ICC 600 2008 2012

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ICC 600 – 2008: Standard for Residential Construction in High-Wind Regions

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ICC	2012	202

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Description

The scope of the 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. This standard provides prescriptive requirements and other details of construction for buildings sited in wind climates of 100 to 150 mph in 10 mph increments. This standard provides an adoptable, contemporary set of prescriptive requirements that supplement the International Residential Code provisions. The prescriptive requirements are based on the latest engineering knowledge and are intended to provide minimum requirements to improve structural integrity and improve building envelope performance within the limitations in building geometry, materials, and wind climate specified.

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PDF Pages	PDF Title
1	STANDARD FOR RESIDENTIAL CONSTRUCTION IN HIGH-WIND REGIONS ICC 600-2008 AMERICAN NATIONAL STANDARD
2	ICC 600-2008 STANDARD FOR RESIDENTIAL CONSTRUCTION IN HIGH-WIND REGIONS TITLE PAGE
3	COPYRIGHT
4	AMERICAN NATIONAL STANDARD
6	FOREWORD
10	PREFACE
14	CHAPTER 1 GENERAL REQUIREMENTS SECTION 101 GENERAL SECTION 102 DESIGN PARAMETERS
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 SECTION 103 DEFINITIONS FIGURE 103(1) BUILDING NOMENCLATURE
19	FIGURE 103(2) STANDARD 90 DEGREE HOOK FIGURE 103(3) STANDARD 180 DEGREE HOOK SECTION 104 DESIGN CRITERIA
20	FIGURE 104 DESIGN WIND SPEED (3-SECOND GUST)
21	FIGURE 104—continued DESIGN WIND SPEED (3-SECOND GUST)
22	FIGURE 104—continued DESIGN WIND SPEED (3-SECOND GUST) WESTERN GULF OF MEXICO HURRICANE COASTLINE
23	FIGURE 104—continued DESIGN WIND SPEED (3-SECOND GUST) MID AND NORTHERN ATLANTIC HURRICANE COASTLINE
24	FIGURE 104—continued DESIGN WIND SPEED (3-SECOND GUST) EASTERN GULF OF MEXICO AND SOUTHEASTERN U.S. HURRICANE COASTLINE
25	SECTION 105 NONRECTANGULAR BUILDINGS FIGURE 105(1) WIND PERPENDICULAR TO COMMON WALL FIGURE 105(2) WIND PARALLEL TO COMMON WALL
26	CHAPTER 2 BUILDINGS WITH CONCRETE OR MASONRY EXTERIOR WALLS SECTION 201 SCOPE SECTION 202 GENERAL
27	TABLE 202 MINIMUM REINFORCEMENT SPLICE LENGTH (inches) FIGURE 202(1) LAP SPLICE A CONFIGURATION
28	FIGURE 202(2) LAP SPLICE B CONFIGURATION SECTION 203 FOOTINGS AND FOUNDATIONS
29	TABLE 203 MINIMUM WIDTH OF CONCRETE OR MASONRY FOOTINGS (INCHES)a FIGURE 203(1) CONTINUITY OF FOOTING AND FOUNDATION WALL REINFORCEMENT
30	FIGURE 203(2) STEMWALL FOUNDATION WITH SLAB-ON-GRADE FIGURE 203(3) STEMWALL FOUNDATION WITH WOOD-FRAMED FLOOR
31	FIGURE 203(4) MONOLITHIC SLAB-ON-GRADE FOUNDATION SECTION 204 FLOOR SYSTEMS
32	FIGURE 204(1) HOLLOWCORE CONNECTION TO EXTERIOR BEARING WALL FIGURE 204(2) HOLLOWCORE CONNECTION TO INTERIOR BEARING WALL
33	TABLE 204 ANCHOR BOLT SPACING FOR LOAD-BEARING LEDGER BOLTED TO MASONRY WALL FIGURE 204(3) HOLLOWCORE CONNECTION TO NONBEARING WALL
34	FIGURE 204(4) ENDWALL BRACING PERPENDICULAR TO FLOOR FRAMING FIGURE 204(5) WOOD FLOOR SYSTEM BOLTED LEDGER SECTION 205 MASONRY WALL SYSTEMS
35	TABLE 204(1) TOTAL FLOOR DIAPHRAGM SHEAR LOADa, b (LB PER SIDE)
36	TABLE 205(1) ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa,b EXPOSURE B (square inches)
37	TABLE 205(2) ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa,b EXPOSURE C (square inches)
38	TABLE 205(3) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa,b,c (square inches) FIGURE 205(1) CORNER CONTINUITY OF BOND BEAMAND WALL REINFORCEMENT FIGURE 205(2) CHANGES IN BOND BEAM HEIGHT
39	TABLE 205(4) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa,b,c (square inches)
40	TABLE 205(5) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa,b,c (square inches)
41	TABLE 205(6) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa,b,c (square inches)
42	TABLE 205(7) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa,b (square inches) TABLE 205(8) BOND BEAM AREA OF STEEL PROVIDED, in2/ft
43	TABLE 205(9) SINGLE STORY AND TOP STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING NO. 5 BARS (feet)
44	TABLE 205(d)—continued SINGLE STORY AND TOP STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACE NO. 4 BARS (feet)
45	TABLE 205(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 (feet)
47	TABLE 205(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 (feet)
48	TABLE 205(12) ANCHOR BOLT SPACING FOR ATTACHING 2 WOOD NAILER TO RAKE BEAM
49	TABLE 205(13) MASONRY GABLE OUTLOOKER CONNECTOR LOADS FIGURE 205(3) MAIN WIND FORCE LOADING DIAGRAM
50	FIGURE 205(4) CONTINUOUS GABLE ENDWALL REINFORCEMENT SINGLE AND MULTI-STORY FIGURE 205(5) OUTLOOKER DETAIL FOR CONNECTION OF ROOF DIAPHRAGM TO MASONRY CONTINUOUS GABLE (Cut masonry rake beam similar)
51	FIGURE 205(6) LADDER DETAIL FOR CONNECTION OF ROOF DIAPHRAGM TO MASONRY CONTINUOUS GABLE TABLE 205(14) WOOD GABLE BRACE NAILING
52	TABLE 205(15) WOOD GABLE STUD CONNECTOR LOADS
53	TABLE 205(16) REQUIRED SHEARWALL LOADS PERPENDICULAR TO RIDGE PER FOOT OF BUILDING LENGTHa,b,c (lb/ft) FIGURE 205(7) GABLE END BRACING FOR MASONRY WALLS NOT CONTINUOUS TO THE ROOF DIAPHRAGM
54	TABLE 205(17) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa,b,c,d ROOF ANGLE 23 DEGREES
55	TABLE 205(18) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa,b,c,d ROOF ANGLE 30 DEGREES
56	TABLE 205(19) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa,b,c,d ROOF ANGLE 45 DEGREES
57	TABLE 205(20) REQUIRED SHEARWALL LENGTH (feet) PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH,a,b,c,d,e ROOF ANGLE 23 DEGREES
58	TABLE 205(21) REQUIRED SHEARWALL LENGTH (feet) PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH,a,b,c,d,e ROOF ANGLE 30 DEGREES
59	TABLE 205(22) REQUIRED SHEARWALL (feet) LENGTH PERPENDICULAR TO RIDGE, NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH,a,b,c,d,e ROOF ANGLE 45 DEGREES
60	FIGURE 205(8) SHEARWALL SEGMENTS FIGURE 205(9) ONE-STORY MASONRY WALL
61	FIGURE 205(10) CONTINUITY OF FIRST-AND SECOND-FLOOR VERTICAL WALL REINFORCEMENT FIGURE 205(11) EXTERIOR WALL REINFORCEMENT SUMMARY ONE STORY (TWO STORY SIMILAR)
62	TABLE 205(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
63	TABLE 205(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
64	TABLE 205(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 FLOOR SYSTEMa,c,d,e,f,g
65	TABLE 205(26) COMBINED BOND BEAM/LINTELS, ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGSa,b,d,e,f,g
66	TABLE 205(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
67	TABLE 205(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
68	SECTION 206 ATTIC FLOOR OR CEILING SYSTEMS SECTION 207 ROOF SYSTEMS FIGURE 207(1) ROOF SHEATHING LAYOUT AND ENDWALL BRACING
69	FIGURE 207(2) ROOF SHEATHING NAILING ZONES TABLE 207(1) TOTAL SHEAR AT TOP OF TOP STORY WALL (F1)1, 2 LB
70	TABLE 207(2) TRANSVERSE CONNECTOR LOAD (F2)1,2, (plf)
71	TABLE 207(3) ROOF BEARING UPLIFT AT TOP OF WALL IN EXPOSURE B (plfa,b,d)
72	FIGURE 207(3) ROOF TO MASONRY SIDEWALL CONNECTION DIRECT TO BOND BEAM FIGURE 207(4) ROOF TO MASONRY SIDEWALL CONNECTION BOLTED TOP PLATE ALTERNATE
73	FIGURE 207(5) INTERIOR SHEARWALL TO ROOF CONNECTION SECTION 208 OPEN STRUCTURES
74	TABLE 207(4) WIND UPLIFT LOADS FOR HIP ROOF STEP DOWN SYSTEMa,b,c Top plate to truss connection loads (lb) FIGURE 207(6) HIP ROOF FRAMING USING TRUSSES
75	SECTION 209 ICF AND FLAT PANEL CONCRETE WALL SYSTEMS TABLE 209(1) DIMENSIONAL REQUIREMENTS FOR WALLSa,b FIGURE 209(1) FLAT WALL SYSTEM REQUIREMENTS
76	FIGURE 209.2 WAFFLE-GRID WALL SYSTEM REQUIREMENTS FIGURE 209(3) SCREEN-GRID WALL SYSTEM REQUIREMENTS
77	FIGURE 209(4) LAP SPLICE REQUIREMENTS
78	FIGURE 209(5) STANDARD HOOKS FIGURE 209(6) CONCRETE WALL CONSTRUCTION
79	TABLE 209(2) DESIGN WIND PRESSURE FOR USE WITH MINIMUM VERTICAL WALL REINFORCEMENT TABLE FOR ABOVE-GRADE WALLSa (psf)
80	TABLE 209(3) MINIMUM VERTICAL WALL REINFORCEMENT FOR 3.5, 5.5, 7.5f AND 9.5f-INCH FLAT CONCRETE ABOVE-GRADE WALLSa,b,c
81	TABLE 209(4) MINIMUM VERTICAL WALL REINFORCEMENT FOR WAFFLE-GRID ABOVE-GRADE WALLSa,b,c
82	TABLE 209(5) MINIMUM VERTICAL WALL REINFORCEMENT FOR SCREEN-GRID ABOVE-GRADE WALLSa,b,c TABLE 209(6) WIND VELOCITY PRESSURE FOR DETERMINATION OF MINIMUM SOLID WALL LENGTHa
83	TABLE 209(7) MINIMUM SOLID END WALL LENGTH FOR FLAT ICF WALLS (WIND PERPENDICULAR TO RIDGE)a,b,c
84	TABLE 209(8) MINIMUM SOLID SIDEWALL LENGTH FOR FLAT ICF WALLS (WIND PARALLEL TO RIDGE)a,b,c,d
85	TABLE 209(9) MINIMUM SOLID END WALL LENGTH FOR WAFFLE AND SCREEN-GRID ICF WALLS (WIND PERPENDICULAR TO RIDGE)a,b,c
86	TABLE 209(9)—continued MINIMUM SOLID END WALL LENGTH FOR WAFFLE AND SCREEN-GRID ICF WALLS (WIND PERPENDICULAR TO RIDGE)a,b,c TABLE 209(10) MINIMUM SOLID SIDE WALL LENGTH FOR WAFFLE AND SCREEN-GRID ICF WALLS (WIND PARALLEL TO RIDGE)a,b,c,d
87	FIGURE 209(7) MINIMUM SOLID WALL LENGTH
88	TABLE 209(11) MINIMUM WALL OPENING REINFORCEMENT REQUIREMENTS IN ICF WALLSa
89	TABLE 209(12) MAXIMUM ALLOWABLE CLEAR SPAN FOR LINTELS FOR FLAT LOAD-BEARING WALLSa,b,c,d,f NO. 4 BOTTOM BAR SIZE
90	TABLE 209(13) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR FLAT LOAD-BEARING WALLSa, b, c, d, f NO. 5 BOTTOM BAR SIZE
91	TABLE 209(14) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR WAFFLE-GRID LOAD-BEARING WALLSa, b, c, d, f NO. 4 BOTTOM BAR SIZE
92	TABLE 209(15) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR WAFFLE-GRID LOAD-BEARING WALLSa, b, c, d, f NO. 5 BOTTOM BAR SIZE
93	TABLE 209(16) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR SCREEN-GRID LOAD-BEARING WALLSa,b,c,d,f,g NO. 4 BOTTOM BAR SIZE TABLE 209(17) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR SCREEN-GRID LOAD-BEARING WALLSa,b,c,d,f,g NO. 5 BOTTOM BAR SIZE
94	TABLE 209(18) MAXIMUM ALLOWABLE CLEAR SPANS FOR ICF LINTELS WITHOUT STIRRUPS IN LOAD-BEARING WALLSa,b,c,d,f,g,h (NO. 4 OR NO. 5) BOTTOM BAR SIZE
95	TABLE 209(19) MINIMUM BOTTOM BAR LINTEL REINFORCEMENT FOR LARGE CLEAR SPANS IN LOAD-BEARING WALLSa,b,c,d,e,f,h
96	TABLE 209(20) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS IN NONLOAD-BEARING WALLS WITHOUT STIRRUPSa,b,c,d NO. 4 BOTTOM BAR
97	TABLE 209(21) FLOOR LEDGER-WALL CONNECTION (SIDE-BEARING CONNECTION) REQUIREMENTSa, b, c FIGURE 209(8) REINFORCEMENT OF OPENINGS
98	FIGURE 209(9) LINTELS FOR FLAT WALLS FIGURE 209(10) SINGLE FORM HEIGHT WAFFLE-GRID LINTEL
99	FIGURE 209(11) DOUBLE FORM HEIGHT WAFFLE-GRID LINTEL FIGURE 209(12) SINGLE FORM SCREEN-GRID LINTEL
100	FIGURE 209(13) DOUBLE FORM HEIGHT SCREEN-GRID LINTELS FIGURE 209(14) SECTION CUT THROUGH FLAT WALL OR VERTICAL CORE OF WAFFLE- OR SCREEN-GRID WALL
101	FIGURE 209(15) FLOOR LEDGER—WALL CONNECTION (SIDE-BEARING CONNECTION) FIGURE 209(16) FLOOR LEDGER-WALL CONNECTION (LEDGE-BEARING CONNECTION)
102	FIGURE 209(17) WOOD FLOOR LEDGER—WALL CONNECTION (THROUGH-BOLT SIDE-BEARING CONNECTION) FIGURE 209(18) FLOOR LEDGER—WALL CONNECTION
103	FIGURE 209(19) ROOF SILL PLATE—WALL CONNECTION
104	CHAPTER 3 BUILDINGS WITH WOOD OR STEEL LIGHT-FRAMED EXTERIOR WALLS SECTION 301 SCOPE SECTION 302 GENERAL SECTION 303 LIGHT-FRAMED CONSTRUCTION SECTION 304 FASTENERS AND CONNECTORS SECTION 305 FOOTINGS AND FOUNDATIONS
105	TABLE 305(1) MINIMUM FOUNDATION DIMENSIONS FIGURE 305(1) CONTINUOUS FOUNDATIONS FOR MULTIPLE RECTANGLES
106	TABLE 305(2) MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 100 MPH DESIGN WIND SPEEDa,b,c,d,e
107	TABLE 305(2)—continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 110 MPH DESIGN WIND SPEEDa,b,c,d,e
108	TABLE 305(2)—continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 120 MPH DESIGN WIND SPEEDa,b,c,d,e
109	TABLE 305(2)—continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 130 MPH DESIGN WIND SPEEDa,b,c,d,e
110	TABLE 305(2)—continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 140 MPH DESIGN WIND SPEEDa,b,c,d,e
111	TABLE 305(2)—continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 150 MPH DESIGN WIND SPEEDa,b,c,d,e
112	TABLE 305(2)—continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 150 MPH DESIGN WIND SPEEDa,b,c,d,e TABLE 305(3) PROVIDED FOUNDATION WEIGHT PER FOOT
113	FIGURE 305(2) CONCRETE OR MASONRY STEMWALL FOUNDATION
114	FIGURE 305(3) STEMWALL FOUNDATION REINFORCEMENT FIGURE 305(4a) UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
115	FIGURE 305(4b) ALTERNATE UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME FIGURE 305(4c) SHEAR WALL OVERTURNING ANCHORAGE FOR WOOD LIGHT-FRAME
116	FIGURE 305(5a), PART A SOLID OR HOLLOW MASONRY STEMWALL FOUNDATION (For One- and Two-Story Buildings with Basic Wind Speeds not Exceeding 110 mph) FIGURE 305(5a), PART B SOLID OR HOLLOW MASONRY STEMWALL FOUNDATION (For One- and Two-Story Buildings with Basic Wind Speeds not Exceeding 110 mph)
117	FIGURE 305(5b) SOLID OR HOLLOW MASONRY STEMWALL FOUNDATION (For One- and Two-Story Buildings with Basic Wind Speeds not Exceeding 110 mph) FIGURE 305(5c), PART A PIER AND CURTAIN WALL FOUNDATION (For One- and Two-Story Buildings with Basic Wind Speeds not Exceeding 110 mph)
118	FIGURE 305(5c), PART B PIER AND CURTAIN WALL FOUNDATION (For One and Two Story Buildings with Basic Wind Speeds not Exceeding 110 mph) FIGURE 305(6) SLAB-ON-GRADE FOOTING
119	FIGURE 305(7a) UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME FIGURE 305(7b) ALTERNATE UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
120	FIGURE 305(7c) SHEAR WALL OVERTURNING ANCHORAGE FOR WOOD LIGHT-FRAME FIGURE 305(8) STEMWALL FOUNDATION WITH SLAB-ON-GRADE
121	SECTION 306 SLAB-ON-GRADE FLOOR SYSTEMS SECTION 307 SPECIAL PROVISIONS FOR WOOD STRUCTURAL PANEL WALL SHEATHING OR SIDING FIGURE 307 PANEL ATTACHMENT FOR UPLIFT
122	TABLE 307(1) UPLIFT CAPACITY OF WOOD STRUCTURAL PANEL SHEATHING OR SIDING WHEN USED FOR BOTH SHEARWALLS AND UPLIFT SIMULTANEOUSLY OVER GROUP III FRAMINGa,b,c (plf uplift on wall) TABLE 307(2) UPLIFT CAPACITY OF 3/8 INCH MINIMUM WOOD STRUCTURAL PANEL SHEATHING OR SIDING OVER GROUP III FRAMINGa (plf uplift on wall) SECTION 308 OPEN STRUCTURES
123	FIGURE 308(1) PLAN OF HOUSE WITH INSET PORCH TABLE 308 MINIMUM REQUIRED UPLIFT CONNECTION CAPACITY AT INSET PORCH
124	FIGURE 308(2) SECTION A-A—OVERHANG UPLIFT RESTRAINT, CONVENTIONALLY FRAMED TRUSS EXTENSION FIGURE 308(3) SECTION A-A—OVERHANG UPLIFT RESISTANCE DESIGNED ROOF TRUSS
125	FIGURE 308(4) SECTION A-A—OVERHANG UPLIFT RESTRAINT CONVENTIONALLY FRAMED ROOF EXTENSION
126	CHAPTER 4 COMBINED EXTERIOR WALL CONSTRUCTION SECTION 401 SCOPE SECTION 402 CONCRETE, MASONRY OR ICF FIRST STORY; WOOD FRAME SECOND STORY SECTION 403 WOOD FRAME GABLE ENDWALLS ABOVE CONCRETE, MASONRY OR ICF WALLS SECTION 404 COLD-FORMED STEEL FRAMING ABOVE CONCRETE, MASONRY OR ICF WALLS
127	FIGURE 404(1) DIRECT TRACK COLD-FORMED STEEL FRAMING CONNECTION TO CONCRETE, MASONRY OR ICF WALL FIGURE 404(2) WOOD SILL AND COLD-FORMED STEEL FRAMING CONNECTION TO CONCRETE, MASONRY OR ICF WALL TABLE 404 STEEL STUD TO STEEL STRAP CONNECTED (Number of No. 8 screws per side)
128	CHAPTER 5 ROOF ASSEMBLIES SECTION 501 GENERAL TABLE 501(1) DESIGN UPLIFT PRESSURE (psf)a, b, c GABLE OR HIPROOF ROOF TABLE 501(2) ADJUSTMENT FACTORS FOR BUILDING HEIGHT, EXPOSURE AND IMPORTANCE FACTOR
129	TABLE 501(3) DEFLECTION LIMITSa, f, g SECTION 502 WEATHER PROTECTION
130	TABLE 502(1) METAL FLASHING MATERIAL TABLE 502(2) FLASHING FASTENER SPACING SECTION 503 MATERIALS SECTION 504 REQUIREMENTS FOR ROOF COVERINGS
131	TABLE 504(1) MINIMUM ATTACHMENT FOR ASPHALT SHINGLES
133	TABLE 504(2) REQUIRED AERODYNAMIC UPLIFT MOMENT, MA (ft-lbfa, b, c)
134	TABLE 504(2)—continued REQUIRED AERODYNAMIC UPLIFT MOMENT, MA (ft-lbf) TABLE 504(3) MAXIMUM COMBINATION OF TILE LENGTH AND TILE EXPOSED WIDTH
135	TABLE 504(4) ALLOWABLE AERODYNAMIC UPLIFT MOMENTS, MECHANICAL FASTENING SYSTEMSa, e, h, i
136	TABLE 504(4)—continued ALLOWABLE AERODYNAMIC UPLIFT MOMENTS MECHANICAL FASTENING SYSTEMS
137	TABLE 504(5) SLATE SHINGLE HEADLAP TABLE 504(6) WOOD SHINGLE MATERIAL REQUIREMENTS
138	TABLE 504(7) WOOD SHINGLE WEATHER EXPOSURE AND ROOF SLOPE TABLE 504(8) WOOD SHINGLE INSTALLATION
139	TABLE 504(9) WOOD SHAKE MATERIAL REQUIREMENTS TABLE 504(10) WOOD SHAKE WEATHER EXPOSURE AND ROOF SLOPE
140	TABLE 504(11) WOOD SHAKE INSTALLATION SECTION 505 OTHER ROOF COVERINGS
142	CHAPTER 6 FENESTRATION SECTION 601 SCOPE SECTION 602 WINDOWS, UNIT SKYLIGHTS, GARAGE DOORS, SLIDING GLASS DOORS, GLASS PATIO DOORS AND ENTRY DOORS INSTALLED IN WALL/ROOF SYSTEMS
143	TABLE 602(1)a, b DESIGN WIND LOADS FOR WINDOWS AND DOORS For a Mean roof Height of 30 feet
144	TABLE 602(2) HEIGHT AND EXPOSURE ADJUSTMENT COEFFICIENTS FOR TABLE 602(1) FIGURE 602 PRESSURE ZONES
145	TABLE 602(3)a, b, c, d, e, f DESIGN WIND LOADS FOR GARAGE DOORS (psf) For a Mean Roof Height of 30 feet SECTION 603 WINDBORNE DEBRIS
146	TABLE 603 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULEa FOR WOOD STRUCTURAL PANELSb FASTENER SPACING FOR WOOD FRAME STRUCTURESc (inches)
148	CHAPTER 7 EXTERIOR WALL COVERING SECTION 701 GENERAL SECTION 702 WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING/SHEATHING SECTION 703 STUCCO
149	TABLE 701 WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESS
150	TABLE 701—continued WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESS TABLE 702(1) WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING/SHEATHING ATTACHMENT EXPOSURE CATEGORY B
151	TABLE 702(2) WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING/SHEATHING ATTACHMENT, EXPOSURE CATEGORY C TABLE 702(3) SPECIFIC GRAVITIES OF SOLID SAWN LUMBER
152	TABLE 702(4) WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING/SHEATHING MINIMUM THICKNESS EXPOSURE CATEGORY B TABLE 702(5) WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING/SHEATHING MINIMUM THICKNESS EXPOSURE CATEGORY C SECTION 704 BRICK VENEER
153	TABLE 704 METAL TIES FOR BRICK VENEERa FIGURE 704 TYPICAL WALL SECTIONS—BRICK VENEER ON CONCRETE MASONRY WALLS
154	SECTION 705 VINYL SIDING SECTION 706 EXTERIOR INSULATIONFINISH SYSTEMS, GENERAL SECTION 707 FIBER CEMENT SIDING SECTION 708 METAL VENEERS SECTION 709 DRAINED ASSEMBLY WALL OVER MASS ASSEMBLY WALL
156	CHAPTER 8 REFERENCED STANDARDS AAMA ACI AFPA AHA
157	AISI ASCE ASME ASTM
158	DASMA DOC
159	FLORIDACODES ICC TPI WDMA
160	APPENDIX A DESIGN LOAD ASSUMPTIONS SECTION A1 DESIGN CONCEPTS FIGURE A1 FOUNDATION ANALYSIS MODEL, GLOBAL OVERTURNING SECTION A2 FOUNDATION DESIGN ASSUMPTIONS
162	APPENDIX B FLOOD-RESISTANT FOUNDATIONS FOR RESIDENTIAL BUILDINGS WITH WOOD OR LIGHT-STEEL FRAMED WALLS FIGURE B1 RANGE OF RECTANGULAR ELEMENT DIMENSIONS AND ROOF PITCHES
163	FIGURE B2 GIRDER IDENTIFICATION
164	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 TABLE B1(2) PRIMARY GIRDER SPANS FOR TWO-STORY HOMES (beam supporting gravity loads and shear reactions from wind loads parallel to ridge)
165	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) 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)
166	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) 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)
167	FIGURE B3 PRIMARY BEAM AND SHEAR PANEL TIE-DOWN CONNECTION DETAIL FIGURE B4 SECONDARY BEAM AND SHEAR PANEL TIE-DOWN CONNECTION DETAIL
168	APPENDIX C ICC-600 DESIGN CHECKLIST
198	APPENDIX D DIMENSIONS OF NAILS DESCRIBED BY PENNYWEIGHT SYSTEM TABLE D1.0 DIMENSIONS OF PENNY WEIGHT NAILS