKED Br- M RT <. IEET DATE-0311812022 SCALE O W 0 u GENERAL STRUCTURAL NOTES DESIGN CRITERIA CODE: 2018IRCIIBC 8 AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCYICOUNTY. ROOF........................................25 PSI SNOW (GROUND) FLOORS RESIDENTIAL....................40 PSI BALCONY/DKK................60 ME GENERALCONDITIONS 1. THE CONFRACFOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER OF PLAY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE COND71ONS BEFORE STARTING WORK. THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY DISCREPANCIES. 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 4. IN CASE OF CONFLICT NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE "GENERAL NOTES' AND/OR "STANDARD DETAILS". 5. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS. T. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE. S. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE IAIEST EDITION OF THE INTERNATIONAL BUILDING CODE, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER ANY PORTION OF THE WORK. 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY. 11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES ORTHE SIR UCTURAL DRAWINGS. 12. NOTIFYENGINEER OF ALL HEW CHANGES PRIOR TO INSTALLATION. 13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. 14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE "INTERNATIONAL BUILDING CODE" (IBC), AND STANDARDS REFERENCED THEREIN. 15. STRUCTURALSTABILITYOF ALLNEWAND EXISTING STRUCTURES DURING CONSTRUCTION SHALLBE THE RESPONSIBILITY OF THE CONTRACTOR. THIS INCLUDES EXCAVATIONS, COLUMNS, EQUIPMENT LOADS, MATERIAL LOADS, AND OTHERS. OBSERVATIONS BY THE ENGINEETROTRECORO DO NOT INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION. 6. MINIMUM ASSUMED$OIL BEARING CAPACITY ............... 3,000 ME CONCRETEANCHORS 1. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE, HILTI, OR EQUIVALENT. SPECIAL INSPECTIONS REQUIRED. STRUCTURAL AND MISC. STEEL 1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE LATEST EDITION OF THE ALSC'CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 2. MATERIALS: BOLTS - ASTM A3D7, UNLESS OTHERWISE NOTED WE BEAMS - ASTM AS72-50 (Fy = 50,000 PSI) MISS ROUND COLUMNS - ASIM AND CF. B (Fy = 42,000 PSI) HSS RECTANGULAR COLUMNS- ASTM ASOO Gr. B (Fy = 46,000 PSI) ALL OTHER STEEL- ASTM A36 (FY = 36,000 PSI) STRUCTURAL STEEL WELDING 1. CONFORM TO THE AWS CODES D1.1 AND D1.3., AND USE ONLY CERTIFIED WELDERS. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES. ALTERNATES: 1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST PAYMENT FOR REVIEW; CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL COST TO OWNER. ]OBSITE SAFETY: 1. THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY PERSON. HFLCALPILE$ I. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 201E INTERNATIONAL BUILDINGCODE(IBC). 2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND SHALL BE IN ACCORDANCE WITH ESR-3160. 3. All MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR3760. 4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE CRITERA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (IAA) COATINGS UU229). 5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER AC358 SECTION 3.9. B. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. T. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED. 8. HELICAL PILES SHALLBE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF INCLINATION OF-1-1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-FT U 9. MONITOR AND RECORD DEPTH OF PILE PENETRATION. PROVIDE TORQUE MONITORING DEVICE AS PART OF THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE INSTALLATION OF EACH PILE AT SPECIFIC DEPTHS. 10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2X THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABIETORSIONAL CAPACITY OF MY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY. IT. ALL BRACKETS AND HELICAL PILE ASSEMBLY DOMFONENTSSHALLHAVEADEQUATECARACITYTOACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). 12. REP AIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET RATE MUST BE FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION. 13, All HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES. 14. THE PILE QUANTRY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION. 15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O15 AND 20181BC SECTION I70S9 MUST BE PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION BRACKET$. ITEMS TO BE RECORDED AND CONFIRMED BYTHE SPECIAL INSPECTOR MUST INCLUDE THE FOLLOWING: A. PRODUCTMNNUFACTURER B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFTSECAIONS,EXTENSIONS, BRACKETS, BOLTS, THREADED RODS, NUTS WASHERS, AND TORQUES AS SPECIFIED IN THIS REPORT AND THE CONSTRUCTION DOCUMENTS D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT, INSTALLATION EQUIPMENT USED, AND THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS E. ANTICIPATED AND ACTUAL PILING DEPTH F. REQUIREDTARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION G INCLINATION AND POSITION OF PILES, TOP OF PILE EXTENSION IN FULL CONTACT WITH BRACKET, TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS ARE INSTALLED BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER. 16. PILESIMPRGREPLY INSTALLED BECAUSE OF MISLOCATION,MISALIGNMENT, OR FAILURETO MEET OTHER SPECIFIED DESIGNIINSTALLATION CRITERNARE NOT ACCEPTABLE ABANDON REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED. HELICAL PILE PROOF TESTING TIE CAPACITY OF AHE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OFA MINIMUM THREE (3) PERCENT OF PILES UP TO ENE (6) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN ASTM Di 143 MOSER THE 20181NTERNATIONAL BUILDING CODE UBC). THE MAXIMUM LEST LOAD SHALL RE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. ABBREVIATIONS AS ABV ANCHOR BOLT ABOVE PER GA FOOTING GAUGE ARE ABOVE FINISH FLOOR GALV GALVANIZED ALT ALTERNATE GLB GWIAM BEAM ALUM ALUMINUM GR GRADE APPROX APPROXIMATE GYP GYPSUM WALL BOARD PVC AIASKAN YELLOW CEDAR HOG HOT -DIPPED GALVANIZED BB BOX BEAM HDR HEADER BF -1 FLUSH HE HEM FIR BLUG &AIDING No HEIGHT BLKG BLOCKING HF HEIGHT BM BEAM IN INCH BOT BOTTOM IT ]DINT BP BOTTOM PLATE MAX MAXIMUM BRG BEARING MIN MINIMUM BTWN BETWEEN MISC MISCELLANEOUS BSMT BASEMENT NB NON -BEARING B/W BO 1101WALL NO NUMBER CANT CANTILEVER QC ON CENTER ❑ CONTROL]OINT MST POUNDS PER SQUARE FOOT OLD. CEILING PSI POUNDS PER SQUARE INCH ELL ILI CEILING JOIST CLEAR IT PRESSURETREATED EMU CONCRETE MPSONRY UNIT RAF RAFFER EOL COLUMN REF REFERENCE CONE CONCRETE REINF REINFORCEMENT CONN CONNECTION REDID REQUIRED CONS'T CONSTRUCTION SF SQUARE FOOT cow CONTINUOUS SIM SIMILAR CIA CENTER SPF SPRUCE PINE FIR DET DETAIL STD STANDARD DF COUGLAS PIR(SOUTX) SYp SOUTHERN YELLOW PINE DFL DOUGLAS RR LARCH 7/ TOP OF DIM DIMENSION T/C TOP OF CONCRETE IS DOUBIE30IET T/P TOP OF PLATE CIA DIAMETER T/S TOP OF STEEL DN DOWN T/W TOP OF WALL DS DOWN SPOOF TF TOP FLUSH EFA T] TRIPLE ]OIST E EI FAEACCHH FACE EXPANSION ]DINT T/WI TOP OF BEAM EIEV ELEVATION T/SIABTOP OF SLAB EN EDGE NAILING FRANCE) TP TOP PLATE EQ EQUAL TYP TYPICAL ES EACH SIDE UNO UNLESS NOTED OTHERWISE EW EACH WAY URA UNDER POST ABOVE FB RUSH BEAM UWA UNDER WALL ABOVE FIN FINISH VERT VERTICAL FL FLOOR WE VERIFY IN FIELD FLSHG FLASHING W/ WITH END FOUNDATION WC WESTERN CEDAR FP FIREPLACE IN WATERPROOF Fi FOOT WWI WELDED WIRE FABRIC SPECIAL INSPECTIONS SCHEDULE SPECIAL INSPECTIONSTABLES PER THE 2015 W. ALL ITEMS NON -APPLICABLE ITEMS HPAE EN MARKED WITH A ='. ITEMS REQUIRING SPECNL INSPECTON HAVE BEEN MARKED WITH AN'X'. TABLEITOBS REQUIRED SPECIAL INSPECTIONS AND TEST -OF CONCRETE CONSTRUCTION �...::�.., e■tee Iso�Is ear Elm III- Iso�Is TABT REWIRED SPECIAL INBPECigNBAND lESTS BTS OF OF DRIVEN DEEP FOUNDATION ELEMENTS veiny eK.nem male,u8 sues ap Nrgmz taryN Min n to-ryNeR as _ venryp,azemen, w zo nazeatka p�muess. eormm, a ODe -1-UP-Al rt< eta Pmlrzow NY x wa�ryaN din etvaewe �s pertain S peno,m ins oonzn ,eo aez5n omlessmat - - W Q H w rt zw. 0 oei REV�ISi0N5 PROJECT NAME 10128 240TH PL SW EDMONDS WA 98020 PROJECT NUMBER S2203014XR DRAWN BY- JT CHECKED BY- M RT SHEET DATE-03/18/2022 SCh F UO W 0 Z J Q IY EED 7 K H N - J Q W Z U' 240TH PL SW ............................................................. PROPERN LINE ..................................................... a AREA OF WORK E CARPORT I I � I I I I I I � I I I - I O RESIDENCE - - 10128240TH PL SW _o EDMONOS, WA 88020 I N 1T 6.. PARCELNO. 00555000001500 LEGAL DESCRIPTION RICHMOND PARK HOMES NO 2 BUR OW D-00 - TR 15 OWNEROWNER NAMI� HURWIT NICHOL43 S NERV-HURWIT MARA B 10128 240TH PL SW EDMONDS, WA 98020 ...........................................................:�: �... PROPERTYLINE.........................................................: NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. PILE SPACING & LOAD REQUIREMENTS TABLE MAX O.C. SPACING, ft MIN VERTICAL CAPACITY, kips PROOF TESTING LOAD, kips PILE R PILE TYPE BTWN PILES END OFFSET ALLOWABLE LOADING 2009E MIN VERTICAL CAPACITY (MIN ULTIMATE CAPACITY) LOCATION 1-4 S-T 8-9 HELICAL 8'-0" PER PLAN 9.0 k/PILE 18.0 k/PILE EXTERIOR 6.0 k/PILE 12.0 WPILE EXTERIOR 12.0 k/PILE 24.0 k/PILE CARPORT NOTES: a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BV THEPILE MANUFACTURER THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE THE REQUIRED BEARING CAPACITY LOADING, INCLUDING A SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM INSTALLATION TORQUE RATING OF B300FPLBS FOR A 2-7I8 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL THICKNESS PER ESR-3750. b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.: 278TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2 70 TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 30 KIPS. c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEALMANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750. tl. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART OF THE ASSEMBLY. e. MAXIMUM ON CENTER SPACING LISTED FORTYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN. -"------------- FOUNDATION NOTES 1. VERIFY ALL DIMENSIONS ON SITE. 2. FOUNDATION DIMENSIONS ME TO OUTSIDE FACE OF CONCRETE STEM WALL PER MR LEVEL SURVEY. 3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFORMATION: Qo HELICAL PILES ....................................... 11SDAI A. RE FERTOSTRUCNRALCALCUTATIONSPACNAGEDATEDMARCHIBTH,2M2,FORADDITIONALINFORMATION,BPECIFICATIONS, O AND REQUIREMENTS. 5. LEVEL SURVEY PER MR REPAIR PLAN DATED DECEMEER IST,2021. REFER TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITION. REQUIREMENTS FOR REPAIR PLAN. S. MINIMUM PILE DIAMETERSHALL BE2-M. ci. IT IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH a UH!' TOLERANCE TO ALLOW FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED DURING PILE INSTALLATION PROVIDED THAT NO TWO ADJACENT SPANS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY. 8. FIELDVEREYALL EXISTING STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE 8' THICK MINIMUM WITH 2'b' HEIGHT '- (MEASURED FROM BIFTG TO TUNC) MINIMUM. 8. PARCEL DIMENSIONS PROVIDED BY CITY OF SEATTLE. NOT TO SCALE. PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS (WTTH -- ASTERISK,') APPROXIMATED PER SNOHOMISH COUNTY,MAP. NOT TO BE USED FOR LEGAL PURPOSES. 10. SITE FEATURES AND EXISTING STRUCTDRES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY. 11. REFER TO GENERAL NOTES FOR PILE FIELD TESTING REQUIREMENTS. HELICAL PILE REFUSAL CRITERN'. TORQUING OF THE PILE SHAll CONTNUE UNTIL HYDRAULIC PRESSURE IS ACHIEVED TO PROMDE THE SPECIFIED MINIMUM VERTICAL CAPACITY WITH A SAFETY FACTOR OF NO LESS THAN MO. ADVANCEMENT SHALL BE HALTED IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT FLEXURE. SITE PLAN LEGEND EXISTING RESIDENCE STRUCTURE EXISTING ADJACENT STRUCTURE - AREA OF PROPOSED WORK ' PROPERTY LINE ---- APPROXIMATE DIMENSION NawNiIN �•: . eroN.�E Lu Q > ~ w Z IS IR Vpo6 J REVV ON5 PROTECT NAME 10128 240TH PL SW EDMONDS WA 98020 PROTECT NUMBER S220301-4XR DRAWN BY JT CHECKED EY- M RT SHELT DATE-0311812022 sc%_ Z - Q N d N W H rn (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY 111 (E) CONIC STEM WALL T/STEM WALL = FIELD VERIFY 8'MINTHICKNESS, ; CONTRACTOR TO VERIFY _..— TffIN GRADE= -- VARIE (E) FTG TO BE CUT FLUSH _ WITH FACE OF STEM WALL " Lc WITH A 17 MAX WIDTH FOR - INSTALLATION POCKET 1`IV Ill_.I lip-i -'x=IIII�F 1111=111411 "I1=11 - nn=lTil=n ; '�-lin=nn _ T/CONC FTG-J, FIELD iTn_iTn=N (E) CONTINUOUS IDEAL HELICAL PILE 6 REPAIR CONC FOOTING BRACKETASSEMBLYPER !!DgL R&R FOUNDATION SPECIALIST 1. CONIRACTORTO VERIFY NOTED MINIMUM EXISTING FOUNDATION TO CONFORM TO ESR-3750 DIMENSIONSPRIOR TO INSTALLATION ENGINEER-0FRECORO TO BE 2-718' SHAFT W/ f0'DMM NOTIFIED PRIGR TO MMLLATION IF MINIMUMS NOT MET 2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEXED BY A CORROSION DOUBLE HELIX W13 PITCH RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT ENDS AND MILLED HOLES. CORROSION PREVENTION COATING SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GXVANI2ATION PER ASTM 153'A123. 3. AT CUT INSTALLATION POCKETALL ESPOSED STEEL REINFORCEMENT SNALL BE SEALED OR COATED TO PREVENT CORROS ION. 4. REFER TO GENEML NOTES FOR GEOMCHNICAL PRE EMBEDMENT REOUIREMENTS. NOTE THAT THESE SHALL BE ACHIEVED PRIOR TO THE APPLICATION OF THE REFUSAL CRHIERLA S. REFER TO GENERAL NOTES FOR PILE FIELD TESTING REQUIREMENTS. I HELICAL PILE INSTALLATION DETAIL 2 NOT USED $ NOT USED 4 NOT USED 5 NOT USED 6 NOT USED E; W Q Z N zFj o Wm ZwWz Wz �0 J REVISIONS PROJECT NAME 10128240TH PL SW EDMONDS WA 98020 PROJECT NUMBER S2203014XR DRAWN RY- JT CHECKED By M RT 5HEEr DATE-03/18/2022 scAl F 1n J Q �0 F Q � — 0 N — Z O LL