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ICC 600-2020 Standard for Residential Construction in High Wind Regions, 2020
- ICC 600-2020 STANDARD FOR RESIDENTIAL CONSTRUCTION IN HIGH-WIND REGIONS
- ICC 600-2020 STANDARD FOR RESIDENTIAL CONSTRUCTION IN HIGH-WIND REGIONS TITLE PAGE
- COPYRIGHT
- AMERICAN NATIONAL STANDARD
- FOREWORD
- PREFACE
- TABLE OF CONTENTS
- CHAPTER 1 ADMINISTRATION AND APPLICATION [Go to Page]
- SECTION 101 GENERAL
- SECTION 102 APPLICABILITY [Go to Page]
- TABLE 102 BUILDING GEOMETRY LIMITATIONS
- FIGURE 102(1) ONE-STORY BUILDING GEOMETRY
- FIGURE 102(2) TWO-STORY BUILDING GEOMETRY
- FIGURE 102(3) THREE-STORY BUILDING GEOMETRY
- CHAPTER 2 DEFINITIONS [Go to Page]
- SECTION 201 GENERAL
- SECTION 202 DEFINITIONS [Go to Page]
- FIGURE 202(1) BUILDING NOMENCLATURE
- CHAPTER 3 STRUCTURAL DESIGN [Go to Page]
- SECTION 301 DESIGN CRITERIA [Go to Page]
- FIGURE 301(1) ULTIMATE DESIGN WIND SPEEDS
- FIGURE 301(2) COMPONENT AND CLADDING PRESSURE ZONES
- TABLE 301(1) COMPONENT AND CLADDING WIND LOADS (ASD)—GABLE ROOFS [Go to Page]
- TABLE 301(1)—continued COMPONENT AND CLADDING WIND LOADS (ASD)—GABLE ROOFS
- TABLE 301(2) COMPONENT AND CLADDING WIND LOADS (ASD)—HIP ROOFS [Go to Page]
- TABLE 301(2)—continued COMPONENT AND CLADDING WIND LOADS (ASD)—HIP ROOFS
- TABLE 301(3) HEIGHT AND EXPOSURE CATEGORY ADJUSTMENT COEFFICIENTS FOR TABLE 301(1)
- TABLE 301(4) ULTIMATE DESIGN WIND SPEED ADJUSTMENTS FOR EXPOSURE CATEGORY D
- TABLE 301(5) ULTIMATE DESIGN WIND MODIFICATION FOR TOPOGRAPHIC WIND EFFECT
- SECTION 302 NONRECTANGULAR BUILDINGS [Go to Page]
- FIGURE 302(1) WIND PERPENDICULAR TO COMMON WALL
- FIGURE 302(2) WIND PARALLEL TO COMMON WALL
- SECTION 303 STORM SHELTERS
- CHAPTER 4 BUILDINGS WITH CONCRETE OR MASONRY EXTERIOR WALLS [Go to Page]
- SECTION 401 SCOPE
- SECTION 402 GENERAL [Go to Page]
- FIGURE 402(1) CONTINUITY OF FOOTING AND FOUNDATION WALL REINFORCEMENT
- FIGURE 402(2) STEM WALL FOUNATION WITH SLAB-ON-GRADE
- FIGURE 402(3) STEM WALL FOUNDATION WITH WOOD-FRAMED FLOOR
- FIGURE 402(4) MONOLITHIC SLAB-ON-GRADE FOUNDATION
- SECTION 403 MASONRY [Go to Page]
- TABLE 403(1) MINIMUM REINFORCEMENT SPLICE LENGTH (inches)
- FIGURE 403(1) LAP SPLICE A CONFIGURATION
- FIGURE 403(2) LAP SPLICE B CONFIGURATION
- FIGURE 403(3) CORNER CONTINUITY OF BOND BEAM AND WALL REINFORCEMENT
- FIGURE 403(4) EXTERIOR WALL REINFORCEMENT SUMMARY ONE-STORY (TWO- AND THREE-STORY SIMILAR)
- FIGURE 403(5) CONTINUITY OF VERTICAL REINFORCEMENT – SINGLE STORY
- FIGURE 403(6) CONTINUITY OF VERTICAL REINFORCEMENT – MULTISTORY
- FIGURE 403(7) SHEAR SEGMENTS
- TABLE 403(2) WALL REINFORCING REQUIREMENTS—NO. 4 REINFORCING BARS [Go to Page]
- TABLE 403(2)—continued WALL REINFORCING REQUIREMENTS—NO. 4 REINFORCING BARS1
- TABLE 403(3) REQUIRED SHEAR SEGMENT LENGTH PARALLEL TO THE RIDGE EXPOSURE B, NO. 4 REINFORCING BARS (feet)
- TABLE 403(4) REQUIRED SHEAR SEGMENT LENGTH PERPENDICULAR TO THE RIDGE EXPOSURE B, NO. 4 REINFORCING BARS (feet)
- TABLE 403(5) WALL REINFORCING REQUIREMENTS—NO. 5 REINFORCING BARS [Go to Page]
- TABLE 403(5) CONTINUED WALL REINFORCING REQUIREMENTS—NO. 5 REINFORCING BARS
- TABLE 403(5) CONTINUED WALL REINFORCING REQUIREMENTS—NO. 5 REINFORCING BARS
- TABLE 403(6) REQUIRED SHEAR SEGMENT LENGTH PARALLEL TO THE RIDGE, EXPOSURE B, NO. 5 REINFORCING BARS (feet)
- TABLE 403(7) REQUIRED SHEAR SEGMENT LENGTH PERPENDICULAR TO THE RIDGE, EXPOSURE B, NO. 5 REINFORCING BARS (feet)
- TABLE 403(8) CONTINUOUS MASONRY GABLES MAXIMUM SPACING OF VERTICAL REINFORCEMENT FOR NO. 4 BARS (feet)
- TABLE 403(9) CONTINUOUS MASONRY GABLES MAXIMUM SPACING OF VERTICAL REINFORCEMENT FOR NO. 5 BARS (feet) [Go to Page]
- TABLE 403(9)—continued CONTINUOUS MASONRY GABLES MAXIMUM SPACING OF VERTICAL REINFORCEMENT FOR NO. 5 BARS (feet)
- FIGURE 403(8) CONTINUOUS GABLE ENDWALL REINFORCEMENT SINGLE AND MULTISTORY
- FIGURE 403(9) INTERIOR SHEAR WALL TO ROOF CONNECTION
- FIGURE 403(10) WOOD FLOOR SYSTEM BOLTED LEDGER
- TABLE 403(10) STRENGTH LEVEL FLOOR CONNECTOR HORIZONTAL LOADS PARALLEL TO THE WALL
- TABLE 403(11) STRENGTH LEVEL VERTICAL (GRAVITY) CONNECTOR LOADS
- TABLE 403(12a) FLOOR WOOD LEDGER ANCHOR BOLT MAXIMUM SPACING TOP ROW OF BOLTS, SIDEWALLS
- TABLE 403(12b) FLOOR WOOD LEDGER ANCHOR MAXIMUM BOLT SPACING TOP ROW OF BOLTS, ENDWALLS
- TABLE 403(13) FLOOR WOOD LEDGER ANCHOR BOLT MAXIMUM SPACING BOTTOM ROW OF BOLTS ALL WALLS
- TABLE 403(14) MASONRY BEAM DESIGN (ARCHING CONDITION)
- TABLE 403(15) MASONRY BEAM DESIGN (ROOF LOAD ONLY)
- TABLE 403(16) MASONRY BEAM DESIGN (ROOF LOAD + ONE-STORY LOAD)
- TABLE 403(17) MASONRY BEAM DESIGN
- TABLE 403(18) MASONRY BEAM DESIGN
- TABLE 403(19) MASONRY BEAM DESIGN
- TABLE 403(20) AREA OF REINFORCEMENT
- TABLE 403(21) UNIFORM STRENGTH LEVEL DESIGN LOADS—ARCHING CONDITION
- TABLE 403(22) UNIFORM STRENGTH LEVEL DESIGN LOADS
- FIGURE 403(11) OUTLOOKER DETAIL FOR CONNECTION OF ROOF DIAPHRAGM TO MASONRY CONTINUOUS GABLE
- TABLE 403(23a) MAXIMUM WIDTH OF RAKE OVERHANG
- TABLE 403(23b) UPLIFT CONNECTOR STRENGTH LEVEL LOAD AT END WALLS
- TABLE 403(23c) EXPOSURE B CONNECTOR STRENGTH LEVEL LOAD PARALLEL TO THE WALL (F8) AT ENDWALLS
- TABLE 403(23d) CONNECTOR STRENGTH LEVEL LOAD PERPENDICULAR TO THE WALL (F9) AT ENDWALLS
- FIGURE 403(12) LADDER DETAIL FOR CONNECTION OF ROOF DIAPHRAGM TO MASONRY CONTINUOUS GABLE
- FIGURE 403(13a) GABLE END BRACING FOR MASONRY WALLS NOT CONTINUOUS TO THE ROOF DIAPHRAGM WITH CONVENTIONAL GABLE FRAMING
- FIGURE 403(13b) GABLE END BRACING FOR MASONRY WALLS NOT CONTINUOUS TO THE ROOF DIAPHRAGM WITH GABLE END TRUSS
- TABLE 403(24) SPACING OF A 1/2-INCH ANCHOR BOLT FOR ATTACHING 2X NAILER TO RAKE BEAM
- TABLE 403(25) STRENGTH LEVEL ROOF CONNECTOR LOADS PARALLEL TO THE WALL
- TABLE 403(26) STRENGTH LEVEL ROOF CONNECTOR LOADS PERPENDICULAR TO THE WALL
- TABLE 403(27) STRENGTH LEVEL ROOF UPLIFT CONNECTOR LOAD (F3) IN EXPOSURE B [Go to Page]
- TABLE 403(27)—continued STRENGTH LEVEL ROOF UPLIFT CONNECTOR LOAD (F3) IN EXPOSURE B
- FIGURE 403(14) ROOF TO MASONRY SIDEWALL CONNECTION DIRECT TO BOND BEAM
- TABLE 403(28) SPACING OF 1/2-INCH ANCHOR BOLTS FOR 2X8 TOP PLATE, SIDEWALL WITH 4 FT OVERHANG IN EXPOSURE B, END ZONE
- FIGURE 403(15) ROOF TO MASONRY SIDEWALL CONNECTION BOLTED TOP PLATE ALTERNATE
- SECTION 404 ABOVE-GRADE CONCRETE WALL SYSTEMS [Go to Page]
- TABLE 404 FLOOR LEDGER-WALL CONNECTION (SIDE-BEARING CONNECTION) REQUIREMENTS
- FIGURE 404(14) SECTION CUT THROUGH FLAT WALL OR VERTICAL CORE OF WAFFLE- OR SCREEN-GRID WALL
- FIGURE 404(15) FLOOR LEDGER—WALL CONNECTION (SIDE-BEARING CONNECTION)
- FIGURE 404(16) FLOOR LEDGER—WALL CONNECTION (LEDGE-BEARING CONNECTION)
- FIGURE 404(17) WOOD FLOOR LEDGER—WALL CONNECTION (THROUGH-BOLT SIDE-BEARING CONNECTION)
- FIGURE 404(18) FLOOR LEDGER—WALL CONNECTION
- FIGURE 404(19) ROOF SILL PLATE—WALL CONNECTION
- CHAPTER 5 BUILDINGS WITH WOOD OR COLD-FORMED STEEL LIGHT-FRAME EXTERIOR WALLS [Go to Page]
- SECTION 501 SCOPE
- SECTION 502 GENERAL
- SECTION 503 LIGHT-FRAME CONSTRUCTION
- SECTION 504 FASTENERS AND CONNECTORS [Go to Page]
- TABLE 504.3(1) CORROSION RESISTANCE OF FASTENERS AND CONNECTORS
- SECTION 505 FOOTINGS AND FOUNDATIONS [Go to Page]
- TABLE 505(1) MINIMUM FOUNDATION DIMENSIONS
- FIGURE 505(1) CONTINUOUS FOUNDATIONS FOR MULTIPLE RECTANGLES
- TABLE 505(2) MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT [Go to Page]
- TABLE 505(2)—continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT
- TABLE 505(2)—continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT
- TABLE 505(3) PROVIDED FOUNDATION WEIGHT PER FOOT
- FIGURE 505(2) CONCRETE OR MASONRY STEM WALL FOUNDATION
- FIGURE 505(3) STEM WALL FOUNDATION REINFORCEMENT
- FIGURE 505(4a) UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
- FIGURE 505(4b) ALTERNATE UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
- FIGURE 505(4c) SHEAR WALL OVERTURNING ANCHORAGE FOR WOOD LIGHT-FRAME
- FIGURE 505(5) SLAB-ON-GRADE FOOTING
- FIGURE 505(6a) UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
- FIGURE 505(6b) ALTERNATE UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
- FIGURE 505(6c) SHEAR WALL OVERTURNING ANCHORAGE FOR WOOD LIGHT-FRAME
- FIGURE 505(7) STEM WALL FOUNDATION WITH SLAB-ON-GRADE
- SECTION 506 SLAB-ON-GRADE FLOOR SYSTEMS
- SECTION 507 OPEN STRUCTURES [Go to Page]
- TABLE 507 MINIMUM REQUIRED UPLIFT CONNECTION CAPACITY AT INSET PORCHa
- FIGURE 507(1) PLAN WITH INSET AND CORNER PORCHES
- FIGURE 507(2) SECTION A-A—INSET OR CORNER PORCH ROOF FRAMING DETAILS—PORCH ROOF IS NOT A CONTINUATION OF DWELLING ROOF
- FIGURE 507(3) SECTION A-A—INSET OR CORNER PORCH ROOF FRAMING DETAILS—PORCH IS AN EXTENSION OF DWELLING ROOF
- FIGURE 507(4) SECTION A-A—INSET OR CORNER PORCH ROOF FRAMING DETAILS—PORCH ROOF IS VERTICALLY OFFSET LOWER THAN DWELLING ROOF
- CHAPTER 6 COMBINED EXTERIOR WALL CONSTRUCTION [Go to Page]
- SECTION 601 SCOPE
- SECTION 602 LIGHT-FRAME SECOND STORY ABOVE CONCRETE, MASONRY OR ICF FIRST STORY
- SECTION 603 LIGHT-FRAME GABLE ENDWALLS ABOVE CONCRETE, MASONRY OR ICF WALLS
- CHAPTER 7 ROOF ASSEMBLIES [Go to Page]
- SECTION 701 GENERAL
- SECTION 702 WEATHER PROTECTION [Go to Page]
- TABLE 702(1) METAL FLASHING MATERIAL
- TABLE 702(2) GRAVEL STOP AND DRIP EDGE FASTENER SPACING
- SECTION 703 MATERIALS
- SECTION 704 REQUIREMENTS FOR ROOF COVERINGS [Go to Page]
- TABLE 704(1) WOOD SHINGLE INSTALLATION TO DEVELOP A MAXIMUM 45 PSF OF WIND RESISTANCE
- TABLE 704(2) WOOD SHAKE INSTALLATION TO DEVELOP A MAXIMUM 90 PSF OF WIND RESISTANCE
- CHAPTER 8 FENESTRATION [Go to Page]
- SECTION 801 GENERAL
- SECTION 802 WINDOWS, UNIT SKYLIGHTS, GARAGE DOORS, SLIDING GLASS DOORS, GLASS PATIO DOORS AND ENTRY DOORS INSTALLED IN WALL/ROOF SYSTEMS [Go to Page]
- TABLE 802(1)a, b, c, d NOMINAL (ASD) DESIGN WIND LOADS FOR GARAGE DOORS
- SECTION 803 WINDBORNE DEBRIS
- CHAPTER 9 EXTERIOR WALL COVERING, FLASHING AND SOFFIT [Go to Page]
- SECTION 901 GENERAL
- SECTION 902 WALL COVERINGS
- SECTION 903 FLASHING
- SECTION 904 SOFFIT
- SECTION 905 DRAINED ASSEMBLY WALL VERTICALLY ABOVE MASS ASSEMBLY WALL [Go to Page]
- FIGURE 905(1) FLASHING FOR DRAINED WALL ASSEMBLY VERTICALLY ABOVE MASS WALL ASSEMBLY
- SECTION 906 FOAM PLASTIC INSULATING SHEATHING
- CHAPTER 10 REFERENCED STANDARDS [Go to Page]
- AAMA
- ACI
- AISI
- ASCE
- ASME
- ASTM
- AWC
- DASMA
- DOC
- FEMA
- Florida Codes
- FMA
- FRSA
- ICC
- PCA
- TMS
- TPI
- APPENDIX A DESIGN LOAD ASSUMPTIONS [Go to Page]
- SECTION A1 DESIGN CONCEPTS [Go to Page]
- FIGURE A1 FOUNDATION ANALYSIS MODEL, GLOBAL OVERTURNING
- SECTION A2 FOUNDATION DESIGN ASSUMPTIONS
- APPENDIX B FLOOD-RESISTANT FOUNDATIONS FOR RESIDENTIAL BUILDINGS WITH WOOD OR COLD-FORMED STEEL LIGHT-FRAME WALLS [Go to Page]
- SECTION B1 FLOOD-RESISTANT FOUNDATIONS [Go to Page]
- FIGURE B1 RANGE OF RECTANGULAR ELEMENT DIMENSIONS AND ROOF PITCHES
- TABLE B1(1) MAXIMUM ULTIMATE DESIGN WIND SPEEDS FOR FEMA P-550 FOUNDATIONS
- SECTION B2 BUILDING CONNECTION TO FOUNDATION [Go to Page]
- FIGURE B2 GIRDER IDENTIFICATION
- TABLE B2(1) PRIMARY GIRDER SPANS FOR ONE-STORY HOMES (beam supporting gravity loads and shear reactions from wind loads parallel to ridge)b, c, d, e, f, g, h
- TABLE B2(2) PRIMARY GIRDER SPANS FOR TWO-STORY HOMES (beam supporting gravity loads and shear reactions from wind loads parallel to ridge)a, b, c, d, e, f, g
- TABLE B2(3) SECONDARY GIRDER SPANS FOR ONE-STORY HOMES (beam supporting endwall and shear reactions from wind loads parallel to ridge)
- TABLE B2(4) SECONDARY GIRDER SPANS FOR TWO-STORY HOMES (beam supporting endwall and shear reactions from wind loads parallel to ridge)
- TABLE B2(5) CENTER GIRDER SPANS FOR TWO-STORY HOMES (beam supporting gravity loads from floor and interior walls only and no shear reactions)
- TABLE B2(6) CENTER GIRDER SPANS FOR TWO-STORY HOMES (beam supporting gravity loads from floor and interior walls only and no shear reactions)
- FIGURE B3 PRIMARY BEAM AND SHEAR PANEL TIE-DOWN CONNECTION DETAIL
- FIGURE B4 SECONDARY BEAM AND SHEAR PANEL TIE-DOWN CONNECTION DETAIL
- APPENDIX C ICC 600 DESIGN CHECKLIST
- APPENDIX D DIMENSIONS OF STANDARDIZED NAILS [Go to Page]
- TABLE D1.0 DIMENSIONS OF COMMONLY AVAILABLE ASTM F1667 NAILS
- S.K. GHOSH ASSOCIATES LLC
- PROCTORED REMOTE ONLINE TESTING OPTION (PRONTO)
- ICC EVALUATION SERVICE
- ICC DIGITAL CODES PREMIUM [Go to Page]
