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r GENERAL STRUCTURAL NOTES ABBREVIATIONS ! SPECIAL INSPECTIONS SCHEDULE ,
<br /> DESIGN CRITERIA HELICAL PILES AB ANCHOR BOLT FIG FOOTING -sD
<br /> CODE:2018 IRCIIBC 8 AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY. 1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL SPECIAL INSPECTIONS TABLES PER THE 201E SBC.ALL ITEMS NON-APPLICABLE ITEMS HAVE BEEN A
<br /> ABV ABOVE GA GAUGE
<br /> ROOF 25 PSF SNOW(GROUND) BUILDING CODE(IBC). AFF ABOVE FINISH FLOOR GALV GALVANIZED MARKED WITH A".ITEMS REQUIRING SPECIAL INSPECTION HAVE BEEN MARKED WITH AN IC.
<br /> FLOORS 2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING,INC.,AND SHALL BE ALT ALTERNATE GLB GLULAM BEAM
<br /> RESIDENTIAL 40 PSF IN ACCORDANCE WITH ESR-3750. ALUM ALUMINUM GR GRADE TABLE 1705.3
<br /> REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION
<br /> BALCONY/DECK 60 PSF 3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR-3750. APPROX APPROXIMATE GYP GYPSUM WALL BOARD
<br /> 4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE AYC ALASKAN YELLOW CEDAR ADO HOT-DIPPED GALVANIZED CONTINUOUS PERIODIC SPECIAL REFERENCED
<br /> SPECIAL
<br /> GENERAL CONDITIONS CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER(EAA) BB BOX BEAM HDR HEADER TYPE1 INSPECTION INSPECTION STANDARD' REFERENCE
<br /> 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL COATINGS(AC228). BF BOTTOM FLUSH HF HEM FIR I Inspect r in Dennyfocement including prestressing - _ ACI 318 CO 20.25 2. +yam a
<br /> placement 25 3.26.51-26 5 3
<br /> ENGINEER OF ANY DISCREPANCIES FIE MAY FIND BEFORE PROCEEDING WITH THE WORK. 5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE BLDG BUILDING HGT HEIGHT 2 Reidorclng ear weding -.
<br /> a Venry weldable!).of reint«cl g bars
<br /> BLKG BLOCKING HT HEIGHT
<br /> 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE REINFORCING STEEL,BUILDING STRUCTURAL STEEL,OR ANY OTHER METAL BUILDING COMPONENTS PER doer Nan ASTM A 706 - - AWS DI
<br /> STARTING WORK.THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY AC358 SECTION 3.9. BM BEAM IN INCH b Inspect sagiepas8 suet welds.maximum ACI318 26.54
<br /> DISCREPANCIES. 6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. BOT BOTTOM IT JOINT 1 and
<br /> 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL 7. ONLY MANUFACTURER-APPROVED CONNECTORS,ADAPTORS,AND ACCESSORIES MAY BE USED. BP BOTTOM PLATE MAX MAXIMUM e Inspect all Ohm welds
<br /> 91na11ctanchrs post cast 6110orele - ACI318.17.82 - 'I'
<br /> BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE 8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF ERG BEARING MIN MINIMUM 4.Irnspen anchors post-mslaned in hardened L.I.J
<br /> BTWN BETWEEN
<br /> PROCEEDING WITH ANY WORK SO INVOLVED. INCLINATION OF i1-1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750. MISC MISCELLANEOUS . c«ncrete„En 5
<br /> BSMT BASEMENT a Adhe5,ve ancrdrs Installed I e«aontally ZU'
<br /> 4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE 9. MONITOR AND RECORD DEPTH OF PILE PENETRATION.PROVIDE TORQUE MONITORING DEVICE AS PART OF NB NON-BEARING or uneaten ins tined orientations 10 reset - - ACI318.17 e 24 - F- m
<br /> PRECEDENCE OVER THE"GENERAL NOTES"AND/OR"STANDARD DETAILS". THE INSTALLING UNIT.MONITOR AND RECORD TORQUE APPLIED DURING THE INSTALLATION OF EACH PILE NO NUMBER Z w
<br /> B/W BOTTOM OF WALL sustained tension roads
<br /> 0
<br /> CANT CANTILEVER b Mechanical anchors and adhesive anchors - - W
<br /> 5. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK,THE CONSTRUCTION SHALL BE THE AT SPECIFIC DEPTHS. OC ON CENTER >
<br /> not cleaned In 4 a
<br /> CI CONTROL JOINT 5 Ver,ry use d required dc'Sgn am _ _ ACI 26 4 3.C26 19. 19082 1913 3 > z
<br /> SAME AS FOR SIMILAR WORK. 10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE PSF POUNDS PER SQUARE FOOT z64.3.Z644 +908 2.+90g a 0
<br /> CLG. CEILING 6.Poor to concrete gacemem.taorlcde sp«alnns I-- w
<br /> 6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS PSI POUNDS PER SQUARE INCH dra to strength iacem slump and air
<br /> ASTMC 172
<br /> CU CEILING JOIST - - ASTM C 31 1908 T8 7 Ill
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<br /> DRAWINGS. THAN TWO(2).THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL ClR CLEAR PT PRESSURE TREATED l n oarntr t�and determine the 1Cmperalure a AG 318'260 5.26.12 L Z 9
<br /> 7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY. CMU CONCRETE MASONRY UNIT RAF RAFTER 7 Inspect VITC re1e placement for _ - Aa 318 zs ss 190B. 9g06.7. 0
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<br /> CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE 11. ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE
<br /> COL COLUMN REF REFERENCE p -
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<br /> DISTRESS TO THE STRUCTURE. THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO(2). CONC CONCRETE REINF REINFORCEMENT - - Ap 3182647-264 9 19089 malr
<br /> 8. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE 12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE FULLY CONN CONNECTION REQD REQUIRED of arcs forces.and - - ACI318 260.21 -
<br /> FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION. CONST CONSTRUCTION SF SQUARE FOOT 0 0s'-`'I,of boned c-'essig tendo0s - - ACI 318 2692.3
<br /> Q10105pe-_I ececlwn Of mec a>l roncrets members - AC1318 Ch268 -
<br /> ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. 13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE CONT CONTINUOUS SIM SIMILAR Il Verity in-5110 c«6re:e seenglh.prior to stressing
<br /> REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES. CTR CENTER SPF SPRUCE PINE FIR of tendons In post-tensioned concrete and _ - ACt 318 26.102 -
<br /> 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE pr.1..'0'1-.a'..1-r'o-esan tortnss0m
<br /> INTERNATIONAL BUILDING CODE,AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER 14. THE PILE QUANTITY,LAYOUT,AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT DET DETAIL STD STANDARD oxatnn and _
<br /> ANY PORTION OF THE WORK. WRITTEN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLATION. DF DOUGLAS FIR(SOUTH) SYP SOUTHERN YELLOW PINE I 1 d - -- member being - - AC1 318 2610 1(11) -
<br /> 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2015 AND 2012 IBC SECTION 1705.9 MUST BE DEL DOUGLAS FIR LARCH T/ TOP OF
<br /> WHERE THE NOTES,DRAWINGS,AND/OR SPECIFICATIONS DIFFER,THE MORE STRINGENT REQUIREMENT PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION BRACKETS.ITEMS TO BE DIM DIMENSION T/C TOP OF CONCRETE TABLE 1706.7
<br /> SHALL APPLY. RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST INCLUDE THE FOLLOWING: Si DOUBLE JOIST REQUIRED SPECIAL INSPECTIONS AND TESTS OF DRIVEN DEEP FOUNDATION ELEMENTS
<br /> TIP TOP OF PLATE
<br /> A. PRODUCT MANUFACTURER DIA DIAMETER TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION
<br /> 11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES T/S TOP OF STEEL .
<br /> B. MANUFACTURERS CERTIFICATION OF THE INSTALLERS DN DOWN 7 W TOP OF WALL the requirements.I Verily element mmerob saes and lengths comply wIh
<br /> OR THE STRUCTURAL DRAWINGS. / -
<br /> 12. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS,EXTENSIONS, DS DOWN SPOUT 2 Determine 7l capacities of lest elements and conduct x -
<br /> TOP FLUSH additional d load tests.as required.
<br /> 13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED BRACKETS,BOLTS,THREADED RODS,NUTS,WASHERS,AND TORQUES AS SPECIFIED IN THIS EA EACH TJ TRIPLE JOIST 3 Inspect d^w'9 opela10"s and maintain compel and -
<br /> REPORT AND THE CONSTRUCTION DOCUMENTS EF EACH FACE accurate records ior each element
<br /> IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. T/BM TOP OF BEAM 4 Verify placement neallon8 and pmmeness.cart n
<br /> D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT,INSTALLATION EQUIPMENT USED,AND EJ EXPANSION JOINT hype and see ot hammer record number of blows per
<br /> 14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS,METHODS,AND WORKMANSHIP ACCEPTED AS ELEV ELEVATION T/SLAB TOP OF SLAB root or penelatnn determine required penetrafons to x -
<br /> THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS achieve design capauN record rip and bull elevar
<br /> GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE EN EDGE NAILING(PANEL) TP TOP PLATE and document any damage 10 foundation element
<br /> E. ANTICIPATED AND ACTUAL PILING DEPTH 5 For creel elemen15.perloml 444160nal special TYPICALinspecrns a accordance m a Secuon spec.; - -
<br /> F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION
<br /> 15. STRUCTURAL STABILITY OF ALL NEW AND EXISTING STRUCTURES DURING CONSTRUCTION SHALL BE ES EACH SIDE UNO UNLESS NOTED OTHERWISE 6 For concrete elements and concrete-filled elements
<br /> THE RESPONSIBILITY OF THE CONTRACTOR.THIS INCLUDES EXCAVATIONS,COLUMNS,EQUIPMENT G. INCLINATION AND POSITION OF PILES,TOP OF PILE EXTENSION IN FULL CONTACT WITH BRACKET. EW EACH WAY UPA UNDER POST ABOVE aiccccoordance ests v1�t'onOO',551.special inspecuons m - -
<br /> LOADS,MATERIAL LOADS,AND OTHERS.OBSERVATIONS BY THE ENGINEER-OF-RECORD DO NOT TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS ARE INSTALLED FB FLUSH BEAM UWA UNDER WALL ABOVE 7 F«specially elements.perform adoemnai mspecr ins
<br /> BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER. as determined by the registered design protessronal In - -
<br /> INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION. FIN FINISH VERT VERTICALresponse/MM.-are
<br /> 16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION,MISALIGNMENT,OR FAILURE TO MEET OTHER FL FLOOR VIF VERIFY IN FIELD16. MINIMUM ASSUMED SOIL BEARING CAPACITY...............3,000 PSF
<br /> SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE.ABANDON REJECTED PILES AND FLSHG FLASHING W/ WITH 1007 49TH PL SW
<br /> INSTALL ADDITIONAL PILES AS REQUIRED. END FOUNDATION WC WESTERN CEDAR EVERETT
<br /> FP FIREPLACE WP WATERPROOF
<br /> HELICAL PILE PROOF TESTING FT FOOT WWF WELDED WIRE FABRIC WA 98203
<br /> THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE(3)
<br /> CONCRETE ANCHORS PERCENT OF PILES UP TO FIVE(5)PILES MAXIMUM(ONE(1)MINIMUM)IN ACCORDANCE WITH THE PROCEDURE
<br /> 1. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE,HILT!.OR EQUIVALENT.SPECIAL OUTLINED IN ASTM D1143AND/OR THE 2018 INTERNATIONAL BUILDING CODE(IBC).THE MAXIMUM TEST LOAD S220725-1 XR
<br /> INSPECTIONS REQUIRED. SHALL BE TWO-HUNDRED(200)PERCENT OF THE SPECIFIED DESIGN LOAD.
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<br /> STRUCTURAL AND MISC.STEEL PROOF TESTING SHALL BE IN ACCORDANCE WITH ASTM STANDARD D 1143-81
<br /> 1. REFERENCE STANDARDS:DESIGN,FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE GEOTECHNICAL SPECIAL INSPECTOR SHALL BE CONTINUOUSLY PRESENT DURING PILE INSTALLATION AND M RT
<br /> LATEST EDITION OF THE AISC"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". LOAD TESTING
<br /> 2. MATERIALS:
<br /> 09/02/2022
<br /> BOLTS-ASTM A307,UNLESS OTHERWISE NOTED
<br /> WF BEAMS-ASTM A572-50(Fy=50,000 PSI)
<br /> HSS ROUND COLUMNS-ASTM A500 Gr.B(Fy=42,000 PSI)
<br /> HSS RECTANGULAR COLUMNS-ASTM A500 Gr.B(Fy=46,000 PSI)
<br /> ALL OTHER STEEL-ASTM A36(Fy=36,000 PSI)
<br /> STRUCTURAL STEEL WELDING
<br /> 1. CONFORM TO THE AWS CODES D1.1 AND D1.3.,AND USE ONLY CERTIFIED WELDERS.WELDS NOT
<br /> SPECIFIED ARE TO BE 1/4"CONTINUOUS FILLET MINIMUM.USE DRY E70 ELECTRODES.
<br /> ALTERNATES:
<br /> 1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW.ENGINEER MAY REQUEST 111
<br /> PAYMENT FOR REVIEW;CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL H
<br /> COST TO OWNER. 0
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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 CC
<br /> AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR D
<br /> TO MEANS,METHODS,TECHNIQUES,SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM U
<br /> H
<br /> HIS WORK.THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL
<br /> NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR ce
<br /> H
<br /> PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR,SUBCONTRACTORS, U)
<br /> SUPPLIERS OR THEIR EMPLOYEES,OR FOR ACCESS,VISITS,USE,WORK,TRAVEL,OR OCCUPANCY BY ANY _J .--I
<br /> PERSON.
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