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<br /> GENERAL STRUCTURAL NOTES ABBREVIATIONS
<br /> DESIGN CRITERIA HELICAL PILES AB ANCHOR BOLT FTG FOOTING I., 4 W
<br /> CODE:2018 IBC/IRC&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 ° �,„ ,_ "
<br /> ROOF 25 PSF SNOW(GROUND) BUILDING CODE(IBC). AFF ABOVE FINISH FLOOR GALV GALVANIZED
<br /> FLOORS 2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING,INC.,AND SHALL BE ALT ALTERNATE GUI GLULAM BEAM
<br /> RESIDENTIAL 40 PSF IN ACCORDANCE WITH ESR-3750. ALUM ALUMINUM GR GRADE
<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 HDG HOT-DIPPED GALVANIZED
<br /> GENERAL CONDITIONS CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER(EAA) BB BOX BEAM HDR HEADER
<br /> 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL COATINGS(AC228). BF BOTTOM FLUSH HE HEM FIR
<br /> ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. 5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE BLDG BUILDING HGT 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 BLKG BLOCKING HT HEIGHT
<br /> STARTING WORK.THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY AC358 SECTION 3.9. BM BEAM IN INCH
<br /> DISCREPANCIES, 6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS, BOT BOTTOM JT JOINT _
<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
<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 BRG BEARING MIN MINIMUM W
<br /> PROCEEDING WITH ANY WORK SO INVOLVED. INCLINATION OF H-1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750. BTWN BETWEEN MISC MISCELLANEOUS 0 -
<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 BSMT BASEMENT NB NON-BEARING
<br /> PRECEDENCE OVER THE"GENERAL NOTES"AND/OR"STANDARD DETAILS", THE INSTALLING UNIT.MONITOR AND RECORD TORQUE APPLIED DURING THE INSTALLATION OF EACH PILE B/W BOTTOM OF WALL NO NUMBER Z r
<br /> CANT CANTILEVER
<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 II �c.
<br /> CI CONTROL JOINT >
<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 /�
<br /> CLG. CEILING V I- 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 INCH
<br /> CU CEILING JOIST WI
<br /> DRAWINGS. THAN TWO(2).THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CUR CLEAR PT PRESSURE TREATED ZWI �_
<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
<br /> CMU CONCRETE MASONRY UNIT O
<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 J
<br /> DISTRESS TO THE STRUCTURE. THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO(2). CONE CONCRETE REINF REINFORCEMENT
<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
<br /> FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION. CONST CONSTRUCTION SF SQUARE FOOT
<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 IA
<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 /�
<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 I Jr
<br /> ANY PORTION OF THE WORK. WRITTEN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLATION. DF DOUGLAS FIR(SOUTH) SYP SOUTHERN YELLOW PINE
<br /> 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O15 AND 2018 IBC SECTION 1705.9 MUST BE DEL DOUGLAS FIR LARCH 7/ 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 c
<br /> SHALL APPLY. RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST INCLUDE THE FOLLOWING: DJ DOUBLE JOIST T/P TOP OF PLATE
<br /> 11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES A. PRODUCT MANUFACTURER DIA DIAMETER T/S TOP OF STEEL
<br /> OR THE STRUCTURAL DRAWINGS. B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS DN DOWN T/W TOP OF WALL
<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 TF TOP FLUSH
<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 EAE�ACCH FACE Ti TRIPLE JOIST
<br /> REPORT AND THE CONSTRUCTION DOCUMENTS EF
<br /> IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. T/BM TOP OF BEAM
<br /> D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT,INSTALLATION EQUIPMENT USED,AND El EXPANSION JOINT -
<br /> 14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS,METHODS,AND WORKMANSHIP ACCEPTED AS ELEV ELEVATION T/SLAB TOP OF SLAB
<br /> THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS
<br /> GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE EN EDGE NAILING(PANEL) TP TOP PLATE
<br /> E. ANTICIPATED AND ACTUAL PILING DEPTH
<br /> "INTERNATIONAL BUILDING CODE"(IBC),AND STANDARDS REFERENCED THEREIN. EQ EQUAL TYP TYPICAL
<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
<br /> G. INCLINATION AND POSITION OF PILES,TOP OF PILE EXTENSION IN FULL CONTACT WITH BRACKET,
<br /> THE RESPONSIBILITY OF THE CONTRACTOR.THIS INCLUDES EXCAVATIONS,COLUMNS,EQUIPMENT EW EACH WAY UPA UNDER POST ABOVE
<br /> TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS ARE INSTALLED
<br /> LOADS,MATERIAL LOADS,AND OTHERS.OBSERVATIONS BY THE ENGINEER-OF-RECORD DO NOT FB FLUSH BEAM UWA UNDER WALL ABOVE
<br /> BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER.
<br /> INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION. FIN FINISH VERT VERTICAL
<br /> 16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION,MISALIGNMENT,OR FAILURE TO MEET OTHER
<br /> 16. PILE AND SOILS PARAMETERS PER GEOTECHNICAL REPORT DATED FEBRUARY 1ST,2024FL FLOOR VIF VERIFY IN FIELD
<br /> BY COBALT GEOSCIENCES. SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE.ABANDON REJECTED PILES AND FLSHG FLASHING W/ WITH 7423 Lower Ridge Rd
<br /> ESTIMATED DEPTH TO END BEARING REFUSAL.............5-0'to 10'-0' INSTALL ADDITIONAL PILES AS REQUIRED. END FOUNDATION WC WESTERN CEDAR Everett,WA 98203
<br /> CONCRETE ANCHORS HELICAL PILE PROOF TESTING FP FIREPLACE WP WATERPROOF
<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 /> FT FOOT WWF WELDED WIRE FABRIC
<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 SPECIAL INSPECTIONS SCHEDULE S240102-1XR
<br /> l STRUCTURAL AND MISC.STEEL SHALL BETWO-HUNDRED(200)PERCENT OF THE SPECIFIED DESIGN LOAD.
<br /> 1. REFERENCE STANDARDS:DESIGN,FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE PAM
<br /> LATEST EDITION OF THE AISC°CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". SPECIAL INSPECTIONS TABLES PER THE 2018 IBC.ALL ITEMS NON-APPLICABLE ITEMS HAVE BEEN
<br /> 2. MATERIALS: MARKED WITH A"=.ITEMS REQUIRING SPECIAL INSPECTION HAVE BEEN MARKED WITH AN T. M RT
<br /> BOLTS-ASTM A307,UNLESS OTHERWISE NOTED
<br /> WF BEAMS-ASTM A572-50(Fy=50,000 PSI) TABLE 1705.3 TABLE 1705.7
<br /> HSS ROUND COLUMNS-ASTM A500 Gr.B(Fy=42,000 PSI) REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION REQUIRED SPECIAL INSPECTIONS AND TESTS OF DRIVEN DEEP FOUNDATION ELEMENTS 03/05/2024
<br /> HSS RECTANGULAR COLUMNS-ASTM A500 Gr.B(Fy=46,000 PSI) CONTINUOUS PERIODIC SPECIAL REFERENCED IBC TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION
<br /> ALL OTHER STEEL-ASTM A36(Fy=36,000 PSI) TYPE SPECIALINSPECTION Me
<br /> STANDARD' REFERENCE 1 vent'ebmem I7atenals.s5n and bh9ins comply AIM x -
<br /> One s enooe ml
<br /> rcn
<br /> Inspect rem n+_lorcaic monolog prestressing A253,8 Cn 20.252. ,9084 2 Determine capaes of lest elemens and conduct
<br /> tenders and nerdy placement - - 253.26 51-26.5 3 a...al Cad teSIS.as repu x -
<br /> re0 -
<br /> STRUCTURAL STEEL WELDING 2 Re,nbrmng bar web,ng 3 taped many operations and mama,cahplete and
<br /> 1. CONFORM TO THE AWS CODES D11 AND D1.3.,AND USE ONLY CERTIFIED WELDERS.WELDS NOT a veterlmnAST A70E 199 bars - _ accurate records tor each element - x -
<br /> amer than ASTM A 706. AWS D14 4 Veriy placement bcatbn5 and numbness cbnllnn
<br /> SPECIFIED ARE TO BE 1/4"CONTINUOUS FILLET MINIMUM.USE DRY E70 ELECTRODES. o Inspect le-pass NICI Ands marmurn AC1318'26.54 - typpel of sine orbanner
<br /> .nner record
<br /> ec line 0 01ued,0,€19m per
<br /> o x -
<br /> eve desdn capacity.record op and cull edvaenns
<br /> ALTERNATES: c inspect mI One,weds - - - and aocu,nem any damage to Ioundalwn e�ement
<br /> 3 Inspect anchors case in caunele AC131817826 For steel elements perform ad3Nona1 special - -
<br /> 1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW.ENGINEER MAY REQUEST 41"s°ecl a"c"°rsposl'nnen.In gardened nts 6IFa encmeelememm In danaeMtn
<br /> re1e0•NeuelmlenN. -I
<br /> row.
<br /> .
<br /> PAYMENT FOR REVIEW;CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL a Adnes,ve anchors,nslalled m maa noreny perform tests and eddnbral special m 9(15(0M inaccordance Ann Sect.UQT.,'
<br /> COST TO OWNER.
<br /> or upwardly Inclined Onentanms to revs)
<br /> Aldan.tendon bads - - ACI 318.17 82 d - ]For spec,aay elements,pedOlm added..mspecbwD Ln- - esporelde Charge ILI
<br /> b+aecnarmal anchors and aoresr a am noes as determined One registeredd design p9kssbnTl M - - I-
<br /> JOBSITE SAFETY: not defined In 4 a
<br /> 5 Very use Wrenn
<br /> .045ld0 ms - -
<br /> AC1318'Cn 10 1904.1 1904.2 0
<br /> 1. THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN 26.4.3.26.44 1908.2.19083 Z
<br /> 6 Ann l0 concrete plmemenl.Iabncate specmaels 03T8 C 172
<br /> AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR for
<br /> 161100z'tests,
<br /> perform slump Ieinpe2lurea - - AS5MC31 1908.10
<br /> TO MEANS,METHODS,TECHNIQUES,SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM Inecalcine ACt318:2645.26.12 Q
<br /> O Inspect c0ncrne arm sn0lcrete pacerrenl Oe 8.6"9"7 Ce
<br /> �
<br /> HIS WORK.THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL Open apponalwntecnnques - - AG a18.�45 19019088
<br /> NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR temperature and
<br /> med`unng - - ACI 318:204 7-26 4.9 19089 (-
<br /> PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR,SUBCONTRACTORS, 9 ha at
<br /> pec+prestressed concrete for - U
<br /> Ap9K8O 01 prestresa1ng Holes.and - ACI 318 26.921 -
<br /> SUPPLIERS OR THEIR EMPLOYEES,OR FOR ACCESS,VISITS,USE,WORK,TRAVEL,OR OCCUPANCY BY ANY b Gr0unrm of bonded prestressing tendons - - AC1 318 26.9.23 DC
<br /> 10 Inspect mecum 0l precast concretenenmers - AC1318 Ch 26.8 - `-
<br /> PERSON.
<br /> 1 t Vent'm-situ concrete strength.pear to slressalg
<br /> of tendons In post.tensbned comae and qG 318-%102
<br /> prior(0 removal of shores and forms horn - - -
<br /> beams and structural sans a-1
<br /> 12 inspectlomrodx roe shape l0:a1Wn and Q
<br /> dmnennonso+file concrete mender brm9 - - AC1318:26101(5) - C1 If)
<br /> lamed LLJ
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<br /> LLJ
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