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ICC Standard 600 2014

ICC Standard 600 2014

$18.93

ICC 600-2014: Standard for Residential Construction in High-Wind Regions

Published By Publication Date Number of Pages
ICC 2014 219
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The scope of this standard is to specify prescriptive methods to provide wind resistant designs and construction details for residential buildings of masonry, concrete, wood-framed or cold-formed steel framed construction sited in high- wind regions where design wind speeds are 120 to 180 mph. The purpose of this standard is to improve building resiliency by providing prescriptive requirements based on the latest engineering knowledge and to provide minimum requirements to improve structural integrity and improve building envelope performance within the limitations in building geometry, materials, and wind climate specified. The 2014 edition includes: • Updated design wind speed map to align with the ASCE 7-10, 2015 IBC® and 2015 IRC® provisions. The wind speeds are ultimate design wind speeds (Vult) but the design loads and pressures in the standard are nominal (ASD) design loads. • New provision that storm shelters be designed and constructed in accordance with ICC 500: ICC/NSSA Standard for the Design and Construction of Storm Shelters. • New alternative fastening of roof sheathing utilizing prescriptive ring-shank nails that have a higher withdrawal capacity than common nails. • New prescriptive provisions for using self-adhering underlayment to create a “sealed roof deck” to prevent water intrusion. • Updated the design wind load pressure for garage doors to include door width up to 20 feet. • New prescriptive provisions for soffits. • New prescriptive provisions for vinyl siding installed over foam plastic sheathing. • New prescriptive provision for foam plastic sheathing.

PDF Catalog

PDF Pages PDF Title
1 ICC 600-2014 STANDARD FOR RESIDENTIAL CONSTRUCTION IN HIGH-WIND REGIONS
2 ICC 600-2014 STANDARD FOR RESIDENTIAL CONSTRUCTION IN HIGH-WIND REGIONS TITLE PAGE
3 COPYRIGHT
4 AMERICAN NATIONAL STANDARD
6 FOREWORD
10 PREFACE
12 TABLE OF CONTENTS
14 CHAPTER 1 ADMINISTRATION AND APPLICATION
SECTION 101 GENERAL
SECTION 102 APPLICABILITY
15 TABLE 102 BUILDING GEOMETRY LIMITATIONS
16 FIGURE 102(1) ONE-STORY BUILDING GEOMETRY
FIGURE 102(2) TWO-STORY BUILDING GEOMETRY
17 FIGURE 102(3) THREE-STORY BUILDING GEOMETRY
18 CHAPTER 2 DEFINITIONS
SECTION 201 GENERAL
SECTION 202 DEFINITIONS
FIGURE 202(1) BUILDING NOMENCLATURE
20 CHAPTER 3 STRUCTURAL DESIGN
SECTION 301 DESIGN CRITERIA
21 SECTION 302 NONRECTANGULAR BUILDINGS
SECTION 303 STORM SHELTERS
22 FIGURE 301(1) BASIC WIND SPEEDS
23 TABLE 301(1) COMPONENT AND CLADDING WIND LOADS (ASD) (psf)a, b
24 TABLE 301(2) HEIGHT AND EXPOSURE ADJUSTMENT COEFFICIENTS FOR TABLE 301(1)
TABLE 301(3) WIND SPEED ADJUSTMENTS FOR EXPOSURE CATEGORY D
TABLE 301(4) ULTIMATE DESIGN WIND MODIFICATION FOR TOPOGRAPHIC WIND EFFECTa, b
25 FIGURE 301(2) COMPONENT AND CLADDING PRESSURE ZONES
FIGURE 302(1) WIND PERPENDICULAR TO COMMON WALL
FIGURE 302(2) WIND PARALLEL TO COMMON WALL
26 CHAPTER 4 BUILDINGS WITH CONCRETE OR MASONRY EXTERIOR WALLS
SECTION 401 SCOPE
SECTION 402 GENERAL
27 TABLE 402 MINIMUM REINFORCEMENT SPLICE LENGTH (inches)
FIGURE 402(1) LAP SPLICE A CONFIGURATION
28 FIGURE 402(2) LAP SPLICE B CONFIGURATION
SECTION 403 FOOTINGS AND FOUNDATIONS
29 TABLE 403 MINIMUM WIDTH OF CONCRETE OR MASONRY FOOTINGS (inches)a
FIGURE 403(1) CONTINUITY OF FOOTING AND FOUNDATION WALL REINFORCEMENT
30 FIGURE 403(2) STEMWALL FOUNATION WITH SLAB-ON-GRADE
FIGURE 403(3) STEMWALL FOUNDATION WITH WOOD-FRAMED FLOOR
31 FIGURE 403(4) MONOLITHIC SLAB-ON-GRADE FOUNDATION
SECTION 404 FLOOR SYSTEMS
32 FIGURE 404(1) HOLLOWCORE CONNECTION TO EXTERIOR BEARING WALL
FIGURE 404(2) HOLLOWCORE CONNECTION TO INTERIOR BEARING WALL
33 TABLE 404 ANCHOR BOLT SPACING FOR LOAD-BEARING LEDGER BOLTED TO MASONRY WALL
FIGURE 404(3) HOLLOWCORE CONNECTION TO NONBEARING WALL
34 FIGURE 404(4) ENDWALL BRACING PERPENDICULAR TO FLOOR FRAMING
FIGURE 404(5) WOOD FLOOR SYSTEM BOLTED LEDGER
SECTION 405 MASONRY WALL SYSTEMS
35 TABLE 404 (1)a TOTAL FLOOR DIAPHRAGM SHEAR LOAD PERPENDICULAR TO THE RIDGEa, b (ASD) (lb per side)
TABLE 404(1)b TOTAL FLOOR DIAPHRAGM SHEAR LOAD PARALLEL TO THE RIDGEa, b (ASD) (lb per side)
36 FIGURE 405(1) CORNER CONTINUITY OF BOND BEAM AND WALL REINFORCEMENT
FIGURE 405(2) CHANGES IN BOND BEAM HEIGHT
37 TABLE 405(1) ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa, b EXPOSURE B (square inches)
38 TABLE 405(1)—continued ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa, b EXPOSURE B (square inches)
TABLE 405(2) ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa, b EXPOSURE C (square inche
39 TABLE 405(2)—continued ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa, b EXPOSURE C (square inches)
40 TABLE 405(3) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa, b, c, d (square inches)
FIGURE 405(3) MAIN WINDFORCE LOADING DIAGRAM
41 TABLE 405(4) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa, b, c, d (square inches)
42 TABLE 405(5) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa, b, c, d (square inches)
43 TABLE 405(6) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa, b, c, d (square inches)
44 TABLE 405(7) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa, b, c (square inches)
TABLE 405(8) BOND BEAM AREA OF STEEL PROVIDED, in2/ft
45 FIGURE 405(4) CONTINUOUS GABLE ENDWALL REINFORCEMENT SINGLE AND MULTI-STORY
FIGURE 405(5) OUTLOOKER DETAIL FOR CONNECTION OF ROOF DIAPHRAGM TO MASONRY CONTINUOUS GABLE (Cut masonry rake beam similar)
46 FIGURE 405(6) LADDER DETAIL FOR CONNECTION OF ROOF DIAPHRAGM TO MASONRY CONTINUOUS GABLE
FIGURE 405(7) GABLE END BRACING FOR MASONRY WALLS NOT CONTINUOUS TO THE ROOF DIAPHRAGM
47 FIGURE 405(8) SHEARWALL SEGMENTS
49 TABLE 405(9) SINGLE-STORY AND TOP-STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING (feet)
50 TABLE 405(9)—continued SINGLE-STORY AND TOP-STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING (feet)
51 FIGURE 405(9) ONE-STORY MASONRY MALL
52 TABLE 405(10) MAXIMUM SPACING OF NO. 5 VERTICAL REINFORCEMENT IN WALLS PERPENDICULAR TO THE RIDGE AND WALLS PARALLEL TO THE RIDGE OTHER THAN THE TOP STORY
53 TABLE 405(11) MAXIMUM SPACING OF NO. 4 VERTICAL REINFORCEMENT IN WALLS PERPENDICULAR TO THE RIDGE AND WALLS PARALLEL TO THE RIDGE OTHER THAN THE TOP STORY
54 FIGURE 405(10) CONTINUITY OF FIRST- AND SECOND-FLOOR VERTICAL WALL REINFORCEMENT
FIGURE 405(11) EXTERIOR WALL REINFORCEMENT SUMMARY ONE-STORY (TWO-STORY SIMILAR)
55 TABLE 405(12) ANCHOR BOLT SPACING FOR ATTACHING 2x WOOD NAILER TO RAKE BEAM
56 TABLE 405(13) MASONRY GABLE OUTLOOKER CONNECTOR LOADS (ASD)
57 TABLE 405(14) WOOD GABLE BRACE NAILING
58 TABLE 405(15) WOOD GABLE STUD CONNECTOR LOADS (ASD)
59 TABLE 405(16) REQUIRED SHEARWALL LOADS (ASD) (LB PER SIDE) PERPENDICULAR TO RIDGE PER FOOT OF BUILDING LENGTHa, b, c (lb/ft)
60 TABLE 405(17) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa, b, c, d ROOF ANGLE 23 DEGREES
61 TABLE 405(18) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa, b, c, d ROOF ANGLE 30 DEGREES
62 TABLE 405(19) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa, b, c, d ROOF ANGLE 45 DEGREES
63 TABLE 405(20) REQUIRED SHEARWALL LENGTH (feet) PER FOOT OF BUILDING LENGTHa, b, c, d, e PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT, ROOF ANGLE 23 DEGREES
64 TABLE 405(21) REQUIRED SHEARWALL LENGTH (feet) PER FOOT OF BUILDING LENGTHa, b, c, d, e PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT, ROOF ANGLE 30 DEGREES
65 TABLE 405(22) REQUIRED SHEARWALL (feet) LENGTH PER FOOT OF BUILDING LENGTHa, b, c, d, e PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT ROOF ANGLE 45 DEGREES
66 TABLE 405(23) SUPERIMPOSED LOADS MINIMUM RATED LOAD CAPACITY OF 8-INCH-THICK PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGSa, c, d, e, f
67 TABLE 405(24) SUPERIMPOSED LOADS, MINIMUM RATED LOAD CAPACITY OF 8-INCH-THICK PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—WOOD FLOOR SYSTEMa, c, d, e, f, g
68 TABLE 405(25) SUPERIMPOSED LOADS, MINIMUM RATED LOAD CAPACITY OF NOMINAL 8-INCH-THICK PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—HOLLOW CORE SYSTEMa, c, d, e, f, g
69 TABLE 405(26) COMBINED BOND BEAM/LINTELS, ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGSa, b, d, e, f, g
70 TABLE 405(27) COMBINED BOND BEAM/LINTELS, BOTTOM STORY AND TOP STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—WOOD FLOOR SYSTEMa, b, c, d, e, f, g
71 TABLE 405(28) COMBINED BOND BEAM/LINTELS, BOTTOM STORY AND TOP STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS—HOLLOWCORE FLOOR SYSTEMa, b, d, e, f, g
72 SECTION 406 ATTIC FLOOR OR CEILING SYSTEMS
SECTION 407 ROOF SYSTEMS
73 FIGURE 407(1) ROOF SHEATHING LAYOUT AND ENDWALL BRACING
TABLE 407(1) TOTAL SHEAR (ASD) AT TOP OF TOP STORY WALL
74 TABLE 407(2) TRANSVERSE CONNECTOR LOAD
FIGURE 407(3) ROOF TO MASONRY SIDEWALL CONNECTION DIRECT TO BOND BEAM
75 TABLE 407(3) ROOF BEARING UPLIFT (F3) (ASD) AT TOP OF WALL IN EXPOSURE B (plf)a, b, c, d
76 FIGURE 407(4) ROOF TO MASONRY SIDEWALL CONNECTION BOLTED TOP PLATE ALTERNATE
77 TABLE 407(4) WIND UPLIFT LOADS FOR HIP ROOF STEP DOWN SYSTEMa, b, c Top plate to truss connection loads (lb)
SECTION 408 OPEN STRUCTURES
78 FIGURE 407(5) INTERIOR SHEARWALL TO ROOF CONNECTION
FIGURE 407(6) HIP ROOF FRAMING USING TRUSSES
79 SECTION 409 ABOVE-GRADE CONCRETE WALL SYSTEMS
TABLE 409(1) DIMENSIONAL REQUIREMENTS FOR WALLSa, b
FIGURE 409(1) FLAT WALL SYSTEM REQUIREMENTS
80 FIGURE 409(2) WAFFLE-GRID SYSTEM REQUIREMENTS
FIGURE 409(3) SCREEN-GRID SYSTEM REQUIREMENTS
81 FIGURE 409(4) LAP SPLICE REQUIREMENTS
82 FIGURE 409(5) STANDARD HOOKS
FIGURE 409(6) CONCRETE WALL CONSTRUCTION
83 TABLE 409(2) MINIMUM VERTICAL WALL REINFORCEMENT FOR FLAT CONCRETE ABOVE-GRADE WALLSa, b, c, d, e
84 TABLE 409(3) MINIMUM VERTICAL WALL REINFORCEMENT FOR WAFFLE-GRID CONCRETE ABOVE-GRADE WALLSa, b, c, d, e
85 TABLE 409(4) MINIMUM VERTICAL WALL REINFORCEMENT FOR SCREEN-GRID CONCRETE ABOVE-GRADE WALLSa, b, c, d, e
87 TABLE 409(5) MINIMUM UNREDUCED LENGTH OF SOLID ENDWALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FOR ONE STORY OR TOP STORY OF TWO STORYa, c, d, e, f, g
88 TABLE 409(5)—continued MINIMUM UNREDUCED LENGTH OF SOLID ENDWALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FOR ONE STORY OR TOP STORY OF TWO STORYa, c, d, e, f, g
89 TABLE 409(6) MINIMUM UNREDUCED LENGTH OF SOLID WALL, UL, REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FOR FIRST STORY OF TWO STORYa, c, d, e, f, g
90 TABLE 409(6)—continued MINIMUM UNREDUCED LENGTH OF SOLID WALL, UL, REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FOR FIRST STORY OF TWO STORYa, c, d, e, f, g
91 TABLE 409(7) MINIMUM UNREDUCED LENGTH OF SOLID WALL, UL, REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa, c, d, e, f, g
92 TABLE 409(7)—continued MINIMUM UNREDUCED LENGTH OF SOLID WALL, UL, REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa, c, d, e, f, g
93 FIGURE 409(7) MINIMUM SOLID WALL LENGTH
94 TABLE 409(8) REDUCTION FACTOR FOR DESIGN STRENGTH, R, AND LAYOUT OF REINFORCEMENT AT EACH END OF SOLID WALL SEGMENTS FOR FLAT WAL
95 TABLE 409(8)—continued REDUCTION FACTOR FOR DESIGN STRENGTH, R, AND LAYOUT OF REINFORCEMENT AT EACH END OF SOLID WALL SEGMENTS FOR FLAT WALLSa
96 FIGURE 409(8) REINFORCEMENT OF OPENINGS
98 TABLE 409(9) REDUCTION FACTOR FOR DESIGN STRENGTH, R, AND LAYOUT OF REINFORCEMENT AT EACH END OF SOLID WALL SEGMENTS FOR WAFFLE-GRID AND SCREEN-GRID WALLSa, f
99 TABLE 409(9)—continued REDUCTION FACTOR FOR DESIGN STRENGTH, R, AND LAYOUT OF REINFORCEMENT AT EACH END OF SOLID WALL SEGMENTS FOR WAFFLE-GRID AND SCREEN-GRID WALLSa, f
FIGURE 409(9) LINTELS FOR FLAT WALLS
FIGURE 409(10) SINGLE FORM HEIGHT WAFFLE-GRID LINTEL
100 TABLE 409(10) MINIMUM WALL OPENING REINFORCEMENT REQUIREMENTS IN ICF WALLSa
FIGURE 409(11) DOUBLE FORM HEIGHT WAFFLE-GRID LINTEL
101 TABLE 409(11) MAXIMUM ALLOWABLE CLEAR SPAN FOR LINTELS FOR FLAT LOAD-BEARING WALLSa, b, c, d, f NO. 4 BOTTOM BAR SIZE
102 TABLE 409(12) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR FLAT LOAD-BEARING WALLSa, b, c, d, f NO. 5 BOTTOM BAR SIZE
103 FIGURE 409(12) SINGLE FORM SCREEN-GRID LINTEL
FIGURE 409(13) DOUBLE FORM HEIGHT SCREEN-GRID LINTELS
104 TABLE 409(13) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR WAFFLE-GRID LOAD-BEARING WALLSa, b, c, d, f NO. 4 BOTTOM BAR SIZE
105 TABLE 409(14) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR WAFFLE-GRID LOAD-BEARING WALLSa, b, c, d, f NO. 5 BOTTOM BAR SIZE
106 FIGURE 409(14) SECTION CUT THROUGH FLAT WALL OR VERTICAL CORE OF WAFFLE- OR SCREEN-GRID WALL
FIGURE 409(15) FLOOR LEDGER—WALL CONNECTION (SIDE-BEARING CONNECTION)
107 TABLE 409(15) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR SCREEN-GRID LOAD-BEARING WALLSa, b, c, d, f, g NO. 4 BOTTOM BAR SIZE
TABLE 409(16) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR SCREEN-GRID LOAD-BEARING WALLSa, b, c, d, f, g NO. 5 BOTTOM BAR SIZE
108 FIGURE 409(16) FLOOR LEDGER—WALL CONNECTION (LEDGE-BEARING CONNECTION)
FIGURE 409(17) WOOD FLOOR LEDGER—WALL CONNECTION (THROUGH-BOLT SIDE-BEARING CONNECTION)
109 TABLE 409(17) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS WITHOUT STIRRUPS IN LOAD-BEARING WALLSa, b, c, d, f, g, h (NO. 4 OR NO. 5) BOTTOM BAR SIZE
110 TABLE 409(18) MAXIMUM BOTTOM BAR LINTEL REINFORCEMENT FOR LARGE CLEAR SPANS IN LOAD-BEARING WALLSa, b, c, d, e, f
111 FIGURE 409(18) FLOOR LEDGER—WALL CONNECTION
FIGURE 409(19) ROOF SILL PLATE—WALL CONNECTION
112 TABLE 409(19) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS IN NONLOAD-BEARING WALLS WITHOUT STIRRUPSa, b, c, d NO. 4 BOTTOM BAR
113 TABLE 409.20 FLOOR LEDGER-WALL CONNECTION (SIDE-BEARING CONNECTION) REQUIREMENTSa, b, c
114 FIGURE 409(20) VERTICAL REINFORCEMENT LAYOUT DETAIL
116 CHAPTER 5 BUILDINGS WITH WOOD OR COLD-FORMED STEEL LIGHT-FRAMED EXTERIOR WALLS
SECTION 501 SCOPE
SECTION 502 GENERAL
SECTION 503 LIGHT-FRAMED CONSTRUCTION
SECTION 504 FASTENERS AND CONNECTORS
117 SECTION 505 FOOTINGS AND FOUNDATIONS
TABLE 505(1) MINIMUM FOUNDATION DIMENSIONS
FIGURE 505(1) CONTINUOUS FOUNDATIONS FOR MULTIPLE RECTANGLES
118 TABLE 505(2) MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf)e, f
119 TABLE 505(2)—continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf)e, f
120 TABLE 505(2)—continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf)e, f
TABLE 505(3) PROVIDED FOUNDATION WEIGHT PER FOOT
121 FIGURE 505(2) CONCRETE OR MASONRY STEMWALL FOUNDATION
122 FIGURE 505(3) STEMWALL FOUNDATION REINFORCEMENT
FIGURE 505(4a) UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
123 FIGURE 505(4b) ALTERNATE UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
FIGURE 505(4c) SHEARWALL OVERTURNING ANCHORAGE FOR WOOD LIGHT-FRAME
124 FIGURE 505(5a), PART A SOLID OR HOLLOW MASONRY STEMWALL FOUNDATION (For One- and Two-Story Buildings with Design Wind Speeds not Exceeding 140 mph)
FIGURE 505(5a), PART B SOLID OR HOLLOW MASONRY STEMWALL FOUNDATION (For One- and Two-Story Buildings with Design Wind Speeds not Exceeding 140 mph)
125 FIGURE 505(5b) SOLID OR HOLLOW MASONRY STEMWALL FOUNDATION (For One- and Two-Story Buildings with Design Wind Speeds not Exceeding 140 mph)
FIGURE 505(5c), PART A PIER AND CURTAIN WALL FOUNDATION (For One- and Two-Story Buildings with Design Wind Speeds not Exceeding 140 mph)
126 FIGURE 505(5c), PART BPIER AND CURTAIN WALL FOUNDATION (For One- and Two-Story Buildings with Design Wind Speeds not Exceeding 140 mph)
127 FIGURE 505(6) SLAB-ON-GRADE FOOTING
FIGURE 505(7a) UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
128 FIGURE 505(7b) ALTERNATE UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
FIGURE 505(7c) SHEARWALL OVERTURNING ANCHORAGE FOR WOOD LIGHT-FRAME
SECTION 506 SLAB-ON-GRADE FLOOR SYSTEMS
129 FIGURE 505(8) STEMWALL FOUNDATION WITH SLAB-ON-GRADE
SECTION 507 SPECIAL PROVISIONS FOR WOOD STRUCTURAL PANELS USED TO RESIST BOTH SHEAR AND UPLIFT
SECTION 508 OPEN STRUCTURES
130 FIGURE 508(1) PLAN OF HOUSE WITH INSET PORCH
TABLE 508 MINIMUM REQUIRED UPLIFT CONNECTION CAPACITY AT INSET PORCH
131 FIGURE 508(2) SECTION A-A—OVERHANG UPLIFT RESTRAINT, CONVENTIONALLY FRAMED TRUSS EXTENSION
FIGURE 508(3) SECTION A-A—OVERHANG UPLIFT RESISTANCE DESIGNED ROOF TRUSS
132 FIGURE 508(4) SECTION A-A—OVERHANG UPLIFT RESTRAINT CONVENTIONALLY FRAMED ROOF EXTENSION
SECTION 509 ROOF SHEATHING IN WOOD LIGHT-FRAMED CONSTRUCTION
134 CHAPTER 6 COMBINED EXTERIOR WALL CONSTRUCTION
SECTION 601 SCOPE
SECTION 602 CONCRETE, MASONRY OR ICF FIRSTSTORY; WOOD FRAME SECOND STORY
SECTION 603 WOOD FRAME GABLE ENDWALLS ABOVE CONCRETE, MASONRY OR ICF WALLS
SECTION 604 COLD-FORMED STEEL FRAMING ABOVE CONCRETE, MASONRY OR ICF WALLS
135 FIGURE 604(1) DIRECT TRACK COLD-FORMED STEEL FRAMING CONNECTION TO CONCRETE, MASONRY OR ICF WALL
FIGURE 604(2) WOOD SILL AND COLD-FORMED STEEL FRAMING CONNECTION TO CONCRETE, MASONRY OR ICF WALL
136 TABLE 604 COLD-FORMED STEEL STUD TO STEEL STRAP CONNECTED (Number of No. 8 screws per side)
138 CHAPTER 7 ROOF ASSEMBLIES
SECTION 701 GENERAL
TABLE 701(1) DESIGN UPLIFT PRESSURE ASD (psf)a
139 TABLE 701(1)—continued DESIGN UPLIFT PRESSURE ASD (psf)a
TABLE 701(3) DEFLECTION LIMITSa, f, g
140 SECTION 702 WEATHER PROTECTION
TABLE 702(1) METAL FLASHING MATERIAL
141 TABLE 702(2) FLASHING FASTENER SPACING
SECTION 703 MATERIALS
SECTION 704 REQUIREMENTS FOR ROOF COVERINGS
TABLE 704.2(1) UNDERLAYMENT TYPES
142 TABLE 704.2(2) UNDERLAYMENT APPLICATION
TABLE 704.2(3) UNDERLAYMENT ATTACHMENT
143 TABLE 704(1) MINIMUM CLASSIFICATION FOR ASPHALT SHINGLES
145 TABLE 704(2) REQUIRED AERODYNAMIC UPLIFT MOMENT (ASD) LOADS FOR FIELD TILE, MA (ft-lbf)a, b, c FOR ROOF PITCHES 6:12 AND LESS, ZONE 3
146 TABLE 704(2)—continued REQUIRED AERODYNAMIC UPLIFT MOMENT (ASD) LOADS FOR FIELD TILE, MA (ft-lbf)a, b, c FOR ROOF PITCHES 6:12 AND LESS, ZONE 3
TABLE 704(3) REQUIRED AERODYNAMIC UPLIFT MOMENT (ASD) LOADS FOR FIELD TILE, MA (ft-lbf)a, b, c FOR ROOF PITCHES GREATER THAN 6:12, ZONE 3
147 TABLE 704(3)—continued REQUIRED AERODYNAMIC UPLIFT MOMENT (ASD) LOADS FOR FIELD TILE, MA (ft-lbf)a, b, c FOR ROOF PITCHES GREATER THAN 6:12, ZONE 3
TABLE 704(4) MAXIMUM COMBINATION OF TILE LENGTH AND TILE EXPOSED WIDTH
TABLE 704(5) MECHANICAL ROOF TILE UPLIFT RESISTANCE (ASD) VALUES FOR FIELD TILE (ft-lbf)i, j, k
148 TABLE 704(5)—continued MECHANICAL ROOF TILE UPLIFT RESISTANCE (ASD) VALUES FOR FIELD TILE (ft-lbf)i, j, k
149 TABLE 704(6) SLATE SHINGLE HEADLAP
150 TABLE 704(7) WOOD SHINGLE MATERIAL REQUIREMENTS
TABLE 704(8) WOOD SHINGLE WEATHER EXPOSURE AND ROOF SLOPE
TABLE 704(9) WOOD SHINGLE INSTALLATION
151 TABLE 704(11) WOOD SHAKE MATERIAL REQUIREMENTS
TABLE 704(12) WOOD SHAKE WEATHER EXPOSURE AND ROOF SLOPE
152 TABLE 704(13) WOOD SHAKE INSTALLATION
154 CHAPTER 8 FENESTRATION
SECTION 801 SCOPE
SECTION 802 WINDOWS, UNIT SKYLIGHTS, GARAGE DOORS, SLIDING GLASS DOORS, GLASS PATIO DOORS AND ENTRY DOORS INSTALLED IN WALL/ROOF SYSTEMS
155 TABLE 802(1)a, b DESIGN PRESSURES (ASD) FOR WINDOWS AND DOORS (psf)
TABLE 802(2)a, b, c, d NOMINAL (ASD) DESIGN WIND LOADS FOR GARAGE DOORS (psf)
156 SECTION 803 WINDBORNE DEBRIS
157 TABLE 803 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULEa FOR WOOD STRUCTURAL PANELSb FASTENER SPACING FOR WOOD FRAME STRUCTURESc (inches)
158 CHAPTER 9 EXTERIOR WALL COVERING
SECTION 901 GENERAL
TABLE 901(1) DESIGN WIND PRESSURE FOR CLADDINGS AND CLADDING ATTACHMENTS
159 TABLE 901(2) WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESS WHERE WIND PRESSURES IN TABLE 901(1) DO NOT EXCEED 30 psf
160 TABLE 901(2)—continued WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESS WHERE WIND PRESSURES IN TABLE 901(1) DO NOT EXCEED 30 psf
SECTION 902 WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING/SHEATHING
SECTION 903 STUCCO
161 TABLE 901(3) SIDING MINIMUM FASTENING REQUIREMENTS FOR DIRECT SIDING ATTACHMENT OVER FOAM PLASTIC SHEATHING TO SUPPORT SIDING WEIGHTa
162 TABLE 901(4) FURRING MINIMUM FASTENING REQUIREMENTS FOR APPLICATION OVER FOAM PLASTIC SHEATHING TO SUPPORT SIDING WEIGHT AND RESIST WIND PRESSUREa, b
163 TABLE 902(1) MINIMUM THICKNESS OF WOOD, HARDBOARD, FIBERBOARD, AND WOOD STRUCTURAL PANEL SHEATHING/SIDING
164 TABLE 902(2) WOOD, HARDBOARD, STRUCTURAL FIBERBOARD AND WOOD STRUCTURAL PANEL SHEATHING/SIDING ATTACHMENT
165 TABLE 902(3) SPECIFIC GRAVITIES OF SOLID SAWN LUMBER
166 SECTION 904 MASONRY VENEER
TABLE 904 METAL FOR MASONRY VENEERa
SECTION 905 ALUMINUM AND VINYL SIDING
167 FIGURE 904 TYPICAL WALL SECTIONS—MASONRY VENEER ON CONCRETE MASONRY WALLS
168 SECTION 906 EXTERIOR INSULATION FINISH SYSTEMS
SECTION 907 FIBER CEMENT SIDING
SECTION 908 METAL VENEERS
SECTION 909 DRAINED ASSEMBLY WALL OVER MASS ASSEMBLY WALL
SECTION 910 FOAM PLASTIC INSULATING SHEATHING
170 CHAPTER 10 REFERENCED STANDARDS
AAMA
ACI
AISI
ASCE
171 ASME
ASTM
172 AWC
CPA
DASMA
173 DOC
FEMA
Florida Codes
ICC
174 PCA
SBCA
TMS
TPI
WDMA
176 APPENDIX A DESIGN LOAD ASSUMPTIONS
SECTION A1 DESIGN CONCEPTS
SECTION A2 FOUNDATION DESIGN ASSUMPTIONS
FIGURE A1 FOUNDATION ANALYSIS MODEL, GLOBAL OVERTURNING
178 APPENDIX B FLOOD-RESISTANT FOUNDATIONS FOR RESIDENTIAL BUILDINGS WITH WOOD OR COLD-FORMED STEEL LIGHT-FRAMED WALLS
SECTION B1 FLOOD-RESISTANT FOUNDATIONS
FIGURE B1 RANGE OF RECTANGULAR ELEMENT DIMENSIONS AND ROOF PITCHES
179 SECTION B2 BUILDING CONNECTION TO FOUNDATION
FIGURE B2 GIRDER IDENTIFICATION
180 TABLE B1(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
181 TABLE B1(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(1) SECONDARY GIRDER SPANS FOR ONE-STORY HOMESb, c, d, e, f, g, h (beam supporting end wall and shear reactions from wind loads parallel to ridge)
182 TABLE B2(2) SECONDARY GIRDER SPANS FOR TWO-STORY HOMESb, c, d, e, f, g, h (beam supporting end wall and shear reactions from wind loads parallel to ridge)
TABLE B3(1) CENTER GIRDER SPANS FOR TWO-STORY HOMESb, c, d, e, f, g, h (beam supporting gravity loads from floor and interior walls only and no shear reactions)
183 TABLE B3(2) CENTER GIRDER SPANS FOR TWO-STORY HOMESa, b, c, d, e, f, g (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
184 APPENDIX C ICC 600 DESIGN CHECKLIST
214 APPENDIX D DIMENSIONS OF NAILS DESCRIBED BY PENNYWEIGHT SYSTEM
TABLE D1.0 DIMENSIONS OF PENNY WEIGHT NAILS
216 ICC MEMBERSHIP
217 ICC EVALUATION SERVICE
218 VALUABLE GUIDES TO CHANGES IN THE 2015 I-CODES®
219 GET IMMEDIATE DOWNLOADS

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