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GENERAL STRUCTURAL NOTES ABBREVIATIONS SPECIAL INSPECTIONS SCHEDULE
<br /> DESIGN CRITERIA HELICAL PILES AB ANCHOR BOLT FTG FOOTING 4
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<br /> CODE:2018 IRC/IBC&AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY. 1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL ABV ABOVE GA GAUGE SPECIAL INSPECTIONS TABLES PER THE 2018 IBC.ALL ITEMS NON-APPLICABLE ITEMS HAVE BEEN W.
<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"X'. r
<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 NYC ALASKAN YELLOW CEDAR HDG HOT-DIPPED GALVANIZED CONTINUOUS PERIODIC SPECIAL REFERENCE IBC
<br /> GENERAL CONDITIONS CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER(EAA) BB BOX BEAM HDR HEADER TYPE SPECIAL
<br /> 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 1 Inspect reinforcement mauding prestressing - - Aa 318 Ch.20,252. 1908 4
<br /> tendons and Verity pncemenl. 25.3.26 5.1-26.5.3
<br /> ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK,
<br /> 5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE BLDG BUILDING HGT HEIGHT 2.Reinforcing Dar weding
<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 BLKG BLOCKING HT HEIGHT a Verify weaamWy of remtorung bars
<br /> other man ASTM A 706 AWS D1 4
<br /> STARTING WORK.THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY AC358 SECTION 3.9. BM BEAM IN INCH b.Inspect single-pass hiiet weds my mum ACI318.26.54
<br /> DISCREPANCIES. 6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. BOT BOTTOM if JOINT I .'awl
<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 c Inspect all other welds - -
<br /> BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE B. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF BRG BEARING MIN MINIMUM 3 nspect anchors
<br /> lar 4 .Inspect anchorhors posttiwaited in hardened - - Aa318 178.2III
<br /> BTWN BETWEEN
<br /> PROCEEDING WITH ANY WORK SO INVOLVED. INCLINATION OF 0/-1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750. MISC MISCELLANEOUS concrete members' Q .-
<br /> BSMT BASEMENT a Penes.anchors insultedm ly in hoonta -
<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 upwardly moaned oredattons to resist - - Aa 318 17824 - H
<br /> PRECEDENCE OVER THE"GENERAL NOTES"AND/OR"STANDARD DETAILS". THE INSTALLING UNIT.MONITOR AND RECORD TORQUE APPLIED DURING THE INSTALLATION OF EACH PILE 8/W BOTTOM OF WALL sustained tension loads NO NUMBER Z
<br /> CANT CANTILEVER a Mechanical arknors and a0aesive anchors
<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 not defined In4 a - - H W
<br /> CI CONTROL JOINT 5.veiny use a r cared ACI 318 CO 19, 18041 1904.2.
<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 design ma - - zeta 3,26 4 e 1906 2.1908 3 /(�
<br /> CLG. CEILING 6.tnor to concrete pdxemem fabricate specimens �,J r_.
<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 INCHASTM c 172 .
<br /> CU CEIUNG JOIST Q for strength tens perform slump are au ASTM c 31 190810 111 z
<br /> DRAWINGS, THAN TWO(2).THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL PT PRESSURE TREATED content test and cetemdne One temperature or Aa 318 26.4.5.2612 _.
<br /> CLR CLEAR the concrete , 0 Z z
<br /> 7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY. RAF RAFTER 7 Inspect coot fete are shotcrete placement tor 19086.19087. Q CMU CONCRETE MASONRY UNIT proper Mrputatan techniques - - AO 318'264.5 19D8.8
<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 COL COLUMN REF REFERENCE evenlylnamienanceolspecihe0cunng -
<br /> THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO 2 REINF REINFORCEMENT temperature and techniques - Aa 318:26.0 7.26.4 9 1908.9
<br /> DISTRESS TO THE STRUCTURE. O CONC CONCRETE 9 mspecl prestressedconcrele for
<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 a.Applicant.or preshessrng lmces are - - Aa 318.26.9 21 -
<br /> FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION. CONST CONSTRUCTION SF SQUARE FOOT b Grouting of bonded prestressing!miens - - ACI 31826.9.2.3
<br /> 13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE 10 InVerify
<br /> mer.044 00,r precast concrete members - Aa 31E CO.ze a - \,
<br /> ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONT CONTINUOUS SIM SIMILAR 11 veelo imshu concrete 0004strength pray IONresstng I.
<br /> a tendons m post-tensioned concrete and /�
<br /> 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES. CTR CENTER SPF SPRUCE PINE FIR poor to removal d shores and forms born - - Aa 318 26.102 -
<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 beam and structural subs
<br /> 12 Inspectformworkformwork Mr shape,location 890
<br /> ANY PORTION OF THE WORK. WRITTEN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLATION. DF DOUGLAS FIR(SOUTH) SYP SOUTHERN YELLOW PINE dimer,s.orts otthe concrete member Iraq - - Aa 318 26101(b) -
<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 annnea
<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: DJ DOUBLE JOIST T/P TOP OF PLATE REQUIRED SPECIAL INSPECTIONS AND TESTS OF DRIVEN DEEP FOUNDATION ELEMENTS
<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 DN DOWN T/S TOP OF STEEL I verily element malerals.sues and lengths comply with X
<br /> B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS me requirements -
<br /> OR THE STRUCTURAL DRAWINGS. T/W TOP OF WALL
<br /> C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS,EXTENSIONS, DS DOWN SPOUT 2 Determine capmdies a t lest elemen and conduct X
<br /> 12. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. TF TOP FLUSH addissom dad test.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 TJ TRIPLE JOIST 3 nspect drdriving operations are maintain complete and X -
<br /> REPORT AND THE CONSTRUCTION DOCUMENTS EF EACH FACE accurate records tor earn element
<br /> IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. T/BM TOP OF BEAM 4 Verity placement locations and plumbness confirm
<br /> D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT,INSTALLATION EQUIPMENT USED,AND El EXPANSION JOINT type and she of hammer.record number of tows per -
<br /> 14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS,METHODS,AND WORKMANSHIP ACCEPTED AS T/SLAB TOP OF SLAB fool of penetration determine regnhedpenetrations a X -
<br /> THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS ELEV ELEVATION achieve design oapacdy.record Rp and bull elevations
<br /> GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE EN EDGE NAILING(PANEL) TP TOP PLATE ana document any damage toloundatlonelement
<br /> E. ANTICIPATED AND ACTUAL PILING DEPTH 5.For steel erment.perform additional spec W
<br /> QUAL TYP TYPICAL - _
<br /> 15. STRUCTURAL STABILITY OF ALL NEW AND EXISTING STRUCTURES DURING CONSTRUCTION SHALL BE F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION Inspections in accordance with Section 1 r0,6_
<br /> G. INCLINATION AND POSITION OF PILES,TOP OF PILE EXTENSION IN FULL CONTACT WITH BRACKET, ES EACH SIDE LINO UNLESS NOTED OTHERWISE 6.For cohere*atementsand special
<br /> InSed elements. - -
<br /> THE RESPONSIBILITY OF THE CONTRACTOR.THIS INCLUDES EXCAVATIONS.COLUMNS,EQUIPMENT BY EACH WAY UPA UNDER POST ABOVE accordance accoordance tests and
<br /> secdbw elf,:ul nnspectwrrs a
<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 For specially elements perform additional nspectons
<br /> BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER. as detemurd by the registered design professional in - -
<br /> INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION. FIN FINISH VERT VERTICAL responsible charge
<br /> 16. MINIMUM ASSUMED SOIL BEARING CAPACITY...............3,000 PSF 16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION,MISALIGNMENT,OR FAILURE TO MEET OTHER FL FLOOR VIF VERIFY IN FIELD
<br /> SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE.ABANDON REJECTED PILES AND FLSHG FLASHING W/ WITH 5008 23RD AVE W
<br /> INSTALL ADDITIONAL PILES AS REQUIRED. FND FOUNDATION WC WESTERN CEDAR EVERETT
<br /> FP FIREPLACE WP WATERPROOF
<br /> CONCRETE ANCHORS HELICAL PILE PROOF TESTING FT FOOT WWF WELDED WIRE FABRIC WA 98203
<br /> 1. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE,HILT!,OR EQUIVALENT.SPECIAL THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE(3)
<br /> INSPECTIONS REQUIRED. PERCENT OF PILES UP TO FIVE(5)PILES MAXIMUM(ONE(1)MINIMUM)IN ACCORDANCE WITH THE PROCEDURE
<br /> OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE(IBC).THE MAXIMUM TEST LOAD S220112-3XR
<br /> STRUCTURAL AND MISC.STEEL SHALL BE TWO-HUNDRED(200)PERCENT OF THE SPECIFIED DESIGN LOAD.
<br /> 1. REFERENCE STANDARDS:DESIGN,FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE
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<br /> LATEST EDITION OF THE RISC'CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES".
<br /> 2. MATERIALS:
<br /> BOLTS-ASTM A307,UNLESS OTHERWISE NOTED M RT
<br /> WF BEAMS-ASTM A572-50(Fy=50,000 PSI) 04/13/2022
<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 A35(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
<br /> PAYMENT FOR REVIEW;CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL
<br /> COST TO OWNER. UJ
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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
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<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 U
<br /> PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR,SUBCONTRACTORS, D
<br /> SUPPLIERS OR THEIR EMPLOYEES,OR FOR ACCESS,VISITS,USE,WORK,TRAVEL,OR OCCUPANCY BY ANY ce
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