ICC UniformBuildingCode Vol2 1997
$34.38
Uniform Building Code – Volume 2
| Published By | Publication Date | Number of Pages |
| ICC | 1997 | 502 |
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PDF Catalog
| 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 Iâ˘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 IIâ˘SNOW LOADS SECTION 1614 ⢠SNOW LOADS |
| 24 | DIVISION IIIâ˘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 IVâ˘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 Vâ˘SOIL PROFILE TYPES SECTION 1636 ⢠SITE CATEGORIZATION PROCEDURE |
| 42 | TABLE 16-Aâ˘UNIFORM AND CONCENTRATED LOADS |
| 43 | TABLE 16-Bâ˘SPECIAL LOADS1 |
| 44 | TABLE 16-Câ˘MINIMUM ROOF LIVE LOADS1 TABLE 16-Dâ˘MAXIMUM ALLOWABLE DEFLECTION FOR STRUCTURAL MEMBERS1 TABLE 16-Eâ˘VALUE OF â˘K⢠|
| 45 | TABLE 16-Fâ˘WIND STAGNATION PRESSURE (qs) AT STANDARD HEIGHT OF 33 FEET (10 058 mm) TABLE 16-Gâ˘COMBINED HEIGHT, EXPOSURE AND GUST FACTOR COEFFICIENT (Ce)1 |
| 46 | TABLE 16-Hâ˘PRESSURE COEFFICIENTS (Cq) |
| 47 | TABLE 16-Iâ˘SEISMIC ZONE FACTOR Z TABLE 16-Jâ˘SOIL PROFILE TYPES TABLE 16-Kâ˘OCCUPANCY CATEGORY |
| 48 | TABLE 16-Lâ˘VERTICAL STRUCTURAL IRREGULARITIES TABLE 16-Mâ˘PLAN STRUCTURAL IRREGULARITIES |
| 49 | TABLE 16-Nâ˘STRUCTURAL SYSTEMS1 |
| 50 | TABLE 16-Oâ˘HORIZONTAL FORCE FACTORS, aP AND Rp |
| 51 | FOOTNOTES TO TABLE 16-Oâ˘(Continued) TABLE 16-P-R AND Ίo FACTORS FOR NONBUILDING STRUCTURES TABLE 16-Qâ˘SEISMIC COEFFICIENT Ca |
| 52 | TABLE 16-Râ˘SEISMIC COEFFICIENT Cv TABLE 16-Sâ˘NEAR-SOURCE FACTOR Na1 TABLE 16-Tâ˘NEAR-SOURCE FACTOR Nv1 TABLE 16-Uâ˘SEISMIC SOURCE TYPE1 |
| 53 | FIGURE 16-1â˘MINIMUM BASIC WIND SPEEDS IN MILES PER HOUR (Ă 1.61 for km/h) |
| 54 | FIGURE 16-2â˘SEISMIC ZONE MAP OF THE UNITED STATES For areas outside of the United States, see Appendix Chapter 16. |
| 55 | FIGURE 16-3â˘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 Iâ˘GENERAL SECTION 1801 ⢠SCOPE SECTION 1802 ⢠QUALITY AND DESIGN SECTION 1803 ⢠SOIL CLASSIFICATIONâ˘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 CONSTRUCTIONâ˘SEISMIC ZONES 3 AND 4 |
| 65 | TABLE 18-I-Aâ˘ALLOWABLE FOUNDATION AND LATERAL PRESSURE TABLE 18-I-Bâ˘CLASSIFICATION OF EXPANSIVE SOIL TABLE 18-I-Câ˘FOUNDATIONS FOR STUD BEARING WALLSâ˘MINIMUM REQUIREMENTS1,2,3 |
| 66 | FIGURE 18-I-1â˘SETBACK DIMENSIONS |
| 67 | DIVISION IIâ˘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 IIIâ˘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-Aâ˘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-Bâ˘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-Câ˘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-Dâ˘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-Eâ˘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-Fâ˘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-Gâ˘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-Hâ˘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-Iâ˘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-Jâ˘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-Kâ˘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-Lâ˘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-Mâ˘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-Nâ˘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-Oâ˘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-Pâ˘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-Qâ˘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-Râ˘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-Sâ˘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-Tâ˘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-Uâ˘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-Vâ˘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-Wâ˘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-Xâ˘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-Yâ˘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-Zâ˘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-AAâ˘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-BBâ˘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-CCâ˘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-DDâ˘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-EEâ˘COMPARISON OF METHODS OF DETERMININGCATION EXCHANGE CAPACITY TABLE 18-III-FFâ˘COMPARISON OF CLAY MINERAL DETERMINATION METHODS TABLE 18-III-GG SAMPLE VALUES CÎ |
| 95 | FIGURE 18-III-1â˘(1-C) VERSUS Asfy |
| 96 | FIGURE 18-III-2â˘UNCONFINED COMPRESSIVE STRENGTH VERSUSOVERCONSOLIDATED CORRECTION COEFFICIENT FIGURE 18-III-3â˘SLOPE OF NATURAL GROUND VERSUS SLOPE CORRECTION COEFFICIENT |
| 97 | FIGURE 18-III-4â˘CLIMATIC RATING (CW ) CHART |
| 98 | FIGURE 18-III-5-L or LⲠVERSUS k |
| 99 | FIGURE 18-III-6â˘1-C VERSUS CANTILEVER LENGTH (lc) |
| 100 | FIGURE 18-III-7â˘1-C VERSUS MAXIMUM BEAM SPACING |
| 101 | FIGURE 18-III-8â˘PI VERSUS (1-C) |
| 102 | FIGURE 18-III-9â˘DETERMINING THE WEIGHTED PLASTICITY INDEX (PI) |
| 103 | FIGURE 18-III-10â˘SLAB SEGMENTS AND COMBINED |
| 104 | FIGURE 18-III-11â˘DESIGN RECTANGLES FOR SLABS OF IRREGULAR SHAPE |
| 105 | FIGURE 18-III-12â˘THORNTHWAITE MOISTURE INDEX DISTRIBUTION IN THE UNITED STATES |
| 106 | FIGURE 18-III-13-1â˘THORNTHWAITE MOISTURE INDEX DISTRIBUTION FOR TEXAS(20-YEAR AVERAGE, 1955-1974) |
| 107 | FIGURE 18-III-13-2â˘THORNTHWAITE MOISTURE INDEX DISTRIBUTION IN CALIFORNIA |
| 108 | FIGURE 18-III-14â˘APPROXIMATE RELATIONSHIP BETWEEN THORNTHWAITE INDEX AND MOISTURE VARIATION DISTANCE |
| 109 | FIGURE 18-III-15â˘CLAY TYPE CLASSIFICATION TO CATION EXCHANGEAND CLAY ACTIVITY RATIO AFTER PEARRING AND HOLT |
| 110 | FIGURE 18-III-16â˘VARIATION OF CONSTANT SOIL SUCTION WITH THORNTHWAITE INDEX |
| 111 | FIGURE 18-III-17â˘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 IIIâ˘DESIGN STANDARD FOR ANCHORAGE TO CONCRETE SECTION 1923 ⢠ANCHORAGE TO CONCRETE |
| 185 | DIVISION IVâ˘DESIGN AND CONSTRUCTION STANDARD FOR SHOTCRETE SECTION 1924 ⢠SHOTCRETE |
| 186 | DIVISION Vâ˘DESIGN STANDARD FOR REINFORCED GYPSUM CONCRETE SECTION 1925 ⢠REINFORCED GYPSUM CONCRETE |
| 187 | DIVISION VIâ˘ALTERNATE DESIGN METHOD SECTION 1926 ⢠ALTERNATE DESIGN METHOD |
| 191 | DIVISION VIIâ˘UNIFIED DESIGN PROVISIONS SECTION 1927 ⢠UNIFIED DESIGN PROVISIONS FORREINFORCED AND PRESTRESSED CONCRETEFLEXURAL AND COMPRESSION MEMBERS |
| 193 | DIVISION VIIIâ˘ALTERNATIVE LOAD-FACTOR COMBINATION AND STRENGTH REDUCTION FACTORS SECTION 1928 ⢠ALTERNATIVE LOAD-FACTORCOMBINATION AND STRENGTH REDUCTIONFACTORS |
| 194 | TABLE 19-A-1â˘TOTAL AIR CONTENT FOR FROST-RESISTANT CONCRETE TABLE 19-A-2â˘REQUIREMENTS FOR SPECIAL EXPOSURE CONDITIONS TABLE 19-A-3â˘REQUIREMENTS FOR CONCRETE EXPOSED TO DEICING CHEMICALS TABLE 19-A-4â˘REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS |
| 195 | TABLE 19-A-5â˘MAXIMUM CHLORIDE ION CONTENT FOR CORROSION PROTECTION REINFORCEMENT TABLE 19-A-6â˘MODIFICATION FACTOR FOR STANDARD DEVIATION WHEN LESS THAN 30 TESTS ARE AVAILABLE TABLE 19-A-7â˘REQUIRED AVERAGE COMPRESSIVE STRENGTH WHEN DATAARE NOT AVAILABLE TO ESTABLISH A STANDARD DEVIATION TABLE 19-Bâ˘MINIMUM DIAMETERS OF BEND TABLE 19-C-1â˘MINIMUM THICKNESS OF NONPRESTRESSED BEAMSOR ONE-WAY SLABS UNLESS DEFLECTIONS ARE COMPUTED1 |
| 196 | TABLE 19-C-2â˘MAXIMUM PERMISSIBLE COMPUTED DEFLECTIONS TABLE 19-C-3â˘MINIMUM THICKNESS OF SLABS WITHOUT INTERIOR BEAMS TABLE 19-Dâ˘ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (Pounds) (Newtons)1,2,3 |
| 197 | TABLE 19-Eâ˘MINIMUM COMPRESSIVE STRENGTH AND MODULUS OF ELASTICITYAND OF RIGIDITY OF REINFORCED GYPSUM CONCRETE TABLE 19-Fâ˘ALLOWABLE UNIT WORKING STRESS REINFORCED GYPSUM CONCRETE TABLE 19-Gâ˘SHEAR ON ANCHOR BOLTS AND DOWELSâ˘REINFORCED GYPSUM CONCRETE1 |
| 198 | FIGURE 19-1â˘MINIMUM EXTENSIONS FOR REINFORCEMENT IN SLABS WITHOUT BEAMS(See Section 1912.11.1 for reinforcement extension into supports.) |
| 199 | CHAPTER 20 LIGHTWEIGHT METALS DIVISION Iâ˘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-Aâ˘ALLOWABLE STRESSES FOR RIVETS TABLE 20-I-Bâ˘ALLOWABLE SHEAR STRESSES IN FILLET WELDS (ksi)(Shear stress is considered equal to the load divided by the throat area.) |
| 203 | TABLE 20-I-Câ˘GENERAL FORMULAS FOR DETERMINING ALLOWABLE STRESSES |
| 204 | TABLE 20-I-Câ˘GENERAL FORMULAS FOR DETERMINING ALLOWABLE STRESSESâ˘(Continued) TABLE 20-I-Dâ˘FACTORS OF SAFETY FOR USE WITH ALUMINUMALLOWABLE STRESS SPECIFICATIONS TABLE 20-I-Eâ˘FORMULAS FOR BUCKLING CONSTANTSFor All Products Whose Temper Designation begins with -O, -H, -T1, -T2, -T3 or -T4 |
| 205 | TABLE 20-I-Fâ˘VALUES OF COEFFICIENTS kt and kc TABLE 20-I-Gâ˘FORMULAS FOR BUCKLING CONSTANTSFor all products whose temper designation begins with -T5, -T6, -T7, -T8 or -T9 |
| 206 | DIVISION IIâ˘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-Aâ˘MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYSValues Are Given in Units of ksi (1,000 lb/in2) |
| 214 | TABLE 20-II-Aâ˘MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYSâ˘(Continued)Values Are Given in Units of ksi (1,000 lb/in2) |
| 215 | TABLE 20-II-Bâ˘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-Aâ˘MORTAR PROPORTIONS FOR UNIT MASONRY TABLE 21-Bâ˘GROUT PROPORTIONS BY VOLUME1 TABLE 21-Câ˘GROUTING LIMITATIONS |
| 243 | TABLE 21-Dâ˘SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, (psi) BASED ONSPECIFYING THE COMPRESSIVE STRENGTH OF MASONRY UNITS TABLE 21-E-1â˘ALLOWABLE TENSION, Bt , FOR EMBEDDED ANCHORBOLTS FOR CLAY AND CONCRETE MASONRY, pounds1,2,3 |
| 244 | TABLE 21-E-2â˘ALLOWABLE TENSION, Bt , FOR EMBEDDED ANCHORBOLTS FOR CLAY AND CONCRETE MASONRY, pounds1,2 TABLE 21-Fâ˘ALLOWABLE SHEAR, Bv, FOR EMBEDDED ANCHORBOLTS FOR CLAY AND CONCRETE MASONRY, pounds1,2 TABLE 21-Gâ˘MINIMUM DIAMETERS OF BEND TABLE 21-H-1â˘RADIUS OF GYRATION1 FOR CONCRETE MASONRY UNITS2 |
| 245 | TABLE 21-H-2â˘RADIUS OF GYRATION1 FOR CLAY MASONRY UNIT LENGTH, 16 INCHES2 TABLE 21-H-3â˘RADIUS OF GYRATION1 FOR CLAY MASONRY UNIT LENGTH, 12 INCHES2 TABLE 21-Iâ˘ALLOWABLE FLEXURAL TENSION (psi) |
| 246 | TABLE 21-Jâ˘MAXIMUM NOMINAL SHEAR STRENGTH VALUES1,2 TABLE 21-Kâ˘NOMINAL SHEAR STRENGTH COEFFICIENT TABLE 21-Lâ˘SHEAR WALL SPACING REQUIREMENTS FOR EMPIRICAL DESIGN OF MASONRY TABLE 21-Mâ˘ALLOWABLE COMPRESSlVE STRESSES FOR EMPIRICAL DESIGN OF MASONRY |
| 247 | TABLE 21-Nâ˘ALLOWABLE SHEAR ON BOLTS FOR EMPIRICALLYDESIGNED MASONRY EXCEPT UNBURNED CLAY UNITS |
| 248 | TABLE 21-Oâ˘WALL LATERAL SUPPORT REQUIREMENTSFOR EMPIRICAL DESIGN OF MASONRY TABLE 21-Pâ˘THlCKNESS OF FOUNDATION WALLS FOR EMPIRICAL DESIGN OF MASONRY TABLE 21-Qâ˘ALLOWABLE SHEAR ON BOLTS FOR MASONRY OF UNBURNED CLAY UNITS |
| 249 | CHAPTER 22 STEEL DIVISION Iâ˘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 IIâ˘DESIGN STANDARD FOR LOAD AND RESISTANCE FACTORDESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS SECTION 2206 ⢠ADOPTION SECTION 2207 ⢠AMENDMENTS |
| 252 | DIVISION IIIâ˘DESIGN STANDARD FOR SPECIFICATION FOR STRUCTURAL STEEL BUILDINGSALLOWABLE STRESS DESIGN AND PLASTIC DESIGN SECTION 2208 ⢠ADOPTION SECTION 2209 ⢠AMENDMENTS |
| 253 | DIVISION IVâ˘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 Îťp forCompression Elements |
| 267 | DIVISION Vâ˘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 VIâ˘LOAD AND RESISTANCE FACTORDESIGN SPECIFICATION FOR COLD-FORMED STEEL STRUCTURAL MEMBERS SECTION 2215 ⢠ADOPTION SECTION 2216 ⢠AMENDMENTS |
| 277 | DIVISION VIIâ˘SPECIFICATION FOR DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS SECTION 2217 ⢠ADOPTION SECTION 2218 ⢠AMENDMENTS |
| 278 | DIVISION VIIIâ˘LATERAL RESISTANCE FOR STEEL STUD WALL SYSTEMS SECTION 2219 ⢠GENERAL SECTION 2220 ⢠SPECIAL REQUIREMENTS INSEISMIC ZONES 3 AND 4 |
| 279 | TABLE 22-VIII-Aâ˘NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOTFOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL1,2 TABLE 22-VIII-Bâ˘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-Câ˘NOMINAL SHEAR VALUES FOR SEISMIC FORCES IN POUNDS PER FOOTFOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDS1,2 |
| 280 | DIVISION IXâ˘OPEN WEB STEEL JOISTS SECTION 2221 ⢠ADOPTION |
| 281 | DIVISION Xâ˘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 XIâ˘DESIGN STANDARD FOR STRUCTURAL APPLICATIONS OF STEEL CABLES FOR BUILDINGS SECTION 2230 ⢠ADOPTION |
| 285 | CHAPTER 23 WOOD DIVISION Iâ˘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 IIâ˘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-1â˘EXPOSED PLYWOOD PANEL SIDING TABLE 23-II-A-2â˘ALLOWABLE SPANS FOR EXPOSED PARTICLEBOARD PANEL SIDING |
| 294 | TABLE 23-II-B-1â˘NAILING SCHEDULE |
| 295 | TABLE 23-II-B-2â˘WOOD STRUCTURAL PANEL ROOF SHEATHING NAILING SCHEDULE1 ROOF FASTENING ZONES |
| 296 | TABLE 23-II-Câ˘HARDBOARD SIDING TABLE 23-II-D-1â˘ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHING1, 2 TABLE 23-II-D-2â˘SHEATHING LUMBER SHALL MEET THE FOLLOWINGMINIMUM GRADE REQUIREMENTS: BOARD GRADE |
| 297 | TABLE 23-II-E-1â˘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-2â˘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-1â˘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-2â˘ALLOWABLE SPANS FOR PARTICLEBOARD SUBFLOOR AND COMBINED SUBFLOOR-UNDERLAYMENT1,2 TABLE 23-II-Gâ˘MAXIMUM DIAPHRAGM DIMENSION RATIOS |
| 299 | TABLE 23-II-Hâ˘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-1â˘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-2â˘ALLOWABLE SHEAR IN POUNDS PER FOOT FOR PARTICLEBOARDSHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE1,2,3 |
| 301 | TABLE 23-II-Jâ˘ALLOWABLE SHEARS FOR WIND OR SEISMIC LOADING ONVERTICAL DIAPHRAGMS OF FIBERBOARD SHEATHING BOARD CONSTRUCTIONFOR TYPE V CONSTRUCTION ONLY1 TABLE 23-II-Kâ˘WOOD SHINGLE AND SHAKE SIDE WALL EXPOSURES |
| 302 | FIGURE 23-II-1â˘GENERAL DEFINITION OF SHEAR WALL HEIGHT TO WIDTH RATIO |
| 303 | DIVISION IIIâ˘DESIGN SPECIFICATIONS FOR ALLOWABLE STRESS DESIGN OF WOOD BUILDINGS SECTION 2316 ⢠DESIGN SPECIFICATIONS TABLE 2.3.2â˘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-Aâ˘ALLOWABLE UNIT STRESSES FOR CONSTRUCTION AND INDUSTRIAL SOFTWOOD PLYWOOD |
| 308 | TABLE 23-III-B-1â˘BOLT DESIGN VALUES (Z) FOR SINGLE SHEAR (Two Member) CONNECTIONS1,2,3 |
| 309 | TABLE 23-III-C-1â˘BOX NAIL DESIGN VALUES (Z) FOR SINGLE SHEAR (Two Member) CONNECTIONS1,2,3 |
| 310 | TABLE 23-III-C-2â˘COMMON WIRE NAIL DESIGN VALUES (Z) FOR SINGLE SHEAR (Two Member) CONNECTIONS1,2,3 TABLE 23-III-Dâ˘NAIL AND SPIKE WITHDRAWAL DESIGN VALUES (W)1,2 |
| 311 | DIVISION IVâ˘CONVENTIONAL LIGHT-FRAME CONSTRUCTION SECTION 2320 ⢠CONVENTIONAL LIGHT-FRAME CONSTRUCTION DESIGN PROVISIONS |
| 316 | TABLE 23-IV-Aâ˘ALLOWABLE SPANS FOR 2-INCH (51 mm) TONGUE-AND-GROOVE DECKING TABLE 23-IV-Bâ˘SIZE, HEIGHT AND SPACING OF WOOD STUDS |
| 317 | TABLE 23-IV-C-1â˘BRACED WALL PANELS1 TABLE 23-IV-C-2â˘CRIPPLE WALL BRACING |
| 318 | TABLE 23-IV-D-1â˘WOOD STRUCTURAL PANEL WALL SHEATHING1 TABLE 23-IV-D-2â˘ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHING1 |
| 319 | TABLE 23-IV-J-1â˘FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 320 | TABLE 23-IV-J-2â˘FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 321 | TABLE 23-IV-J-3â˘CEILING JOISTS WITH L/240 DEFLECTION LIMITS |
| 322 | TABLE 23-IV-J-4â˘CEILING JOISTS WITH L/240 DEFLECTION LIMITS |
| 323 | TABLE 23-IV-R-1â˘RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 324 | TABLE 23-IV-R-2â˘RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 325 | TABLE 23-IV-R-3â˘RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 326 | TABLE 23-IV-R-4â˘RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 327 | TABLE 23-IV-R-5â˘RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 328 | TABLE 23-IV-R-6â˘RAFTERS WITH L/240 DEFLECTION LIMITATION |
| 329 | TABLE 23-IV-R-7â˘RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 330 | TABLE 23-IV-R-8â˘RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 331 | TABLE 23-IV-R-9â˘RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 332 | TABLE 23-IV-R-10â˘RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 333 | TABLE 23-IV-R-11â˘RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 334 | TABLE 23-IV-R-12â˘RAFTERS WITH L/180 DEFLECTION LIMITATION |
| 335 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBER |
| 336 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 337 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 338 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 339 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 340 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 341 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 342 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 343 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 344 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 345 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 346 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 347 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 348 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 349 | TABLE 23-IV-V-1â˘VALUES FOR JOISTS AND RAFTERSâ˘VISUALLY GRADED LUMBERâ˘(Continued) |
| 350 | TABLE 23-IV-V-2â˘VALUES FOR JOISTS AND RAFTERSâ˘MECHANICALLY GRADED LUMBER |
| 351 | DIVISION Vâ˘DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS SECTION 2321 ⢠METAL PLATE CONNECTED WOODTRUSS DESIGN |
| 352 | DIVISION VIâ˘DESIGN STANDARD FOR STRUCTURAL GLUED BUILT-UP MEMBERSâ˘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-Aâ˘BASIC SPACING TABLE 23-VI-Bâ˘LENGTH OF SPLICE PLATES TABLE 23-VI-Câ˘ALLOWABLE PLYWOOD TENSION STRESS FOR BUTT JOINT SPLICE1 TABLE 23-VI-Dâ˘BRACING FOR DEEP NARROW BEAM |
| 365 | TABLE 23-VI-Eâ˘AREA REDUCTION FACTORS TABLE 23-VI-Fâ˘WEB STIFFENER SPACING TABLE 23-VI-Gâ˘DRY SHEAR STRENGTH STRESS REQUIREMENTS1 TABLE 23-VI-Hâ˘DRY TENSION STRESS |
| 366 | FIGURE 23-VI-1â˘STAPLE SPACING FOR PLYWOOD WEBS, FLANGES, SPLICE PLATES AND STIFFENERS |
| 367 | FIGURE 23-VI-1â˘STAPLE SPACING FOR PLYWOOD WEBS, FLANGES, SPLICE PLATES AND STIFFENERSâ˘(Continued) |
| 368 | FIGURE 23-VI-1â˘STAPLE SPACING FOR PLYWOOD WEBS, FLANGES, SPLICE PLATES AND STIFFENERSâ˘(Continued) |
| 369 | DIVISION VIIâ˘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-1â˘FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 371 | TABLE 23-VII-J-2â˘FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 372 | TABLE 23-VII-J-3â˘FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 373 | TABLE 23-VII-J-4â˘FLOOR JOISTS WITH L/360 DEFLECTION LIMITS |
| 374 | TABLE 23-VII-R-1â˘RAFTERS WITH L/240 DEFLECTION LIMITS |
| 375 | TABLE 23-VII-R-2â˘RAFTERS WITH L/240 DEFLECTION LIMITS |
| 376 | TABLE 23-VII-R-3â˘RAFTERS WITH L/240 DEFLECTION LIMITS |
| 377 | TABLE 23-VII-R-4â˘RAFTERS WITH L/240 DEFLECTION LIMITS |
| 378 | TABLE 23-VII-R-5â˘RAFTERS WITH L/240 DEFLECTION LIMITS |
| 379 | TABLE 23-VII-R-6â˘RAFTERS WITH L/240 DEFLECTION LIMITS |
| 380 | TABLE 23-VII-R-7â˘RAFTERS WITH L/180 DEFLECTION LIMITS |
| 381 | TABLE 23-VII-R-8â˘RAFTERS WITH L/180 DEFLECTION LIMITS |
| 382 | TABLE 23-VII-R-9â˘RAFTERS WITH L/180 DEFLECTION LIMITS |
| 383 | TABLE 23-VII-R-10â˘RAFTERS WITH L/180 DEFLECTION LIMITS |
| 384 | TABLE 23-VII-R-11â˘RAFTERS WITH L/180 DEFLECTION LIMITS |
| 385 | TABLE 23-VII-R-12â˘RAFTERS WITH L/180 DEFLECTION LIMITS |
| 386 | DIVISION VIIIâ˘DESIGN STANDARD FOR PLANK-AND-BEAM FRAMING SECTION 2334 ⢠SCOPE SECTION 2335 ⢠DEFINITION SECTION 2336 ⢠DESIGN |
| 387 | TABLE 23-VIII-Aâ˘2-INCH (51 mm) PLANKâ˘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-Bâ˘ROOF BEAMSâ˘LIVE LOAD 20 POUNDS PER SQUARE FOOT (0.96 kN/m2)â˘DEFLECTION LIMITATION L/240 (not for support of plaster) |
| 389 | TABLE 23-VIII-Câ˘ROOF BEAMSâ˘LIVE LOAD 30 POUNDS PER SQUARE FOOT (1.44 kN/m2)â˘DEFLECTION LIMITATION L/240 (not for support of plaster) |
| 390 | TABLE 23-VIII-Dâ˘ROOF AND FLOOR BEAMSâ˘LIVE LOAD 40 POUNDS PER SQUARE FOOT (1.92 kN/m2)â˘DEFLECTION LIMITATION L/360 (not for support of plaster) |
| 391 | EXCERPTS FROM CHAPTER 24 GLASS AND GLAZING SECTION 2409 ⢠SLOPED GLAZING ANDSKYLIGHTS TABLE 24-Aâ˘ADJUSTMENT FACTORSâ˘RELATIVE RESISTANCE TO WIND LOADS |
| 392 | GRAPH 24-1â˘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-Iâ˘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 Iâ˘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-Aâ˘SNOW EXPOSURE COEFFICIENT (Ce)1,2 TABLE A-16-Bâ˘VALUES FOR OCCUPANCY IMPORTANCE FACTOR I |
| 402 | FIGURE A-16-1â˘GROUND SNOW LOAD, Pg, FOR 50-YEAR MEANRECURRENCE INTERVAL FOR THE WESTERN UNITED STATES |
| 403 | FIGURE A-16-2â˘GROUND SNOW LOAD, Pg, FOR 50-YEAR MEANRECURRENCE INTERVAL FOR THE CENTRAL UNITED STATES |
| 404 | FIGURE A-16-3â˘GROUND SNOW LOAD, Pg, FOR 50-YEAR MEANRECURRENCE INTERVAL FOR THE EASTERN UNITED STATES |
| 405 | FIGURE A-16-4â˘DRIFTING SNOW ON LOW ROOFS AND DECKS FIGURE A-16-5â˘DRIFTING SNOW ONTO ADJACENT LOW STRUCTURES FIGURE A-16-6â˘ADDITIONAL SURCHARGE DUE TO SLIDING SNOW |
| 406 | FIGURE A-16-7â˘SNOW DRIFTING AT ROOF PROJECTIONS FIGURE A-16-8â˘INTERSECTING SNOW DRIFTS |
| 407 | FIGURE A-16-9â˘DETERMINATION OF hd FIGURE A-16-10â˘OVERHANG LOADS |
| 408 | FIGURE A-16-11â˘VALLEY COEFFICIENT, Cv |
| 409 | FIGURE A-16-12â˘VALLEY DESIGN COEFFICIENTS, Cv |
| 410 | FIGURE A-16-13â˘VALLEY DESIGN COEFFICIENTS, Cv |
| 411 | FIGURE A-16-14â˘ICE SPLITTERâ˘PLAN VIEW |
| 412 | DIVISION IIâ˘EARTHQUAKE RECORDING INSTRUMENTATION SECTION 1649 ⢠GENERAL SECTION 1650 ⢠LOCATION SECTION 1651 ⢠MAINTENANCE SECTION 1652 ⢠INSTRUMENTATION OF EXISTINGBUILDINGS |
| 413 | DIVISION IIIâ˘SEISMIC ZONE TABULATION SECTION 1653 ⢠FOR AREAS OUTSIDE THE UNITEDSTATES |
| 417 | DIVISION IVâ˘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-Câ˘DAMPING COEFFICIENTS, BD AND BM TABLE A-16-Dâ˘MAXIMUM CAPABLE EARTHQUAKE RESPONSE COEFFICIENT, MM TABLE A-16-Eâ˘STRUCTURAL SYSTEMS ABOVE THE ISOLATION INTERFACE1 |
| 427 | TABLE A-16-Eâ˘STRUCTURAL SYSTEMS ABOVE THE ISOLATION INTERFACE1â˘(Continued) TABLE A-16-Fâ˘SEISMIC COEFFICIENT, CAM1 |
| 428 | TABLE A-16-Gâ˘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-Aâ˘MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE1 |
| 432 | FIGURE A-19-1â˘WEATHERING REGIONS FOR RESIDENTIAL CONCRETE |
| 433 | APPENDIX CHAPTER 21 PRESCRIPTIVE MASONRY CONSTRUCTION IN HIGH-WIND AREAS SECTION 2112 ⢠GENERAL |
| 435 | TABLE A-21-A-1â˘EXTERIOR FOUNDATION REQUIREMENTS FORMASONRY BUILDINGS WITH 6- AND 8-INCH-THICK WALLS |
| 436 | TABLE A-21-A-2â˘INTERIOR FOUNDATION REQUIREMENTS FORMASONRY BUILDINGS WITH 6- AND 8-INCH-THICK WALLS |
| 437 | TABLE A-21-Bâ˘VERTICAL REINFORCEMENT AND TOP RESTRAINT FOR VARIOUSHEIGHTS OF BASEMENT AND OTHER BELOW-GRADE WALLS |
| 438 | TABLE A-21-C-1â˘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-2â˘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-3â˘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-4â˘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-5â˘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-Dâ˘ANCHORAGE OF WOOD MEMBERS TO EXTERIOR WALLS FOR VERTICAL AND UPLIFT FORCES |
| 444 | TABLE A-21-Eâ˘LINTEL REINFORCEMENT OVER EXTERIOR OPENINGS1,2â˘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-Fâ˘MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4 |
| 446 | TABLE A-21-Fâ˘MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4â˘(Part I Continued) |
| 447 | TABLE A-21-Fâ˘MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4â˘(Continued) |
| 448 | TABLE A-21-Fâ˘MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4â˘(Part II Continued) |
| 449 | TABLE A-21-Gâ˘MINIMUM WALL CONNECTION REQUIREMENTS IN HIGH-WIND AREASPrecast Hollow-core Plank Floors and Roofs TABLE A-21-Hâ˘MINIMUM HOLD-DOWN REQUIREMENTS IN HIGH-WIND AREASSteel Floors and Roofs TABLE A-21-Iâ˘DIAGONAL BRACING REQUIREMENTSFOR GABLE-END WALL1,2 ROOF PITCH 3:12 to 5:12 |
| 450 | FIGURE A-21-1â˘VARIOUS DETAILS OF FOOTINGS(See Tables A-21-A-1 and A-21-A-2 for widths.) |
| 451 | FIGURE A-21-1â˘VARIOUS DETAILS OF FOOTINGSâ˘(Continued)(See Tables A-21-A-1 and A-21-A-2 for widths.) |
| 452 | FIGURE A-21-1â˘VARIOUS DETAILS OF FOOTINGSâ˘(Continued)(See Tables A-21-A-1 and A-21-A-2 for widths.) |
| 453 | FIGURE A-21-2â˘MINIMUM MASONRY WALL REQUIREMENTS IN SEISMIC ZONE 2 |
| 454 | FIGURE A-21-3â˘BELOW-GRADE WALL AND DRAINAGE DETAILS |
| 455 | FIGURE A-21-4â˘HOLLOW-MASONRY UNIT FOUNDATION WALLâ˘WOOD FLOOR |
| 456 | FIGURE A-21-5â˘PLACEMENT OF REINFORCEMENT FIGURE A-21-6â˘VARIOUS CONNECTIONS OF FLOORS TO BASEMENT WALLS |
| 457 | FIGURE A-21-6â˘VARIOUS CONNECTIONS OF FLOORS TO BASEMENT WALLSâ˘(Continued) |
| 458 | FIGURE A-21-7â˘VARIOUS DETAILS ASSOCIATEDWITH TABLE A-21-D (Uplift Resistance) |
| 459 | FIGURE A-21-7â˘VARIOUS DETAILS ASSOCIATEDWITH TABLE A-21-D (Uplift Resistance)â˘(Continued) |
| 460 | FIGURE A-21-7â˘VARIOUS DETAILS ASSOCIATED WITH TABLE A-21-D (Uplift Resistance)â˘(Continued) |
| 461 | FIGURE A-21-7â˘VARIOUS DETAILS ASSOCIATED WITH TABLE A-21-D (Uplift Resistance)â˘(Continued) |
| 462 | FIGURE A-21-7â˘VARIOUS DETAILS ASSOCIATED WITH TABLE A-21-D (Uplift Resistance)â˘(Continued) |
| 463 | FIGURE A-21-8â˘CONTINUOUS LOAD PATH |
| 464 | FIGURE A-21-8â˘CONTINUOUS LOAD PATHâ˘(Continued) |
| 465 | FIGURE A-21-9â˘SPACING AND LENGTHS OF SHEAR WALLS |
| 466 | FIGURE A-21-10â˘SPACING OF STEEL REINFORCING WIRE |
| 467 | FIGURE A-21-11â˘FLOOR-TO-WALL CONNECTION DETAILS |
| 468 | FIGURE A-21-12â˘ROOF-TO-WALL CONNECTION DETAILS |
| 469 | FIGURE A-21-13â˘VARIOUS TYPES OF WALL CONNECTIONS |
| 470 | FIGURE A-21-13â˘VARIOUS TYPES OF WALL CONNECTIONSâ˘(Continued) |
| 471 | FIGURE A-21-14â˘EXTERIOR WALL DETAILS |
| 472 | FIGURE A-21-15â˘INTERIOR WALL DETAILS FIGURE A-21-16â˘FLOOR DETAILS |
| 474 | FIGURE A-21-17â˘DIAGONAL BRACING OF GABLE-END WALL1 |
| 475 | FIGURE A-21-18â˘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-Aâ˘WALL SHEATHING AT EXTERIOR WALLS ANDINTERIOR MAIN CROSS-STUD PARTITIONS1 TABLE A-23-Bâ˘ROOF AND FLOOR ANCHORAGE AT EXTERIOR WALLS |
| 479 | TABLE A-23-Câ˘RIDGE TIE-STRAP NAILING1 FIGURE A-23-1â˘COMPLETE LOAD PATH DETAILS |
| 480 | FIGURE A-23-1â˘COMPLETE LOAD PATH DETAILSâ˘(Continued) |
| 481 | UNIT CONVERSION TABLES |
| 482 | CONVERSION FACTORS |
| 483 | CONVERSION FACTORSâ˘(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 1994âŚ
