{"id":124945,"date":"2024-10-19T05:02:10","date_gmt":"2024-10-19T05:02:10","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/icc-sstd-10-1999\/"},"modified":"2024-10-24T23:13:16","modified_gmt":"2024-10-24T23:13:16","slug":"icc-sstd-10-1999","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/icc\/icc-sstd-10-1999\/","title":{"rendered":"ICC SSTD 10 1999"},"content":{"rendered":"

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.<\/p>\n

PDF Catalog<\/h4>\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
1<\/td>\nSTANDARD FOR HURRICANE RESISTANT RESIDENTIAL CONSTRUCTION – SSTD 10-99 <\/td>\n<\/tr>\n
2<\/td>\nCOPYRIGHT\u00a9 1999 <\/td>\n<\/tr>\n
4<\/td>\nPREFACE <\/td>\n<\/tr>\n
6<\/td>\nTABLE OF CONTENTS <\/td>\n<\/tr>\n
10<\/td>\nCHAPTER 1 – GENERAL REQUIREMENTS
101 GENERAL <\/td>\n<\/tr>\n
11<\/td>\n102 DESIGN PARAMETERS
1. Unenclosed \u2013 Attached <\/td>\n<\/tr>\n
12<\/td>\n2. Unenclosed Portions of Building
3. Open-Unattached <\/td>\n<\/tr>\n
14<\/td>\nFIGURE 102A – ONE-STORY BUILDING GEOMETRTY <\/td>\n<\/tr>\n
15<\/td>\nFIGURE 102B – TWO-STORY BUILDING GEOMETRY <\/td>\n<\/tr>\n
16<\/td>\nFIGURE 102C – THREE-STORY CONCRETE OR MASONRY BUILDING <\/td>\n<\/tr>\n
17<\/td>\n103 DEFINITIONS
FIGURE 103A – BUILDING NOMENCLATURE <\/td>\n<\/tr>\n
20<\/td>\n104 DESIGN CRITERIA <\/td>\n<\/tr>\n
21<\/td>\nFIGURE 104A – BASIC WIND SPEED FOR 50-YEAR MEAN RECURRENCE INTERVAL <\/td>\n<\/tr>\n
22<\/td>\n105 NONRECTANGULAR BUILDINGS <\/td>\n<\/tr>\n
24<\/td>\nCHAPTER 2 – BUILDINGS WITH CONCRETE OR MASONRY EXTERIOR WALLS
201 SCOPE
202 GENERAL <\/td>\n<\/tr>\n
26<\/td>\n203 FOOTINGS AND FOUNDATIONS <\/td>\n<\/tr>\n
27<\/td>\nTABLE 203A – MINIMUM DIMENSIONS AND REINFORCEMENTS FOR FOOTINGS1
FIGURE 203B – CONTINUITY OF FOOTING AND FOUNDATION WALL REINFORCEMENT <\/td>\n<\/tr>\n
28<\/td>\nFIGURE 203C – STEMWALL FOUNDATION WITH SLAB-ON-GRADE
FIGURE 203D – STEMWALL FOUNDATION WITH WOOD-FRAMED FLOOR <\/td>\n<\/tr>\n
29<\/td>\nFIGURE 203E – MONOLITHIC SLAB-ON-GRADE FOUNDATION
204 FLOOR SYSTEMS <\/td>\n<\/tr>\n
30<\/td>\nFIGURE 204A – HOLLOWCORE CONNECTION TO EXTERIOR BEARING WALL
FIGURE 204B – HOLLOWCORE CONNECTION TO INTERIOR BEARING WALL
FIGURE 204C – HOLLOWCORE CONNECTION TO EXTERIOR NONBEARING WALL <\/td>\n<\/tr>\n
32<\/td>\nFIGURE 204D – ENDWALL BRACING PERPENDICULAR TO FLOOR FRAMING <\/td>\n<\/tr>\n
33<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
34<\/td>\nFIGURE 204F1 – WOOD FLOOR SYSTEM BOLTED TO LEDGER
FIGURE 204F2 – FLOOR LEDGER-ICF WALL WALL BEARING EMBEDDED ANCHOR BOLTED CONNECTION <\/td>\n<\/tr>\n
35<\/td>\nFIGURE 204F3 – FLOOR LEDGER-ICF WALL SIDE BEARING EMBEDDED ANCHOR BOLTED CONNECTION
FIGURE 204F4 – FLOOR LEDGER-ICF WALL WALL BEARING THROUGH ANCHOR BOLTED CONNECTION <\/td>\n<\/tr>\n
36<\/td>\nFIGURE 204F5 – FLOOR LEDGER-ICF WALL SIDE BEARING ANCHOR BOLTED CONNECTION
FIGURE 204F6 – WALL SUPPPORTED FLOOR-ICF WALL BOLTED CONNECTION <\/td>\n<\/tr>\n
37<\/td>\nTABLE 204G – FLOOR DIAPHRAGM REQUIREMENTS AT SIDEWALLS
TABLE 204H – FLOOR DIAPHRAGM REQUIREMENTS AT ENDWALLS AND INTERIOR SHEARWALLS
205 CONCRETE OR MASONRY WALL SYSTEMS <\/td>\n<\/tr>\n
38<\/td>\nFIGURE 205A – CORNER CONTINUITY OF BOND BEAM AND WALL REINFORCEMENT
FIGURE 205B – CHANGES IN BOND BEAM HEIGHT <\/td>\n<\/tr>\n
39<\/td>\nTABLE 205C 4,5,6 – SINGLE-STORY VERTICAL WALL REINFORCEMENT SPACING AND BOND BEAM REQUIREMENTS <\/td>\n<\/tr>\n
40<\/td>\nTABLE 205D 4,5,6,7 – MULTISTORY VERTICAL WALL REINFORCING SPACING AND BOND BEAM REQUIREMENTS <\/td>\n<\/tr>\n
41<\/td>\nTABLE 205E – ANCHOR BOLT SPACING FOR ATTACHING 2 x WOOD NAILER TO RAKE BEAM
FIGURE 205E – CONTINUOUS GABLE ENDWALL REINFORCEMENT SINGE AND MULTI-STORY <\/td>\n<\/tr>\n
42<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
44<\/td>\nTABLE 205H – SHEARWALL SEGMENT LENGTHS – ENDWALLS BUILDINGS WITH 8-FT CEILING HEIGHTS 8-INCH CONCRETE OR MASONRY <\/td>\n<\/tr>\n
45<\/td>\nTABLE 205J – SHEARWALL SEGMENT LENGTHS – SIDEWALLS BUILDINGS WITH 8-FT CEILING HEIGHTS 8-INCH CONCRETE OR MASONRY <\/td>\n<\/tr>\n
46<\/td>\nFIGURE 205K – SHEARWALL SEGMENTS <\/td>\n<\/tr>\n
47<\/td>\nFIGURE 205L – ONE-STORY CONCRETE OR MASONRY WALL
FIGURE 205M – CONTINUITY OF FIRST – AND SECOND-FLOOR VERTICAL WALL REINFORCEMENT <\/td>\n<\/tr>\n
48<\/td>\nFIGURE 205N – EXTERIOR WALL REINFORCEMENT SUMMARY ONE STORY (TWO STORY SIMILAR) <\/td>\n<\/tr>\n
50<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
51<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
52<\/td>\nTABLE 205R1 – MAXIMUM CLEAR SPAN CAPACITY OF CONTINUOUS BOND BEAMS ACTING AS LINTELS ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS <\/td>\n<\/tr>\n
53<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
54<\/td>\nTABLE 205S1 – COMBINED BOND BEAM\/LINTELS ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS <\/td>\n<\/tr>\n
55<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
56<\/td>\n206 INSULATED CONCRETE FORM (ICF) WALL SYSTEMS <\/td>\n<\/tr>\n
58<\/td>\nTABLE 206A – MINIMUM VERTICAL REQUIREMENT FOR FLAT ICF ABOVE-GRADE WALLS1 <\/td>\n<\/tr>\n
59<\/td>\nTABLE 206B – MINIMUM VERTICAL REQUIREMENT FOR WAFFLE-GRID ICF ABOVE-GRADE WALLS1 <\/td>\n<\/tr>\n
60<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
61<\/td>\nTABLE 206E – MINIMUM WALL OPENING REINFORCEMENT REQUIREMENT IN ICF WALLS <\/td>\n<\/tr>\n
62<\/td>\nTABLE 206F1 – MINIMUM ALLOWABLE CLEAR SPAN FOR FLAT ICF WALL LINTELS 1,2 #4 Bottom Bar Size <\/td>\n<\/tr>\n
63<\/td>\nTABLE 206F2 – MAXIMUM ALLOWABLE CLEAR SPAN FOR FLAT ICF WALL LINTELS 1,2 #5 Bottom Bar Size <\/td>\n<\/tr>\n
64<\/td>\nTABLE 206G1 – MAXIMUM ALLOWABLE CLEAR SPAN FOR WAFFLE-GRID ICF WALL LINTELS 1,2 #4 Bottom Bar Size <\/td>\n<\/tr>\n
65<\/td>\nTABLE 206G2 – MAXIMUM ALLOWABLE CLEAR SPAN FOR WAFFLE-GRID ICF WALL LINTELS 1,2 $5 Bottom Bar Size <\/td>\n<\/tr>\n
66<\/td>\nTABLE 206H – MINIMUM BOTTOM BAR LINTEL REINFORCEMENT FOR LARGE CLEAR SPANS IN LOADBEARING ICF WALLS 1,2 <\/td>\n<\/tr>\n
67<\/td>\nTABLE 206J – MAXIMUM ALLOWABLE CLEAR SPANS FOR LINTELS IN NON-LOADBEARING ICF WALLS 1 NO. 4 BOTTOM BAR SIZE <\/td>\n<\/tr>\n
68<\/td>\nTABLE 206K – MINIMUM PERCENTAGE OF SOLID WALL LENGTH FOR EXTERIOR WALLS 1,2,3 <\/td>\n<\/tr>\n
69<\/td>\nFIGURE 206A – FLAT ICF WALLS
FIGURE 206B – WAFFLE-GRID ICF WALLS <\/td>\n<\/tr>\n
70<\/td>\nFIGURE 206C – SCREEN-GRID WALLS
FIGURE 206D – WALL OPENINGS <\/td>\n<\/tr>\n
71<\/td>\nFIGURE 206E – FLAT ICF LINTEL
FIGURE 206F – WAFFLE-GRID ICF LINTEL (SINGLE FORM HEIGHT)
FIGURE 206G – WAFFLE-GRID LINTEL (DOUBLE FORM HEIGHT) <\/td>\n<\/tr>\n
72<\/td>\n207 ATTIC FLOOR OR CEILING SYSTEMS
TABLE 207A – REQUIRED CEILING DIAPHRAGM CAPACITIES <\/td>\n<\/tr>\n
73<\/td>\nTABLE 207B – REQUIRED ENDWALL CONNECTION CAPACITIES
FIGURE 207C – GYPSUM CEILING DIAPHRAGM TO SIDEWALL CONNECTION <\/td>\n<\/tr>\n
74<\/td>\nFIGURE 207D – DIRECT TRUSS TO MASONRY CONNECTION, ENDWALL FOR GYPSUM CEILING DIAPHRAGM
FIGURE 207E – DIRECT TRUSS TO MASONRY ALTERNATIVE, ENDWALL FOR GYPSUM CEILING DIAPHRAGM <\/td>\n<\/tr>\n
75<\/td>\nTABLE 207F – WOOD STRUCTURAL PANELS CEILING DIAPHRAGM <\/td>\n<\/tr>\n
76<\/td>\nFIGURE 207G – WOOD STRUCTURAL PANELS CEILING DIAPHRAGM <\/td>\n<\/tr>\n
77<\/td>\nFIGURE 207H – WOOD STRUCTURAL PANEL CEILING DIAPHRAGM SECTION PARALLEL TO RIDGE-ATTACHMENT TO ENDWALL <\/td>\n<\/tr>\n
78<\/td>\nFIGURE 207I – WOOD STRUCTURAL PANEL CEILING DIAPHRAGM SECTION PERPENDICULAR TO RIDGE-ATTACHMENT TO SIDEWALL <\/td>\n<\/tr>\n
79<\/td>\n208 ROOF SYSTEMS <\/td>\n<\/tr>\n
80<\/td>\nFIGURE 208A – ROOF SHEATHING LAYOUT AND ENDWALL BRACING
FIGURE 208B – ROOF SHEATHING NAILING ZONES <\/td>\n<\/tr>\n
81<\/td>\nTABLE 208C – ROOF DIAPHRAGM REQUIREMENTS AT SIDEWALLS <\/td>\n<\/tr>\n
82<\/td>\nTABLE 208D – ROOF DIAPHRAGM REQUIREMENTS AT ENDWALLS AND INTERIOR SHEARWALLS <\/td>\n<\/tr>\n
83<\/td>\nTABLE 208E – WIND UPLIFT LOADS AT TOP OF SIDEWALL (Pounds per Truss\/Rafter) (Note: See 208.6 for requirements) <\/td>\n<\/tr>\n
84<\/td>\nFIGURE 208F – ROOF TO MASONRY SIDEWALL CONNECTION DIRECT TO BOND BEAM <\/td>\n<\/tr>\n
85<\/td>\nFIGURE 208G – ROOF TO MASONRY SIDEWALL CONNECTION BOLTED TOP PLATE ALTERNATIVE <\/td>\n<\/tr>\n
86<\/td>\nFIGURE 208H – INTERIOR SHEARWALL TO ROOF CONNECTION
TABLE 208J – WIND UPLIFT LOADS FOR HIP ROOF STEP DOWN SYSTEM Top plate to truss connection load (lbs) <\/td>\n<\/tr>\n
87<\/td>\nTABLE 208K – HIP ROOF FRAMING TRUSSES <\/td>\n<\/tr>\n
88<\/td>\n209 OPEN STRUCTURES <\/td>\n<\/tr>\n
89<\/td>\nTABLE 209A – ADDDITIONAL UPLIFT AND GRAVITY LOADS OF UNENCLOSED ATTACHED STRUCTURES 1,4 <\/td>\n<\/tr>\n
90<\/td>\nFIGURE 209B – UNENCLOSED ATTACHED STRUCTURES <\/td>\n<\/tr>\n
91<\/td>\nTABLE 209C – ADDITIONAL UPLIFT REQUIREMENTS FOR UNENCLOSED PORTIONS OF BUILDINGS
FIGURE 209D – REQUIREMENTS FOR UNENCLOSED PORTIONS OF MAIN BUILDING <\/td>\n<\/tr>\n
92<\/td>\nTABLE 209E – UPLIFT REQUIREMENTS AND MAXIMUM LENGTHS FOR OPEN UNATTACHED STRUCTURES
FIGURE 209F – OPEN UNATTACHED STRUCTURES
TABLE 209G – MAXIMUM SPACINGS OF POSTS <\/td>\n<\/tr>\n
93<\/td>\n210 EXTERIOR WALL VENEERS
TABLE 210A – METAL TIES FOR BRICK VENEER
FIGURE 210B – TYPICAL WALL SECTIONS – BRICK VENEER ON CONCRETE MASONRY WALLS <\/td>\n<\/tr>\n
94<\/td>\nCHAPTER 3 – BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS
301 SCOPE
302 GENERAL
303 FOOTINGS AND FOUNDATIONS <\/td>\n<\/tr>\n
96<\/td>\nTABLE 303.2.3 – SILL PLATE TO FOUNDATION ANCHORAGE <\/td>\n<\/tr>\n
97<\/td>\nFIGURE 303A – WOOD FLOOR TO CONCRETE OR MASONRY STEMWALL
FIGURE 303B – SILL PLATE TO STEMWALL CONTINUITY REINFORCEMENT <\/td>\n<\/tr>\n
98<\/td>\nFIGURE 303C – TYPICAL FOUNDATION TIE-DOWN METHOD
FIGURE 303D1, PART A <\/td>\n<\/tr>\n
99<\/td>\nFIGURE 303D1, PART B <\/td>\n<\/tr>\n
100<\/td>\nFIGURE 303D2 <\/td>\n<\/tr>\n
101<\/td>\nFIGURE 303D3, PART A
FIGURE 303D3, PART B <\/td>\n<\/tr>\n
102<\/td>\nTABLE 303D – MINIMUM MONOLITHIC FOOTING SIZE – 1&2 STORY
TABLE 303.3.2 – WALL TO FOUNDATION ANCHORAGE <\/td>\n<\/tr>\n
103<\/td>\nFIGURE 303E – MONOLITHIC EXTERIOR FOOTING
FIGURE 303F – MONOLITHIC INTERIOR FOOTING
FIGURE 303G – STEMWALL FOUNDATION WITH SLAB-ON-GRADE <\/td>\n<\/tr>\n
104<\/td>\nTABLE 303G – MINIMUM UPLIFT AND SHEAR LOADS ON GIRDERS
FIGURE 303I – FLOOR JOIST OVER GIRDER WALL TO GIRDER CONNECTION <\/td>\n<\/tr>\n
105<\/td>\nFIGURE 303J – FLOOR JOIST TO GIRDER CONNECTIONS
304 FLOOR SYSTEMS <\/td>\n<\/tr>\n
106<\/td>\nFIGURE 304A – FLOOR BRACING AT ENDWALLS
TABLE 304B1 – FLOOR DIAPHRAGM REQUIREMENTS AT SIDEWALLS (Wind Parallel to Sidewalls) <\/td>\n<\/tr>\n
107<\/td>\nTABLE 304B2 – FLOOR DIAPHRAGM REQUIREMENTS AT ENDWALLS (Wind Parallel to Endwalls)
TABLE 304C1 – SHEAR CAPACITIES FOR HORIZONTAL DIAPHRAGM ASSEMBLIES <\/td>\n<\/tr>\n
108<\/td>\nTABLE 304C2 – SHEAR CAPACITIES FOR HORIZONATAL DIAPHRAGM ASSEMBLIES
305 WOOD-FRAMED WALL SYSTEMS <\/td>\n<\/tr>\n
109<\/td>\nTABLE 305A – Fb VALUES FOR STUDS RESISTING WIND <\/td>\n<\/tr>\n
110<\/td>\nTABLE 305B1 – MINIMUM Fb VALUES REQUIRED FOR EXTERIOR LOADBEARING STUDS
TABLE 305B2 – MINIMUM Fb VALUES REQUIRED FOR EXTERIOR NON-LOADBEARING STUDS <\/td>\n<\/tr>\n
111<\/td>\nTABLE 305C – MINIMUM WALL AND HEADER STUD REQUIREMENTS
FIGURE 305D – TYPICAL FRAMING AND UPLIFT CONNECTIONS FOR OPENINGS <\/td>\n<\/tr>\n
112<\/td>\nFIGURE 305E – ILLUSTRATION OF CONNECTOR TYPES <\/td>\n<\/tr>\n
113<\/td>\nTABLE 305F1 – UPLIFT LOADS AT SIDEWALLS (pounds per stud) <\/td>\n<\/tr>\n
114<\/td>\nTABLE 305F2 – UPLIFT LOADS AT GABLE ENDWALLS <\/td>\n<\/tr>\n
115<\/td>\nFIGURE 305G1 – TYPICAL WALL CONNECTIONS: STUD SPACING SAME AS TRUSS\/RAFTER SPACING <\/td>\n<\/tr>\n
116<\/td>\nFIGURE 305G2 – STUD SPACING DIFFERENT FROM TRUSS\/RAFTER SPACING <\/td>\n<\/tr>\n
117<\/td>\nFIGURE 305H1 – CONNECTION DETAILS AT SECOND FLOOR LEVEL
FIGURE 305H2 – CONNECTION DETAILS AT FIRST FLOOR LEVEL <\/td>\n<\/tr>\n
118<\/td>\nFIGURE 305J – GABLE ENDWALL, BALOON FRAMING PREFERRED METHOD
FIGURE 305K – GABLE ENDWALL, PLATFORM FRAMING ALTERNATE METHOD <\/td>\n<\/tr>\n
119<\/td>\nTABLE 305L1 – NAILS REQUIRED FOR TOP PLATE SPLICE
TABLE 305L2 – BOLTS REQUIRED FOR TOP PLATE SPLICE
FIGURE 305L – TOP PLATE SPLICE FASTENING REQUIREMENTS <\/td>\n<\/tr>\n
120<\/td>\nFIGURE 305M1 – SHEARWALL SEGMENTS OF TYPE I WALLS <\/td>\n<\/tr>\n
121<\/td>\nFIGURE 305M2 – FULL HEIGHT SHEATHING OF TYPE II WALLS <\/td>\n<\/tr>\n
122<\/td>\nTABLE 305N1 – SHEAR CAPACITIES FOR SHEARWALL MATERIALS
TABLE 305N2 – SHEAR CAPACITIES FOR SHEARWALL MATERIALS <\/td>\n<\/tr>\n
123<\/td>\nTABLE 305P1 – TYPE I SHEARWALL REQUIREMENTS AT SIDEWALLS (Wind Parallel to Sidewalls)
TABLE 305P2 – TYPE I SHEARWALL REQUIREMENTS AT ENDWALLS (Wind Parallel to Endwalls) <\/td>\n<\/tr>\n
124<\/td>\nTABLE 305P3 – REQUIRED SHEAR CAPACITY ADJUSTMENT FACTORS <\/td>\n<\/tr>\n
125<\/td>\nFIGURE 305R1 – INTERIOR SHEARWALL TO SLAB-ON-GRADE CONNECTION
FIGURE 305R2 – INTERIOR SHEARWALL TO STEMWALL FOUNDATION CONNECTION <\/td>\n<\/tr>\n
126<\/td>\nFIGURE 305R3 – INTERIOR SHEARWALL TO ROOF CONNECTION
FIGURE 305R4 – INTERIOR SHEARWALL TO SECOND FLOOR CONNECTION <\/td>\n<\/tr>\n
127<\/td>\nFIGURE 305S1 – PANEL ATTACHMENT FOR UPLIFT <\/td>\n<\/tr>\n
128<\/td>\nTABLE 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) <\/td>\n<\/tr>\n
129<\/td>\nFIGURE 305T1 – HOLDDOWN INSTALLATION AT SLAB-ON-GRADE FOUNDATION
FIGURE 305T2 – TYPICAL HOLDDOWN INSTALLATION AT PILE FOUNDATION <\/td>\n<\/tr>\n
130<\/td>\nFIGURE 305T3 – FIRST STORY TO SECOND STORY HOLDDOWN INSTALLATION
FIGURE 305T4 – HOLDDOWN INSTALLATION AT FOUNDATION WALL <\/td>\n<\/tr>\n
131<\/td>\nFIGURE 305T5 – HOLDDOWN INSTALLATION AT SHEARWALLS AND OPENINGS
FIGURE 305T6 – SINGLE HOLDDOWN AT CORNERS <\/td>\n<\/tr>\n
132<\/td>\n306 CEILING SYSTEMS <\/td>\n<\/tr>\n
133<\/td>\nTABLE 306A – WOOD STRUCTURAL PANELS CEILING DIAPHRAGM <\/td>\n<\/tr>\n
134<\/td>\nFIGURE 306B – WOOD STRUCTURAL PANELS CEILING DIAPHRAGM <\/td>\n<\/tr>\n
135<\/td>\nFIGURE 306C – WOOD STRUCTURAL PANELS CEILING DIAPHRAGM SECTION PARALLEL TO RIDGE ATTACHMENT TO ENDWALL <\/td>\n<\/tr>\n
136<\/td>\nFIGURE 306D – WOOD STRUCTURAL PANEL CEILING DIAPHRAGM SECTION PERPENDICULAR TO RIDGE ATTACHMENT TO SIDEWALL <\/td>\n<\/tr>\n
137<\/td>\nTABLE 306E – REQUIRED CEILING DIAPHRAGM CAPACITIES
TABLE 306G – REQUIRED ENDWALL CONNECTION CAPACITIES <\/td>\n<\/tr>\n
138<\/td>\nFIGURE 306H – CEILING CONNECTION TO GABLE ENDWALL FOR GYPSUM BOARD DIAPHRAGMS
FIGURE 306I – GYPSUM BOARD DIAPHRAGM SPLICE OVER PARTITION <\/td>\n<\/tr>\n
139<\/td>\n307 ROOF SYSTEMS <\/td>\n<\/tr>\n
140<\/td>\nTABLE 307A – WIND UPLIFT LOADS AT TOP OF SIDEWALL (Pounds per Truss\/Rafter) <\/td>\n<\/tr>\n
141<\/td>\nTABLE 307B – HIP ROOF STEP DOWN SYSTEM UPLIFT LOADS AT BEARING (lbs) <\/td>\n<\/tr>\n
142<\/td>\nFIGURE 307C – HIP ROOF USING TRUSSES <\/td>\n<\/tr>\n
143<\/td>\nFIGURE 307D – RAFTER TO TOP PLATE TO STUD CONNECTION
FIGURE 307E – TRUSS TO TOP PLATE CONNECTIONS AND TRUSS TO TOP PLATE TO STUD CONNECTIONS <\/td>\n<\/tr>\n
144<\/td>\nFIGURE 307F – ROOF SHEATHING LAYOUT AND ENDWALL ROOF BRACING
FIGURE 307G – ROOF SHEATHING NAILING ZONES <\/td>\n<\/tr>\n
145<\/td>\nTABLE 307H1 – ROOF DIAPHRAGM REQUIREMENTS AT SIDEWALLS (Wind Parallel to Sidewalls)
TABLE 307H2 – ROOF DIAPHAGM REQUIREMENTS AT ENDWALLS (Wind Parallel to Endwalls)
308 OPEN STRUCTURES <\/td>\n<\/tr>\n
146<\/td>\nTABLE 308A – SINGLE MEMBER Fb VALUES FOR COLUMNS
TABLE 308B – MINIMUM Fb FOR COLUMNS SUPPORTING UNENCLOSED ATTACHED STRUCTURES <\/td>\n<\/tr>\n
147<\/td>\nTABLE 308C – MINIMUM Fb FOR COLUMNS SUPPORTING UNENCLOSED PORTIONS OF BUILDING <\/td>\n<\/tr>\n
148<\/td>\nTABLE 308D – MINIIMUM Fb FOR COLUMNS SUPPORTING OPEN UNATTACHED STRUCTURES
TABLE 308E – MINIMUM COLUMN EMBEDMENT DEPTHS <\/td>\n<\/tr>\n
149<\/td>\nTABLE 308F – MINIMUM UPLIFT LOADS FOR COLUMN TO GIRDER CONNECTIONS
309 EXTERIOR WALL VENEERS <\/td>\n<\/tr>\n
150<\/td>\nCHAPTER 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 <\/td>\n<\/tr>\n
152<\/td>\nCHAPTER 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 <\/td>\n<\/tr>\n
153<\/td>\nTable 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 <\/td>\n<\/tr>\n
154<\/td>\nTable 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 <\/td>\n<\/tr>\n
155<\/td>\nTable 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 <\/td>\n<\/tr>\n
156<\/td>\nTable 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 <\/td>\n<\/tr>\n
157<\/td>\nTable 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 <\/td>\n<\/tr>\n
158<\/td>\nTable 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 <\/td>\n<\/tr>\n
159<\/td>\nTable 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 <\/td>\n<\/tr>\n
160<\/td>\nTable 502P – Basic Wind speed – 110 mph Mechanically Fastened Concrete Roof Tiles Batten Installation on a Minimum Roof Sheathing of 15\/32″ Plywood <\/td>\n<\/tr>\n
161<\/td>\nNOTES <\/td>\n<\/tr>\n
162<\/td>\nCHAPTER 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 <\/td>\n<\/tr>\n
163<\/td>\nTABLE 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 <\/td>\n<\/tr>\n
164<\/td>\nFIGURE 602B – THROUGH THE JAMB
FIGURE 602C – JAMB CLIP <\/td>\n<\/tr>\n
165<\/td>\nFIGURE 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 <\/td>\n<\/tr>\n
166<\/td>\n603 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 <\/td>\n<\/tr>\n
167<\/td>\n604 PROTECTION OF GLAZED OPENINGS
TABLE 604 – WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE1 FOR WOOD STRUCTURAL PANELS2 <\/td>\n<\/tr>\n
168<\/td>\nAPPENDIX A – REFERENCED STANDARDS <\/td>\n<\/tr>\n
170<\/td>\nAPPENDIX B – DESIGN LOAD ASSUMPTIONS
B1 DESIGN WIND LOADS <\/td>\n<\/tr>\n
171<\/td>\nTABLE B1 – SUMMARY OF COMPONENT AND CLADDING COEFFICIENTS <\/td>\n<\/tr>\n
172<\/td>\nFIGURE B2 – OVERHANG COEFFICIENTS FOR COMPONENTS AND CLADDING <\/td>\n<\/tr>\n
173<\/td>\nB2 OTHER DESIGN LOADS
B3 ALLOWABLE STRESSES, LOAD DURATION FACTORS <\/td>\n<\/tr>\n
174<\/td>\nDESIGN VALUES FOR WOOD CONSTRUCTION (TABLE) <\/td>\n<\/tr>\n
176<\/td>\nAPPENDIX 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 <\/td>\n<\/tr>\n
178<\/td>\nAPPENDIX 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 <\/td>\n<\/tr>\n
180<\/td>\nAPPENDIX E
TABLE 2306.1 \u2014 FASTENING SCHEDULE <\/td>\n<\/tr>\n
182<\/td>\nCHECKLIST FOR BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS <\/td>\n<\/tr>\n
187<\/td>\nCHECKLIST FOR BUILDINGS WITH MASONRY EXTERIOR WALLS <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

SSTD 10 – Hurricane Resistant Construction Standard<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
ICC<\/b><\/a><\/td>\n1999<\/td>\n189<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":124947,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2670],"product_tag":[],"class_list":{"0":"post-124945","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\/124945","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\/124947"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=124945"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=124945"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=124945"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}