{"id":135937,"date":"2024-10-19T07:50:15","date_gmt":"2024-10-19T07:50:15","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/icc-standard-600-2014\/"},"modified":"2024-10-25T00:00:30","modified_gmt":"2024-10-25T00:00:30","slug":"icc-standard-600-2014","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/icc\/icc-standard-600-2014\/","title":{"rendered":"ICC Standard 600 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>\nICC 600-2014 STANDARD FOR RESIDENTIAL CONSTRUCTION IN HIGH-WIND REGIONS <\/td>\n<\/tr>\n
2<\/td>\nICC 600-2014 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 ADMINISTRATION AND APPLICATION
SECTION 101 GENERAL
SECTION 102 APPLICABILITY <\/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 <\/td>\n<\/tr>\n
18<\/td>\nCHAPTER 2 DEFINITIONS
SECTION 201 GENERAL
SECTION 202 DEFINITIONS
FIGURE 202(1) BUILDING NOMENCLATURE <\/td>\n<\/tr>\n
20<\/td>\nCHAPTER 3 STRUCTURAL DESIGN
SECTION 301 DESIGN CRITERIA <\/td>\n<\/tr>\n
21<\/td>\nSECTION 302 NONRECTANGULAR BUILDINGS
SECTION 303 STORM SHELTERS <\/td>\n<\/tr>\n
22<\/td>\nFIGURE 301(1) BASIC WIND SPEEDS <\/td>\n<\/tr>\n
23<\/td>\nTABLE 301(1) COMPONENT AND CLADDING WIND LOADS (ASD) (psf)a, b <\/td>\n<\/tr>\n
24<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
25<\/td>\nFIGURE 301(2) COMPONENT AND CLADDING PRESSURE ZONES
FIGURE 302(1) WIND PERPENDICULAR TO COMMON WALL
FIGURE 302(2) WIND PARALLEL TO COMMON WALL <\/td>\n<\/tr>\n
26<\/td>\nCHAPTER 4 BUILDINGS WITH CONCRETE OR MASONRY EXTERIOR WALLS
SECTION 401 SCOPE
SECTION 402 GENERAL <\/td>\n<\/tr>\n
27<\/td>\nTABLE 402 MINIMUM REINFORCEMENT SPLICE LENGTH (inches)
FIGURE 402(1) LAP SPLICE A CONFIGURATION <\/td>\n<\/tr>\n
28<\/td>\nFIGURE 402(2) LAP SPLICE B CONFIGURATION
SECTION 403 FOOTINGS AND FOUNDATIONS <\/td>\n<\/tr>\n
29<\/td>\nTABLE 403 MINIMUM WIDTH OF CONCRETE OR MASONRY FOOTINGS (inches)a
FIGURE 403(1) CONTINUITY OF FOOTING AND FOUNDATION WALL REINFORCEMENT <\/td>\n<\/tr>\n
30<\/td>\nFIGURE 403(2) STEMWALL FOUNATION WITH SLAB-ON-GRADE
FIGURE 403(3) STEMWALL FOUNDATION WITH WOOD-FRAMED FLOOR <\/td>\n<\/tr>\n
31<\/td>\nFIGURE 403(4) MONOLITHIC SLAB-ON-GRADE FOUNDATION
SECTION 404 FLOOR SYSTEMS <\/td>\n<\/tr>\n
32<\/td>\nFIGURE 404(1) HOLLOWCORE CONNECTION TO EXTERIOR BEARING WALL
FIGURE 404(2) HOLLOWCORE CONNECTION TO INTERIOR BEARING WALL <\/td>\n<\/tr>\n
33<\/td>\nTABLE 404 ANCHOR BOLT SPACING FOR LOAD-BEARING LEDGER BOLTED TO MASONRY WALL
FIGURE 404(3) HOLLOWCORE CONNECTION TO NONBEARING WALL <\/td>\n<\/tr>\n
34<\/td>\nFIGURE 404(4) ENDWALL BRACING PERPENDICULAR TO FLOOR FRAMING
FIGURE 404(5) WOOD FLOOR SYSTEM BOLTED LEDGER
SECTION 405 MASONRY WALL SYSTEMS <\/td>\n<\/tr>\n
35<\/td>\nTABLE 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) <\/td>\n<\/tr>\n
36<\/td>\nFIGURE 405(1) CORNER CONTINUITY OF BOND BEAM AND WALL REINFORCEMENT
FIGURE 405(2) CHANGES IN BOND BEAM HEIGHT <\/td>\n<\/tr>\n
37<\/td>\nTABLE 405(1) ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa, b EXPOSURE B (square inches) <\/td>\n<\/tr>\n
38<\/td>\nTABLE 405(1)\u2014continued 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 <\/td>\n<\/tr>\n
39<\/td>\nTABLE 405(2)\u2014continued ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREAa, b EXPOSURE C (square inches) <\/td>\n<\/tr>\n
40<\/td>\nTABLE 405(3) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa, b, c, d (square inches)
FIGURE 405(3) MAIN WINDFORCE LOADING DIAGRAM <\/td>\n<\/tr>\n
41<\/td>\nTABLE 405(4) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa, b, c, d (square inches) <\/td>\n<\/tr>\n
42<\/td>\nTABLE 405(5) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa, b, c, d (square inches) <\/td>\n<\/tr>\n
43<\/td>\nTABLE 405(6) AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDINGa, b, c, d (square inches) <\/td>\n<\/tr>\n
44<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
45<\/td>\nFIGURE 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) <\/td>\n<\/tr>\n
46<\/td>\nFIGURE 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 <\/td>\n<\/tr>\n
47<\/td>\nFIGURE 405(8) SHEARWALL SEGMENTS <\/td>\n<\/tr>\n
49<\/td>\nTABLE 405(9) SINGLE-STORY AND TOP-STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING (feet) <\/td>\n<\/tr>\n
50<\/td>\nTABLE 405(9)\u2014continued SINGLE-STORY AND TOP-STORY WALL PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING (feet) <\/td>\n<\/tr>\n
51<\/td>\nFIGURE 405(9) ONE-STORY MASONRY MALL <\/td>\n<\/tr>\n
52<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
53<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
54<\/td>\nFIGURE 405(10) CONTINUITY OF FIRST- AND SECOND-FLOOR VERTICAL WALL REINFORCEMENT
FIGURE 405(11) EXTERIOR WALL REINFORCEMENT SUMMARY ONE-STORY (TWO-STORY SIMILAR) <\/td>\n<\/tr>\n
55<\/td>\nTABLE 405(12) ANCHOR BOLT SPACING FOR ATTACHING 2x WOOD NAILER TO RAKE BEAM <\/td>\n<\/tr>\n
56<\/td>\nTABLE 405(13) MASONRY GABLE OUTLOOKER CONNECTOR LOADS (ASD) <\/td>\n<\/tr>\n
57<\/td>\nTABLE 405(14) WOOD GABLE BRACE NAILING <\/td>\n<\/tr>\n
58<\/td>\nTABLE 405(15) WOOD GABLE STUD CONNECTOR LOADS (ASD) <\/td>\n<\/tr>\n
59<\/td>\nTABLE 405(16) REQUIRED SHEARWALL LOADS (ASD) (LB PER SIDE) PERPENDICULAR TO RIDGE PER FOOT OF BUILDING LENGTHa, b, c (lb\/ft) <\/td>\n<\/tr>\n
60<\/td>\nTABLE 405(17) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa, b, c, d ROOF ANGLE 23 DEGREES <\/td>\n<\/tr>\n
61<\/td>\nTABLE 405(18) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa, b, c, d ROOF ANGLE 30 DEGREES <\/td>\n<\/tr>\n
62<\/td>\nTABLE 405(19) REQUIRED SHEARWALL LENGTH (feet) PARALLEL TO RIDGE, NO. 4 REINFORCEMENTa, b, c, d ROOF ANGLE 45 DEGREES <\/td>\n<\/tr>\n
63<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
64<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
65<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
66<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
67<\/td>\nTABLE 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\u2014WOOD FLOOR SYSTEMa, c, d, e, f, g <\/td>\n<\/tr>\n
68<\/td>\nTABLE 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\u2014HOLLOW CORE SYSTEMa, c, d, e, f, g <\/td>\n<\/tr>\n
69<\/td>\nTABLE 405(26) COMBINED BOND BEAM\/LINTELS, ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGSa, b, d, e, f, g <\/td>\n<\/tr>\n
70<\/td>\nTABLE 405(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
71<\/td>\nTABLE 405(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
72<\/td>\nSECTION 406 ATTIC FLOOR OR CEILING SYSTEMS
SECTION 407 ROOF SYSTEMS <\/td>\n<\/tr>\n
73<\/td>\nFIGURE 407(1) ROOF SHEATHING LAYOUT AND ENDWALL BRACING
TABLE 407(1) TOTAL SHEAR (ASD) AT TOP OF TOP STORY WALL <\/td>\n<\/tr>\n
74<\/td>\nTABLE 407(2) TRANSVERSE CONNECTOR LOAD
FIGURE 407(3) ROOF TO MASONRY SIDEWALL CONNECTION DIRECT TO BOND BEAM <\/td>\n<\/tr>\n
75<\/td>\nTABLE 407(3) ROOF BEARING UPLIFT (F3) (ASD) AT TOP OF WALL IN EXPOSURE B (plf)a, b, c, d <\/td>\n<\/tr>\n
76<\/td>\nFIGURE 407(4) ROOF TO MASONRY SIDEWALL CONNECTION BOLTED TOP PLATE ALTERNATE <\/td>\n<\/tr>\n
77<\/td>\nTABLE 407(4) WIND UPLIFT LOADS FOR HIP ROOF STEP DOWN SYSTEMa, b, c Top plate to truss connection loads (lb)
SECTION 408 OPEN STRUCTURES <\/td>\n<\/tr>\n
78<\/td>\nFIGURE 407(5) INTERIOR SHEARWALL TO ROOF CONNECTION
FIGURE 407(6) HIP ROOF FRAMING USING TRUSSES <\/td>\n<\/tr>\n
79<\/td>\nSECTION 409 ABOVE-GRADE CONCRETE WALL SYSTEMS
TABLE 409(1) DIMENSIONAL REQUIREMENTS FOR WALLSa, b
FIGURE 409(1) FLAT WALL SYSTEM REQUIREMENTS <\/td>\n<\/tr>\n
80<\/td>\nFIGURE 409(2) WAFFLE-GRID SYSTEM REQUIREMENTS
FIGURE 409(3) SCREEN-GRID SYSTEM REQUIREMENTS <\/td>\n<\/tr>\n
81<\/td>\nFIGURE 409(4) LAP SPLICE REQUIREMENTS <\/td>\n<\/tr>\n
82<\/td>\nFIGURE 409(5) STANDARD HOOKS
FIGURE 409(6) CONCRETE WALL CONSTRUCTION <\/td>\n<\/tr>\n
83<\/td>\nTABLE 409(2) MINIMUM VERTICAL WALL REINFORCEMENT FOR FLAT CONCRETE ABOVE-GRADE WALLSa, b, c, d, e <\/td>\n<\/tr>\n
84<\/td>\nTABLE 409(3) MINIMUM VERTICAL WALL REINFORCEMENT FOR WAFFLE-GRID CONCRETE ABOVE-GRADE WALLSa, b, c, d, e <\/td>\n<\/tr>\n
85<\/td>\nTABLE 409(4) MINIMUM VERTICAL WALL REINFORCEMENT FOR SCREEN-GRID CONCRETE ABOVE-GRADE WALLSa, b, c, d, e <\/td>\n<\/tr>\n
87<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
88<\/td>\nTABLE 409(5)\u2014continued 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 <\/td>\n<\/tr>\n
89<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
90<\/td>\nTABLE 409(6)\u2014continued 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 <\/td>\n<\/tr>\n
91<\/td>\nTABLE 409(7) MINIMUM UNREDUCED LENGTH OF SOLID WALL, UL, REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa, c, d, e, f, g <\/td>\n<\/tr>\n
92<\/td>\nTABLE 409(7)\u2014continued MINIMUM UNREDUCED LENGTH OF SOLID WALL, UL, REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa, c, d, e, f, g <\/td>\n<\/tr>\n
93<\/td>\nFIGURE 409(7) MINIMUM SOLID WALL LENGTH <\/td>\n<\/tr>\n
94<\/td>\nTABLE 409(8) REDUCTION FACTOR FOR DESIGN STRENGTH, R, AND LAYOUT OF REINFORCEMENT AT EACH END OF SOLID WALL SEGMENTS FOR FLAT WAL <\/td>\n<\/tr>\n
95<\/td>\nTABLE 409(8)\u2014continued REDUCTION FACTOR FOR DESIGN STRENGTH, R, AND LAYOUT OF REINFORCEMENT AT EACH END OF SOLID WALL SEGMENTS FOR FLAT WALLSa <\/td>\n<\/tr>\n
96<\/td>\nFIGURE 409(8) REINFORCEMENT OF OPENINGS <\/td>\n<\/tr>\n
98<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
99<\/td>\nTABLE 409(9)\u2014continued 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 <\/td>\n<\/tr>\n
100<\/td>\nTABLE 409(10) MINIMUM WALL OPENING REINFORCEMENT REQUIREMENTS IN ICF WALLSa
FIGURE 409(11) DOUBLE FORM HEIGHT WAFFLE-GRID LINTEL <\/td>\n<\/tr>\n
101<\/td>\nTABLE 409(11) MAXIMUM ALLOWABLE CLEAR SPAN FOR LINTELS FOR FLAT LOAD-BEARING WALLSa, b, c, d, f NO. 4 BOTTOM BAR SIZE <\/td>\n<\/tr>\n
102<\/td>\nTABLE 409(12) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS FOR FLAT LOAD-BEARING WALLSa, b, c, d, f NO. 5 BOTTOM BAR SIZE <\/td>\n<\/tr>\n
103<\/td>\nFIGURE 409(12) SINGLE FORM SCREEN-GRID LINTEL
FIGURE 409(13) DOUBLE FORM HEIGHT SCREEN-GRID LINTELS <\/td>\n<\/tr>\n
104<\/td>\nTABLE 409(13) 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
105<\/td>\nTABLE 409(14) 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
106<\/td>\nFIGURE 409(14) SECTION CUT THROUGH FLAT WALL OR VERTICAL CORE OF WAFFLE- OR SCREEN-GRID WALL
FIGURE 409(15) FLOOR LEDGER\u2014WALL CONNECTION (SIDE-BEARING CONNECTION) <\/td>\n<\/tr>\n
107<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
108<\/td>\nFIGURE 409(16) FLOOR LEDGER\u2014WALL CONNECTION (LEDGE-BEARING CONNECTION)
FIGURE 409(17) WOOD FLOOR LEDGER\u2014WALL CONNECTION (THROUGH-BOLT SIDE-BEARING CONNECTION) <\/td>\n<\/tr>\n
109<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
110<\/td>\nTABLE 409(18) MAXIMUM BOTTOM BAR LINTEL REINFORCEMENT FOR LARGE CLEAR SPANS IN LOAD-BEARING WALLSa, b, c, d, e, f <\/td>\n<\/tr>\n
111<\/td>\nFIGURE 409(18) FLOOR LEDGER\u2014WALL CONNECTION
FIGURE 409(19) ROOF SILL PLATE\u2014WALL CONNECTION <\/td>\n<\/tr>\n
112<\/td>\nTABLE 409(19) MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS IN NONLOAD-BEARING WALLS WITHOUT STIRRUPSa, b, c, d NO. 4 BOTTOM BAR <\/td>\n<\/tr>\n
113<\/td>\nTABLE 409.20 FLOOR LEDGER-WALL CONNECTION (SIDE-BEARING CONNECTION) REQUIREMENTSa, b, c <\/td>\n<\/tr>\n
114<\/td>\nFIGURE 409(20) VERTICAL REINFORCEMENT LAYOUT DETAIL <\/td>\n<\/tr>\n
116<\/td>\nCHAPTER 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 <\/td>\n<\/tr>\n
117<\/td>\nSECTION 505 FOOTINGS AND FOUNDATIONS
TABLE 505(1) MINIMUM FOUNDATION DIMENSIONS
FIGURE 505(1) CONTINUOUS FOUNDATIONS FOR MULTIPLE RECTANGLES <\/td>\n<\/tr>\n
118<\/td>\nTABLE 505(2) MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf)e, f <\/td>\n<\/tr>\n
119<\/td>\nTABLE 505(2)\u2014continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf)e, f <\/td>\n<\/tr>\n
120<\/td>\nTABLE 505(2)\u2014continued MINIMUM REQUIRED FOUNDATION WEIGHT PER FOOT (plf)e, f
TABLE 505(3) PROVIDED FOUNDATION WEIGHT PER FOOT <\/td>\n<\/tr>\n
121<\/td>\nFIGURE 505(2) CONCRETE OR MASONRY STEMWALL FOUNDATION <\/td>\n<\/tr>\n
122<\/td>\nFIGURE 505(3) STEMWALL FOUNDATION REINFORCEMENT
FIGURE 505(4a) UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME <\/td>\n<\/tr>\n
123<\/td>\nFIGURE 505(4b) ALTERNATE UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME
FIGURE 505(4c) SHEARWALL OVERTURNING ANCHORAGE FOR WOOD LIGHT-FRAME <\/td>\n<\/tr>\n
124<\/td>\nFIGURE 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) <\/td>\n<\/tr>\n
125<\/td>\nFIGURE 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) <\/td>\n<\/tr>\n
126<\/td>\nFIGURE 505(5c), PART BPIER AND CURTAIN WALL FOUNDATION (For One- and Two-Story Buildings with Design Wind Speeds not Exceeding 140 mph) <\/td>\n<\/tr>\n
127<\/td>\nFIGURE 505(6) SLAB-ON-GRADE FOOTING
FIGURE 505(7a) UPLIFT ANCHORAGE FOR WOOD LIGHT-FRAME <\/td>\n<\/tr>\n
128<\/td>\nFIGURE 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 <\/td>\n<\/tr>\n
129<\/td>\nFIGURE 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 <\/td>\n<\/tr>\n
130<\/td>\nFIGURE 508(1) PLAN OF HOUSE WITH INSET PORCH
TABLE 508 MINIMUM REQUIRED UPLIFT CONNECTION CAPACITY AT INSET PORCH <\/td>\n<\/tr>\n
131<\/td>\nFIGURE 508(2) SECTION A-A\u2014OVERHANG UPLIFT RESTRAINT, CONVENTIONALLY FRAMED TRUSS EXTENSION
FIGURE 508(3) SECTION A-A\u2014OVERHANG UPLIFT RESISTANCE DESIGNED ROOF TRUSS <\/td>\n<\/tr>\n
132<\/td>\nFIGURE 508(4) SECTION A-A\u2014OVERHANG UPLIFT RESTRAINT CONVENTIONALLY FRAMED ROOF EXTENSION
SECTION 509 ROOF SHEATHING IN WOOD LIGHT-FRAMED CONSTRUCTION <\/td>\n<\/tr>\n
134<\/td>\nCHAPTER 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 <\/td>\n<\/tr>\n
135<\/td>\nFIGURE 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 <\/td>\n<\/tr>\n
136<\/td>\nTABLE 604 COLD-FORMED STEEL STUD TO STEEL STRAP CONNECTED (Number of No. 8 screws per side) <\/td>\n<\/tr>\n
138<\/td>\nCHAPTER 7 ROOF ASSEMBLIES
SECTION 701 GENERAL
TABLE 701(1) DESIGN UPLIFT PRESSURE ASD (psf)a <\/td>\n<\/tr>\n
139<\/td>\nTABLE 701(1)\u2014continued DESIGN UPLIFT PRESSURE ASD (psf)a
TABLE 701(3) DEFLECTION LIMITSa, f, g <\/td>\n<\/tr>\n
140<\/td>\nSECTION 702 WEATHER PROTECTION
TABLE 702(1) METAL FLASHING MATERIAL <\/td>\n<\/tr>\n
141<\/td>\nTABLE 702(2) FLASHING FASTENER SPACING
SECTION 703 MATERIALS
SECTION 704 REQUIREMENTS FOR ROOF COVERINGS
TABLE 704.2(1) UNDERLAYMENT TYPES <\/td>\n<\/tr>\n
142<\/td>\nTABLE 704.2(2) UNDERLAYMENT APPLICATION
TABLE 704.2(3) UNDERLAYMENT ATTACHMENT <\/td>\n<\/tr>\n
143<\/td>\nTABLE 704(1) MINIMUM CLASSIFICATION FOR ASPHALT SHINGLES <\/td>\n<\/tr>\n
145<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
146<\/td>\nTABLE 704(2)\u2014continued 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 <\/td>\n<\/tr>\n
147<\/td>\nTABLE 704(3)\u2014continued 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 <\/td>\n<\/tr>\n
148<\/td>\nTABLE 704(5)\u2014continued MECHANICAL ROOF TILE UPLIFT RESISTANCE (ASD) VALUES FOR FIELD TILE (ft-lbf)i, j, k <\/td>\n<\/tr>\n
149<\/td>\nTABLE 704(6) SLATE SHINGLE HEADLAP <\/td>\n<\/tr>\n
150<\/td>\nTABLE 704(7) WOOD SHINGLE MATERIAL REQUIREMENTS
TABLE 704(8) WOOD SHINGLE WEATHER EXPOSURE AND ROOF SLOPE
TABLE 704(9) WOOD SHINGLE INSTALLATION <\/td>\n<\/tr>\n
151<\/td>\nTABLE 704(11) WOOD SHAKE MATERIAL REQUIREMENTS
TABLE 704(12) WOOD SHAKE WEATHER EXPOSURE AND ROOF SLOPE <\/td>\n<\/tr>\n
152<\/td>\nTABLE 704(13) WOOD SHAKE INSTALLATION <\/td>\n<\/tr>\n
154<\/td>\nCHAPTER 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 <\/td>\n<\/tr>\n
155<\/td>\nTABLE 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) <\/td>\n<\/tr>\n
156<\/td>\nSECTION 803 WINDBORNE DEBRIS <\/td>\n<\/tr>\n
157<\/td>\nTABLE 803 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULEa FOR WOOD STRUCTURAL PANELSb FASTENER SPACING FOR WOOD FRAME STRUCTURESc (inches) <\/td>\n<\/tr>\n
158<\/td>\nCHAPTER 9 EXTERIOR WALL COVERING
SECTION 901 GENERAL
TABLE 901(1) DESIGN WIND PRESSURE FOR CLADDINGS AND CLADDING ATTACHMENTS <\/td>\n<\/tr>\n
159<\/td>\nTABLE 901(2) WEATHER-RESISTANT SIDING ATTACHMENT AND MINIMUM THICKNESS WHERE WIND PRESSURES IN TABLE 901(1) DO NOT EXCEED 30 psf <\/td>\n<\/tr>\n
160<\/td>\nTABLE 901(2)\u2014continued 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 <\/td>\n<\/tr>\n
161<\/td>\nTABLE 901(3) SIDING MINIMUM FASTENING REQUIREMENTS FOR DIRECT SIDING ATTACHMENT OVER FOAM PLASTIC SHEATHING TO SUPPORT SIDING WEIGHTa <\/td>\n<\/tr>\n
162<\/td>\nTABLE 901(4) FURRING MINIMUM FASTENING REQUIREMENTS FOR APPLICATION OVER FOAM PLASTIC SHEATHING TO SUPPORT SIDING WEIGHT AND RESIST WIND PRESSUREa, b <\/td>\n<\/tr>\n
163<\/td>\nTABLE 902(1) MINIMUM THICKNESS OF WOOD, HARDBOARD, FIBERBOARD, AND WOOD STRUCTURAL PANEL SHEATHING\/SIDING <\/td>\n<\/tr>\n
164<\/td>\nTABLE 902(2) WOOD, HARDBOARD, STRUCTURAL FIBERBOARD AND WOOD STRUCTURAL PANEL SHEATHING\/SIDING ATTACHMENT <\/td>\n<\/tr>\n
165<\/td>\nTABLE 902(3) SPECIFIC GRAVITIES OF SOLID SAWN LUMBER <\/td>\n<\/tr>\n
166<\/td>\nSECTION 904 MASONRY VENEER
TABLE 904 METAL FOR MASONRY VENEERa
SECTION 905 ALUMINUM AND VINYL SIDING <\/td>\n<\/tr>\n
167<\/td>\nFIGURE 904 TYPICAL WALL SECTIONS\u2014MASONRY VENEER ON CONCRETE MASONRY WALLS <\/td>\n<\/tr>\n
168<\/td>\nSECTION 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 <\/td>\n<\/tr>\n
170<\/td>\nCHAPTER 10 REFERENCED STANDARDS
AAMA
ACI
AISI
ASCE <\/td>\n<\/tr>\n
171<\/td>\nASME
ASTM <\/td>\n<\/tr>\n
172<\/td>\nAWC
CPA
DASMA <\/td>\n<\/tr>\n
173<\/td>\nDOC
FEMA
Florida Codes
ICC <\/td>\n<\/tr>\n
174<\/td>\nPCA
SBCA
TMS
TPI
WDMA <\/td>\n<\/tr>\n
176<\/td>\nAPPENDIX A DESIGN LOAD ASSUMPTIONS
SECTION A1 DESIGN CONCEPTS
SECTION A2 FOUNDATION DESIGN ASSUMPTIONS
FIGURE A1 FOUNDATION ANALYSIS MODEL, GLOBAL OVERTURNING <\/td>\n<\/tr>\n
178<\/td>\nAPPENDIX 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 <\/td>\n<\/tr>\n
179<\/td>\nSECTION B2 BUILDING CONNECTION TO FOUNDATION
FIGURE B2 GIRDER IDENTIFICATION <\/td>\n<\/tr>\n
180<\/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 <\/td>\n<\/tr>\n
181<\/td>\nTABLE 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) <\/td>\n<\/tr>\n
182<\/td>\nTABLE 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) <\/td>\n<\/tr>\n
183<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
184<\/td>\nAPPENDIX C ICC 600 DESIGN CHECKLIST <\/td>\n<\/tr>\n
214<\/td>\nAPPENDIX D DIMENSIONS OF NAILS DESCRIBED BY PENNYWEIGHT SYSTEM
TABLE D1.0 DIMENSIONS OF PENNY WEIGHT NAILS <\/td>\n<\/tr>\n
216<\/td>\nICC MEMBERSHIP <\/td>\n<\/tr>\n
217<\/td>\nICC EVALUATION SERVICE <\/td>\n<\/tr>\n
218<\/td>\nVALUABLE GUIDES TO CHANGES IN THE 2015 I-CODES\u00ae <\/td>\n<\/tr>\n
219<\/td>\nGET IMMEDIATE DOWNLOADS <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

ICC 600-2014: 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>\n219<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":135938,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2670],"product_tag":[],"class_list":{"0":"post-135937","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\/135937","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\/135938"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=135937"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=135937"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=135937"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}