ICC UniformBuildingCode Vol2 1997
$44.69
Uniform Building Code – Volume 2
| Published By | Publication Date | Number of Pages |
| ICC | 1997 | 502 |
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| PDF Pages | PDF Title |
|---|---|
| 1 | 1997 UNIFORM BUILDING CODE VOLUME 2 – STRUCTURAL ENGINEERING DESIGN PROVISIONS |
| 3 | COPYRIGHT |
| 4 | PREFACE |
| 5 | CODES AND RELATED PUBLICATIONS CODES |
| 6 | TECHNICAL REFERENCES AND EDUCATIONAL MATERIALS |
| 7 | TABLE OF CONTENTS – VOLUME 1 |
| 11 | TABLE OF CONTENTS TABLE OF CONTENTS – VOLUME 2 |
| 15 | TABLE OF CONTENTS – VOLUME 3 |
| 17 | EFFECTIVE USE OF THE UNIFORM BUILDING CODE |
| 18 | CHAPTER 16 STRUCTURAL DESIGN REQUIREMENTS DIVISION I•GENERAL DESIGN REQUIREMENTS SECTION 1601 • SCOPE SECTION 1602 • DEFINITIONS SECTION 1603 • NOTATIONS SECTION 1604 • STANDARDS SECTION 1605 • DESIGN |
| 19 | SECTION 1606 • DEAD LOADS SECTION 1607 • LIVE LOADS |
| 20 | SECTION 1608 • SNOW LOADS SECTION 1609 • WIND LOADS SECTION 1610 • EARTHQUAKE LOADS SECTION 1611 • OTHER MINIMUM LOADS |
| 21 | SECTION 1612 • COMBINATIONS OF LOADS |
| 22 | SECTION 1613 • DEFLECTION |
| 23 | DIVISION II•SNOW LOADS SECTION 1614 • SNOW LOADS |
| 24 | DIVISION III•WIND DESIGN SECTION 1615 • GENERAL SECTION 1616 • DEFINITIONS SECTION 1617 • SYMBOLS AND NOTATIONS SECTION 1618 • BASIC WIND SPEED SECTION 1619 • EXPOSURE SECTION 1620 • DESIGN WIND PRESSURES SECTION 1621 • PRIMARY FRAMES AND SYSTEMS |
| 25 | SECTION 1622 • ELEMENTS AND COMPONENTS OFSTRUCTURES SECTION 1623 • OPEN-FRAME TOWERS SECTION 1624 • MISCELLANEOUS STRUCTURES SECTION 1625 • OCCUPANCY CATEGORIES |
| 26 | DIVISION IV•EARTHQUAKE DESIGN SECTION 1626 • GENERAL SECTION 1627 • DEFINITIONS |
| 27 | SECTION 1628 • SYMBOLS AND NOTATIONS |
| 28 | SECTION 1629 • CRITERIA SELECTION |
| 30 | SECTION 1630 • MINIMUM DESIGN LATERAL FORCES AND RELATED EFFECTS |
| 33 | SECTION 1631 • DYNAMIC ANALYSIS PROCEDURES |
| 35 | SECTION 1632 • LATERAL FORCE ON ELEMENTS OF STRUCTURES, NONSTRUCTURAL COMPONENTS AND EQUIPMENT SUPPORTED BY STRUCTURES |
| 36 | SECTION 1633 • DETAILED SYSTEMS DESIGN REQUIREMENTS |
| 38 | SECTION 1634 • NONBUILDING STRUCTURES |
| 39 | SECTION 1635 • EARTHQUAKE-RECORDING INSTRUMENTATIONS |
| 40 | DIVISION V•SOIL PROFILE TYPES SECTION 1636 • SITE CATEGORIZATION PROCEDURE |
| 42 | TABLE 16-A•UNIFORM AND CONCENTRATED LOADS |
| 43 | TABLE 16-B•SPECIAL LOADS1 |
| 44 | TABLE 16-C•MINIMUM ROOF LIVE LOADS1 TABLE 16-D•MAXIMUM ALLOWABLE DEFLECTION FOR STRUCTURAL MEMBERS1 TABLE 16-E•VALUE OF •K• |
| 45 | TABLE 16-F•WIND STAGNATION PRESSURE (qs) AT STANDARD HEIGHT OF 33 FEET (10 058 mm) TABLE 16-G•COMBINED HEIGHT, EXPOSURE AND GUST FACTOR COEFFICIENT (Ce)1 |
| 46 | TABLE 16-H•PRESSURE COEFFICIENTS (Cq) |
| 47 | TABLE 16-I•SEISMIC ZONE FACTOR Z TABLE 16-J•SOIL PROFILE TYPES TABLE 16-K•OCCUPANCY CATEGORY |
| 48 | TABLE 16-L•VERTICAL STRUCTURAL IRREGULARITIES TABLE 16-M•PLAN STRUCTURAL IRREGULARITIES |
| 49 | TABLE 16-N•STRUCTURAL SYSTEMS1 |
| 50 | TABLE 16-O•HORIZONTAL FORCE FACTORS, aP AND Rp |
| 51 | FOOTNOTES TO TABLE 16-O•(Continued) TABLE 16-P-R AND Ωo FACTORS FOR NONBUILDING STRUCTURES TABLE 16-Q•SEISMIC COEFFICIENT Ca |
| 52 | TABLE 16-R•SEISMIC COEFFICIENT Cv TABLE 16-S•NEAR-SOURCE FACTOR Na1 TABLE 16-T•NEAR-SOURCE FACTOR Nv1 TABLE 16-U•SEISMIC SOURCE TYPE1 |
| 53 | FIGURE 16-1•MINIMUM BASIC WIND SPEEDS IN MILES PER HOUR (× 1.61 for km/h) |
| 54 | FIGURE 16-2•SEISMIC ZONE MAP OF THE UNITED STATES For areas outside of the United States, see Appendix Chapter 16. |
| 55 | FIGURE 16-3•DESIGN RESPONSE SPECTRA |
| 56 | CHAPTER 17 STRUCTURAL TESTS AND INSPECTIONS SECTION 1701 • SPECIAL INSPECTIONS |
| 57 | SECTION 1702 • STRUCTURAL OBSERVATION |
| 58 | SECTION 1703 • NONDESTRUCTIVE TESTING SECTION 1704 • PREFABRICATED CONSTRUCTION |
| 59 | CHAPTER 18 FOUNDATIONS AND RETAINING WALLS DIVISION I•GENERAL SECTION 1801 • SCOPE SECTION 1802 • QUALITY AND DESIGN SECTION 1803 • SOIL CLASSIFICATION•EXPANSIVE SOIL SECTION 1804 • FOUNDATION INVESTIGATION |
| 60 | SECTION 1805 • ALLOWABLE FOUNDATION AND LATERAL PRESSURES SECTION 1806 • FOOTINGS |
| 61 | SECTION 1807 • PILES • GENERAL REQUIREMENTS |
| 62 | SECTION 1808 • SPECIFIC PILE REQUIREMENTS |
| 64 | SECTION 1809 • FOUNDATION CONSTRUCTION•SEISMIC ZONES 3 AND 4 |
| 65 | TABLE 18-I-A•ALLOWABLE FOUNDATION AND LATERAL PRESSURE TABLE 18-I-B•CLASSIFICATION OF EXPANSIVE SOIL TABLE 18-I-C•FOUNDATIONS FOR STUD BEARING WALLS•MINIMUM REQUIREMENTS1,2,3 |
| 66 | FIGURE 18-I-1•SETBACK DIMENSIONS |
| 67 | DIVISION II•DESIGN STANDARD FOR TREATED WOOD FOUNDATION SYSTEM SECTION 1810 • SCOPE SECTION 1811 • MATERIALS SECTION 1812 • DRAINAGE AND MOISTURE CONTROL |
| 68 | SECTION 1813 • DESIGN LOADS SECTION 1814 • STRUCTURAL DESIGN |
| 70 | DIVISION III•DESIGN STANDARD FOR DESIGN OF SLAB-ON-GROUND FOUNDATIONS TO RESIST THE EFFECTS OF EXPANSIVE SOILS AND COMPRESSIBLE SOILS SECTION 1815 • DESIGN OF SLAB-ON-GROUND FOUNDATIONS [BASED ON DESIGN OF SLAB-ON-GROUND FOUNDATIONS OF THE WIRERE INFORCEMENT INSTITUTE, INC. (AUGUST, 1981)] |
| 71 | SECTION 1816 • DESIGN OF POSTTENSIONED SLABS ON GROUND (BASED ON DESIGNSPECIFICATION OF THE POSTTENSIONING INSTITUTE) |
| 76 | SECTION 1817 • APPENDIX A (A PROCEDURE FOR ESTIMATION OF THE AMOUNT OF CLIMATE CONTROLLED DIFFERENTIAL MOVEMENT OF EXPANSIVE SOILS) SECTION 1818 • APPENDIX B (SIMPLIFIED PROCEDURES FOR DETERMINING CATION EXCHANGE CAPACITY AND CATION EXCHANGE ACTIVITY) |
| 77 | SECTION 1819 • DESIGN OF POSTTENSIONEDSLABS ON COMPRESSIBLE SOILS (BASED ONDESIGN SPECIFICATIONS OF THE POSTTENSIONINGINSTITUTE) |
| 79 | TABLE 18-III-A•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR A CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL (30 PERCENT CLAY) TABLE 18-III-B•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(40 PERCENT CLAY) |
| 80 | TABLE 18-III-C•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(50 PERCENT CLAY) TABLE 18-III-D•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(60 PERCENT CLAY) |
| 81 | TABLE 18-III-E•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(70 PERCENT CLAY) TABLE 18-III-F•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(30 PERCENT CLAY) |
| 82 | TABLE 18-III-G•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(40 PERCENT CLAY) TABLE 18-III-H•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(50 PERCENT CLAY) |
| 83 | TABLE 18-III-I•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(60 PERCENT CLAY) TABLE 18-III-J•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(70 PERCENT CLAY) |
| 84 | TABLE 18-III-K•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(30 PERCENT CLAY) TABLE 18-III-L•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(40 PERCENT CLAY) |
| 85 | TABLE 18-III-M•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(50 PERCENT CLAY) TABLE 18-III-N•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(60 PERCENT CLAY) |
| 86 | TABLE 18-III-O•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(70 PERCENT CLAY) TABLE 18-III-P•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORAN EDGE LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(30 PERCENT CLAY) |
| 87 | TABLE 18-III-Q•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORAN EDGE LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(40 PERCENT CLAY) TABLE 18-III-R•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORAN EDGE LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(50 PERCENT CLAY) |
| 88 | TABLE 18-III-S•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORAN EDGE LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(60 PERCENT CLAY) TABLE 18-III-T•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORAN EDGE LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(70 PERCENT CLAY) |
| 89 | TABLE 18-III-U•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(30 PERCENT CLAY) TABLE 18-III-V•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(40 PERCENT CLAY) |
| 90 | TABLE 18-III-W•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(50 PERCENT CLAY) TABLE 18-III-X•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(60 PERCENT CLAY) |
| 91 | TABLE 18-III-Y•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(70 PERCENT CLAY) TABLE 18-III-Z•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(30 PERCENT CLAY) |
| 92 | TABLE 18-III-AA•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(40 PERCENT CLAY) TABLE 18-III-BB•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(50 PERCENT CLAY) |
| 93 | TABLE 18-III-CC•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(60 PERCENT CLAY) TABLE 18-III-DD•DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(70 PERCENT CLAY) |
| 94 | TABLE 18-III-EE•COMPARISON OF METHODS OF DETERMININGCATION EXCHANGE CAPACITY TABLE 18-III-FF•COMPARISON OF CLAY MINERAL DETERMINATION METHODS TABLE 18-III-GG SAMPLE VALUES CΔ |
| 95 | FIGURE 18-III-1•(1-C) VERSUS Asfy |
| 96 | FIGURE 18-III-2•UNCONFINED COMPRESSIVE STRENGTH VERSUSOVERCONSOLIDATED CORRECTION COEFFICIENT FIGURE 18-III-3•SLOPE OF NATURAL GROUND VERSUS SLOPE CORRECTION COEFFICIENT |
| 97 | FIGURE 18-III-4•CLIMATIC RATING (CW ) CHART |
| 98 | FIGURE 18-III-5-L or L′ VERSUS k |
| 99 | FIGURE 18-III-6•1-C VERSUS CANTILEVER LENGTH (lc) |
| 100 | FIGURE 18-III-7•1-C VERSUS MAXIMUM BEAM SPACING |
| 101 | FIGURE 18-III-8•PI VERSUS (1-C) |
| 102 | FIGURE 18-III-9•DETERMINING THE WEIGHTED PLASTICITY INDEX (PI) |
| 103 | FIGURE 18-III-10•SLAB SEGMENTS AND COMBINED |
| 104 | FIGURE 18-III-11•DESIGN RECTANGLES FOR SLABS OF IRREGULAR SHAPE |
| 105 | FIGURE 18-III-12•THORNTHWAITE MOISTURE INDEX DISTRIBUTION IN THE UNITED STATES |
| 106 | FIGURE 18-III-13-1•THORNTHWAITE MOISTURE INDEX DISTRIBUTION FOR TEXAS(20-YEAR AVERAGE, 1955-1974) |
| 107 | FIGURE 18-III-13-2•THORNTHWAITE MOISTURE INDEX DISTRIBUTION IN CALIFORNIA |
| 108 | FIGURE 18-III-14•APPROXIMATE RELATIONSHIP BETWEEN THORNTHWAITE INDEX AND MOISTURE VARIATION DISTANCE |
| 109 | FIGURE 18-III-15•CLAY TYPE CLASSIFICATION TO CATION EXCHANGEAND CLAY ACTIVITY RATIO AFTER PEARRING AND HOLT |
| 110 | FIGURE 18-III-16•VARIATION OF CONSTANT SOIL SUCTION WITH THORNTHWAITE INDEX |
| 111 | FIGURE 18-III-17•COMPARISON OF CLAY MINERAL DETERMINATION USINGATOMIC ABSORPTION AND CORRELATION EQUATIONS |
| 112 | CHAPTER 19 CONCRETE DIVISION I • GENERAL SECTION 1900 • GENERAL |
| 113 | DIVISION II SECTION 1901 • SCOPE SECTION 1902 • DEFINITIONS |
| 114 | SECTION 1903 • SPECIFICATIONS FOR TESTS ANDMATERIALS |
| 116 | SECTION 1904 • DURABILITY REQUIREMENTS |
| 117 | SECTION 1905 • CONCRETE QUALITY, MIXING ANDPLACING |
| 120 | SECTION 1906 • FORMWORK, EMBEDDED PIPESAND CONSTRUCTION JOINTS |
| 121 | SECTION 1907 • DETAILS OF REINFORCEMENT |
| 125 | SECTION 1908 • ANALYSIS AND DESIGN |
| 127 | SECTION 1909 • STRENGTH AND SERVICEABILITYREQUIREMENTS |
| 130 | SECTION 1910 • FLEXURE AND AXIAL LOADS |
| 136 | SECTION 1911 • SHEAR AND TORSION |
| 146 | SECTION 1912 • DEVELOPMENT AND SPLICES OFREINFORCEMENT |
| 151 | SECTION 1913 • TWO-WAY SLAB SYSTEMS |
| 156 | SECTION 1914 • WALLS |
| 157 | SECTION 1915 • FOOTINGS |
| 159 | SECTION 1916 • PRECAST CONCRETE |
| 161 | SECTION 1917 • COMPOSITE CONCRETE FLEXURAL MEMBERS |
| 162 | SECTION 1918 • PRESTRESSED CONCRETE |
| 166 | SECTION 1919 • SHELLS AND FOLDED PLATES |
| 168 | SECTION 1920 • STRENGTH EVALUATION OFEXISTING STRUCTURES |
| 169 | SECTION 1921 • REINFORCED CONCRETE STRUCTURES RESISTING FORCES INDUCED BYEARTHQUAKE MOTIONS |
| 180 | SECTION 1922 • STRUCTURAL PLAIN CONCRETE |
| 183 | DIVISION III•DESIGN STANDARD FOR ANCHORAGE TO CONCRETE SECTION 1923 • ANCHORAGE TO CONCRETE |
| 185 | DIVISION IV•DESIGN AND CONSTRUCTION STANDARD FOR SHOTCRETE SECTION 1924 • SHOTCRETE |
| 186 | DIVISION V•DESIGN STANDARD FOR REINFORCED GYPSUM CONCRETE SECTION 1925 • REINFORCED GYPSUM CONCRETE |
| 187 | DIVISION VI•ALTERNATE DESIGN METHOD SECTION 1926 • ALTERNATE DESIGN METHOD |
| 191 | DIVISION VII•UNIFIED DESIGN PROVISIONS SECTION 1927 • UNIFIED DESIGN PROVISIONS FORREINFORCED AND PRESTRESSED CONCRETEFLEXURAL AND COMPRESSION MEMBERS |
| 193 | DIVISION VIII•ALTERNATIVE LOAD-FACTOR COMBINATION AND STRENGTH REDUCTION FACTORS SECTION 1928 • ALTERNATIVE LOAD-FACTORCOMBINATION AND STRENGTH REDUCTIONFACTORS |
| 194 | TABLE 19-A-1•TOTAL AIR CONTENT FOR FROST-RESISTANT CONCRETE TABLE 19-A-2•REQUIREMENTS FOR SPECIAL EXPOSURE CONDITIONS TABLE 19-A-3•REQUIREMENTS FOR CONCRETE EXPOSED TO DEICING CHEMICALS TABLE 19-A-4•REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS |
| 195 | TABLE 19-A-5•MAXIMUM CHLORIDE ION CONTENT FOR CORROSION PROTECTION REINFORCEMENT TABLE 19-A-6•MODIFICATION FACTOR FOR STANDARD DEVIATION WHEN LESS THAN 30 TESTS ARE AVAILABLE TABLE 19-A-7•REQUIRED AVERAGE COMPRESSIVE STRENGTH WHEN DATAARE NOT AVAILABLE TO ESTABLISH A STANDARD DEVIATION TABLE 19-B•MINIMUM DIAMETERS OF BEND TABLE 19-C-1•MINIMUM THICKNESS OF NONPRESTRESSED BEAMSOR ONE-WAY SLABS UNLESS DEFLECTIONS ARE COMPUTED1 |
| 196 | TABLE 19-C-2•MAXIMUM PERMISSIBLE COMPUTED DEFLECTIONS TABLE 19-C-3•MINIMUM THICKNESS OF SLABS WITHOUT INTERIOR BEAMS TABLE 19-D•ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (Pounds) (Newtons)1,2,3 |
| 197 | TABLE 19-E•MINIMUM COMPRESSIVE STRENGTH AND MODULUS OF ELASTICITYAND OF RIGIDITY OF REINFORCED GYPSUM CONCRETE TABLE 19-F•ALLOWABLE UNIT WORKING STRESS REINFORCED GYPSUM CONCRETE TABLE 19-G•SHEAR ON ANCHOR BOLTS AND DOWELS•REINFORCED GYPSUM CONCRETE1 |
| 198 | FIGURE 19-1•MINIMUM EXTENSIONS FOR REINFORCEMENT IN SLABS WITHOUT BEAMS(See Section 1912.11.1 for reinforcement extension into supports.) |
| 199 | CHAPTER 20 LIGHTWEIGHT METALS DIVISION I•GENERAL SECTION 2001 • MATERIAL STANDARDS ANDSYMBOLS |
| 200 | SECTION 2002 • ALLOWABLE STRESSES FORMEMBERS AND FASTENERS |
| 201 | SECTION 2003 • DESIGN SECTION 2004 • FABRICATION AND ERECTION |
| 202 | TABLE 20-I-A•ALLOWABLE STRESSES FOR RIVETS TABLE 20-I-B•ALLOWABLE SHEAR STRESSES IN FILLET WELDS (ksi)(Shear stress is considered equal to the load divided by the throat area.) |
| 203 | TABLE 20-I-C•GENERAL FORMULAS FOR DETERMINING ALLOWABLE STRESSES |
| 204 | TABLE 20-I-C•GENERAL FORMULAS FOR DETERMINING ALLOWABLE STRESSES•(Continued) TABLE 20-I-D•FACTORS OF SAFETY FOR USE WITH ALUMINUMALLOWABLE STRESS SPECIFICATIONS TABLE 20-I-E•FORMULAS FOR BUCKLING CONSTANTSFor All Products Whose Temper Designation begins with -O, -H, -T1, -T2, -T3 or -T4 |
| 205 | TABLE 20-I-F•VALUES OF COEFFICIENTS kt and kc TABLE 20-I-G•FORMULAS FOR BUCKLING CONSTANTSFor all products whose temper designation begins with -T5, -T6, -T7, -T8 or -T9 |
| 206 | DIVISION II•DESIGN STANDARD FOR ALUMINUM STRUCTURES SECTION 2005 • SCOPE SECTION 2006 • MATERIALS SECTION 2007 • DESIGN SECTION 2008 • ALLOWABLE STRESSES SECTION 2009 • SPECIAL DESIGN RULES |
| 209 | SECTION 2010 • MECHANICAL CONNECTIONS |
| 210 | SECTION 2011 • FABRICATION |
| 211 | SECTION 2012 • WELDED CONSTRUCTION |
| 212 | SECTION 2013 • TESTING |
| 213 | TABLE 20-II-A•MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYSValues Are Given in Units of ksi (1,000 lb/in2) |
| 214 | TABLE 20-II-A•MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS•(Continued)Values Are Given in Units of ksi (1,000 lb/in2) |
| 215 | TABLE 20-II-B•MINIMUM MECHANICAL PROPERTIES FOR WELDED ALUMINUM ALLOYS1(Gas Tungsten Arc or Gas Metal Arc Welding with No Postweld Heat Treatment) |
| 216 | CHAPTER 21 MASONRY SECTION 2101 • GENERAL |
| 218 | SECTION 2102 • MATERIAL STANDARDS |
| 219 | SECTION 2103 • MORTAR AND GROUT |
| 220 | SECTION 2104 • CONSTRUCTION |
| 222 | SECTION 2105 • QUALITY ASSURANCE |
| 223 | SECTION 2106 • GENERAL DESIGN REQUIREMENTS |
| 227 | SECTION 2107 • WORKING STRESS DESIGN OFMASONRY |
| 232 | SECTION 2108 • STRENGTH DESIGN OF MASONRY |
| 238 | SECTION 2109 • EMPIRICAL DESIGN OF MASONRY |
| 240 | SECTION 2110 • GLASS MASONRY |
| 241 | SECTION 2111 • CHIMNEYS, FIREPLACES ANDBARBECUES |
| 242 | TABLE 21-A•MORTAR PROPORTIONS FOR UNIT MASONRY TABLE 21-B•GROUT PROPORTIONS BY VOLUME1 TABLE 21-C•GROUTING LIMITATIONS |
| 243 | TABLE 21-D•SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, (psi) BASED ONSPECIFYING THE COMPRESSIVE STRENGTH OF MASONRY UNITS TABLE 21-E-1•ALLOWABLE TENSION, Bt , FOR EMBEDDED ANCHORBOLTS FOR CLAY AND CONCRETE MASONRY, pounds1,2,3 |
| 244 | TABLE 21-E-2•ALLOWABLE TENSION, Bt , FOR EMBEDDED ANCHORBOLTS FOR CLAY AND CONCRETE MASONRY, pounds1,2 TABLE 21-F•ALLOWABLE SHEAR, Bv, FOR EMBEDDED ANCHORBOLTS FOR CLAY AND CONCRETE MASONRY, pounds1,2 TABLE 21-G•MINIMUM DIAMETERS OF BEND TABLE 21-H-1•RADIUS OF GYRATION1 FOR CONCRETE MASONRY UNITS2 |
| 245 | TABLE 21-H-2•RADIUS OF GYRATION1 FOR CLAY MASONRY UNIT LENGTH, 16 INCHES2 TABLE 21-H-3•RADIUS OF GYRATION1 FOR CLAY MASONRY UNIT LENGTH, 12 INCHES2 TABLE 21-I•ALLOWABLE FLEXURAL TENSION (psi) |
| 246 | TABLE 21-J•MAXIMUM NOMINAL SHEAR STRENGTH VALUES1,2 TABLE 21-K•NOMINAL SHEAR STRENGTH COEFFICIENT TABLE 21-L•SHEAR WALL SPACING REQUIREMENTS FOR EMPIRICAL DESIGN OF MASONRY TABLE 21-M•ALLOWABLE COMPRESSlVE STRESSES FOR EMPIRICAL DESIGN OF MASONRY |
| 247 | TABLE 21-N•ALLOWABLE SHEAR ON BOLTS FOR EMPIRICALLYDESIGNED MASONRY EXCEPT UNBURNED CLAY UNITS |
| 248 | TABLE 21-O•WALL LATERAL SUPPORT REQUIREMENTSFOR EMPIRICAL DESIGN OF MASONRY TABLE 21-P•THlCKNESS OF FOUNDATION WALLS FOR EMPIRICAL DESIGN OF MASONRY TABLE 21-Q•ALLOWABLE SHEAR ON BOLTS FOR MASONRY OF UNBURNED CLAY UNITS |
| 249 | CHAPTER 22 STEEL DIVISION I•GENERAL SECTION 2201 • SCOPE SECTION 2202 • STANDARDS OF QUALITY SECTION 2203 • MATERIAL IDENTIFICATION SECTION 2204 • DESIGN METHODS SECTION 2205 • DESIGN AND CONSTRUCTION PROVISIONS |
| 251 | DIVISION II•DESIGN STANDARD FOR LOAD AND RESISTANCE FACTORDESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS SECTION 2206 • ADOPTION SECTION 2207 • AMENDMENTS |
| 252 | DIVISION III•DESIGN STANDARD FOR SPECIFICATION FOR STRUCTURAL STEEL BUILDINGSALLOWABLE STRESS DESIGN AND PLASTIC DESIGN SECTION 2208 • ADOPTION SECTION 2209 • AMENDMENTS |
| 253 | DIVISION IV•SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS SECTION 2210 • AMENDMENTS |
| 255 | SECTION 2211 • ADOPTION |
| 258 | TABLE 2-1 Seismic Hazard Exposure Groups |
| 259 | TABLE 2-2 Seismic Performance Categories |
| 261 | TABLE 8-1 Limiting Width Thickness Ratios λp forCompression Elements |
| 267 | DIVISION V•SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGSFOR USE WITH ALLOWABLE STRESS DESIGN SECTION 2212 • GENERAL SECTION 2213 • SEISMIC PROVISIONS FORSTRUCTURAL STEEL BUILDINGS IN SEISMICZONES 3 AND 4 |
| 273 | SECTION 2214 • SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS IN SEISMICZONES 1 AND 2 |
| 276 | DIVISION VI•LOAD AND RESISTANCE FACTORDESIGN SPECIFICATION FOR COLD-FORMED STEEL STRUCTURAL MEMBERS SECTION 2215 • ADOPTION SECTION 2216 • AMENDMENTS |
| 277 | DIVISION VII•SPECIFICATION FOR DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS SECTION 2217 • ADOPTION SECTION 2218 • AMENDMENTS |
| 278 | DIVISION VIII•LATERAL RESISTANCE FOR STEEL STUD WALL SYSTEMS SECTION 2219 • GENERAL SECTION 2220 • SPECIAL REQUIREMENTS INSEISMIC ZONES 3 AND 4 |
| 279 | TABLE 22-VIII-A•NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOTFOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL1,2 TABLE 22-VIII-B•NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMEDWITH COLD-FORMED STEEL STUDS AND FACED WITH GYPSUM WALLBOARD1,2 TABLE 22-VIII-C•NOMINAL SHEAR VALUES FOR SEISMIC FORCES IN POUNDS PER FOOTFOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDS1,2 |
| 280 | DIVISION IX•OPEN WEB STEEL JOISTS SECTION 2221 • ADOPTION |
| 281 | DIVISION X•DESIGN STANDARD FOR STEEL STORAGE RACKS SECTION 2222 • GENERAL PROVISIONS |
| 282 | SECTION 2223 • DESIGN PROCEDURES ANDDIMENSIONAL LIMITATIONS SECTION 2224 • ALLOWABLE STRESSES ANDEFFECTIVE WIDTHS SECTION 2225 • PALLET AND STACKER-RACKBEAMS SECTION 2226 • FRAME DESIGN SECTION 2227 • CONNECTIONS AND BEARINGPLATES SECTION 2228 • LOADS |
| 283 | SECTION 2229 • SPECIAL RACK DESIGN PROVISIONS |
| 284 | DIVISION XI•DESIGN STANDARD FOR STRUCTURAL APPLICATIONS OF STEEL CABLES FOR BUILDINGS SECTION 2230 • ADOPTION |
| 285 | CHAPTER 23 WOOD DIVISION I•GENERAL DESIGN REQUIREMENTS SECTION 2301 • GENERAL SECTION 2302 • DEFINITIONS |
| 286 | SECTION 2303 • STANDARDS OF QUALITY SECTION 2304 • MINIMUM QUALITY |
| 287 | SECTION 2305 • DESIGN AND CONSTRUCTION REQUIREMENTS |
| 288 | DIVISION II•GENERAL REQUIREMENTS SECTION 2306 • DECAY AND TERMITE PROTECTION |
| 289 | SECTION 2307 • WOOD SUPPORTING MASONRYOR CONCRETE SECTION 2308 • WALL FRAMING SECTION 2309 • FLOOR FRAMING SECTION 2310 • EXTERIOR WALL COVERINGS |
| 290 | SECTION 2311 • INTERIOR PANELING SECTION 2312 • SHEATHING SECTION 2313 • MECHANICALLY LAMINATEDFLOORS AND DECKS SECTION 2314 • POST-BEAM CONNECTIONS |
| 291 | SECTION 2315 • WOOD SHEAR WALLS AND DIAPHRAGMS |
| 293 | TABLE 23-II-A-1•EXPOSED PLYWOOD PANEL SIDING TABLE 23-II-A-2•ALLOWABLE SPANS FOR EXPOSED PARTICLEBOARD PANEL SIDING |
| 294 | TABLE 23-II-B-1•NAILING SCHEDULE |
| 295 | TABLE 23-II-B-2•WOOD STRUCTURAL PANEL ROOF SHEATHING NAILING SCHEDULE1 ROOF FASTENING ZONES |
| 296 | TABLE 23-II-C•HARDBOARD SIDING TABLE 23-II-D-1•ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHING1, 2 TABLE 23-II-D-2•SHEATHING LUMBER SHALL MEET THE FOLLOWINGMINIMUM GRADE REQUIREMENTS: BOARD GRADE |
| 297 | TABLE 23-II-E-1•ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATHING AND SINGLE-FLOOR GRADESCONTINUOUS OVER TWO OR MORE SPANS WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS1,2 TABLE 23-II-E-2•ALLOWABLE LOAD (PSF) FOR WOOD STRUCTURAL PANEL ROOF SHEATHING CONTINUOUSOVER TWO OR MORE SPANS AND STRENGTH AXIS PARALLEL TO SUPPORTS(Plywood structural panels are five-ply, five-layer unless otherwise noted.)1,2 |
| 298 | TABLE 23-II-F-1•ALLOWABLE SPAN FOR WOOD STRUCTURAL PANEL COMBINATION SUBFLOOR-UNDERLAYMENT(SINGLE FLOOR)1,2 Panels Continuous over Two or More Spans and Strength Axis Perpendicular to Supports TABLE 23-II-F-2•ALLOWABLE SPANS FOR PARTICLEBOARD SUBFLOOR AND COMBINED SUBFLOOR-UNDERLAYMENT1,2 TABLE 23-II-G•MAXIMUM DIAPHRAGM DIMENSION RATIOS |
| 299 | TABLE 23-II-H•ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HORIZONTAL WOOD STRUCTURAL PANELDIAPHRAGMS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE1 |
| 300 | TABLE 23-II-I-1•ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR WOOD STRUCTURAL PANELSHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE1,2,3 TABLE 23-II-I-2•ALLOWABLE SHEAR IN POUNDS PER FOOT FOR PARTICLEBOARDSHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE1,2,3 |
| 301 | TABLE 23-II-J•ALLOWABLE SHEARS FOR WIND OR SEISMIC LOADING ONVERTICAL DIAPHRAGMS OF FIBERBOARD SHEATHING BOARD CONSTRUCTIONFOR TYPE V CONSTRUCTION ONLY1 TABLE 23-II-K•WOOD SHINGLE AND SHAKE SIDE WALL EXPOSURES |
| 302 | FIGURE 23-II-1•GENERAL DEFINITION OF SHEAR WALL HEIGHT TO WIDTH RATIO |
| 303 | DIVISION III•DESIGN SPECIFICATIONS FOR ALLOWABLE STRESS DESIGN OF WOOD BUILDINGS SECTION 2316 • DESIGN SPECIFICATIONS TABLE 2.3.2•LOAD DURATION FACTORS, CD |
| 306 | SECTION 2317 • PLYWOOD STRUCTURAL PANELS SECTION 2318 • TIMBER CONNECTORS ANDFASTENERS SECTION 2319 • WOOD SHEAR WALLS AND DIAPHRAGMS |
| 307 | TABLE 23-III-A•ALLOWABLE UNIT STRESSES FOR CONSTRUCTION AND INDUSTRIAL SOFTWOOD PLYWOOD |
| 308 | TABLE 23-III-B-1•BOLT DESIGN VALUES (Z) FOR SINGLE SHEAR (Two Member) CONNECTIONS1,2,3 |
| 309 | TABLE 23-III-C-1•BOX NAIL DESIGN VALUES (Z) FOR SINGLE SHEAR (Two Member) CONNECTIONS1,2,3 |
| 310 | TABLE 23-III-C-2•COMMON WIRE NAIL DESIGN VALUES (Z) FOR SINGLE SHEAR (Two Member) CONNECTIONS1,2,3 TABLE 23-III-D•NAIL AND SPIKE WITHDRAWAL DESIGN VALUES (W)1,2 |
| 311 | DIVISION IV•CONVENTIONAL LIGHT-FRAME CONSTRUCTION SECTION 2320 • CONVENTIONAL LIGHT-FRAME CONSTRUCTION DESIGN PROVISIONS |
| 316 | TABLE 23-IV-A•ALLOWABLE SPANS FOR 2-INCH (51 mm) TONGUE-AND-GROOVE DECKING TABLE 23-IV-B•SIZE, HEIGHT AND SPACING OF WOOD STUDS |
| 317 | TABLE 23-IV-C-1•BRACED WALL PANELS1 TABLE 23-IV-C-2•CRIPPLE WALL BRACING |
| 318 | TABLE 23-IV-D-1•WOOD STRUCTURAL PANEL WALL SHEATHING1 TABLE 23-IV-D-2•ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHING1 |
| 319 | TABLE 23-IV-J-1•FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 320 | TABLE 23-IV-J-2•FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 321 | TABLE 23-IV-J-3•CEILING JOISTS WITH L/240 DEFLECTION LIMITS |
| 322 | TABLE 23-IV-J-4•CEILING JOISTS WITH L/240 DEFLECTION LIMITS |
| 323 | TABLE 23-IV-R-1•RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 324 | TABLE 23-IV-R-2•RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 325 | TABLE 23-IV-R-3•RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 326 | TABLE 23-IV-R-4•RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 327 | TABLE 23-IV-R-5•RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 328 | TABLE 23-IV-R-6•RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 329 | TABLE 23-IV-R-7•RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 330 | TABLE 23-IV-R-8•RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 331 | TABLE 23-IV-R-9•RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 332 | TABLE 23-IV-R-10•RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 333 | TABLE 23-IV-R-11•RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 334 | TABLE 23-IV-R-12•RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 335 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER |
| 336 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 337 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 338 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 339 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 340 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 341 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 342 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 343 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 344 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 345 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 346 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 347 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 348 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 349 | TABLE 23-IV-V-1•VALUES FOR JOISTS AND RAFTERS•VISUALLY GRADED LUMBER•(Continued) |
| 350 | TABLE 23-IV-V-2•VALUES FOR JOISTS AND RAFTERS•MECHANICALLY GRADED LUMBER |
| 351 | DIVISION V•DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS SECTION 2321 • METAL PLATE CONNECTED WOODTRUSS DESIGN |
| 352 | DIVISION VI•DESIGN STANDARD FOR STRUCTURAL GLUED BUILT-UP MEMBERS•PLYWOOD COMPONENTS SECTION 2322 • PLYWOOD STRESSED SKINPANELS SECTION 2323 • PLYWOOD CURVED PANELS |
| 354 | SECTION 2324 • PLYWOOD BEAMS |
| 356 | SECTION 2325 • PLYWOOD SANDWICH PANELS |
| 357 | SECTION 2326 • FABRICATION OF PLYWOOD COMPONENTS |
| 361 | SECTION 2327 • ALL-PLYWOOD BEAMS |
| 364 | TABLE 23-VI-A•BASIC SPACING TABLE 23-VI-B•LENGTH OF SPLICE PLATES TABLE 23-VI-C•ALLOWABLE PLYWOOD TENSION STRESS FOR BUTT JOINT SPLICE1 TABLE 23-VI-D•BRACING FOR DEEP NARROW BEAM |
| 365 | TABLE 23-VI-E•AREA REDUCTION FACTORS TABLE 23-VI-F•WEB STIFFENER SPACING TABLE 23-VI-G•DRY SHEAR STRENGTH STRESS REQUIREMENTS1 TABLE 23-VI-H•DRY TENSION STRESS |
| 366 | FIGURE 23-VI-1•STAPLE SPACING FOR PLYWOOD WEBS, FLANGES, SPLICE PLATES AND STIFFENERS |
| 367 | FIGURE 23-VI-1•STAPLE SPACING FOR PLYWOOD WEBS, FLANGES, SPLICE PLATES AND STIFFENERS•(Continued) |
| 368 | FIGURE 23-VI-1•STAPLE SPACING FOR PLYWOOD WEBS, FLANGES, SPLICE PLATES AND STIFFENERS•(Continued) |
| 369 | DIVISION VII•DESIGN STANDARD FOR SPAN TABLES FOR JOISTS AND RAFTERS SECTION 2328 • SPAN TABLES FOR JOISTS ANDRAFTERS SECTION 2329 • DESIGN CRITERIA FOR JOISTSAND RAFTERS SECTION 2330 • LUMBER STRESSES SECTION 2331 • MOISTURE CONTENT SECTION 2332 • LUMBER SIZE SECTION 2333 • SPAN TABLES FOR JOISTS ANDRAFTERS |
| 370 | TABLE 23-VII-J-1•FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 371 | TABLE 23-VII-J-2•FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 372 | TABLE 23-VII-J-3•FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 373 | TABLE 23-VII-J-4•FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 374 | TABLE 23-VII-R-1•RAFTERS WITH L/240 DEFLECTION LIMITS |
| 375 | TABLE 23-VII-R-2•RAFTERS WITH L/240 DEFLECTION LIMITS |
| 376 | TABLE 23-VII-R-3•RAFTERS WITH L/240 DEFLECTION LIMITS |
| 377 | TABLE 23-VII-R-4•RAFTERS WITH L/240 DEFLECTION LIMITS |
| 378 | TABLE 23-VII-R-5•RAFTERS WITH L/240 DEFLECTION LIMITS |
| 379 | TABLE 23-VII-R-6•RAFTERS WITH L/240 DEFLECTION LIMITS |
| 380 | TABLE 23-VII-R-7•RAFTERS WITH L/180 DEFLECTION LIMITS |
| 381 | TABLE 23-VII-R-8•RAFTERS WITH L/180 DEFLECTION LIMITS |
| 382 | TABLE 23-VII-R-9•RAFTERS WITH L/180 DEFLECTION LIMITS |
| 383 | TABLE 23-VII-R-10•RAFTERS WITH L/180 DEFLECTION LIMITS |
| 384 | TABLE 23-VII-R-11•RAFTERS WITH L/180 DEFLECTION LIMITS |
| 385 | TABLE 23-VII-R-12•RAFTERS WITH L/180 DEFLECTION LIMITS |
| 386 | DIVISION VIII•DESIGN STANDARD FOR PLANK-AND-BEAM FRAMING SECTION 2334 • SCOPE SECTION 2335 • DEFINITION SECTION 2336 • DESIGN |
| 387 | TABLE 23-VIII-A•2-INCH (51 mm) PLANK•REQUIRED MINIMUM f AND E LIVE LOAD: 20, 30 AND 40 POUNDSPER SQUARE FOOT (0.96, 1.44 and 1.92 kN/m2) WITHOUT PLASTERED CEILING BELOW |
| 388 | TABLE 23-VIII-B•ROOF BEAMS•LIVE LOAD 20 POUNDS PER SQUARE FOOT (0.96 kN/m2)•DEFLECTION LIMITATION L/240 (not for support of plaster) |
| 389 | TABLE 23-VIII-C•ROOF BEAMS•LIVE LOAD 30 POUNDS PER SQUARE FOOT (1.44 kN/m2)•DEFLECTION LIMITATION L/240 (not for support of plaster) |
| 390 | TABLE 23-VIII-D•ROOF AND FLOOR BEAMS•LIVE LOAD 40 POUNDS PER SQUARE FOOT (1.92 kN/m2)•DEFLECTION LIMITATION L/360 (not for support of plaster) |
| 391 | EXCERPTS FROM CHAPTER 24 GLASS AND GLAZING SECTION 2409 • SLOPED GLAZING ANDSKYLIGHTS TABLE 24-A•ADJUSTMENT FACTORS•RELATIVE RESISTANCE TO WIND LOADS |
| 392 | GRAPH 24-1•MAXIMUM ALLOWABLE AREA OF GLASS1 |
| 393 | EXCERPTS FROM CHAPTER 25 GYPSUM BOARD AND PLASTER SECTION 2513 • SHEAR-RESISTING CONSTRUCTION WITH WOOD FRAME |
| 394 | TABLE 25-I•ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR VERTICAL DIAPHRAGMS OFLATH AND PLASTER OR GYPSUM BOARD FRAME WALL ASSEMBLIES1 CHAPTERS 26-34 |
| 395 | EXCERPTS FROM CHAPTER 35 UNIFORM BUILDING CODE STANDARDS SECTION 3501 • UBC STANDARDS SECTION 3502 • ADOPTED STANDARDS SECTION 3503 • STANDARD OF DUTY SECTION 3504 • RECOGNIZED STANDARDS |
| 399 | APPENDIX CHAPTER 16 STRUCTURAL FORCES DIVISION I•SNOW LOAD DESIGN SECTION 1637 • GENERAL SECTION 1638 • NOTATIONS SECTION 1639 • GROUND SNOW LOADS SECTION 1640 • ROOF SNOW LOADS |
| 400 | SECTION 1641 • UNBALANCED SNOW LOADS,GABLE ROOFS SECTION 1642 • UNBALANCED SNOW LOAD FORCURVED ROOFS SECTION 1643 • SPECIAL EAVE REQUIREMENTS SECTION 1644 • DRIFT LOADS ON LOWER ROOFS,DECKS AND ROOF PROJECTIONS |
| 401 | SECTION 1645 • RAIN ON SNOW SECTION 1646 • DEFLECTIONS SECTION 1647 • IMPACT LOADS SECTION 1648 • VERTICAL OBSTRUCTIONS TABLE A-16-A•SNOW EXPOSURE COEFFICIENT (Ce)1,2 TABLE A-16-B•VALUES FOR OCCUPANCY IMPORTANCE FACTOR I |
| 402 | FIGURE A-16-1•GROUND SNOW LOAD, Pg, FOR 50-YEAR MEANRECURRENCE INTERVAL FOR THE WESTERN UNITED STATES |
| 403 | FIGURE A-16-2•GROUND SNOW LOAD, Pg, FOR 50-YEAR MEANRECURRENCE INTERVAL FOR THE CENTRAL UNITED STATES |
| 404 | FIGURE A-16-3•GROUND SNOW LOAD, Pg, FOR 50-YEAR MEANRECURRENCE INTERVAL FOR THE EASTERN UNITED STATES |
| 405 | FIGURE A-16-4•DRIFTING SNOW ON LOW ROOFS AND DECKS FIGURE A-16-5•DRIFTING SNOW ONTO ADJACENT LOW STRUCTURES FIGURE A-16-6•ADDITIONAL SURCHARGE DUE TO SLIDING SNOW |
| 406 | FIGURE A-16-7•SNOW DRIFTING AT ROOF PROJECTIONS FIGURE A-16-8•INTERSECTING SNOW DRIFTS |
| 407 | FIGURE A-16-9•DETERMINATION OF hd FIGURE A-16-10•OVERHANG LOADS |
| 408 | FIGURE A-16-11•VALLEY COEFFICIENT, Cv |
| 409 | FIGURE A-16-12•VALLEY DESIGN COEFFICIENTS, Cv |
| 410 | FIGURE A-16-13•VALLEY DESIGN COEFFICIENTS, Cv |
| 411 | FIGURE A-16-14•ICE SPLITTER•PLAN VIEW |
| 412 | DIVISION II•EARTHQUAKE RECORDING INSTRUMENTATION SECTION 1649 • GENERAL SECTION 1650 • LOCATION SECTION 1651 • MAINTENANCE SECTION 1652 • INSTRUMENTATION OF EXISTINGBUILDINGS |
| 413 | DIVISION III•SEISMIC ZONE TABULATION SECTION 1653 • FOR AREAS OUTSIDE THE UNITEDSTATES |
| 417 | DIVISION IV•EARTHQUAKE REGULATIONS FORSEISMIC-ISOLATED STRUCTURES SECTION 1654 • GENERAL SECTION 1655 • DEFINITIONS SECTION 1656 • SYMBOLS AND NOTATIONS |
| 419 | SECTION 1657 • CRITERIA SELECTION SECTION 1658 • STATIC LATERAL RESPONSEPROCEDURE |
| 421 | SECTION 1659 • DYNAMIC LATERAL-RESPONSEPROCEDURE |
| 422 | SECTION 1660 • LATERAL LOAD ON ELEMENTSOF STRUCTURES AND NONSTRUCTURALCOMPONENTS SUPPORTED BY STRUCTURES |
| 423 | SECTION 1661 • DETAILED SYSTEMS REQUIREMENTS |
| 424 | SECTION 1662 • NONBUILDING STRUCTURES SECTION 1663 • FOUNDATIONS SECTION 1664 • DESIGN AND CONSTRUCTIONREVIEW SECTION 1665 • REQUIRED TESTS OF ISOLATIONSYSTEM |
| 426 | TABLE A-16-C•DAMPING COEFFICIENTS, BD AND BM TABLE A-16-D•MAXIMUM CAPABLE EARTHQUAKE RESPONSE COEFFICIENT, MM TABLE A-16-E•STRUCTURAL SYSTEMS ABOVE THE ISOLATION INTERFACE1 |
| 427 | TABLE A-16-E•STRUCTURAL SYSTEMS ABOVE THE ISOLATION INTERFACE1•(Continued) TABLE A-16-F•SEISMIC COEFFICIENT, CAM1 |
| 428 | TABLE A-16-G•SEISMIC COEFFICIENT, CVM1 |
| 429 | APPENDIX CHAPTER 18 WATERPROOFlNG AND DAMPPROOFlNG FOUNDATIONS SECTION 1820 • SCOPE SECTION 1821 • GROUNDWATER TABLEINVESTIGATION SECTION 1822 • DAMPPROOFING REQUIRED SECTION 1823 • FLOOR DAMPPROOFING SECTION 1824 • WALL DAMPPROOFING SECTION 1825 • OTHER DAMPPROOFINGREQUIREMENTS SECTION 1826 • WATERPROOFING REQUIRED |
| 430 | SECTION 1827 • FLOOR WATERPROOFING SECTION 1828 • WALL WATERPROOFING SECTION 1829 • OTHER DAMPPROOFING ANDWATERPROOFING REQUIREMENTS |
| 431 | APPENDIX CHAPTER 19 PROTECTION OF RESIDENTIAL CONCRETEEXPOSED TO FREEZING AND THAWING SECTION 1928 • GENERAL TABLE A-19-A•MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE1 |
| 432 | FIGURE A-19-1•WEATHERING REGIONS FOR RESIDENTIAL CONCRETE |
| 433 | APPENDIX CHAPTER 21 PRESCRIPTIVE MASONRY CONSTRUCTION IN HIGH-WIND AREAS SECTION 2112 • GENERAL |
| 435 | TABLE A-21-A-1•EXTERIOR FOUNDATION REQUIREMENTS FORMASONRY BUILDINGS WITH 6- AND 8-INCH-THICK WALLS |
| 436 | TABLE A-21-A-2•INTERIOR FOUNDATION REQUIREMENTS FORMASONRY BUILDINGS WITH 6- AND 8-INCH-THICK WALLS |
| 437 | TABLE A-21-B•VERTICAL REINFORCEMENT AND TOP RESTRAINT FOR VARIOUSHEIGHTS OF BASEMENT AND OTHER BELOW-GRADE WALLS |
| 438 | TABLE A-21-C-1•VERTICAL REINFORCING STEEL REQUIREMENTS FOR 6-INCH-THICK (153 mm)MASONRY WALLS1 IN AREAS WHERE BASIC WIND SPEEDS ARE 80 MILES PER HOUR (129 km/h)OR GREATER2,3,4,5 |
| 439 | TABLE A-21-C-2•VERTICAL REINFORCING STEEL REQUIREMENTS FOR 8-INCH-THICK (203 mm)MASONRY WALLS1 IN AREAS WHERE BASIC WIND SPEEDS ARE 80 MILESPER HOUR (129 km/h) OR GREATER2,3,4,5 |
| 440 | TABLE A-21-C-3•VERTICAL REINFORCING STEEL REQUIREMENTS FOR 8-INCH-THICK (203 mm)MASONRY WALLS1 IN AREAS WHERE BASIC WIND SPEEDS ARE 80 MILESPER HOUR (129 km/h) OR GREATER2,3,4,5 |
| 441 | TABLE A-21-C-4•VERTICAL REINFORCING STEEL REQUIREMENTS FOR 8-INCH-THICK (203 mm)MASONRY WALLS1 IN AREAS WHERE BASIC WIND SPEEDS ARE 80 MILESPER HOUR (129 km/h) OR GREATER2,3,4,5 |
| 442 | TABLE A-21-C-5•VERTICAL REINFORCING STEEL REQUIREMENTS FOR 8-INCH-THICK (203 mm)MASONRY WALLS1 IN AREAS WHERE BASIC WIND SPEEDS ARE 80 MILESPER HOUR (129 km/h) OR GREATER2,3,4,5 |
| 443 | TABLE A-21-D•ANCHORAGE OF WOOD MEMBERS TO EXTERIOR WALLS FOR VERTICAL AND UPLIFT FORCES |
| 444 | TABLE A-21-E•LINTEL REINFORCEMENT OVER EXTERIOR OPENINGS1,2•WOOD AND STEEL FRAMING3[Lintels larger than 12 feet 0 inch (3658 mm) shall be designed.]48-INCH (203 mm) MASONRY UNITS5 |
| 445 | TABLE A-21-F•MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4 |
| 446 | TABLE A-21-F•MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4•(Part I Continued) |
| 447 | TABLE A-21-F•MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4•(Continued) |
| 448 | TABLE A-21-F•MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4•(Part II Continued) |
| 449 | TABLE A-21-G•MINIMUM WALL CONNECTION REQUIREMENTS IN HIGH-WIND AREASPrecast Hollow-core Plank Floors and Roofs TABLE A-21-H•MINIMUM HOLD-DOWN REQUIREMENTS IN HIGH-WIND AREASSteel Floors and Roofs TABLE A-21-I•DIAGONAL BRACING REQUIREMENTSFOR GABLE-END WALL1,2 ROOF PITCH 3:12 to 5:12 |
| 450 | FIGURE A-21-1•VARIOUS DETAILS OF FOOTINGS(See Tables A-21-A-1 and A-21-A-2 for widths.) |
| 451 | FIGURE A-21-1•VARIOUS DETAILS OF FOOTINGS•(Continued)(See Tables A-21-A-1 and A-21-A-2 for widths.) |
| 452 | FIGURE A-21-1•VARIOUS DETAILS OF FOOTINGS•(Continued)(See Tables A-21-A-1 and A-21-A-2 for widths.) |
| 453 | FIGURE A-21-2•MINIMUM MASONRY WALL REQUIREMENTS IN SEISMIC ZONE 2 |
| 454 | FIGURE A-21-3•BELOW-GRADE WALL AND DRAINAGE DETAILS |
| 455 | FIGURE A-21-4•HOLLOW-MASONRY UNIT FOUNDATION WALL•WOOD FLOOR |
| 456 | FIGURE A-21-5•PLACEMENT OF REINFORCEMENT FIGURE A-21-6•VARIOUS CONNECTIONS OF FLOORS TO BASEMENT WALLS |
| 457 | FIGURE A-21-6•VARIOUS CONNECTIONS OF FLOORS TO BASEMENT WALLS•(Continued) |
| 458 | FIGURE A-21-7•VARIOUS DETAILS ASSOCIATEDWITH TABLE A-21-D (Uplift Resistance) |
| 459 | FIGURE A-21-7•VARIOUS DETAILS ASSOCIATEDWITH TABLE A-21-D (Uplift Resistance)•(Continued) |
| 460 | FIGURE A-21-7•VARIOUS DETAILS ASSOCIATED WITH TABLE A-21-D (Uplift Resistance)•(Continued) |
| 461 | FIGURE A-21-7•VARIOUS DETAILS ASSOCIATED WITH TABLE A-21-D (Uplift Resistance)•(Continued) |
| 462 | FIGURE A-21-7•VARIOUS DETAILS ASSOCIATED WITH TABLE A-21-D (Uplift Resistance)•(Continued) |
| 463 | FIGURE A-21-8•CONTINUOUS LOAD PATH |
| 464 | FIGURE A-21-8•CONTINUOUS LOAD PATH•(Continued) |
| 465 | FIGURE A-21-9•SPACING AND LENGTHS OF SHEAR WALLS |
| 466 | FIGURE A-21-10•SPACING OF STEEL REINFORCING WIRE |
| 467 | FIGURE A-21-11•FLOOR-TO-WALL CONNECTION DETAILS |
| 468 | FIGURE A-21-12•ROOF-TO-WALL CONNECTION DETAILS |
| 469 | FIGURE A-21-13•VARIOUS TYPES OF WALL CONNECTIONS |
| 470 | FIGURE A-21-13•VARIOUS TYPES OF WALL CONNECTIONS•(Continued) |
| 471 | FIGURE A-21-14•EXTERIOR WALL DETAILS |
| 472 | FIGURE A-21-15•INTERIOR WALL DETAILS FIGURE A-21-16•FLOOR DETAILS |
| 474 | FIGURE A-21-17•DIAGONAL BRACING OF GABLE-END WALL1 |
| 475 | FIGURE A-21-18•ALTERNATE HORIZONTAL BRACING OF GABLE-END WALL |
| 476 | APPENDIX CHAPTER 23 CONVENTIONAL LIGHT-FRAME CONSTRUCTION IN HIGH-WIND AREAS SECTION 2337 • GENERAL |
| 478 | TABLE A-23-A•WALL SHEATHING AT EXTERIOR WALLS ANDINTERIOR MAIN CROSS-STUD PARTITIONS1 TABLE A-23-B•ROOF AND FLOOR ANCHORAGE AT EXTERIOR WALLS |
| 479 | TABLE A-23-C•RIDGE TIE-STRAP NAILING1 FIGURE A-23-1•COMPLETE LOAD PATH DETAILS |
| 480 | FIGURE A-23-1•COMPLETE LOAD PATH DETAILS•(Continued) |
| 481 | UNIT CONVERSION TABLES |
| 482 | CONVERSION FACTORS |
| 483 | CONVERSION FACTORS•(Continued) |
| 484 | GAGE CONVERSION TABLE |
| 485 | INDEX |
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ICC UniformBuildingCode Vol2 1994
Uniform Building Code – Volume 2 Published By Publication Date Number of Pages ICC 1994…
