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<br /> GENERAL STRUCTURAL NOTES A0.11/4
<br /> DESIGN CRITERIA HELICAL PILES ABBREVIATIONS SPECIAL INSPECTIONS SCHEDULE '
<br /> CODE:2018 SBC/SRC&AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY. 1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE •-9'_.
<br /> ROOF 25 PSF SNOW(GROUND) 2018 INTERNATIONAL BUILDING CODE(IBC). AB ANCHOR BOLT FTG FOOTING SPECIAL INSPECTIONS TABLES PER THE 2018 IBC.ALL ITEMS NON-APPLICABLE ITEMS HAVE BEEN '',s(DNAL Et.'`
<br /> FLOORS 2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, ABV ABOVE GA GAUGE MARKED WITH A'=.ITEMS REQUIRING SPECIAL INSPECTION HAVE BEEN MARKED WITH ANT.
<br /> RESIDENTIAL 40 PSF INC.,AND SHALL BE IN ACCORDANCE WITH ESR-3750. AFF ABOVE FINISH FLOOR GALV GALVANIZED
<br /> BALCONY/DECK 60 PSF 3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE ALT ALTERNATE GLB GWLAM BEAM TABLE 1706.3
<br /> WITH ESR-3750. ALUM ALUMINUM GR GRADE REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION
<br /> GENERAL CONDITIONS 4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES APPROX APPROXIMATE GYP GYPSUM WALL BOARD CONTINUOUS PERIODIC SPECIAL REFERENCED IBC
<br /> 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS AYC ALASKAN YELLOW CEDAR HDG HOT-DIPPED GALVANIZED TYPE INSPECTIONSPEIAL
<br /> C INSPECTION STANDARD' REFERENCE
<br /> ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. USING POLYMER(EAA)COATINGS(AC228). BB BOX BEAM HDR HEADER I.Inspect remtorcement•ocledmg prestressing - _ AG 318 Ch.20.25.2. trace 4
<br /> All DIMENSIONS, ELEVATIONS AND SIZE CONDITIONS BEFOREtRndors.agnnyp�emem. zs.3.zfi.o1-285.s
<br /> 2. THE CONTRACTOR SHALL VERIFY A
<br /> 5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM BF BOTTOM FLUSH HE HEM FIR 2.Reinforcing Donegan
<br /> STARTING WORK.THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY CONCRETE REINFORCING STEEL,BUILDING STRUCTURAL STEEL,OR ANY OTHER METAL BLDG BUILDING HGT HEIGHT a.verywelaatny of relnfoml0g bars _ _
<br /> Mennen ASTM A 706: AWE 01A
<br /> DISCREPANCIES. BUILDING COMPONENTS PER AC358 SECTION 3.9. MG BLOCKING HT HEIGHT b.Inspect single-pass Mkt welds,madman AG318,26.5.4
<br /> 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL 6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED BM BEAM IN INCH srres"'and
<br /> BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE DESIGN LOADS. DOT BOTTOM IT JOINT c.Inspect aa other welds. - - W
<br /> PROCEEDING WITH ANY WORK SO INVOLVED. 7. ONLY MANUFACTURER-APPROVED CONNECTORS,ADAPTORS,AND ACCESSORIES MAY BP BOTTOM PLATE MAX MAXIMUM 3.4.Inspect anchors -In concrete. - - AG 318:17.8.2 - O
<br /> 4.Inspect anchors post-Installed astNona In hardened Q ` Z
<br /> 4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE BE USED. BRG BEARING MIN MINIMUM concretemenmers.° ('= 0
<br /> Adhesive anchors Installed in horimdaey
<br /> PRECEDENCE OVER THE'GENERAL NOTES"AND/OR'STANDARD DETAILS". 8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN BTWN BETWEEN MISC MISCELLANEOUS a.or upstart*soloed orlentatnOnsto resist - - ACI 318:17.8.2.4 - D z
<br /> BSMT BASEMENT sustainedtens/onloads, a
<br /> S. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK,THE CONSTRUCTION SHALL BE THE ALLOWABLE ANGLE OF INCLINATION OF+/-1 DEGREE FROM VERTICAL PER SECTION 4.2.1 NB NON-BEARING W s,
<br /> B/W BOTTOM OF WALL b.not denoal anchors am adhesive anchors
<br /> - - S Z
<br /> SAME AS FOR SIMILAR WORK. OF ESR-3750. NO NUMBER rdtetefeled h4.a j R
<br /> 6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS,OR DETAILS ON THESE 9. MONITOR AND RECORD DEPTH OF PILE PENETRATION.PROVIDE TORQUE MONITORING CANT CANTILEVER OC ON CENTER 6.VYnry use or required desl9nm15. - - A26A.3CI .6..4h. 1808.21886.5 F,.J
<br /> 26A.3.2GA.4 19082.7908.3 J
<br /> DRAWINGS. DEVICE AS PART OF THE INSTALLING UNIT.MONITOR AND RECORD TORQUE APPLIED CONTROL JOINT PSF POUNDS PER SQUARE FOOT 6.Prior Io concrete placement.taMcatespecinens ASTM C 172 Z W i3'
<br /> CLG. CEILING tor strength tests.picador slump and air Z
<br /> 7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY DURING THE INSTALLATION OF EACH PILE AT SPECIFIC DEPTHS. PSI POUNDS PER SQUARE INCH content tests.and determine Me - - ASTMC 31 1908.10
<br /> Q AG 313 26.4.5,26.12 0
<br /> 0
<br /> CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE 10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO W CEILING JOIST me concrete.
<br /> PT PRESSURE TREATED 7,Impect concrete and snaome placement for - t9o8.s.1908.7. J
<br /> DISTRESS TO THE STRUCTURE. CIR CLEAR - AG 3t8:26.4.5
<br /> PROVIDE THE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A RAF RAFTER Proper ymaint natce ofspect 12.0e.8
<br /> COL CONCRETE MASONRY UNIT eme ra ure and tece agues. ed curing - AG 318:26.4.7-26.4.9 1908.9
<br /> 8. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE FACTOR OF SAFETY NO LESS THAN TWO(2).THE MAXIMUM INSTALLATION TORQUE SHALL COL COLUMN REF REFERENCE temperature and to 080065.
<br /> FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF ANY INDIVIDUAL COMPONENT OF REINF REINFORCEMENT 9.I^apecreprestressed concrete for. - - _ III
<br /> Q EQ CONE CONCRETE a.Application of prestressing forces;andAG 318:26.92.t
<br /> ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. THE PILE ASSEMBLY. CONN CONNECTION REQD REQUIRED b.Grouting of banded prestressing tendons. - - ACI 318:26.9 2.3 -
<br /> 11. ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATEto.inspect-semoncre ot recastmneretomestrers. AGsle:en.26.e
<br /> 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE CONST CONSTRUCTION SF SQUAREF00T tt.varirym-swcorarlae strength.prior rostressing
<br /> INTERNATIONAL BUILDING CODE,AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER CAPACITY TO ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR COST CONTINUOUS SIM SIMILAR of tendons Il post-tensbne0 concrete and - _ - ACI378:26.10.2
<br /> prior ID removal W shores and tome Boor
<br /> ANY PORTION OF THE WORK. OF SAFETY NO LESS THAN TWO(2). CTR CENTER SPF SPRUCE PINE FIR beams and structural slabs.
<br /> 12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE 12.inspect co mope' 0801ation am
<br /> 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DET DETAIL STD STANDARD dimensions of the concrete mender being - - AG 318:26.m.1(b) -
<br /> WHERE THE NOTES,DRAWINGS,AND/OR SPECIFICATIONS DIFFER,THE MORE STRINGENT REQUIREMENT MUST BE FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION. DF DOUGLAS FIR(SOUTH) SYP' SOUTHERN YELLOW PINE formed. TABLE 1706.7
<br /> SHALL APPLY. 13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEL DOUGLAS FIR LARCH T/ TOP OF
<br /> DEVELOP THE TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES. DIM DIMENSION REQUIRED SPECIAL INSPECTIONS AND TESTS OF OMEN DEEP FOUNDATION ELEMENTS
<br /> 11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTEST/C TOP OF CONCRETE
<br /> OR THE STRUCTURAL DRAWINGS. 14. THE PILE QUANTITY,LAYOUT,AND SPACING INDICATED ON PLAN SHALL NOT BE DJ DOUBLE JOIST T/P TOP OF PLATE TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION
<br /> 12. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. CHANGED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO DIA DIAMETER T/S TOP OF STEEL 1 vent'elementmaterials,s rs and lengths comply w m x -
<br /> Me requirements.
<br /> INSTALLATION. DN DOWN 2.Detemdne capacwes of test elements and conduct . x
<br /> 13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED T/W TOP OF WALL additional load tests,as required.
<br /> 15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2015 AND 2012 IBC SECTION DS DOWN SPOUT 3.inspect dr^fng opem6ons and maintain complete and
<br /> IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. IF TOP FLUSH x -
<br /> 1705.9 MUST BE PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND EA EACH accurate records for each element. -
<br /> 14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS,METHODS,AND WORKMANSHIP ACCEPTED AS TJ TRIPLE JOIST 4.verify placement locations and pomoness.conlbm
<br /> blows per
<br /> GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE FOUNDATION BRACKETS. ITEMS TO BE RECORDED AND CONFIRMED BY THE SPECIAL EF EACH FACE typeT/BM TOP OF BEAM Foot fp nd size
<br /> mane required pp numberenetrations to x -
<br /> INSPECTOR MUST INCLUDE THE FOLLOWING: El EXPANSION JOINT amen design capacity.record tip and butt elevations
<br /> "INTERNATIONAL BUILDING CODE"(IBC),AND STANDARDS REFERENCED THEREIN, ELEV ELEVATION T/SUIBTOP OF SLAB and documemamdamageto foundation element
<br /> A. PRODUCT MANUFACTURER 5.For steel elements.perform additional special
<br /> 15. STRUCTURAL STABILITY OF ALL NEW AND EXISTING STRUCTURES DURING CONSTRUCTION SHALL BE EN EDGE NAILINGTP TOP PLATE - -
<br /> B. MANUFACTURER'S CERTIFICATION OP THE INSTALLERS (PANEL) Inspections In accordance torn Section 17o4J.
<br /> THE RESPONSIBILITY OF THE CONTRACTOR.THIS INCLUDES EXCAVATIONS,COLUMNS,EQUIPMENT EQ EQUAL TYP TYPICAL 6.For concrete elements and concrete-taed elements.
<br /> LOADS,MATERIAL LOADS,AND OTHERS.OBSERVATIONS BY THE ENGINEER-OF-RECORD DO NOT C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT perform tests and additional special mspectias o - -
<br /> SECTIONS,EXTENSIONS,BRACKETS,BOLTS,THREADED RODS,NUTS,WASHERS,AND ES EACH SIDE LINO UNLESS NOTED OTHERWISE accortlancewNrsectbn 1705.3.
<br /> INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION. EW EACH WAY UPA UNDER POST ABOVE 7.For specially elements.perform addnronaltnspecUons
<br /> TORQUES AS SPECIFIED IN THIS REPORT AND THE CONSTRUCTION DOCUMENTS as determined by the registered design professional in - -
<br /> D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT,INSTALLATION FLUSH BEAM UWA UNDER WALL ABOVE responsible charge.
<br /> EQUIPMENT USED,AND FIN FINISH VERT VERTICAL 5811 Beverly Lane
<br /> THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS FL FLOOR VIE VERIFY IN FIELD Everett,WA,98203
<br /> CONCRETE ANCHORS E. ANTICIPATED AND ACTUAL PILING DEPTH FLUHG FLASHING W/ WITH
<br /> 1, ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE,Hun,OR EQUIVALENT.SPECIAL F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF FND FOUNDATION WC WESTERN CEDAR
<br /> FP FIREPLACE WP WATERPROOF
<br /> INSPECTIONS REQUIRED. INSTALLATION FT
<br /> _...
<br /> G. INCLINATION AND POSITION OF PILES,TOP OF PILE EXTENSION IN FULL FOOT WWF WELDED WIRE FABRIC
<br /> S201803-2XR
<br /> STRUCTURAL AND MISC,STEEL CONTACT WITH BRACKET,TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE
<br /> 1. REFERENCE STANDARDS:DESIGN,FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE FOUNDATION SYSTEMS ARE INSTALLED BY AN APPROVED IDEAL FOUNDATION SYSTEMS `'-NJ
<br /> LATEST EDITION OF THE AISC'CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". INSTALLER.
<br /> 2. MATERIALS: 16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION,MISALIGNMENT,OR
<br /> BOLTS-ASTM A307,UNLESS OTHERWISE NOTED FAILURE TO MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT MRT
<br /> WF BEAMS-ASTM A572-50(Fy=50,000 PSI) ACCEPTABLE.ABANDON REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED. - S/15/21
<br /> ASS ROUND COLUMNS-ASTM A500 Or.B(Fy=42,000 PSI)
<br /> HSS RECTANGULAR COLUMNS-ASTM A500 Gr.B(Fy=46,000 PSI) HELICAL PILE PROOF TESTING •
<br /> ALL OTHER STEEL-ASTM A36(fy=36,000 PSI) THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A - • "
<br /> MINIMUM THREE(3)PERCENT OF PILES UP TO FIVE(5)PILES MAXIMUM(ONE(1)MINIMUM)IN
<br /> STRUCTURAL STEEL WELDING ACCORDANCE WITH THE PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2015 SEATTLE
<br /> 1. CONFORM TO THE AWS CODES D1.1 AND D1.3.,AND USE ONLY CERTIFIED WELDERS,WELDS NOT BUILDING CODE(SBC).THE MAXIMUM TEST LOAD SHALL BE TWO-HUNDRED(200)PERCENT
<br /> SPECIFIED ARE TO BE 1/4"CONTINUOUS FILLET MINIMUM.USE DRY E70 ELECTRODES. OF THE SPECIFIED DESIGN LOAD.
<br /> ALTERNATES:
<br /> 1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW.ENGINEER MAY REQUEST
<br /> PAYMENT FOR REVIEW;CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL
<br /> COST TO OWNER. LA
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<br /> JOBSITE SAFETY: •
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<br /> 1, THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN Z
<br /> AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR
<br /> TO MEANS,METHODS,TECHNIQUES,SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM
<br /> HIS WORK.THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL p
<br /> NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR
<br /> PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR,SUBCONTRACTORS, •
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<br /> SUPPLIERS OR THEIR EMPLOYEES,OR FOR ACCESS,VISITS,USE,WORK,TRAVEL,OR OCCUPANCY BY ANY Ce
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