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GENERAL STRUCTURAL NOTES
<br />DESIGN CRITERIA
<br />CODE: 2015 IBC/IRC & AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY.
<br />ROOF........................................25 PSF SNOW (GROUND)
<br />FLOORS
<br />RESIDENTIAL .....................40 PSF
<br />BALCONY/DECK................60 PSF
<br />GENERAL CONDITIONS
<br />1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL
<br />ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK.
<br />2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE
<br />STARTING WORK. THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY
<br />DISCREPANCIES.
<br />3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL
<br />BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE
<br />PROCEEDING WITH ANY WORK SO INVOLVED.
<br />4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE
<br />PRECEDENCE OVER THE "GENERAL NOTES" AND/OR "STANDARD DETAILS".
<br />5. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE
<br />SAME AS FOR SIMILAR WORK.
<br />6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE
<br />DRAWINGS.
<br />7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY
<br />CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE
<br />DISTRESS TO THE STRUCTURE.
<br />8. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE
<br />FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE
<br />ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION.
<br />9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE
<br />INTERNATIONAL BUILDING CODE, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER
<br />ANY PORTION OF THE WORK.
<br />10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.
<br />WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT
<br />SHALL APPLY.
<br />11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES
<br />OR THE STRUCTURAL DRAWINGS.
<br />12. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION.
<br />13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED
<br />IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION.
<br />14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS
<br />GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE
<br />"INTERNATIONAL BUILDING CODE" (IBC), AND STANDARDS REFERENCED THEREIN.
<br />16, STRUCTURAL STABILITY OFALL NEW AND EXISTING STRUCTURES DURING CONSTRUCTION SHALL BE
<br />THE RESPONSIBILITY OF THE CONTRACTOR. THIS INCLUDES EXCAVATIONS, COLUMNS, EQUIPMENT
<br />LOADS, MATERIAL LOADS, AND OTHERS. OBSERVATIONS BY THE ENGINEER -OF -RECORD DO NOT
<br />INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION.
<br />16. MINIMUM ASSUMED SOIL BEARING CAPACITY ............... 3,000 PSF
<br />CONCRETE ANCHORS
<br />1. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE, HILTI, OR EQUIVALENT. SPECIAL
<br />INSPECTIONS REQUIRED.
<br />STRUCTURAL AND MISC. STEEL
<br />1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE
<br />LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES".
<br />2. MATERIALS:
<br />BOLTS - ASTM A307, UNLESS OTHERWISE NOTED
<br />WF BEAMS -ASTM A572-50 (Py = 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 DIA 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.
<br />JOBSITE SAFETY:
<br />1. THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN
<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
<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,
<br />SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY
<br />PERSON.
<br />HELICAL PILES
<br />1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2015 INTERNATIONAL
<br />BUILDING CODE (IBC).
<br />2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND SHALL BE
<br />IN ACCORDANCE WITH ESR3750.
<br />3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR-3750.
<br />4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE
<br />CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (EAA)
<br />COATINGS (AC228).
<br />5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE
<br />REINFORCING STEEL, BUILDING STRUCTURAL STEEL, ORANY OTHER METAL BUILDING COMPONENTS PER
<br />AC358 SECTION 3.9.
<br />6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
<br />7. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
<br />8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF
<br />INCLINATION OF 4-1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR3750.
<br />9. MONITOR AND RECORD DEPTH OF PILE PENETRATION. PROVIDE TORQUE MONITORING DEVICE AS PART OF
<br />THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE INSTALLATION OF EACH PILE
<br />AT SPECIFIC DEPTHS.
<br />10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE
<br />MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS
<br />THAN TWO (2). THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL
<br />CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY.
<br />11. ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE
<br />THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2).
<br />12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE FULLY
<br />ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION.
<br />13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE
<br />REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES.
<br />14. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT
<br />WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
<br />15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O15 AND 2012 IBC SECTION 1705.9 MUST BE
<br />PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION BRACKETS, ITEMS TO BE
<br />RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST INCLUDE THE FOLLOWING:
<br />A. PRODUCT MANUFACTURER
<br />B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS
<br />C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS, EXTENSIONS,
<br />BRACKETS, BOLTS, THREADED RODS, NUTS, WASHERS, AND TORQUES AS SPECIFIED IN THIS
<br />REPORT AND THE CONSTRUCTION DOCUMENTS
<br />D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT, INSTALLATION EQUIPMENT USED, AND
<br />THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS
<br />E. ANTICIPATED AND ACTUAL PILING DEPTH
<br />F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION
<br />G. INCLINATION AND POSITION OF PILES, TOP OF PILE EXTENSION IN FULL CONTACT WITH BRACKET,
<br />TIGHTNESS OF ALL BOLTSAND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS ARE INSTALLED
<br />BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER.
<br />16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER
<br />-
<br />SPECIFIED DESIGNINSTALLATIONCRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND
<br />INSTALL ADDITIONAL PILES AS REQUIRED.
<br />HELICAL PILE PROOF TESTING
<br />THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3)
<br />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 2015 SEATTLE BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE
<br />TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
<br />ABBREVIATIONS
<br />AB
<br />ABV
<br />AFF
<br />ALT
<br />ALUM
<br />APPROX
<br />AYC
<br />BB
<br />BF
<br />BLDG
<br />BLKG
<br />BM
<br />BOT
<br />BP
<br />BRG
<br />BTWN
<br />BSMT
<br />B/W
<br />CANT
<br />cl
<br />CLG.
<br />Cu
<br />CLR
<br />CMU
<br />COL
<br />CONC
<br />CONN
<br />CONST
<br />CONT
<br />CTR
<br />BET
<br />OF
<br />DFL
<br />DIM
<br />DJ
<br />DIA
<br />ON
<br />DS
<br />EA
<br />EF
<br />El
<br />ELEV
<br />EN
<br />EQ
<br />ES
<br />EW
<br />FB
<br />FIN
<br />FL
<br />FLSHG
<br />FND
<br />FP
<br />FT
<br />ANCHOR BOLT
<br />ABOVE
<br />ABOVE FINISH FLOOR
<br />ALTERNATE
<br />ALUMINUM
<br />APPROXIMATE
<br />ALASKAN YELLOW CEDAR
<br />BOX BEAM
<br />BOTTOM FLUSH
<br />BUILDING
<br />BLOCKING
<br />BEAM
<br />BOTTOM
<br />BOTTOM PLATE
<br />BEARING
<br />BETWEEN
<br />BASEMENT
<br />BOTTOM OF WALL
<br />CANTILEVER
<br />CONTROLJOINT
<br />CEILING
<br />CEILING JOIST
<br />CLEAR
<br />CONCRETE MASONRY UNIT
<br />COLUMN
<br />CONCRETE
<br />CONNECTION
<br />CONSTRUCTION
<br />CONTINUOUS
<br />CENTER
<br />DETAIL
<br />DOUGLAS FIR (SOUTH)
<br />DOUGLAS FIR LARCH
<br />DIMENSION
<br />DOUBLE JOIST
<br />DIAMETER
<br />DOWN
<br />DOWN SPOUT
<br />EACH
<br />EACH FACE
<br />EXPANSION JOINT
<br />ELEVATION
<br />EDGE NAILING (PANEL)
<br />EQUAL
<br />EACH SIDE
<br />EACH WAY
<br />FLUSH BEAM
<br />FINISH
<br />FLOOR
<br />FLASHING
<br />FOUNDATION
<br />FIREPLACE
<br />FOOT
<br />FIG
<br />FOOTING
<br />GA
<br />GAUGE
<br />GALV
<br />GALVANIZED
<br />GLB
<br />GLULAM BEAM
<br />GR
<br />GRADE
<br />GYP
<br />GYPSUM WALLBOARD
<br />HOG
<br />HOT -DIPPED GALVANIZED
<br />HDR
<br />HEADER
<br />HF
<br />HEM FIR
<br />HGT
<br />HEIGHT
<br />HT
<br />HEIGHT
<br />IN
<br />INCH
<br />IT
<br />JOINT
<br />MAX
<br />MAXIMUM
<br />MIN
<br />MINIMUM
<br />MISC
<br />MISCELLANEOUS
<br />NB
<br />NON -BEARING
<br />NO
<br />NUMBER
<br />CC
<br />ON CENTER
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />PSI
<br />POUNDS PER SQUARE INCH
<br />PT
<br />PRESSURE TREATED
<br />RAF
<br />RAFTER
<br />REF
<br />REFERENCE
<br />REINF
<br />REINFORCEMENT
<br />REQD
<br />REQUIRED
<br />SF
<br />SQUAREFOOT
<br />SIM
<br />SIMILAR
<br />SPF
<br />SPRUCE PINE FIR
<br />STD
<br />STANDARD
<br />SYP
<br />SOUTHERN YELLOW PINE
<br />T/
<br />TOP OF
<br />T/C
<br />TOP OF CONCRETE
<br />T/P
<br />TOP OF PLATE
<br />T/S
<br />TOP OF STEEL
<br />T/W
<br />TOP OF WALL
<br />TF
<br />TOP FLUSH
<br />TJ
<br />TRIPLE JOIST
<br />T/BM
<br />TOP OF BEAM
<br />T/SLABTOP OF SLAB
<br />TP
<br />TOP PLATE
<br />TYP
<br />TYPICAL
<br />UNO
<br />UNLESS NOTED OTHERWISE
<br />UPA
<br />UNDER POST ABOVE
<br />UWA
<br />UNDER WALL ABOVE
<br />VERT
<br />VERTICAL
<br />VIF
<br />VERIFY IN FIELD
<br />W/
<br />WITH
<br />WC
<br />WESTERN CEDAR
<br />WP
<br />WATERPROOF
<br />WWF
<br />WELDED WIRE FABRIC
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