{"id":135910,"date":"2024-10-19T07:50:03","date_gmt":"2024-10-19T07:50:03","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/icc-standard-600-2008-2014\/"},"modified":"2024-10-25T00:00:24","modified_gmt":"2024-10-25T00:00:24","slug":"icc-standard-600-2008-2014","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/icc\/icc-standard-600-2008-2014\/","title":{"rendered":"ICC Standard 600 2008 2014"},"content":{"rendered":"

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: \u00e2\u20ac\u00a2 Updated design wind speed map to align with the ASCE 7-10, 2015 IBC\u00c2\u00ae and 2015 IRC\u00c2\u00ae provisions. The wind speeds are ultimate design wind speeds (Vult) but the design loads and pressures in the standard are nominal (ASD) design loads. \u00e2\u20ac\u00a2 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. \u00e2\u20ac\u00a2 New alternative fastening of roof sheathing utilizing prescriptive ring-shank nails that have a higher withdrawal capacity than common nails. \u00e2\u20ac\u00a2 New prescriptive provisions for using self-adhering underlayment to create a \u00e2\u20ac\u0153sealed roof deck\u00e2\u20ac\u009d to prevent water intrusion. \u00e2\u20ac\u00a2 Updated the design wind load pressure for garage doors to include door width up to 20 feet. \u00e2\u20ac\u00a2 New prescriptive provisions for soffits. \u00e2\u20ac\u00a2 New prescriptive provisions for vinyl siding installed over foam plastic sheathing. \u00e2\u20ac\u00a2 New prescriptive provision for foam plastic sheathing.<\/p>\n

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PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
1<\/td>\nSTANDARD FOR RESIDENTIAL CONSTRUCTION IN HIGH-WIND REGIONS ICC 600-2008 AMERICAN NATIONAL STANDARD <\/td>\n<\/tr>\n
2<\/td>\nICC 600-2008 STANDARD FOR RESIDENTIAL CONSTRUCTION IN HIGH-WIND REGIONS TITLE PAGE <\/td>\n<\/tr>\n
3<\/td>\nCOPYRIGHT <\/td>\n<\/tr>\n
4<\/td>\nAMERICAN NATIONAL STANDARD <\/td>\n<\/tr>\n
6<\/td>\nFOREWORD <\/td>\n<\/tr>\n
10<\/td>\nPREFACE <\/td>\n<\/tr>\n
12<\/td>\nTABLE OF CONTENTS <\/td>\n<\/tr>\n
14<\/td>\nCHAPTER 1 GENERAL REQUIREMENTS
SECTION 101 GENERAL
SECTION 102 DESIGN PARAMETERS <\/td>\n<\/tr>\n
15<\/td>\nTABLE 102 BUILDING GEOMETRY LIMITATIONS <\/td>\n<\/tr>\n
16<\/td>\nFIGURE 102(1) ONE-STORY BUILDING GEOMETRY
FIGURE 102(2) TWO-STORY BUILDING GEOMETRY <\/td>\n<\/tr>\n
17<\/td>\nFIGURE 102(3) THREE-STORY BUILDING GEOMETRY
SECTION 103 DEFINITIONS
FIGURE 103(1) BUILDING NOMENCLATURE <\/td>\n<\/tr>\n
19<\/td>\nFIGURE 103(2) STANDARD 90 DEGREE HOOK
FIGURE 103(3) STANDARD 180 DEGREE HOOK
SECTION 104 DESIGN CRITERIA <\/td>\n<\/tr>\n
20<\/td>\nFIGURE 104 DESIGN WIND SPEED (3-SECOND GUST) <\/td>\n<\/tr>\n
21<\/td>\nFIGURE 104\u2014continued DESIGN WIND SPEED (3-SECOND GUST) <\/td>\n<\/tr>\n
22<\/td>\nFIGURE 104\u2014continued DESIGN WIND SPEED (3-SECOND GUST) WESTERN GULF OF MEXICO HURRICANE COASTLINE <\/td>\n<\/tr>\n
23<\/td>\nFIGURE 104\u2014continued DESIGN WIND SPEED (3-SECOND GUST) MID AND NORTHERN ATLANTIC HURRICANE COASTLINE <\/td>\n<\/tr>\n
24<\/td>\nFIGURE 104\u2014continued DESIGN WIND SPEED (3-SECOND GUST) EASTERN GULF OF MEXICO AND SOUTHEASTERN U.S. HURRICANE COASTLINE <\/td>\n<\/tr>\n
25<\/td>\nSECTION 105 NONRECTANGULAR BUILDINGS
FIGURE 105(1) WIND PERPENDICULAR TO COMMON WALL
FIGURE 105(2) WIND PARALLEL TO COMMON WALL <\/td>\n<\/tr>\n
26<\/td>\nCHAPTER 2 BUILDINGS WITH CONCRETE OR MASONRY EXTERIOR WALLS
SECTION 201 SCOPE
SECTION 202 GENERAL <\/td>\n<\/tr>\n
27<\/td>\nTABLE 202 MINIMUM REINFORCEMENT SPLICE LENGTH (inches)
FIGURE 202(1) LAP SPLICE A CONFIGURATION <\/td>\n<\/tr>\n
28<\/td>\nFIGURE 202(2) LAP SPLICE B CONFIGURATION
SECTION 203 FOOTINGS AND FOUNDATIONS <\/td>\n<\/tr>\n
29<\/td>\nTABLE 203 MINIMUM WIDTH OF CONCRETE OR MASONRY FOOTINGS (INCHES)a
FIGURE 203(1) CONTINUITY OF FOOTING AND FOUNDATION WALL REINFORCEMENT <\/td>\n<\/tr>\n
30<\/td>\nFIGURE 203(2) STEMWALL FOUNDATION WITH SLAB-ON-GRADE
FIGURE 203(3) STEMWALL FOUNDATION WITH WOOD-FRAMED FLOOR <\/td>\n<\/tr>\n
31<\/td>\nFIGURE 203(4) MONOLITHIC SLAB-ON-GRADE FOUNDATION
SECTION 204 FLOOR SYSTEMS <\/td>\n<\/tr>\n
32<\/td>\nFIGURE 204(1) HOLLOWCORE CONNECTION TO EXTERIOR BEARING WALL
FIGURE 204(2) HOLLOWCORE CONNECTION TO INTERIOR BEARING WALL <\/td>\n<\/tr>\n
33<\/td>\nTABLE 204 ANCHOR BOLT SPACING FOR LOAD-BEARING LEDGER BOLTED TO MASONRY WALL
FIGURE 204(3) HOLLOWCORE CONNECTION TO NONBEARING WALL <\/td>\n<\/tr>\n
34<\/td>\nFIGURE 204(4) ENDWALL BRACING PERPENDICULAR TO FLOOR FRAMING
FIGURE 204(5) WOOD FLOOR SYSTEM BOLTED LEDGER
SECTION 205 MASONRY WALL SYSTEMS <\/td>\n<\/tr>\n
35<\/td>\nTABLE 204(1) TOTAL FLOOR DIAPHRAGM SHEAR LOADa, b (LB PER SIDE) <\/td>\n<\/tr>\n
36<\/td>\nTABLE 205(1) ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa,b EXPOSURE B (square inches) <\/td>\n<\/tr>\n
37<\/td>\nTABLE 205(2) ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa,b EXPOSURE C (square inches) <\/td>\n<\/tr>\n
38<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
39<\/td>\nTABLE 205(4) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa,b,c (square inches) <\/td>\n<\/tr>\n
40<\/td>\nTABLE 205(5) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa,b,c (square inches) <\/td>\n<\/tr>\n
41<\/td>\nTABLE 205(6) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa,b,c (square inches) <\/td>\n<\/tr>\n
42<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
43<\/td>\nTABLE 205(9) SINGLE STORY AND TOP STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING NO. 5 BARS (feet) <\/td>\n<\/tr>\n
44<\/td>\nTABLE 205(d)\u2014continued SINGLE STORY AND TOP STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACE NO. 4 BARS (feet) <\/td>\n<\/tr>\n
45<\/td>\nTABLE 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) <\/td>\n<\/tr>\n
47<\/td>\nTABLE 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) <\/td>\n<\/tr>\n
48<\/td>\nTABLE 205(12) ANCHOR BOLT SPACING FOR ATTACHING 2\ufffd WOOD NAILER TO RAKE BEAM <\/td>\n<\/tr>\n
49<\/td>\nTABLE 205(13) MASONRY GABLE OUTLOOKER CONNECTOR LOADS
FIGURE 205(3) MAIN WIND FORCE LOADING DIAGRAM <\/td>\n<\/tr>\n
50<\/td>\nFIGURE 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) <\/td>\n<\/tr>\n
51<\/td>\nFIGURE 205(6) LADDER DETAIL FOR CONNECTION OF ROOF DIAPHRAGM TO MASONRY CONTINUOUS GABLE
TABLE 205(14) WOOD GABLE BRACE NAILING <\/td>\n<\/tr>\n
52<\/td>\nTABLE 205(15) WOOD GABLE STUD CONNECTOR LOADS <\/td>\n<\/tr>\n
53<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
54<\/td>\nTABLE 205(17) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa,b,c,d ROOF ANGLE 23 DEGREES <\/td>\n<\/tr>\n
55<\/td>\nTABLE 205(18) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa,b,c,d ROOF ANGLE 30 DEGREES <\/td>\n<\/tr>\n
56<\/td>\nTABLE 205(19) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa,b,c,d ROOF ANGLE 45 DEGREES <\/td>\n<\/tr>\n
57<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
58<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
59<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
60<\/td>\nFIGURE 205(8) SHEARWALL SEGMENTS
FIGURE 205(9) ONE-STORY MASONRY WALL <\/td>\n<\/tr>\n
61<\/td>\nFIGURE 205(10) CONTINUITY OF FIRST-AND SECOND-FLOOR VERTICAL WALL REINFORCEMENT
FIGURE 205(11) EXTERIOR WALL REINFORCEMENT SUMMARY ONE STORY (TWO STORY SIMILAR) <\/td>\n<\/tr>\n
62<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
63<\/td>\nTABLE 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\u2014WOOD FLOOR SYSTEMa,c,d,e,f,g <\/td>\n<\/tr>\n
64<\/td>\nTABLE 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\u2014HOLLOW CORE FLOOR SYSTEMa,c,d,e,f,g <\/td>\n<\/tr>\n
65<\/td>\nTABLE 205(26) COMBINED BOND BEAM\/LINTELS, ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGSa,b,d,e,f,g <\/td>\n<\/tr>\n
66<\/td>\nTABLE 205(27) COMBINED BOND BEAM\/LINTELS, BOTTOM STORY AND TOP STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS\u2014WOOD FLOOR SYSTEMa,b,c,d,e,f,g <\/td>\n<\/tr>\n
67<\/td>\nTABLE 205(28) COMBINED BOND BEAM\/LINTELS, BOTTOM STORY AND TOP STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS\u2014HOLLOWCORE FLOOR SYSTEMa,b,d,e,f,g <\/td>\n<\/tr>\n
68<\/td>\nSECTION 206 ATTIC FLOOR OR CEILING SYSTEMS
SECTION 207 ROOF SYSTEMS
FIGURE 207(1) ROOF SHEATHING LAYOUT AND ENDWALL BRACING <\/td>\n<\/tr>\n
69<\/td>\nFIGURE 207(2) ROOF SHEATHING NAILING ZONES
TABLE 207(1) TOTAL SHEAR AT TOP OF TOP STORY WALL (F1)1, 2 LB <\/td>\n<\/tr>\n
70<\/td>\nTABLE 207(2) TRANSVERSE CONNECTOR LOAD (F2)1,2, (plf) <\/td>\n<\/tr>\n
71<\/td>\nTABLE 207(3) ROOF BEARING UPLIFT AT TOP OF WALL IN EXPOSURE B (plfa,b,d) <\/td>\n<\/tr>\n
72<\/td>\nFIGURE 207(3) ROOF TO MASONRY SIDEWALL CONNECTION DIRECT TO BOND BEAM
FIGURE 207(4) ROOF TO MASONRY SIDEWALL CONNECTION BOLTED TOP PLATE ALTERNATE <\/td>\n<\/tr>\n
73<\/td>\nFIGURE 207(5) INTERIOR SHEARWALL TO ROOF CONNECTION
SECTION 208 OPEN STRUCTURES <\/td>\n<\/tr>\n
74<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
75<\/td>\nSECTION 209 ICF AND FLAT PANEL CONCRETE WALL SYSTEMS
TABLE 209(1) DIMENSIONAL REQUIREMENTS FOR WALLSa,b
FIGURE 209(1) FLAT WALL SYSTEM REQUIREMENTS <\/td>\n<\/tr>\n
76<\/td>\nFIGURE 209.2 WAFFLE-GRID WALL SYSTEM REQUIREMENTS
FIGURE 209(3) SCREEN-GRID WALL SYSTEM REQUIREMENTS <\/td>\n<\/tr>\n
77<\/td>\nFIGURE 209(4) LAP SPLICE REQUIREMENTS <\/td>\n<\/tr>\n
78<\/td>\nFIGURE 209(5) STANDARD HOOKS
FIGURE 209(6) CONCRETE WALL CONSTRUCTION <\/td>\n<\/tr>\n
79<\/td>\nTABLE 209(2) DESIGN WIND PRESSURE FOR USE WITH MINIMUM VERTICAL WALL REINFORCEMENT TABLE FOR ABOVE-GRADE WALLSa (psf) <\/td>\n<\/tr>\n
80<\/td>\nTABLE 209(3) MINIMUM VERTICAL WALL REINFORCEMENT FOR 3.5, 5.5, 7.5f AND 9.5f-INCH FLAT CONCRETE ABOVE-GRADE WALLSa,b,c <\/td>\n<\/tr>\n
81<\/td>\nTABLE 209(4) MINIMUM VERTICAL WALL REINFORCEMENT FOR WAFFLE-GRID ABOVE-GRADE WALLSa,b,c <\/td>\n<\/tr>\n
82<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
83<\/td>\nTABLE 209(7) MINIMUM SOLID END WALL LENGTH FOR FLAT ICF WALLS (WIND PERPENDICULAR TO RIDGE)a,b,c <\/td>\n<\/tr>\n
84<\/td>\nTABLE 209(8) MINIMUM SOLID SIDEWALL LENGTH FOR FLAT ICF WALLS (WIND PARALLEL TO RIDGE)a,b,c,d <\/td>\n<\/tr>\n
85<\/td>\nTABLE 209(9) MINIMUM SOLID END WALL LENGTH FOR WAFFLE AND SCREEN-GRID ICF WALLS (WIND PERPENDICULAR TO RIDGE)a,b,c <\/td>\n<\/tr>\n
86<\/td>\nTABLE 209(9)\u2014continued 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 <\/td>\n<\/tr>\n
87<\/td>\nFIGURE 209(7) MINIMUM SOLID WALL LENGTH <\/td>\n<\/tr>\n
88<\/td>\nTABLE 209(11) MINIMUM WALL OPENING REINFORCEMENT REQUIREMENTS IN ICF WALLSa <\/td>\n<\/tr>\n
89<\/td>\nTABLE 209(12) MAXIMUM ALLOWABLE CLEAR SPAN FOR LINTELS FOR FLAT LOAD-BEARING WALLSa,b,c,d,f NO. 4 BOTTOM BAR SIZE <\/td>\n<\/tr>\n
90<\/td>\nTABLE 209(13) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR FLAT LOAD-BEARING WALLSa, b, c, d, f NO. 5 BOTTOM BAR SIZE <\/td>\n<\/tr>\n
91<\/td>\nTABLE 209(14) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR WAFFLE-GRID LOAD-BEARING WALLSa, b, c, d, f NO. 4 BOTTOM BAR SIZE <\/td>\n<\/tr>\n
92<\/td>\nTABLE 209(15) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR WAFFLE-GRID LOAD-BEARING WALLSa, b, c, d, f NO. 5 BOTTOM BAR SIZE <\/td>\n<\/tr>\n
93<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
94<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
95<\/td>\nTABLE 209(19) MINIMUM BOTTOM BAR LINTEL REINFORCEMENT FOR LARGE CLEAR SPANS IN LOAD-BEARING WALLSa,b,c,d,e,f,h <\/td>\n<\/tr>\n
96<\/td>\nTABLE 209(20) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS IN NONLOAD-BEARING WALLS WITHOUT STIRRUPSa,b,c,d NO. 4 BOTTOM BAR <\/td>\n<\/tr>\n
97<\/td>\nTABLE 209(21) FLOOR LEDGER-WALL CONNECTION (SIDE-BEARING CONNECTION) REQUIREMENTSa, b, c
FIGURE 209(8) REINFORCEMENT OF OPENINGS <\/td>\n<\/tr>\n
98<\/td>\nFIGURE 209(9) LINTELS FOR FLAT WALLS
FIGURE 209(10) SINGLE FORM HEIGHT WAFFLE-GRID LINTEL <\/td>\n<\/tr>\n
99<\/td>\nFIGURE 209(11) DOUBLE FORM HEIGHT WAFFLE-GRID LINTEL
FIGURE 209(12) SINGLE FORM SCREEN-GRID LINTEL <\/td>\n<\/tr>\n
100<\/td>\nFIGURE 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 <\/td>\n<\/tr>\n
101<\/td>\nFIGURE 209(15) FLOOR LEDGER\u2014WALL CONNECTION (SIDE-BEARING CONNECTION)
FIGURE 209(16) FLOOR LEDGER-WALL CONNECTION (LEDGE-BEARING CONNECTION) <\/td>\n<\/tr>\n
102<\/td>\nFIGURE 209(17) WOOD FLOOR LEDGER\u2014WALL CONNECTION (THROUGH-BOLT SIDE-BEARING CONNECTION)
FIGURE 209(18) FLOOR LEDGER\u2014WALL CONNECTION <\/td>\n<\/tr>\n
103<\/td>\nFIGURE 209(19) ROOF SILL PLATE\u2014WALL CONNECTION <\/td>\n<\/tr>\n
104<\/td>\nCHAPTER 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 <\/td>\n<\/tr>\n
105<\/td>\nTABLE 305(1) MINIMUM FOUNDATION DIMENSIONS
FIGURE 305(1) CONTINUOUS FOUNDATIONS FOR MULTIPLE RECTANGLES <\/td>\n<\/tr>\n
106<\/td>\nTABLE 305(2) MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 100 MPH DESIGN WIND SPEEDa,b,c,d,e <\/td>\n<\/tr>\n
107<\/td>\nTABLE 305(2)\u2014continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 110 MPH DESIGN WIND SPEEDa,b,c,d,e <\/td>\n<\/tr>\n
108<\/td>\nTABLE 305(2)\u2014continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 120 MPH DESIGN WIND SPEEDa,b,c,d,e <\/td>\n<\/tr>\n
109<\/td>\nTABLE 305(2)\u2014continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 130 MPH DESIGN WIND SPEEDa,b,c,d,e <\/td>\n<\/tr>\n
110<\/td>\nTABLE 305(2)\u2014continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 140 MPH DESIGN WIND SPEEDa,b,c,d,e <\/td>\n<\/tr>\n
111<\/td>\nTABLE 305(2)\u2014continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 150 MPH DESIGN WIND SPEEDa,b,c,d,e <\/td>\n<\/tr>\n
112<\/td>\nTABLE 305(2)\u2014continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf) 150 MPH DESIGN WIND SPEEDa,b,c,d,e
TABLE 305(3) PROVIDED FOUNDATION WEIGHT PER FOOT <\/td>\n<\/tr>\n
113<\/td>\nFIGURE 305(2) CONCRETE OR MASONRY STEMWALL FOUNDATION <\/td>\n<\/tr>\n
114<\/td>\nFIGURE 305(3) STEMWALL FOUNDATION REINFORCEMENT
FIGURE 305(4a) UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME <\/td>\n<\/tr>\n
115<\/td>\nFIGURE 305(4b) ALTERNATE UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
FIGURE 305(4c) SHEAR WALL OVERTURNING ANCHORAGE FOR WOOD LIGHT-FRAME <\/td>\n<\/tr>\n
116<\/td>\nFIGURE 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) <\/td>\n<\/tr>\n
117<\/td>\nFIGURE 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) <\/td>\n<\/tr>\n
118<\/td>\nFIGURE 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 <\/td>\n<\/tr>\n
119<\/td>\nFIGURE 305(7a) UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
FIGURE 305(7b) ALTERNATE UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME <\/td>\n<\/tr>\n
120<\/td>\nFIGURE 305(7c) SHEAR WALL OVERTURNING ANCHORAGE FOR WOOD LIGHT-FRAME
FIGURE 305(8) STEMWALL FOUNDATION WITH SLAB-ON-GRADE <\/td>\n<\/tr>\n
121<\/td>\nSECTION 306 SLAB-ON-GRADE FLOOR SYSTEMS
SECTION 307 SPECIAL PROVISIONS FOR WOOD STRUCTURAL PANEL WALL SHEATHING OR SIDING
FIGURE 307 PANEL ATTACHMENT FOR UPLIFT <\/td>\n<\/tr>\n
122<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
123<\/td>\nFIGURE 308(1) PLAN OF HOUSE WITH INSET PORCH
TABLE 308 MINIMUM REQUIRED UPLIFT CONNECTION CAPACITY AT INSET PORCH <\/td>\n<\/tr>\n
124<\/td>\nFIGURE 308(2) SECTION A-A\u2014OVERHANG UPLIFT RESTRAINT, CONVENTIONALLY FRAMED TRUSS EXTENSION
FIGURE 308(3) SECTION A-A\u2014OVERHANG UPLIFT RESISTANCE DESIGNED ROOF TRUSS <\/td>\n<\/tr>\n
125<\/td>\nFIGURE 308(4) SECTION A-A\u2014OVERHANG UPLIFT RESTRAINT CONVENTIONALLY FRAMED ROOF EXTENSION <\/td>\n<\/tr>\n
126<\/td>\nCHAPTER 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 <\/td>\n<\/tr>\n
127<\/td>\nFIGURE 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) <\/td>\n<\/tr>\n
128<\/td>\nCHAPTER 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 <\/td>\n<\/tr>\n
129<\/td>\nTABLE 501(3) DEFLECTION LIMITSa, f, g
SECTION 502 WEATHER PROTECTION <\/td>\n<\/tr>\n
130<\/td>\nTABLE 502(1) METAL FLASHING MATERIAL
TABLE 502(2) FLASHING FASTENER SPACING
SECTION 503 MATERIALS
SECTION 504 REQUIREMENTS FOR ROOF COVERINGS <\/td>\n<\/tr>\n
131<\/td>\nTABLE 504(1) MINIMUM ATTACHMENT FOR ASPHALT SHINGLES <\/td>\n<\/tr>\n
133<\/td>\nTABLE 504(2) REQUIRED AERODYNAMIC UPLIFT MOMENT, MA (ft-lbfa, b, c) <\/td>\n<\/tr>\n
134<\/td>\nTABLE 504(2)\u2014continued REQUIRED AERODYNAMIC UPLIFT MOMENT, MA (ft-lbf)
TABLE 504(3) MAXIMUM COMBINATION OF TILE LENGTH AND TILE EXPOSED WIDTH <\/td>\n<\/tr>\n
135<\/td>\nTABLE 504(4) ALLOWABLE AERODYNAMIC UPLIFT MOMENTS, MECHANICAL FASTENING SYSTEMSa, e, h, i <\/td>\n<\/tr>\n
136<\/td>\nTABLE 504(4)\u2014continued ALLOWABLE AERODYNAMIC UPLIFT MOMENTS MECHANICAL FASTENING SYSTEMS <\/td>\n<\/tr>\n
137<\/td>\nTABLE 504(5) SLATE SHINGLE HEADLAP
TABLE 504(6) WOOD SHINGLE MATERIAL REQUIREMENTS <\/td>\n<\/tr>\n
138<\/td>\nTABLE 504(7) WOOD SHINGLE WEATHER EXPOSURE AND ROOF SLOPE
TABLE 504(8) WOOD SHINGLE INSTALLATION <\/td>\n<\/tr>\n
139<\/td>\nTABLE 504(9) WOOD SHAKE MATERIAL REQUIREMENTS
TABLE 504(10) WOOD SHAKE WEATHER EXPOSURE AND ROOF SLOPE <\/td>\n<\/tr>\n
140<\/td>\nTABLE 504(11) WOOD SHAKE INSTALLATION
SECTION 505 OTHER ROOF COVERINGS <\/td>\n<\/tr>\n
142<\/td>\nCHAPTER 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 <\/td>\n<\/tr>\n
143<\/td>\nTABLE 602(1)a, b DESIGN WIND LOADS FOR WINDOWS AND DOORS For a Mean roof Height of 30 feet <\/td>\n<\/tr>\n
144<\/td>\nTABLE 602(2) HEIGHT AND EXPOSURE ADJUSTMENT COEFFICIENTS FOR TABLE 602(1)
FIGURE 602 PRESSURE ZONES <\/td>\n<\/tr>\n
145<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
146<\/td>\nTABLE 603 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULEa FOR WOOD STRUCTURAL PANELSb FASTENER SPACING FOR WOOD FRAME STRUCTURESc (inches) <\/td>\n<\/tr>\n
148<\/td>\nCHAPTER 7 EXTERIOR WALL COVERING
SECTION 701 GENERAL
SECTION 702 WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING\/SHEATHING
SECTION 703 STUCCO <\/td>\n<\/tr>\n
149<\/td>\nTABLE 701 WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESS <\/td>\n<\/tr>\n
150<\/td>\nTABLE 701\u2014continued WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESS
TABLE 702(1) WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING\/SHEATHING ATTACHMENT EXPOSURE CATEGORY B <\/td>\n<\/tr>\n
151<\/td>\nTABLE 702(2) WOOD, HARDBOARD AND WOOD STRUCTURAL PANEL SIDING\/SHEATHING ATTACHMENT, EXPOSURE CATEGORY C
TABLE 702(3) SPECIFIC GRAVITIES OF SOLID SAWN LUMBER <\/td>\n<\/tr>\n
152<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
153<\/td>\nTABLE 704 METAL TIES FOR BRICK VENEERa
FIGURE 704 TYPICAL WALL SECTIONS\u2014BRICK VENEER ON CONCRETE MASONRY WALLS <\/td>\n<\/tr>\n
154<\/td>\nSECTION 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 <\/td>\n<\/tr>\n
156<\/td>\nCHAPTER 8 REFERENCED STANDARDS
AAMA
ACI
AFPA
AHA <\/td>\n<\/tr>\n
157<\/td>\nAISI
ASCE
ASME
ASTM <\/td>\n<\/tr>\n
158<\/td>\nDASMA
DOC <\/td>\n<\/tr>\n
159<\/td>\nFLORIDACODES
ICC
TPI
WDMA <\/td>\n<\/tr>\n
160<\/td>\nAPPENDIX A DESIGN LOAD ASSUMPTIONS
SECTION A1 DESIGN CONCEPTS
FIGURE A1 FOUNDATION ANALYSIS MODEL, GLOBAL OVERTURNING
SECTION A2 FOUNDATION DESIGN ASSUMPTIONS <\/td>\n<\/tr>\n
162<\/td>\nAPPENDIX B FLOOD-RESISTANT FOUNDATIONS FOR RESIDENTIAL BUILDINGS WITH WOOD OR LIGHT-STEEL FRAMED WALLS
FIGURE B1 RANGE OF RECTANGULAR ELEMENT DIMENSIONS AND ROOF PITCHES <\/td>\n<\/tr>\n
163<\/td>\nFIGURE B2 GIRDER IDENTIFICATION <\/td>\n<\/tr>\n
164<\/td>\nTABLE 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) <\/td>\n<\/tr>\n
165<\/td>\nTABLE 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) <\/td>\n<\/tr>\n
166<\/td>\nTABLE 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) <\/td>\n<\/tr>\n
167<\/td>\nFIGURE B3 PRIMARY BEAM AND SHEAR PANEL TIE-DOWN CONNECTION DETAIL
FIGURE B4 SECONDARY BEAM AND SHEAR PANEL TIE-DOWN CONNECTION DETAIL <\/td>\n<\/tr>\n
168<\/td>\nAPPENDIX C ICC-600 DESIGN CHECKLIST <\/td>\n<\/tr>\n
198<\/td>\nAPPENDIX D DIMENSIONS OF NAILS DESCRIBED BY PENNYWEIGHT SYSTEM
TABLE D1.0 DIMENSIONS OF PENNY WEIGHT NAILS <\/td>\n<\/tr>\n
200<\/td>\nWIND DESIGN REFERENCES FROM ICC <\/td>\n<\/tr>\n
201<\/td>\nICC MEMBERSHIP INFORMATION <\/td>\n<\/tr>\n
202<\/td>\nECODES.BIZ <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

ICC 600-2008: Standard for Residential Construction in High-Wind Regions<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
ICC<\/b><\/a><\/td>\n2014<\/td>\n202<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":135911,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2670],"product_tag":[],"class_list":{"0":"post-135910","1":"product","2":"type-product","3":"status-publish","4":"has-post-thumbnail","6":"product_cat-icc","8":"first","9":"instock","10":"sold-individually","11":"shipping-taxable","12":"purchasable","13":"product-type-simple"},"_links":{"self":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product\/135910","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product"}],"about":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/types\/product"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media\/135911"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=135910"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=135910"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=135910"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}