ICC SSTD 10 1999
$18.42
SSTD 10 – Hurricane Resistant Construction Standard
| Published By | Publication Date | Number of Pages |
| ICC | 1999 | 189 |
This guideline provides design and construction details for improving the structural performance of single and multifamily dwellings. The prescriptive requirements contained are based on the engineering knowledge reflected in Section 1606 of the Standard Building Code and are intended to provide minimum requirements to ensure structural integrity within the limitations in building geometry, materials and wind climate specified.
PDF Catalog
| PDF Pages | PDF Title |
|---|---|
| 1 | STANDARD FOR HURRICANE RESISTANT RESIDENTIAL CONSTRUCTION – SSTD 10-99 |
| 2 | COPYRIGHT© 1999 |
| 4 | PREFACE |
| 6 | TABLE OF CONTENTS |
| 10 | CHAPTER 1 – GENERAL REQUIREMENTS 101 GENERAL |
| 11 | 102 DESIGN PARAMETERS 1. Unenclosed – Attached |
| 12 | 2. Unenclosed Portions of Building 3. Open-Unattached |
| 14 | FIGURE 102A – ONE-STORY BUILDING GEOMETRTY |
| 15 | FIGURE 102B – TWO-STORY BUILDING GEOMETRY |
| 16 | FIGURE 102C – THREE-STORY CONCRETE OR MASONRY BUILDING |
| 17 | 103 DEFINITIONS FIGURE 103A – BUILDING NOMENCLATURE |
| 20 | 104 DESIGN CRITERIA |
| 21 | FIGURE 104A – BASIC WIND SPEED FOR 50-YEAR MEAN RECURRENCE INTERVAL |
| 22 | 105 NONRECTANGULAR BUILDINGS |
| 24 | CHAPTER 2 – BUILDINGS WITH CONCRETE OR MASONRY EXTERIOR WALLS 201 SCOPE 202 GENERAL |
| 26 | 203 FOOTINGS AND FOUNDATIONS |
| 27 | TABLE 203A – MINIMUM DIMENSIONS AND REINFORCEMENTS FOR FOOTINGS1 FIGURE 203B – CONTINUITY OF FOOTING AND FOUNDATION WALL REINFORCEMENT |
| 28 | FIGURE 203C – STEMWALL FOUNDATION WITH SLAB-ON-GRADE FIGURE 203D – STEMWALL FOUNDATION WITH WOOD-FRAMED FLOOR |
| 29 | FIGURE 203E – MONOLITHIC SLAB-ON-GRADE FOUNDATION 204 FLOOR SYSTEMS |
| 30 | FIGURE 204A – HOLLOWCORE CONNECTION TO EXTERIOR BEARING WALL FIGURE 204B – HOLLOWCORE CONNECTION TO INTERIOR BEARING WALL FIGURE 204C – HOLLOWCORE CONNECTION TO EXTERIOR NONBEARING WALL |
| 32 | FIGURE 204D – ENDWALL BRACING PERPENDICULAR TO FLOOR FRAMING |
| 33 | TABLE 204E1 – ANCHOR BOLT SPACING FOR LOAD BEARING LEDGER BOLTED TO CONCRETE OR MASONRY WALL TABLE 204E2 – ANCHOR BOLT SPACING FOR LOAD BEARING LEDGER BOLTED TO CONCRETE OR MASONRY WALL |
| 34 | FIGURE 204F1 – WOOD FLOOR SYSTEM BOLTED TO LEDGER FIGURE 204F2 – FLOOR LEDGER-ICF WALL WALL BEARING EMBEDDED ANCHOR BOLTED CONNECTION |
| 35 | FIGURE 204F3 – FLOOR LEDGER-ICF WALL SIDE BEARING EMBEDDED ANCHOR BOLTED CONNECTION FIGURE 204F4 – FLOOR LEDGER-ICF WALL WALL BEARING THROUGH ANCHOR BOLTED CONNECTION |
| 36 | FIGURE 204F5 – FLOOR LEDGER-ICF WALL SIDE BEARING ANCHOR BOLTED CONNECTION FIGURE 204F6 – WALL SUPPPORTED FLOOR-ICF WALL BOLTED CONNECTION |
| 37 | TABLE 204G – FLOOR DIAPHRAGM REQUIREMENTS AT SIDEWALLS TABLE 204H – FLOOR DIAPHRAGM REQUIREMENTS AT ENDWALLS AND INTERIOR SHEARWALLS 205 CONCRETE OR MASONRY WALL SYSTEMS |
| 38 | FIGURE 205A – CORNER CONTINUITY OF BOND BEAM AND WALL REINFORCEMENT FIGURE 205B – CHANGES IN BOND BEAM HEIGHT |
| 39 | TABLE 205C 4,5,6 – SINGLE-STORY VERTICAL WALL REINFORCEMENT SPACING AND BOND BEAM REQUIREMENTS |
| 40 | TABLE 205D 4,5,6,7 – MULTISTORY VERTICAL WALL REINFORCING SPACING AND BOND BEAM REQUIREMENTS |
| 41 | TABLE 205E – ANCHOR BOLT SPACING FOR ATTACHING 2 x WOOD NAILER TO RAKE BEAM FIGURE 205E – CONTINUOUS GABLE ENDWALL REINFORCEMENT SINGE AND MULTI-STORY |
| 42 | TABLE 205F – MAXIMUM SPACING OF VERTICAL REINFORCEMENT AT CONTINUOUS CONCRETE OR MASONRY GABLE ENDS SINGLE-STORY, FEET TABLE 205G – MAXIMUM SPACING OF VERTICAL REINFORCEMENT AT CONTINUOUS CONCRETE OR MASONRY GABLES MULTISTORY, FEET |
| 44 | TABLE 205H – SHEARWALL SEGMENT LENGTHS – ENDWALLS BUILDINGS WITH 8-FT CEILING HEIGHTS 8-INCH CONCRETE OR MASONRY |
| 45 | TABLE 205J – SHEARWALL SEGMENT LENGTHS – SIDEWALLS BUILDINGS WITH 8-FT CEILING HEIGHTS 8-INCH CONCRETE OR MASONRY |
| 46 | FIGURE 205K – SHEARWALL SEGMENTS |
| 47 | FIGURE 205L – ONE-STORY CONCRETE OR MASONRY WALL FIGURE 205M – CONTINUITY OF FIRST – AND SECOND-FLOOR VERTICAL WALL REINFORCEMENT |
| 48 | FIGURE 205N – EXTERIOR WALL REINFORCEMENT SUMMARY ONE STORY (TWO STORY SIMILAR) |
| 50 | TABLE 205P1 – SUPERIMPOSED LOADS MINIMUM RATED LOAD CAPACITY OF 6 INCH OR 8 INCH THICK PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS |
| 51 | TABLE 205P2 – 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 SYSTEM TABLE 205P3 – 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 – HOLLOWCORE FLOOR SYSTEMS |
| 52 | TABLE 205R1 – MAXIMUM CLEAR SPAN CAPACITY OF CONTINUOUS BOND BEAMS ACTING AS LINTELS ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS |
| 53 | TABLE 205R2 – MAXIMUM CLEAR SPAN CAPACITY OF CONTINUOUS BOND BEAMS ACTING AS LINTELS BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS – WOOD FLOOR SYSTEMS TABLE 205R3 – MAXIMUM CLEAR SPAN CAPACITY OF CONTINUOUS BOND BEAMS ACTING AS LINTELS BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS – HOLLOWCORE SECOND FLOOR |
| 54 | TABLE 205S1 – COMBINED BOND BEAM/LINTELS ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS |
| 55 | TABLE 205S2 – COMBINED BOND BEAM/LINTELS BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND STORY AND BOTTOM STORIES OF THREE-STORY BUILDINGS – WOOD FLOOR SYSTEM TABLE 205S3 – COMBINED BOND BEAM/LINTELS BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF THREE-STORY BUILDINGS – HOLLOWCORE FLOOR SYSTEM |
| 56 | 206 INSULATED CONCRETE FORM (ICF) WALL SYSTEMS |
| 58 | TABLE 206A – MINIMUM VERTICAL REQUIREMENT FOR FLAT ICF ABOVE-GRADE WALLS1 |
| 59 | TABLE 206B – MINIMUM VERTICAL REQUIREMENT FOR WAFFLE-GRID ICF ABOVE-GRADE WALLS1 |
| 60 | TABLE 206C – MINIMUM VERTICAL REQUIREMENT FOR SCREEN-GRID ICF ABOVE-GRADE WALLS1 TABLE 206D – DIMENSIONAL REQUIREMENTS FOR CORES AND WEBS IN WAFFLE-GRID AND SCREEN-GRID ICF WALLS 1,2 |
| 61 | TABLE 206E – MINIMUM WALL OPENING REINFORCEMENT REQUIREMENT IN ICF WALLS |
| 62 | TABLE 206F1 – MINIMUM ALLOWABLE CLEAR SPAN FOR FLAT ICF WALL LINTELS 1,2 #4 Bottom Bar Size |
| 63 | TABLE 206F2 – MAXIMUM ALLOWABLE CLEAR SPAN FOR FLAT ICF WALL LINTELS 1,2 #5 Bottom Bar Size |
| 64 | TABLE 206G1 – MAXIMUM ALLOWABLE CLEAR SPAN FOR WAFFLE-GRID ICF WALL LINTELS 1,2 #4 Bottom Bar Size |
| 65 | TABLE 206G2 – MAXIMUM ALLOWABLE CLEAR SPAN FOR WAFFLE-GRID ICF WALL LINTELS 1,2 $5 Bottom Bar Size |
| 66 | TABLE 206H – MINIMUM BOTTOM BAR LINTEL REINFORCEMENT FOR LARGE CLEAR SPANS IN LOADBEARING ICF WALLS 1,2 |
| 67 | TABLE 206J – MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS IN NON-LOADBEARING ICF WALLS 1 NO. 4 BOTTOM BAR SIZE |
| 68 | TABLE 206K – MINIMUM PERCENTAGE OF SOLID WALL LENGTH FOR EXTERIOR WALLS 1,2,3 |
| 69 | FIGURE 206A – FLAT ICF WALLS FIGURE 206B – WAFFLE-GRID ICF WALLS |
| 70 | FIGURE 206C – SCREEN-GRID WALLS FIGURE 206D – WALL OPENINGS |
| 71 | FIGURE 206E – FLAT ICF LINTEL FIGURE 206F – WAFFLE-GRID ICF LINTEL (SINGLE FORM HEIGHT) FIGURE 206G – WAFFLE-GRID LINTEL (DOUBLE FORM HEIGHT) |
| 72 | 207 ATTIC FLOOR OR CEILING SYSTEMS TABLE 207A – REQUIRED CEILING DIAPHRAGM CAPACITIES |
| 73 | TABLE 207B – REQUIRED ENDWALL CONNECTION CAPACITIES FIGURE 207C – GYPSUM CEILING DIAPHRAGM TO SIDEWALL CONNECTION |
| 74 | FIGURE 207D – DIRECT TRUSS TO MASONRY CONNECTION, ENDWALL FOR GYPSUM CEILING DIAPHRAGM FIGURE 207E – DIRECT TRUSS TO MASONRY ALTERNATIVE, ENDWALL FOR GYPSUM CEILING DIAPHRAGM |
| 75 | TABLE 207F – WOOD STRUCTURAL PANELS CEILING DIAPHRAGM |
| 76 | FIGURE 207G – WOOD STRUCTURAL PANELS CEILING DIAPHRAGM |
| 77 | FIGURE 207H – WOOD STRUCTURAL PANEL CEILING DIAPHRAGM SECTION PARALLEL TO RIDGE-ATTACHMENT TO ENDWALL |
| 78 | FIGURE 207I – WOOD STRUCTURAL PANEL CEILING DIAPHRAGM SECTION PERPENDICULAR TO RIDGE-ATTACHMENT TO SIDEWALL |
| 79 | 208 ROOF SYSTEMS |
| 80 | FIGURE 208A – ROOF SHEATHING LAYOUT AND ENDWALL BRACING FIGURE 208B – ROOF SHEATHING NAILING ZONES |
| 81 | TABLE 208C – ROOF DIAPHRAGM REQUIREMENTS AT SIDEWALLS |
| 82 | TABLE 208D – ROOF DIAPHRAGM REQUIREMENTS AT ENDWALLS AND INTERIOR SHEARWALLS |
| 83 | TABLE 208E – WIND UPLIFT LOADS AT TOP OF SIDEWALL (Pounds per Truss/Rafter) (Note: See 208.6 for requirements) |
| 84 | FIGURE 208F – ROOF TO MASONRY SIDEWALL CONNECTION DIRECT TO BOND BEAM |
| 85 | FIGURE 208G – ROOF TO MASONRY SIDEWALL CONNECTION BOLTED TOP PLATE ALTERNATIVE |
| 86 | FIGURE 208H – INTERIOR SHEARWALL TO ROOF CONNECTION TABLE 208J – WIND UPLIFT LOADS FOR HIP ROOF STEP DOWN SYSTEM Top plate to truss connection load (lbs) |
| 87 | TABLE 208K – HIP ROOF FRAMING TRUSSES |
| 88 | 209 OPEN STRUCTURES |
| 89 | TABLE 209A – ADDDITIONAL UPLIFT AND GRAVITY LOADS OF UNENCLOSED ATTACHED STRUCTURES 1,4 |
| 90 | FIGURE 209B – UNENCLOSED ATTACHED STRUCTURES |
| 91 | TABLE 209C – ADDITIONAL UPLIFT REQUIREMENTS FOR UNENCLOSED PORTIONS OF BUILDINGS FIGURE 209D – REQUIREMENTS FOR UNENCLOSED PORTIONS OF MAIN BUILDING |
| 92 | TABLE 209E – UPLIFT REQUIREMENTS AND MAXIMUM LENGTHS FOR OPEN UNATTACHED STRUCTURES FIGURE 209F – OPEN UNATTACHED STRUCTURES TABLE 209G – MAXIMUM SPACINGS OF POSTS |
| 93 | 210 EXTERIOR WALL VENEERS TABLE 210A – METAL TIES FOR BRICK VENEER FIGURE 210B – TYPICAL WALL SECTIONS – BRICK VENEER ON CONCRETE MASONRY WALLS |
| 94 | CHAPTER 3 – BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS 301 SCOPE 302 GENERAL 303 FOOTINGS AND FOUNDATIONS |
| 96 | TABLE 303.2.3 – SILL PLATE TO FOUNDATION ANCHORAGE |
| 97 | FIGURE 303A – WOOD FLOOR TO CONCRETE OR MASONRY STEMWALL FIGURE 303B – SILL PLATE TO STEMWALL CONTINUITY REINFORCEMENT |
| 98 | FIGURE 303C – TYPICAL FOUNDATION TIE-DOWN METHOD FIGURE 303D1, PART A |
| 99 | FIGURE 303D1, PART B |
| 100 | FIGURE 303D2 |
| 101 | FIGURE 303D3, PART A FIGURE 303D3, PART B |
| 102 | TABLE 303D – MINIMUM MONOLITHIC FOOTING SIZE – 1&2 STORY TABLE 303.3.2 – WALL TO FOUNDATION ANCHORAGE |
| 103 | FIGURE 303E – MONOLITHIC EXTERIOR FOOTING FIGURE 303F – MONOLITHIC INTERIOR FOOTING FIGURE 303G – STEMWALL FOUNDATION WITH SLAB-ON-GRADE |
| 104 | TABLE 303G – MINIMUM UPLIFT AND SHEAR LOADS ON GIRDERS FIGURE 303I – FLOOR JOIST OVER GIRDER WALL TO GIRDER CONNECTION |
| 105 | FIGURE 303J – FLOOR JOIST TO GIRDER CONNECTIONS 304 FLOOR SYSTEMS |
| 106 | FIGURE 304A – FLOOR BRACING AT ENDWALLS TABLE 304B1 – FLOOR DIAPHRAGM REQUIREMENTS AT SIDEWALLS (Wind Parallel to Sidewalls) |
| 107 | TABLE 304B2 – FLOOR DIAPHRAGM REQUIREMENTS AT ENDWALLS (Wind Parallel to Endwalls) TABLE 304C1 – SHEAR CAPACITIES FOR HORIZONTAL DIAPHRAGM ASSEMBLIES |
| 108 | TABLE 304C2 – SHEAR CAPACITIES FOR HORIZONATAL DIAPHRAGM ASSEMBLIES 305 WOOD-FRAMED WALL SYSTEMS |
| 109 | TABLE 305A – Fb VALUES FOR STUDS RESISTING WIND |
| 110 | TABLE 305B1 – MINIMUM Fb VALUES REQUIRED FOR EXTERIOR LOADBEARING STUDS TABLE 305B2 – MINIMUM Fb VALUES REQUIRED FOR EXTERIOR NON-LOADBEARING STUDS |
| 111 | TABLE 305C – MINIMUM WALL AND HEADER STUD REQUIREMENTS FIGURE 305D – TYPICAL FRAMING AND UPLIFT CONNECTIONS FOR OPENINGS |
| 112 | FIGURE 305E – ILLUSTRATION OF CONNECTOR TYPES |
| 113 | TABLE 305F1 – UPLIFT LOADS AT SIDEWALLS (pounds per stud) |
| 114 | TABLE 305F2 – UPLIFT LOADS AT GABLE ENDWALLS |
| 115 | FIGURE 305G1 – TYPICAL WALL CONNECTIONS: STUD SPACING SAME AS TRUSS/RAFTER SPACING |
| 116 | FIGURE 305G2 – STUD SPACING DIFFERENT FROM TRUSS/RAFTER SPACING |
| 117 | FIGURE 305H1 – CONNECTION DETAILS AT SECOND FLOOR LEVEL FIGURE 305H2 – CONNECTION DETAILS AT FIRST FLOOR LEVEL |
| 118 | FIGURE 305J – GABLE ENDWALL, BALOON FRAMING PREFERRED METHOD FIGURE 305K – GABLE ENDWALL, PLATFORM FRAMING ALTERNATE METHOD |
| 119 | TABLE 305L1 – NAILS REQUIRED FOR TOP PLATE SPLICE TABLE 305L2 – BOLTS REQUIRED FOR TOP PLATE SPLICE FIGURE 305L – TOP PLATE SPLICE FASTENING REQUIREMENTS |
| 120 | FIGURE 305M1 – SHEARWALL SEGMENTS OF TYPE I WALLS |
| 121 | FIGURE 305M2 – FULL HEIGHT SHEATHING OF TYPE II WALLS |
| 122 | TABLE 305N1 – SHEAR CAPACITIES FOR SHEARWALL MATERIALS TABLE 305N2 – SHEAR CAPACITIES FOR SHEARWALL MATERIALS |
| 123 | TABLE 305P1 – TYPE I SHEARWALL REQUIREMENTS AT SIDEWALLS (Wind Parallel to Sidewalls) TABLE 305P2 – TYPE I SHEARWALL REQUIREMENTS AT ENDWALLS (Wind Parallel to Endwalls) |
| 124 | TABLE 305P3 – REQUIRED SHEAR CAPACITY ADJUSTMENT FACTORS |
| 125 | FIGURE 305R1 – INTERIOR SHEARWALL TO SLAB-ON-GRADE CONNECTION FIGURE 305R2 – INTERIOR SHEARWALL TO STEMWALL FOUNDATION CONNECTION |
| 126 | FIGURE 305R3 – INTERIOR SHEARWALL TO ROOF CONNECTION FIGURE 305R4 – INTERIOR SHEARWALL TO SECOND FLOOR CONNECTION |
| 127 | FIGURE 305S1 – PANEL ATTACHMENT FOR UPLIFT |
| 128 | TABLE 305S1 – UPLIFT CAPACITY OF 15/32″ WOOD STRUCTURAL PANEL SHEATHING OR SIDING WHEN USED FOR BOTH SHEARWALLS AND UPLIFT SIMULTANEOUSLY OVER GROUP III FRAMING1 (plf uplift on wall) TABLE 305S2 – UPLIFT CAPACITY OF 3/8″ MINIMUM WOOD STRUCUTRAL PANEL SHEATHING OR SIDING OVER GROUP III FRAMING1 (plf uplift on wall) |
| 129 | FIGURE 305T1 – HOLDDOWN INSTALLATION AT SLAB-ON-GRADE FOUNDATION FIGURE 305T2 – TYPICAL HOLDDOWN INSTALLATION AT PILE FOUNDATION |
| 130 | FIGURE 305T3 – FIRST STORY TO SECOND STORY HOLDDOWN INSTALLATION FIGURE 305T4 – HOLDDOWN INSTALLATION AT FOUNDATION WALL |
| 131 | FIGURE 305T5 – HOLDDOWN INSTALLATION AT SHEARWALLS AND OPENINGS FIGURE 305T6 – SINGLE HOLDDOWN AT CORNERS |
| 132 | 306 CEILING SYSTEMS |
| 133 | TABLE 306A – WOOD STRUCTURAL PANELS CEILING DIAPHRAGM |
| 134 | FIGURE 306B – WOOD STRUCTURAL PANELS CEILING DIAPHRAGM |
| 135 | FIGURE 306C – WOOD STRUCTURAL PANELS CEILING DIAPHRAGM SECTION PARALLEL TO RIDGE ATTACHMENT TO ENDWALL |
| 136 | FIGURE 306D – WOOD STRUCTURAL PANEL CEILING DIAPHRAGM SECTION PERPENDICULAR TO RIDGE ATTACHMENT TO SIDEWALL |
| 137 | TABLE 306E – REQUIRED CEILING DIAPHRAGM CAPACITIES TABLE 306G – REQUIRED ENDWALL CONNECTION CAPACITIES |
| 138 | FIGURE 306H – CEILING CONNECTION TO GABLE ENDWALL FOR GYPSUM BOARD DIAPHRAGMS FIGURE 306I – GYPSUM BOARD DIAPHRAGM SPLICE OVER PARTITION |
| 139 | 307 ROOF SYSTEMS |
| 140 | TABLE 307A – WIND UPLIFT LOADS AT TOP OF SIDEWALL (Pounds per Truss/Rafter) |
| 141 | TABLE 307B – HIP ROOF STEP DOWN SYSTEM UPLIFT LOADS AT BEARING (lbs) |
| 142 | FIGURE 307C – HIP ROOF USING TRUSSES |
| 143 | FIGURE 307D – RAFTER TO TOP PLATE TO STUD CONNECTION FIGURE 307E – TRUSS TO TOP PLATE CONNECTIONS AND TRUSS TO TOP PLATE TO STUD CONNECTIONS |
| 144 | FIGURE 307F – ROOF SHEATHING LAYOUT AND ENDWALL ROOF BRACING FIGURE 307G – ROOF SHEATHING NAILING ZONES |
| 145 | TABLE 307H1 – ROOF DIAPHRAGM REQUIREMENTS AT SIDEWALLS (Wind Parallel to Sidewalls) TABLE 307H2 – ROOF DIAPHAGM REQUIREMENTS AT ENDWALLS (Wind Parallel to Endwalls) 308 OPEN STRUCTURES |
| 146 | TABLE 308A – SINGLE MEMBER Fb VALUES FOR COLUMNS TABLE 308B – MINIMUM Fb FOR COLUMNS SUPPORTING UNENCLOSED ATTACHED STRUCTURES |
| 147 | TABLE 308C – MINIMUM Fb FOR COLUMNS SUPPORTING UNENCLOSED PORTIONS OF BUILDING |
| 148 | TABLE 308D – MINIIMUM Fb FOR COLUMNS SUPPORTING OPEN UNATTACHED STRUCTURES TABLE 308E – MINIMUM COLUMN EMBEDMENT DEPTHS |
| 149 | TABLE 308F – MINIMUM UPLIFT LOADS FOR COLUMN TO GIRDER CONNECTIONS 309 EXTERIOR WALL VENEERS |
| 150 | CHAPTER 4 – COMBINED CONCRETE, MASONRY, OR ICF AND WOOD EXTERIOR WALL CONSTRUCTION 401 SCOPE 402 CONCRETE, MASONRY, OR ICF FIRST STORY, WOOD FRAME SECOND STORY 403 WOOD FRAME GABLE ENDWALLS ABOVE CONCRETE, MASONRY, OR ICF WALLS |
| 152 | CHAPTER 5 – ROOF COVERINGS 501 ASPHALT SHINGLES 502 CONCRETE ROOF TILES Table 502A – Basic Wind Speed – 90 mph Mechanically Fastened Concrete Roof Tiles With 3″ Headlap Direct Deck Installation on a Minimum Roof Sheathing of 15/32″ Plywood |
| 153 | Table 502B – Basic Wind Speed – 90 mph Mechanically Fastened Concrete Roof Tiles With a 3″ Headlap Direct Deck Installation on an Minimum Roof Sheathing of 1//32″ Plywwod Table 502C – Basic Wind Speed – 90 mph Mechanically Fastened Concrete Roof Tiles With a 3″ Headlap Batten Installation on a Minimum Roof Sheathing of 15/32″ Plywood |
| 154 | Table 502D – Basic Wind Speed – 100 mph Mechanically Fastened Concrete Roof Tiles With a 3″ Headlap Direct Deck Installation on a Minimum Roof Sheathing of 15/32″ Plywood Table 502E – Basic Wind Speed – 100 mph Mechanically Fastened Concrete Roof Tiles With a 3″ Headlap Direct Deck Installation on a Minimum Roof sheathing of 19/32″ Plywood |
| 155 | Table 502F – Basic Wind Speed – 100 mph Mechanically Fastened Concrete Roof Tiles With a 3″ Headlap Batten Installation on a Minimum Roof Sheathing of 15/32″ Plywood Table 502G – Basic Wind Speed – 110 mph Mechanically Fastened Concrete Roof Tiles With a 3′ Headlap Direct Deck Installation on a Minimum Roof Sheathing of 15/32″ Plywood |
| 156 | Table 502H – Basic Wind Speed – 110 mph Mechanically Fastened Concrete Roof Tiles With a 3″ Headlap Direct Deck Installation on a Minimum Roof Sheathing of 19/32″ Plywood Table 502I – Basic Wind Speed – 110 mph Mechanically Fastened Concrete Roof Tiles With a 3″ Headlap Batten Installation on a Minimum Roof Sheathing of 15/32″ Plywood |
| 157 | Table 502J – Basic Wind Speed – 90 mph, 100 mph & 110 mph Mechanically Fastened Concrete Roof Tiles With a 4″ Headlap Table 502K – Basic Wind Speed – 90 mph Mechanically Fastened Concrete Roof Tiles Direct Deck Installation on a Minimum Roof sheathing of 15/32″ Plywood |
| 158 | Table 502L – Basic Wind Speed – 90 mph Mechanically Fastened Concrete Roof Tiles Batten Installation on a Minimum Roof Sheathing of 15/32″ Plywood Table 502M – Basic Wind Speed – 100 mph Mechanically Fastened Concrete Roof Tiles Direct Deck Installation on a Minimum Roof Sheathing of 15/32″ Plywood |
| 159 | Table 502N – Basic Wind speed – 100 mph Mechanically Fastened Concrete Roof Tiles Batten Installation on a Minimum Roof Sheathing of 15/32″ Plywood Table 502O – Basic Wind Speed – 110 mph Mechanically Fastened Concrete Roof Tiles Direct Deck Installation on a Minimum Roof Sheathing of 15/32″ Plywood |
| 160 | Table 502P – Basic Wind speed – 110 mph Mechanically Fastened Concrete Roof Tiles Batten Installation on a Minimum Roof Sheathing of 15/32″ Plywood |
| 161 | NOTES |
| 162 | CHAPTER 6 – WINDOWS AND DOORS 601 SCOPE 602 WINDOWS AND DOORS INSTALLED IN WALL SYSTEMS TABLE 602A1 – DESIGN WIND LOADS FOR WINDOWS AND DOORS (psf) 2,3 IN BUILDINGS WITH A MEAN ROOF HEIGHT OF 15 FEET |
| 163 | TABLE 602A2 – DESIGN WIND LOAD FOR WINDOWS AND DOORS (psf)2,3 IN BUILDINGS WITH A MEAN ROOF HEIGHT OF 30 FEET TABLE 602A3 – DESIGN WIND LOAD FOR WINDOWS AND DOORS (psf)2,3 IN BUILDINGS WITH A MEAN ROOF HEIGHT OF 45 FEET |
| 164 | FIGURE 602B – THROUGH THE JAMB FIGURE 602C – JAMB CLIP |
| 165 | FIGURE 602D – THROUGH THE JAMB FIGURE 602E – JAMB CLIP FIGURE 602F – THROUGH THE FLANGE FIGURE 602G – THROUGH THE JAMB FIGURE 602H – JAMB CLIP FIGURE 602I – THROUGH THE FLANGE |
| 166 | 603 ROOF WINDOWS AND SKYLIGHTS INSTALLED IN ROOF SYSTEMS TABLE 603A1 – DESIGN WIND LOADS FOR ROOF WINDOWS AND SKYLIGHTS (PSF)1 ZONES “r”5,6, ROOF ANGLE 10 DEGREES <a 45 DEGREES |
| 167 | 604 PROTECTION OF GLAZED OPENINGS TABLE 604 – WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE1 FOR WOOD STRUCTURAL PANELS2 |
| 168 | APPENDIX A – REFERENCED STANDARDS |
| 170 | APPENDIX B – DESIGN LOAD ASSUMPTIONS B1 DESIGN WIND LOADS |
| 171 | TABLE B1 – SUMMARY OF COMPONENT AND CLADDING COEFFICIENTS |
| 172 | FIGURE B2 – OVERHANG COEFFICIENTS FOR COMPONENTS AND CLADDING |
| 173 | B2 OTHER DESIGN LOADS B3 ALLOWABLE STRESSES, LOAD DURATION FACTORS |
| 174 | DESIGN VALUES FOR WOOD CONSTRUCTION (TABLE) |
| 176 | APPENDIX C 2310.3 Wood Structural Panel Floor and Roof Table 2310.2A – Allowable Shear (plf) for Horizontal Wood Structural Panel Diaphragms with Framing of Douglas Fir-Larch or southern Pine for Wind or Seismic Loading1 |
| 178 | APPENDIX D Table 2310.2B – Allowable Shear (plf) for Wood Structural Panel Shear Walls with Framing of Douglas Fir-Larch, or Southern Pine for Wind or Seismic Loading |
| 180 | APPENDIX E TABLE 2306.1 — FASTENING SCHEDULE |
| 182 | CHECKLIST FOR BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS |
| 187 | CHECKLIST FOR BUILDINGS WITH MASONRY EXTERIOR WALLS |
