{"id":124954,"date":"2024-10-19T05:02:17","date_gmt":"2024-10-19T05:02:17","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/icc-uniformbuildingcode-vol2-1997\/"},"modified":"2024-10-24T23:13:23","modified_gmt":"2024-10-24T23:13:23","slug":"icc-uniformbuildingcode-vol2-1997","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/icc\/icc-uniformbuildingcode-vol2-1997\/","title":{"rendered":"ICC UniformBuildingCode Vol2 1997"},"content":{"rendered":"

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PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
1<\/td>\n1997 UNIFORM BUILDING CODE VOLUME 2 – STRUCTURAL ENGINEERING DESIGN PROVISIONS <\/td>\n<\/tr>\n
3<\/td>\nCOPYRIGHT <\/td>\n<\/tr>\n
4<\/td>\nPREFACE <\/td>\n<\/tr>\n
5<\/td>\nCODES AND RELATED PUBLICATIONS
CODES <\/td>\n<\/tr>\n
6<\/td>\nTECHNICAL REFERENCES AND EDUCATIONAL MATERIALS <\/td>\n<\/tr>\n
7<\/td>\nTABLE OF CONTENTS – VOLUME 1 <\/td>\n<\/tr>\n
11<\/td>\nTABLE OF CONTENTS
TABLE OF CONTENTS – VOLUME 2 <\/td>\n<\/tr>\n
15<\/td>\nTABLE OF CONTENTS – VOLUME 3 <\/td>\n<\/tr>\n
17<\/td>\nEFFECTIVE USE OF THE UNIFORM BUILDING CODE <\/td>\n<\/tr>\n
18<\/td>\nCHAPTER 16 STRUCTURAL DESIGN REQUIREMENTS
DIVISION I\u2022GENERAL DESIGN REQUIREMENTS
SECTION 1601 \u2022 SCOPE
SECTION 1602 \u2022 DEFINITIONS
SECTION 1603 \u2022 NOTATIONS
SECTION 1604 \u2022 STANDARDS
SECTION 1605 \u2022 DESIGN <\/td>\n<\/tr>\n
19<\/td>\nSECTION 1606 \u2022 DEAD LOADS
SECTION 1607 \u2022 LIVE LOADS <\/td>\n<\/tr>\n
20<\/td>\nSECTION 1608 \u2022 SNOW LOADS
SECTION 1609 \u2022 WIND LOADS
SECTION 1610 \u2022 EARTHQUAKE LOADS
SECTION 1611 \u2022 OTHER MINIMUM LOADS <\/td>\n<\/tr>\n
21<\/td>\nSECTION 1612 \u2022 COMBINATIONS OF LOADS <\/td>\n<\/tr>\n
22<\/td>\nSECTION 1613 \u2022 DEFLECTION <\/td>\n<\/tr>\n
23<\/td>\nDIVISION II\u2022SNOW LOADS
SECTION 1614 \u2022 SNOW LOADS <\/td>\n<\/tr>\n
24<\/td>\nDIVISION III\u2022WIND DESIGN
SECTION 1615 \u2022 GENERAL
SECTION 1616 \u2022 DEFINITIONS
SECTION 1617 \u2022 SYMBOLS AND NOTATIONS
SECTION 1618 \u2022 BASIC WIND SPEED
SECTION 1619 \u2022 EXPOSURE
SECTION 1620 \u2022 DESIGN WIND PRESSURES
SECTION 1621 \u2022 PRIMARY FRAMES AND SYSTEMS <\/td>\n<\/tr>\n
25<\/td>\nSECTION 1622 \u2022 ELEMENTS AND COMPONENTS OFSTRUCTURES
SECTION 1623 \u2022 OPEN-FRAME TOWERS
SECTION 1624 \u2022 MISCELLANEOUS STRUCTURES
SECTION 1625 \u2022 OCCUPANCY CATEGORIES <\/td>\n<\/tr>\n
26<\/td>\nDIVISION IV\u2022EARTHQUAKE DESIGN
SECTION 1626 \u2022 GENERAL
SECTION 1627 \u2022 DEFINITIONS <\/td>\n<\/tr>\n
27<\/td>\nSECTION 1628 \u2022 SYMBOLS AND NOTATIONS <\/td>\n<\/tr>\n
28<\/td>\nSECTION 1629 \u2022 CRITERIA SELECTION <\/td>\n<\/tr>\n
30<\/td>\nSECTION 1630 \u2022 MINIMUM DESIGN LATERAL FORCES AND RELATED EFFECTS <\/td>\n<\/tr>\n
33<\/td>\nSECTION 1631 \u2022 DYNAMIC ANALYSIS PROCEDURES <\/td>\n<\/tr>\n
35<\/td>\nSECTION 1632 \u2022 LATERAL FORCE ON ELEMENTS OF STRUCTURES, NONSTRUCTURAL COMPONENTS AND EQUIPMENT SUPPORTED BY STRUCTURES <\/td>\n<\/tr>\n
36<\/td>\nSECTION 1633 \u2022 DETAILED SYSTEMS DESIGN REQUIREMENTS <\/td>\n<\/tr>\n
38<\/td>\nSECTION 1634 \u2022 NONBUILDING STRUCTURES <\/td>\n<\/tr>\n
39<\/td>\nSECTION 1635 \u2022 EARTHQUAKE-RECORDING INSTRUMENTATIONS <\/td>\n<\/tr>\n
40<\/td>\nDIVISION V\u2022SOIL PROFILE TYPES
SECTION 1636 \u2022 SITE CATEGORIZATION PROCEDURE <\/td>\n<\/tr>\n
42<\/td>\nTABLE 16-A\u2022UNIFORM AND CONCENTRATED LOADS <\/td>\n<\/tr>\n
43<\/td>\nTABLE 16-B\u2022SPECIAL LOADS1 <\/td>\n<\/tr>\n
44<\/td>\nTABLE 16-C\u2022MINIMUM ROOF LIVE LOADS1
TABLE 16-D\u2022MAXIMUM ALLOWABLE DEFLECTION FOR STRUCTURAL MEMBERS1
TABLE 16-E\u2022VALUE OF \u2022K\u2022 <\/td>\n<\/tr>\n
45<\/td>\nTABLE 16-F\u2022WIND STAGNATION PRESSURE (qs) AT STANDARD HEIGHT OF 33 FEET (10 058 mm)
TABLE 16-G\u2022COMBINED HEIGHT, EXPOSURE AND GUST FACTOR COEFFICIENT (Ce)1 <\/td>\n<\/tr>\n
46<\/td>\nTABLE 16-H\u2022PRESSURE COEFFICIENTS (Cq) <\/td>\n<\/tr>\n
47<\/td>\nTABLE 16-I\u2022SEISMIC ZONE FACTOR Z
TABLE 16-J\u2022SOIL PROFILE TYPES
TABLE 16-K\u2022OCCUPANCY CATEGORY <\/td>\n<\/tr>\n
48<\/td>\nTABLE 16-L\u2022VERTICAL STRUCTURAL IRREGULARITIES
TABLE 16-M\u2022PLAN STRUCTURAL IRREGULARITIES <\/td>\n<\/tr>\n
49<\/td>\nTABLE 16-N\u2022STRUCTURAL SYSTEMS1 <\/td>\n<\/tr>\n
50<\/td>\nTABLE 16-O\u2022HORIZONTAL FORCE FACTORS, aP AND Rp <\/td>\n<\/tr>\n
51<\/td>\nFOOTNOTES TO TABLE 16-O\u2022(Continued)
TABLE 16-P-R AND \u03a9o FACTORS FOR NONBUILDING STRUCTURES
TABLE 16-Q\u2022SEISMIC COEFFICIENT Ca <\/td>\n<\/tr>\n
52<\/td>\nTABLE 16-R\u2022SEISMIC COEFFICIENT Cv
TABLE 16-S\u2022NEAR-SOURCE FACTOR Na1
TABLE 16-T\u2022NEAR-SOURCE FACTOR Nv1
TABLE 16-U\u2022SEISMIC SOURCE TYPE1 <\/td>\n<\/tr>\n
53<\/td>\nFIGURE 16-1\u2022MINIMUM BASIC WIND SPEEDS IN MILES PER HOUR (\u00d7 1.61 for km\/h) <\/td>\n<\/tr>\n
54<\/td>\nFIGURE 16-2\u2022SEISMIC ZONE MAP OF THE UNITED STATES For areas outside of the United States, see Appendix Chapter 16. <\/td>\n<\/tr>\n
55<\/td>\nFIGURE 16-3\u2022DESIGN RESPONSE SPECTRA <\/td>\n<\/tr>\n
56<\/td>\nCHAPTER 17 STRUCTURAL TESTS AND INSPECTIONS
SECTION 1701 \u2022 SPECIAL INSPECTIONS <\/td>\n<\/tr>\n
57<\/td>\nSECTION 1702 \u2022 STRUCTURAL OBSERVATION <\/td>\n<\/tr>\n
58<\/td>\nSECTION 1703 \u2022 NONDESTRUCTIVE TESTING
SECTION 1704 \u2022 PREFABRICATED CONSTRUCTION <\/td>\n<\/tr>\n
59<\/td>\nCHAPTER 18 FOUNDATIONS AND RETAINING WALLS
DIVISION I\u2022GENERAL
SECTION 1801 \u2022 SCOPE
SECTION 1802 \u2022 QUALITY AND DESIGN
SECTION 1803 \u2022 SOIL CLASSIFICATION\u2022EXPANSIVE SOIL
SECTION 1804 \u2022 FOUNDATION INVESTIGATION <\/td>\n<\/tr>\n
60<\/td>\nSECTION 1805 \u2022 ALLOWABLE FOUNDATION AND LATERAL PRESSURES
SECTION 1806 \u2022 FOOTINGS <\/td>\n<\/tr>\n
61<\/td>\nSECTION 1807 \u2022 PILES \u2022 GENERAL REQUIREMENTS <\/td>\n<\/tr>\n
62<\/td>\nSECTION 1808 \u2022 SPECIFIC PILE REQUIREMENTS <\/td>\n<\/tr>\n
64<\/td>\nSECTION 1809 \u2022 FOUNDATION CONSTRUCTION\u2022SEISMIC ZONES 3 AND 4 <\/td>\n<\/tr>\n
65<\/td>\nTABLE 18-I-A\u2022ALLOWABLE FOUNDATION AND LATERAL PRESSURE
TABLE 18-I-B\u2022CLASSIFICATION OF EXPANSIVE SOIL
TABLE 18-I-C\u2022FOUNDATIONS FOR STUD BEARING WALLS\u2022MINIMUM REQUIREMENTS1,2,3 <\/td>\n<\/tr>\n
66<\/td>\nFIGURE 18-I-1\u2022SETBACK DIMENSIONS <\/td>\n<\/tr>\n
67<\/td>\nDIVISION II\u2022DESIGN STANDARD FOR TREATED WOOD FOUNDATION SYSTEM
SECTION 1810 \u2022 SCOPE
SECTION 1811 \u2022 MATERIALS
SECTION 1812 \u2022 DRAINAGE AND MOISTURE CONTROL <\/td>\n<\/tr>\n
68<\/td>\nSECTION 1813 \u2022 DESIGN LOADS
SECTION 1814 \u2022 STRUCTURAL DESIGN <\/td>\n<\/tr>\n
70<\/td>\nDIVISION III\u2022DESIGN STANDARD FOR DESIGN OF SLAB-ON-GROUND FOUNDATIONS TO RESIST THE EFFECTS OF EXPANSIVE SOILS AND COMPRESSIBLE SOILS
SECTION 1815 \u2022 DESIGN OF SLAB-ON-GROUND FOUNDATIONS [BASED ON DESIGN OF SLAB-ON-GROUND FOUNDATIONS OF THE WIRERE INFORCEMENT INSTITUTE, INC. (AUGUST, 1981)] <\/td>\n<\/tr>\n
71<\/td>\nSECTION 1816 \u2022 DESIGN OF POSTTENSIONED SLABS ON GROUND (BASED ON DESIGNSPECIFICATION OF THE POSTTENSIONING INSTITUTE) <\/td>\n<\/tr>\n
76<\/td>\nSECTION 1817 \u2022 APPENDIX A (A PROCEDURE FOR ESTIMATION OF THE AMOUNT OF CLIMATE CONTROLLED DIFFERENTIAL MOVEMENT OF EXPANSIVE SOILS)
SECTION 1818 \u2022 APPENDIX B (SIMPLIFIED PROCEDURES FOR DETERMINING CATION EXCHANGE CAPACITY AND CATION EXCHANGE ACTIVITY) <\/td>\n<\/tr>\n
77<\/td>\nSECTION 1819 \u2022 DESIGN OF POSTTENSIONEDSLABS ON COMPRESSIBLE SOILS (BASED ONDESIGN SPECIFICATIONS OF THE POSTTENSIONINGINSTITUTE) <\/td>\n<\/tr>\n
79<\/td>\nTABLE 18-III-A\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(40 PERCENT CLAY) <\/td>\n<\/tr>\n
80<\/td>\nTABLE 18-III-C\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(60 PERCENT CLAY) <\/td>\n<\/tr>\n
81<\/td>\nTABLE 18-III-E\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(30 PERCENT CLAY) <\/td>\n<\/tr>\n
82<\/td>\nTABLE 18-III-G\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(50 PERCENT CLAY) <\/td>\n<\/tr>\n
83<\/td>\nTABLE 18-III-I\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(70 PERCENT CLAY) <\/td>\n<\/tr>\n
84<\/td>\nTABLE 18-III-K\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(40 PERCENT CLAY) <\/td>\n<\/tr>\n
85<\/td>\nTABLE 18-III-M\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORA CENTER LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(60 PERCENT CLAY) <\/td>\n<\/tr>\n
86<\/td>\nTABLE 18-III-O\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORAN EDGE LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(30 PERCENT CLAY) <\/td>\n<\/tr>\n
87<\/td>\nTABLE 18-III-Q\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORAN EDGE LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(50 PERCENT CLAY) <\/td>\n<\/tr>\n
88<\/td>\nTABLE 18-III-S\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FORAN EDGE LIFT SWELLING CONDITION IN PREDOMINANTLY KAOLINITE CLAY SOIL(70 PERCENT CLAY) <\/td>\n<\/tr>\n
89<\/td>\nTABLE 18-III-U\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(40 PERCENT CLAY) <\/td>\n<\/tr>\n
90<\/td>\nTABLE 18-III-W\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY ILLITE CLAY SOIL(60 PERCENT CLAY) <\/td>\n<\/tr>\n
91<\/td>\nTABLE 18-III-Y\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(30 PERCENT CLAY) <\/td>\n<\/tr>\n
92<\/td>\nTABLE 18-III-AA\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(50 PERCENT CLAY) <\/td>\n<\/tr>\n
93<\/td>\nTABLE 18-III-CC\u2022DIFFERENTIAL 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\u2022DIFFERENTIAL SWELL OCCURRING AT THE PERIMETER OF A SLAB FOR ANEDGE LIFT SWELLING CONDITION IN PREDOMINANTLY MONTMORILLONITE CLAY SOIL(70 PERCENT CLAY) <\/td>\n<\/tr>\n
94<\/td>\nTABLE 18-III-EE\u2022COMPARISON OF METHODS OF DETERMININGCATION EXCHANGE CAPACITY
TABLE 18-III-FF\u2022COMPARISON OF CLAY MINERAL DETERMINATION METHODS
TABLE 18-III-GG SAMPLE VALUES C\u0394 <\/td>\n<\/tr>\n
95<\/td>\nFIGURE 18-III-1\u2022(1-C) VERSUS Asfy <\/td>\n<\/tr>\n
96<\/td>\nFIGURE 18-III-2\u2022UNCONFINED COMPRESSIVE STRENGTH VERSUSOVERCONSOLIDATED CORRECTION COEFFICIENT
FIGURE 18-III-3\u2022SLOPE OF NATURAL GROUND VERSUS SLOPE CORRECTION COEFFICIENT <\/td>\n<\/tr>\n
97<\/td>\nFIGURE 18-III-4\u2022CLIMATIC RATING (CW ) CHART <\/td>\n<\/tr>\n
98<\/td>\nFIGURE 18-III-5-L or L\u2032 VERSUS k <\/td>\n<\/tr>\n
99<\/td>\nFIGURE 18-III-6\u20221-C VERSUS CANTILEVER LENGTH (lc) <\/td>\n<\/tr>\n
100<\/td>\nFIGURE 18-III-7\u20221-C VERSUS MAXIMUM BEAM SPACING <\/td>\n<\/tr>\n
101<\/td>\nFIGURE 18-III-8\u2022PI VERSUS (1-C) <\/td>\n<\/tr>\n
102<\/td>\nFIGURE 18-III-9\u2022DETERMINING THE WEIGHTED PLASTICITY INDEX (PI) <\/td>\n<\/tr>\n
103<\/td>\nFIGURE 18-III-10\u2022SLAB SEGMENTS AND COMBINED <\/td>\n<\/tr>\n
104<\/td>\nFIGURE 18-III-11\u2022DESIGN RECTANGLES FOR SLABS OF IRREGULAR SHAPE <\/td>\n<\/tr>\n
105<\/td>\nFIGURE 18-III-12\u2022THORNTHWAITE MOISTURE INDEX DISTRIBUTION IN THE UNITED STATES <\/td>\n<\/tr>\n
106<\/td>\nFIGURE 18-III-13-1\u2022THORNTHWAITE MOISTURE INDEX DISTRIBUTION FOR TEXAS(20-YEAR AVERAGE, 1955-1974) <\/td>\n<\/tr>\n
107<\/td>\nFIGURE 18-III-13-2\u2022THORNTHWAITE MOISTURE INDEX DISTRIBUTION IN CALIFORNIA <\/td>\n<\/tr>\n
108<\/td>\nFIGURE 18-III-14\u2022APPROXIMATE RELATIONSHIP BETWEEN THORNTHWAITE INDEX AND MOISTURE VARIATION DISTANCE <\/td>\n<\/tr>\n
109<\/td>\nFIGURE 18-III-15\u2022CLAY TYPE CLASSIFICATION TO CATION EXCHANGEAND CLAY ACTIVITY RATIO AFTER PEARRING AND HOLT <\/td>\n<\/tr>\n
110<\/td>\nFIGURE 18-III-16\u2022VARIATION OF CONSTANT SOIL SUCTION WITH THORNTHWAITE INDEX <\/td>\n<\/tr>\n
111<\/td>\nFIGURE 18-III-17\u2022COMPARISON OF CLAY MINERAL DETERMINATION USINGATOMIC ABSORPTION AND CORRELATION EQUATIONS <\/td>\n<\/tr>\n
112<\/td>\nCHAPTER 19 CONCRETE
DIVISION I \u2022 GENERAL
SECTION 1900 \u2022 GENERAL <\/td>\n<\/tr>\n
113<\/td>\nDIVISION II
SECTION 1901 \u2022 SCOPE
SECTION 1902 \u2022 DEFINITIONS <\/td>\n<\/tr>\n
114<\/td>\nSECTION 1903 \u2022 SPECIFICATIONS FOR TESTS ANDMATERIALS <\/td>\n<\/tr>\n
116<\/td>\nSECTION 1904 \u2022 DURABILITY REQUIREMENTS <\/td>\n<\/tr>\n
117<\/td>\nSECTION 1905 \u2022 CONCRETE QUALITY, MIXING ANDPLACING <\/td>\n<\/tr>\n
120<\/td>\nSECTION 1906 \u2022 FORMWORK, EMBEDDED PIPESAND CONSTRUCTION JOINTS <\/td>\n<\/tr>\n
121<\/td>\nSECTION 1907 \u2022 DETAILS OF REINFORCEMENT <\/td>\n<\/tr>\n
125<\/td>\nSECTION 1908 \u2022 ANALYSIS AND DESIGN <\/td>\n<\/tr>\n
127<\/td>\nSECTION 1909 \u2022 STRENGTH AND SERVICEABILITYREQUIREMENTS <\/td>\n<\/tr>\n
130<\/td>\nSECTION 1910 \u2022 FLEXURE AND AXIAL LOADS <\/td>\n<\/tr>\n
136<\/td>\nSECTION 1911 \u2022 SHEAR AND TORSION <\/td>\n<\/tr>\n
146<\/td>\nSECTION 1912 \u2022 DEVELOPMENT AND SPLICES OFREINFORCEMENT <\/td>\n<\/tr>\n
151<\/td>\nSECTION 1913 \u2022 TWO-WAY SLAB SYSTEMS <\/td>\n<\/tr>\n
156<\/td>\nSECTION 1914 \u2022 WALLS <\/td>\n<\/tr>\n
157<\/td>\nSECTION 1915 \u2022 FOOTINGS <\/td>\n<\/tr>\n
159<\/td>\nSECTION 1916 \u2022 PRECAST CONCRETE <\/td>\n<\/tr>\n
161<\/td>\nSECTION 1917 \u2022 COMPOSITE CONCRETE FLEXURAL MEMBERS <\/td>\n<\/tr>\n
162<\/td>\nSECTION 1918 \u2022 PRESTRESSED CONCRETE <\/td>\n<\/tr>\n
166<\/td>\nSECTION 1919 \u2022 SHELLS AND FOLDED PLATES <\/td>\n<\/tr>\n
168<\/td>\nSECTION 1920 \u2022 STRENGTH EVALUATION OFEXISTING STRUCTURES <\/td>\n<\/tr>\n
169<\/td>\nSECTION 1921 \u2022 REINFORCED CONCRETE STRUCTURES RESISTING FORCES INDUCED BYEARTHQUAKE MOTIONS <\/td>\n<\/tr>\n
180<\/td>\nSECTION 1922 \u2022 STRUCTURAL PLAIN CONCRETE <\/td>\n<\/tr>\n
183<\/td>\nDIVISION III\u2022DESIGN STANDARD FOR ANCHORAGE TO CONCRETE
SECTION 1923 \u2022 ANCHORAGE TO CONCRETE <\/td>\n<\/tr>\n
185<\/td>\nDIVISION IV\u2022DESIGN AND CONSTRUCTION STANDARD FOR SHOTCRETE
SECTION 1924 \u2022 SHOTCRETE <\/td>\n<\/tr>\n
186<\/td>\nDIVISION V\u2022DESIGN STANDARD FOR REINFORCED GYPSUM CONCRETE
SECTION 1925 \u2022 REINFORCED GYPSUM CONCRETE <\/td>\n<\/tr>\n
187<\/td>\nDIVISION VI\u2022ALTERNATE DESIGN METHOD
SECTION 1926 \u2022 ALTERNATE DESIGN METHOD <\/td>\n<\/tr>\n
191<\/td>\nDIVISION VII\u2022UNIFIED DESIGN PROVISIONS
SECTION 1927 \u2022 UNIFIED DESIGN PROVISIONS FORREINFORCED AND PRESTRESSED CONCRETEFLEXURAL AND COMPRESSION MEMBERS <\/td>\n<\/tr>\n
193<\/td>\nDIVISION VIII\u2022ALTERNATIVE LOAD-FACTOR COMBINATION AND STRENGTH REDUCTION FACTORS
SECTION 1928 \u2022 ALTERNATIVE LOAD-FACTORCOMBINATION AND STRENGTH REDUCTIONFACTORS <\/td>\n<\/tr>\n
194<\/td>\nTABLE 19-A-1\u2022TOTAL AIR CONTENT FOR FROST-RESISTANT CONCRETE
TABLE 19-A-2\u2022REQUIREMENTS FOR SPECIAL EXPOSURE CONDITIONS
TABLE 19-A-3\u2022REQUIREMENTS FOR CONCRETE EXPOSED TO DEICING CHEMICALS
TABLE 19-A-4\u2022REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS <\/td>\n<\/tr>\n
195<\/td>\nTABLE 19-A-5\u2022MAXIMUM CHLORIDE ION CONTENT FOR CORROSION PROTECTION REINFORCEMENT
TABLE 19-A-6\u2022MODIFICATION FACTOR FOR STANDARD DEVIATION WHEN LESS THAN 30 TESTS ARE AVAILABLE
TABLE 19-A-7\u2022REQUIRED AVERAGE COMPRESSIVE STRENGTH WHEN DATAARE NOT AVAILABLE TO ESTABLISH A STANDARD DEVIATION
TABLE 19-B\u2022MINIMUM DIAMETERS OF BEND
TABLE 19-C-1\u2022MINIMUM THICKNESS OF NONPRESTRESSED BEAMSOR ONE-WAY SLABS UNLESS DEFLECTIONS ARE COMPUTED1 <\/td>\n<\/tr>\n
196<\/td>\nTABLE 19-C-2\u2022MAXIMUM PERMISSIBLE COMPUTED DEFLECTIONS
TABLE 19-C-3\u2022MINIMUM THICKNESS OF SLABS WITHOUT INTERIOR BEAMS
TABLE 19-D\u2022ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (Pounds) (Newtons)1,2,3 <\/td>\n<\/tr>\n
197<\/td>\nTABLE 19-E\u2022MINIMUM COMPRESSIVE STRENGTH AND MODULUS OF ELASTICITYAND OF RIGIDITY OF REINFORCED GYPSUM CONCRETE
TABLE 19-F\u2022ALLOWABLE UNIT WORKING STRESS REINFORCED GYPSUM CONCRETE
TABLE 19-G\u2022SHEAR ON ANCHOR BOLTS AND DOWELS\u2022REINFORCED GYPSUM CONCRETE1 <\/td>\n<\/tr>\n
198<\/td>\nFIGURE 19-1\u2022MINIMUM EXTENSIONS FOR REINFORCEMENT IN SLABS WITHOUT BEAMS(See Section 1912.11.1 for reinforcement extension into supports.) <\/td>\n<\/tr>\n
199<\/td>\nCHAPTER 20 LIGHTWEIGHT METALS
DIVISION I\u2022GENERAL
SECTION 2001 \u2022 MATERIAL STANDARDS ANDSYMBOLS <\/td>\n<\/tr>\n
200<\/td>\nSECTION 2002 \u2022 ALLOWABLE STRESSES FORMEMBERS AND FASTENERS <\/td>\n<\/tr>\n
201<\/td>\nSECTION 2003 \u2022 DESIGN
SECTION 2004 \u2022 FABRICATION AND ERECTION <\/td>\n<\/tr>\n
202<\/td>\nTABLE 20-I-A\u2022ALLOWABLE STRESSES FOR RIVETS
TABLE 20-I-B\u2022ALLOWABLE SHEAR STRESSES IN FILLET WELDS (ksi)(Shear stress is considered equal to the load divided by the throat area.) <\/td>\n<\/tr>\n
203<\/td>\nTABLE 20-I-C\u2022GENERAL FORMULAS FOR DETERMINING ALLOWABLE STRESSES <\/td>\n<\/tr>\n
204<\/td>\nTABLE 20-I-C\u2022GENERAL FORMULAS FOR DETERMINING ALLOWABLE STRESSES\u2022(Continued)
TABLE 20-I-D\u2022FACTORS OF SAFETY FOR USE WITH ALUMINUMALLOWABLE STRESS SPECIFICATIONS
TABLE 20-I-E\u2022FORMULAS FOR BUCKLING CONSTANTSFor All Products Whose Temper Designation begins with -O, -H, -T1, -T2, -T3 or -T4 <\/td>\n<\/tr>\n
205<\/td>\nTABLE 20-I-F\u2022VALUES OF COEFFICIENTS kt and kc
TABLE 20-I-G\u2022FORMULAS FOR BUCKLING CONSTANTSFor all products whose temper designation begins with -T5, -T6, -T7, -T8 or -T9 <\/td>\n<\/tr>\n
206<\/td>\nDIVISION II\u2022DESIGN STANDARD FOR ALUMINUM STRUCTURES
SECTION 2005 \u2022 SCOPE
SECTION 2006 \u2022 MATERIALS
SECTION 2007 \u2022 DESIGN
SECTION 2008 \u2022 ALLOWABLE STRESSES
SECTION 2009 \u2022 SPECIAL DESIGN RULES <\/td>\n<\/tr>\n
209<\/td>\nSECTION 2010 \u2022 MECHANICAL CONNECTIONS <\/td>\n<\/tr>\n
210<\/td>\nSECTION 2011 \u2022 FABRICATION <\/td>\n<\/tr>\n
211<\/td>\nSECTION 2012 \u2022 WELDED CONSTRUCTION <\/td>\n<\/tr>\n
212<\/td>\nSECTION 2013 \u2022 TESTING <\/td>\n<\/tr>\n
213<\/td>\nTABLE 20-II-A\u2022MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYSValues Are Given in Units of ksi (1,000 lb\/in2) <\/td>\n<\/tr>\n
214<\/td>\nTABLE 20-II-A\u2022MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS\u2022(Continued)Values Are Given in Units of ksi (1,000 lb\/in2) <\/td>\n<\/tr>\n
215<\/td>\nTABLE 20-II-B\u2022MINIMUM MECHANICAL PROPERTIES FOR WELDED ALUMINUM ALLOYS1(Gas Tungsten Arc or Gas Metal Arc Welding with No Postweld Heat Treatment) <\/td>\n<\/tr>\n
216<\/td>\nCHAPTER 21 MASONRY
SECTION 2101 \u2022 GENERAL <\/td>\n<\/tr>\n
218<\/td>\nSECTION 2102 \u2022 MATERIAL STANDARDS <\/td>\n<\/tr>\n
219<\/td>\nSECTION 2103 \u2022 MORTAR AND GROUT <\/td>\n<\/tr>\n
220<\/td>\nSECTION 2104 \u2022 CONSTRUCTION <\/td>\n<\/tr>\n
222<\/td>\nSECTION 2105 \u2022 QUALITY ASSURANCE <\/td>\n<\/tr>\n
223<\/td>\nSECTION 2106 \u2022 GENERAL DESIGN REQUIREMENTS <\/td>\n<\/tr>\n
227<\/td>\nSECTION 2107 \u2022 WORKING STRESS DESIGN OFMASONRY <\/td>\n<\/tr>\n
232<\/td>\nSECTION 2108 \u2022 STRENGTH DESIGN OF MASONRY <\/td>\n<\/tr>\n
238<\/td>\nSECTION 2109 \u2022 EMPIRICAL DESIGN OF MASONRY <\/td>\n<\/tr>\n
240<\/td>\nSECTION 2110 \u2022 GLASS MASONRY <\/td>\n<\/tr>\n
241<\/td>\nSECTION 2111 \u2022 CHIMNEYS, FIREPLACES ANDBARBECUES <\/td>\n<\/tr>\n
242<\/td>\nTABLE 21-A\u2022MORTAR PROPORTIONS FOR UNIT MASONRY
TABLE 21-B\u2022GROUT PROPORTIONS BY VOLUME1
TABLE 21-C\u2022GROUTING LIMITATIONS <\/td>\n<\/tr>\n
243<\/td>\nTABLE 21-D\u2022SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, (psi) BASED ONSPECIFYING THE COMPRESSIVE STRENGTH OF MASONRY UNITS
TABLE 21-E-1\u2022ALLOWABLE TENSION, Bt , FOR EMBEDDED ANCHORBOLTS FOR CLAY AND CONCRETE MASONRY, pounds1,2,3 <\/td>\n<\/tr>\n
244<\/td>\nTABLE 21-E-2\u2022ALLOWABLE TENSION, Bt , FOR EMBEDDED ANCHORBOLTS FOR CLAY AND CONCRETE MASONRY, pounds1,2
TABLE 21-F\u2022ALLOWABLE SHEAR, Bv, FOR EMBEDDED ANCHORBOLTS FOR CLAY AND CONCRETE MASONRY, pounds1,2
TABLE 21-G\u2022MINIMUM DIAMETERS OF BEND
TABLE 21-H-1\u2022RADIUS OF GYRATION1 FOR CONCRETE MASONRY UNITS2 <\/td>\n<\/tr>\n
245<\/td>\nTABLE 21-H-2\u2022RADIUS OF GYRATION1 FOR CLAY MASONRY UNIT LENGTH, 16 INCHES2
TABLE 21-H-3\u2022RADIUS OF GYRATION1 FOR CLAY MASONRY UNIT LENGTH, 12 INCHES2
TABLE 21-I\u2022ALLOWABLE FLEXURAL TENSION (psi) <\/td>\n<\/tr>\n
246<\/td>\nTABLE 21-J\u2022MAXIMUM NOMINAL SHEAR STRENGTH VALUES1,2
TABLE 21-K\u2022NOMINAL SHEAR STRENGTH COEFFICIENT
TABLE 21-L\u2022SHEAR WALL SPACING REQUIREMENTS FOR EMPIRICAL DESIGN OF MASONRY
TABLE 21-M\u2022ALLOWABLE COMPRESSlVE STRESSES FOR EMPIRICAL DESIGN OF MASONRY <\/td>\n<\/tr>\n
247<\/td>\nTABLE 21-N\u2022ALLOWABLE SHEAR ON BOLTS FOR EMPIRICALLYDESIGNED MASONRY EXCEPT UNBURNED CLAY UNITS <\/td>\n<\/tr>\n
248<\/td>\nTABLE 21-O\u2022WALL LATERAL SUPPORT REQUIREMENTSFOR EMPIRICAL DESIGN OF MASONRY
TABLE 21-P\u2022THlCKNESS OF FOUNDATION WALLS FOR EMPIRICAL DESIGN OF MASONRY
TABLE 21-Q\u2022ALLOWABLE SHEAR ON BOLTS FOR MASONRY OF UNBURNED CLAY UNITS <\/td>\n<\/tr>\n
249<\/td>\nCHAPTER 22 STEEL
DIVISION I\u2022GENERAL
SECTION 2201 \u2022 SCOPE
SECTION 2202 \u2022 STANDARDS OF QUALITY
SECTION 2203 \u2022 MATERIAL IDENTIFICATION
SECTION 2204 \u2022 DESIGN METHODS
SECTION 2205 \u2022 DESIGN AND CONSTRUCTION PROVISIONS <\/td>\n<\/tr>\n
251<\/td>\nDIVISION II\u2022DESIGN STANDARD FOR LOAD AND RESISTANCE FACTORDESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS
SECTION 2206 \u2022 ADOPTION
SECTION 2207 \u2022 AMENDMENTS <\/td>\n<\/tr>\n
252<\/td>\nDIVISION III\u2022DESIGN STANDARD FOR SPECIFICATION FOR STRUCTURAL STEEL BUILDINGSALLOWABLE STRESS DESIGN AND PLASTIC DESIGN
SECTION 2208 \u2022 ADOPTION
SECTION 2209 \u2022 AMENDMENTS <\/td>\n<\/tr>\n
253<\/td>\nDIVISION IV\u2022SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS
SECTION 2210 \u2022 AMENDMENTS <\/td>\n<\/tr>\n
255<\/td>\nSECTION 2211 \u2022 ADOPTION <\/td>\n<\/tr>\n
258<\/td>\nTABLE 2-1 Seismic Hazard Exposure Groups <\/td>\n<\/tr>\n
259<\/td>\nTABLE 2-2 Seismic Performance Categories <\/td>\n<\/tr>\n
261<\/td>\nTABLE 8-1 Limiting Width Thickness Ratios \u03bbp forCompression Elements <\/td>\n<\/tr>\n
267<\/td>\nDIVISION V\u2022SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGSFOR USE WITH ALLOWABLE STRESS DESIGN
SECTION 2212 \u2022 GENERAL
SECTION 2213 \u2022 SEISMIC PROVISIONS FORSTRUCTURAL STEEL BUILDINGS IN SEISMICZONES 3 AND 4 <\/td>\n<\/tr>\n
273<\/td>\nSECTION 2214 \u2022 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS IN SEISMICZONES 1 AND 2 <\/td>\n<\/tr>\n
276<\/td>\nDIVISION VI\u2022LOAD AND RESISTANCE FACTORDESIGN SPECIFICATION FOR COLD-FORMED STEEL STRUCTURAL MEMBERS
SECTION 2215 \u2022 ADOPTION
SECTION 2216 \u2022 AMENDMENTS <\/td>\n<\/tr>\n
277<\/td>\nDIVISION VII\u2022SPECIFICATION FOR DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS
SECTION 2217 \u2022 ADOPTION
SECTION 2218 \u2022 AMENDMENTS <\/td>\n<\/tr>\n
278<\/td>\nDIVISION VIII\u2022LATERAL RESISTANCE FOR STEEL STUD WALL SYSTEMS
SECTION 2219 \u2022 GENERAL
SECTION 2220 \u2022 SPECIAL REQUIREMENTS INSEISMIC ZONES 3 AND 4 <\/td>\n<\/tr>\n
279<\/td>\nTABLE 22-VIII-A\u2022NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOTFOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL1,2
TABLE 22-VIII-B\u2022NOMINAL 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\u2022NOMINAL SHEAR VALUES FOR SEISMIC FORCES IN POUNDS PER FOOTFOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDS1,2 <\/td>\n<\/tr>\n
280<\/td>\nDIVISION IX\u2022OPEN WEB STEEL JOISTS
SECTION 2221 \u2022 ADOPTION <\/td>\n<\/tr>\n
281<\/td>\nDIVISION X\u2022DESIGN STANDARD FOR STEEL STORAGE RACKS
SECTION 2222 \u2022 GENERAL PROVISIONS <\/td>\n<\/tr>\n
282<\/td>\nSECTION 2223 \u2022 DESIGN PROCEDURES ANDDIMENSIONAL LIMITATIONS
SECTION 2224 \u2022 ALLOWABLE STRESSES ANDEFFECTIVE WIDTHS
SECTION 2225 \u2022 PALLET AND STACKER-RACKBEAMS
SECTION 2226 \u2022 FRAME DESIGN
SECTION 2227 \u2022 CONNECTIONS AND BEARINGPLATES
SECTION 2228 \u2022 LOADS <\/td>\n<\/tr>\n
283<\/td>\nSECTION 2229 \u2022 SPECIAL RACK DESIGN PROVISIONS <\/td>\n<\/tr>\n
284<\/td>\nDIVISION XI\u2022DESIGN STANDARD FOR STRUCTURAL APPLICATIONS OF STEEL CABLES FOR BUILDINGS
SECTION 2230 \u2022 ADOPTION <\/td>\n<\/tr>\n
285<\/td>\nCHAPTER 23 WOOD
DIVISION I\u2022GENERAL DESIGN REQUIREMENTS
SECTION 2301 \u2022 GENERAL
SECTION 2302 \u2022 DEFINITIONS <\/td>\n<\/tr>\n
286<\/td>\nSECTION 2303 \u2022 STANDARDS OF QUALITY
SECTION 2304 \u2022 MINIMUM QUALITY <\/td>\n<\/tr>\n
287<\/td>\nSECTION 2305 \u2022 DESIGN AND CONSTRUCTION REQUIREMENTS <\/td>\n<\/tr>\n
288<\/td>\nDIVISION II\u2022GENERAL REQUIREMENTS
SECTION 2306 \u2022 DECAY AND TERMITE PROTECTION <\/td>\n<\/tr>\n
289<\/td>\nSECTION 2307 \u2022 WOOD SUPPORTING MASONRYOR CONCRETE
SECTION 2308 \u2022 WALL FRAMING
SECTION 2309 \u2022 FLOOR FRAMING
SECTION 2310 \u2022 EXTERIOR WALL COVERINGS <\/td>\n<\/tr>\n
290<\/td>\nSECTION 2311 \u2022 INTERIOR PANELING
SECTION 2312 \u2022 SHEATHING
SECTION 2313 \u2022 MECHANICALLY LAMINATEDFLOORS AND DECKS
SECTION 2314 \u2022 POST-BEAM CONNECTIONS <\/td>\n<\/tr>\n
291<\/td>\nSECTION 2315 \u2022 WOOD SHEAR WALLS AND DIAPHRAGMS <\/td>\n<\/tr>\n
293<\/td>\nTABLE 23-II-A-1\u2022EXPOSED PLYWOOD PANEL SIDING
TABLE 23-II-A-2\u2022ALLOWABLE SPANS FOR EXPOSED PARTICLEBOARD PANEL SIDING <\/td>\n<\/tr>\n
294<\/td>\nTABLE 23-II-B-1\u2022NAILING SCHEDULE <\/td>\n<\/tr>\n
295<\/td>\nTABLE 23-II-B-2\u2022WOOD STRUCTURAL PANEL ROOF SHEATHING NAILING SCHEDULE1
ROOF FASTENING ZONES <\/td>\n<\/tr>\n
296<\/td>\nTABLE 23-II-C\u2022HARDBOARD SIDING
TABLE 23-II-D-1\u2022ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHING1, 2
TABLE 23-II-D-2\u2022SHEATHING LUMBER SHALL MEET THE FOLLOWINGMINIMUM GRADE REQUIREMENTS: BOARD GRADE <\/td>\n<\/tr>\n
297<\/td>\nTABLE 23-II-E-1\u2022ALLOWABLE 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\u2022ALLOWABLE 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 <\/td>\n<\/tr>\n
298<\/td>\nTABLE 23-II-F-1\u2022ALLOWABLE 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\u2022ALLOWABLE SPANS FOR PARTICLEBOARD SUBFLOOR AND COMBINED SUBFLOOR-UNDERLAYMENT1,2
TABLE 23-II-G\u2022MAXIMUM DIAPHRAGM DIMENSION RATIOS <\/td>\n<\/tr>\n
299<\/td>\nTABLE 23-II-H\u2022ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HORIZONTAL WOOD STRUCTURAL PANELDIAPHRAGMS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE1 <\/td>\n<\/tr>\n
300<\/td>\nTABLE 23-II-I-1\u2022ALLOWABLE 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\u2022ALLOWABLE SHEAR IN POUNDS PER FOOT FOR PARTICLEBOARDSHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE1,2,3 <\/td>\n<\/tr>\n
301<\/td>\nTABLE 23-II-J\u2022ALLOWABLE SHEARS FOR WIND OR SEISMIC LOADING ONVERTICAL DIAPHRAGMS OF FIBERBOARD SHEATHING BOARD CONSTRUCTIONFOR TYPE V CONSTRUCTION ONLY1
TABLE 23-II-K\u2022WOOD SHINGLE AND SHAKE SIDE WALL EXPOSURES <\/td>\n<\/tr>\n
302<\/td>\nFIGURE 23-II-1\u2022GENERAL DEFINITION OF SHEAR WALL HEIGHT TO WIDTH RATIO <\/td>\n<\/tr>\n
303<\/td>\nDIVISION III\u2022DESIGN SPECIFICATIONS FOR ALLOWABLE STRESS DESIGN OF WOOD BUILDINGS
SECTION 2316 \u2022 DESIGN SPECIFICATIONS
TABLE 2.3.2\u2022LOAD DURATION FACTORS, CD <\/td>\n<\/tr>\n
306<\/td>\nSECTION 2317 \u2022 PLYWOOD STRUCTURAL PANELS
SECTION 2318 \u2022 TIMBER CONNECTORS ANDFASTENERS
SECTION 2319 \u2022 WOOD SHEAR WALLS AND DIAPHRAGMS <\/td>\n<\/tr>\n
307<\/td>\nTABLE 23-III-A\u2022ALLOWABLE UNIT STRESSES FOR CONSTRUCTION AND INDUSTRIAL SOFTWOOD PLYWOOD <\/td>\n<\/tr>\n
308<\/td>\nTABLE 23-III-B-1\u2022BOLT DESIGN VALUES (Z) FOR SINGLE SHEAR (Two Member) CONNECTIONS1,2,3 <\/td>\n<\/tr>\n
309<\/td>\nTABLE 23-III-C-1\u2022BOX NAIL DESIGN VALUES (Z) FOR SINGLE SHEAR (Two Member) CONNECTIONS1,2,3 <\/td>\n<\/tr>\n
310<\/td>\nTABLE 23-III-C-2\u2022COMMON WIRE NAIL DESIGN VALUES (Z) FOR SINGLE SHEAR (Two Member) CONNECTIONS1,2,3
TABLE 23-III-D\u2022NAIL AND SPIKE WITHDRAWAL DESIGN VALUES (W)1,2 <\/td>\n<\/tr>\n
311<\/td>\nDIVISION IV\u2022CONVENTIONAL LIGHT-FRAME CONSTRUCTION
SECTION 2320 \u2022 CONVENTIONAL LIGHT-FRAME
\nCONSTRUCTION DESIGN PROVISIONS <\/td>\n<\/tr>\n
316<\/td>\nTABLE 23-IV-A\u2022ALLOWABLE SPANS FOR 2-INCH (51 mm) TONGUE-AND-GROOVE DECKING
TABLE 23-IV-B\u2022SIZE, HEIGHT AND SPACING OF WOOD STUDS <\/td>\n<\/tr>\n
317<\/td>\nTABLE 23-IV-C-1\u2022BRACED WALL PANELS1
TABLE 23-IV-C-2\u2022CRIPPLE WALL BRACING <\/td>\n<\/tr>\n
318<\/td>\nTABLE 23-IV-D-1\u2022WOOD STRUCTURAL PANEL WALL SHEATHING1
TABLE 23-IV-D-2\u2022ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHING1 <\/td>\n<\/tr>\n
319<\/td>\nTABLE 23-IV-J-1\u2022FLOOR JOISTS WITH L\/360 DEFLECTION LIMITS <\/td>\n<\/tr>\n
320<\/td>\nTABLE 23-IV-J-2\u2022FLOOR JOISTS WITH L\/360 DEFLECTION LIMITS <\/td>\n<\/tr>\n
321<\/td>\nTABLE 23-IV-J-3\u2022CEILING JOISTS WITH L\/240 DEFLECTION LIMITS <\/td>\n<\/tr>\n
322<\/td>\nTABLE 23-IV-J-4\u2022CEILING JOISTS WITH L\/240 DEFLECTION LIMITS <\/td>\n<\/tr>\n
323<\/td>\nTABLE 23-IV-R-1\u2022RAFTERS WITH L\/240 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
324<\/td>\nTABLE 23-IV-R-2\u2022RAFTERS WITH L\/240 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
325<\/td>\nTABLE 23-IV-R-3\u2022RAFTERS WITH L\/240 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
326<\/td>\nTABLE 23-IV-R-4\u2022RAFTERS WITH L\/240 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
327<\/td>\nTABLE 23-IV-R-5\u2022RAFTERS WITH L\/240 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
328<\/td>\nTABLE 23-IV-R-6\u2022RAFTERS WITH L\/240 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
329<\/td>\nTABLE 23-IV-R-7\u2022RAFTERS WITH L\/180 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
330<\/td>\nTABLE 23-IV-R-8\u2022RAFTERS WITH L\/180 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
331<\/td>\nTABLE 23-IV-R-9\u2022RAFTERS WITH L\/180 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
332<\/td>\nTABLE 23-IV-R-10\u2022RAFTERS WITH L\/180 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
333<\/td>\nTABLE 23-IV-R-11\u2022RAFTERS WITH L\/180 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
334<\/td>\nTABLE 23-IV-R-12\u2022RAFTERS WITH L\/180 DEFLECTION LIMITATION <\/td>\n<\/tr>\n
335<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER <\/td>\n<\/tr>\n
336<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
337<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
338<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
339<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
340<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
341<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
342<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
343<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
344<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
345<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
346<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
347<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
348<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
349<\/td>\nTABLE 23-IV-V-1\u2022VALUES FOR JOISTS AND RAFTERS\u2022VISUALLY GRADED LUMBER\u2022(Continued) <\/td>\n<\/tr>\n
350<\/td>\nTABLE 23-IV-V-2\u2022VALUES FOR JOISTS AND RAFTERS\u2022MECHANICALLY GRADED LUMBER <\/td>\n<\/tr>\n
351<\/td>\nDIVISION V\u2022DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS
SECTION 2321 \u2022 METAL PLATE CONNECTED WOODTRUSS DESIGN <\/td>\n<\/tr>\n
352<\/td>\nDIVISION VI\u2022DESIGN STANDARD FOR STRUCTURAL GLUED BUILT-UP MEMBERS\u2022PLYWOOD COMPONENTS
SECTION 2322 \u2022 PLYWOOD STRESSED SKINPANELS
SECTION 2323 \u2022 PLYWOOD CURVED PANELS <\/td>\n<\/tr>\n
354<\/td>\nSECTION 2324 \u2022 PLYWOOD BEAMS <\/td>\n<\/tr>\n
356<\/td>\nSECTION 2325 \u2022 PLYWOOD SANDWICH PANELS <\/td>\n<\/tr>\n
357<\/td>\nSECTION 2326 \u2022 FABRICATION OF PLYWOOD COMPONENTS <\/td>\n<\/tr>\n
361<\/td>\nSECTION 2327 \u2022 ALL-PLYWOOD BEAMS <\/td>\n<\/tr>\n
364<\/td>\nTABLE 23-VI-A\u2022BASIC SPACING
TABLE 23-VI-B\u2022LENGTH OF SPLICE PLATES
TABLE 23-VI-C\u2022ALLOWABLE PLYWOOD TENSION STRESS FOR BUTT JOINT SPLICE1
TABLE 23-VI-D\u2022BRACING FOR DEEP NARROW BEAM <\/td>\n<\/tr>\n
365<\/td>\nTABLE 23-VI-E\u2022AREA REDUCTION FACTORS
TABLE 23-VI-F\u2022WEB STIFFENER SPACING
TABLE 23-VI-G\u2022DRY SHEAR STRENGTH STRESS REQUIREMENTS1
TABLE 23-VI-H\u2022DRY TENSION STRESS <\/td>\n<\/tr>\n
366<\/td>\nFIGURE 23-VI-1\u2022STAPLE SPACING FOR PLYWOOD WEBS, FLANGES, SPLICE PLATES AND STIFFENERS <\/td>\n<\/tr>\n
367<\/td>\nFIGURE 23-VI-1\u2022STAPLE SPACING FOR PLYWOOD WEBS, FLANGES, SPLICE PLATES AND STIFFENERS\u2022(Continued) <\/td>\n<\/tr>\n
368<\/td>\nFIGURE 23-VI-1\u2022STAPLE SPACING FOR PLYWOOD WEBS, FLANGES, SPLICE PLATES AND STIFFENERS\u2022(Continued) <\/td>\n<\/tr>\n
369<\/td>\nDIVISION VII\u2022DESIGN STANDARD FOR SPAN TABLES FOR JOISTS AND RAFTERS
SECTION 2328 \u2022 SPAN TABLES FOR JOISTS ANDRAFTERS
SECTION 2329 \u2022 DESIGN CRITERIA FOR JOISTSAND RAFTERS
SECTION 2330 \u2022 LUMBER STRESSES
SECTION 2331 \u2022 MOISTURE CONTENT
SECTION 2332 \u2022 LUMBER SIZE
SECTION 2333 \u2022 SPAN TABLES FOR JOISTS ANDRAFTERS <\/td>\n<\/tr>\n
370<\/td>\nTABLE 23-VII-J-1\u2022FLOOR JOISTS WITH L\/360 DEFLECTION LIMITS <\/td>\n<\/tr>\n
371<\/td>\nTABLE 23-VII-J-2\u2022FLOOR JOISTS WITH L\/360 DEFLECTION LIMITS <\/td>\n<\/tr>\n
372<\/td>\nTABLE 23-VII-J-3\u2022FLOOR JOISTS WITH L\/360 DEFLECTION LIMITS <\/td>\n<\/tr>\n
373<\/td>\nTABLE 23-VII-J-4\u2022FLOOR JOISTS WITH L\/360 DEFLECTION LIMITS <\/td>\n<\/tr>\n
374<\/td>\nTABLE 23-VII-R-1\u2022RAFTERS WITH L\/240 DEFLECTION LIMITS <\/td>\n<\/tr>\n
375<\/td>\nTABLE 23-VII-R-2\u2022RAFTERS WITH L\/240 DEFLECTION LIMITS <\/td>\n<\/tr>\n
376<\/td>\nTABLE 23-VII-R-3\u2022RAFTERS WITH L\/240 DEFLECTION LIMITS <\/td>\n<\/tr>\n
377<\/td>\nTABLE 23-VII-R-4\u2022RAFTERS WITH L\/240 DEFLECTION LIMITS <\/td>\n<\/tr>\n
378<\/td>\nTABLE 23-VII-R-5\u2022RAFTERS WITH L\/240 DEFLECTION LIMITS <\/td>\n<\/tr>\n
379<\/td>\nTABLE 23-VII-R-6\u2022RAFTERS WITH L\/240 DEFLECTION LIMITS <\/td>\n<\/tr>\n
380<\/td>\nTABLE 23-VII-R-7\u2022RAFTERS WITH L\/180 DEFLECTION LIMITS <\/td>\n<\/tr>\n
381<\/td>\nTABLE 23-VII-R-8\u2022RAFTERS WITH L\/180 DEFLECTION LIMITS <\/td>\n<\/tr>\n
382<\/td>\nTABLE 23-VII-R-9\u2022RAFTERS WITH L\/180 DEFLECTION LIMITS <\/td>\n<\/tr>\n
383<\/td>\nTABLE 23-VII-R-10\u2022RAFTERS WITH L\/180 DEFLECTION LIMITS <\/td>\n<\/tr>\n
384<\/td>\nTABLE 23-VII-R-11\u2022RAFTERS WITH L\/180 DEFLECTION LIMITS <\/td>\n<\/tr>\n
385<\/td>\nTABLE 23-VII-R-12\u2022RAFTERS WITH L\/180 DEFLECTION LIMITS <\/td>\n<\/tr>\n
386<\/td>\nDIVISION VIII\u2022DESIGN STANDARD FOR PLANK-AND-BEAM FRAMING
SECTION 2334 \u2022 SCOPE
SECTION 2335 \u2022 DEFINITION
SECTION 2336 \u2022 DESIGN <\/td>\n<\/tr>\n
387<\/td>\nTABLE 23-VIII-A\u20222-INCH (51 mm) PLANK\u2022REQUIRED 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 <\/td>\n<\/tr>\n
388<\/td>\nTABLE 23-VIII-B\u2022ROOF BEAMS\u2022LIVE LOAD 20 POUNDS PER SQUARE FOOT (0.96 kN\/m2)\u2022DEFLECTION LIMITATION L\/240 (not for support of plaster) <\/td>\n<\/tr>\n
389<\/td>\nTABLE 23-VIII-C\u2022ROOF BEAMS\u2022LIVE LOAD 30 POUNDS PER SQUARE FOOT (1.44 kN\/m2)\u2022DEFLECTION LIMITATION L\/240 (not for support of plaster) <\/td>\n<\/tr>\n
390<\/td>\nTABLE 23-VIII-D\u2022ROOF AND FLOOR BEAMS\u2022LIVE LOAD 40 POUNDS PER SQUARE FOOT (1.92 kN\/m2)\u2022DEFLECTION LIMITATION L\/360 (not for support of plaster) <\/td>\n<\/tr>\n
391<\/td>\nEXCERPTS FROM CHAPTER 24 GLASS AND GLAZING
SECTION 2409 \u2022 SLOPED GLAZING ANDSKYLIGHTS
TABLE 24-A\u2022ADJUSTMENT FACTORS\u2022RELATIVE RESISTANCE TO WIND LOADS <\/td>\n<\/tr>\n
392<\/td>\nGRAPH 24-1\u2022MAXIMUM ALLOWABLE AREA OF GLASS1 <\/td>\n<\/tr>\n
393<\/td>\nEXCERPTS FROM CHAPTER 25 GYPSUM BOARD AND PLASTER
SECTION 2513 \u2022 SHEAR-RESISTING CONSTRUCTION WITH WOOD FRAME <\/td>\n<\/tr>\n
394<\/td>\nTABLE 25-I\u2022ALLOWABLE 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 <\/td>\n<\/tr>\n
395<\/td>\nEXCERPTS FROM CHAPTER 35 UNIFORM BUILDING CODE STANDARDS
SECTION 3501 \u2022 UBC STANDARDS
SECTION 3502 \u2022 ADOPTED STANDARDS
SECTION 3503 \u2022 STANDARD OF DUTY
SECTION 3504 \u2022 RECOGNIZED STANDARDS <\/td>\n<\/tr>\n
399<\/td>\nAPPENDIX CHAPTER 16 STRUCTURAL FORCES
DIVISION I\u2022SNOW LOAD DESIGN
SECTION 1637 \u2022 GENERAL
SECTION 1638 \u2022 NOTATIONS
SECTION 1639 \u2022 GROUND SNOW LOADS
SECTION 1640 \u2022 ROOF SNOW LOADS <\/td>\n<\/tr>\n
400<\/td>\nSECTION 1641 \u2022 UNBALANCED SNOW LOADS,GABLE ROOFS
SECTION 1642 \u2022 UNBALANCED SNOW LOAD FORCURVED ROOFS
SECTION 1643 \u2022 SPECIAL EAVE REQUIREMENTS
SECTION 1644 \u2022 DRIFT LOADS ON LOWER ROOFS,DECKS AND ROOF PROJECTIONS <\/td>\n<\/tr>\n
401<\/td>\nSECTION 1645 \u2022 RAIN ON SNOW
SECTION 1646 \u2022 DEFLECTIONS
SECTION 1647 \u2022 IMPACT LOADS
SECTION 1648 \u2022 VERTICAL OBSTRUCTIONS
TABLE A-16-A\u2022SNOW EXPOSURE COEFFICIENT (Ce)1,2
TABLE A-16-B\u2022VALUES FOR OCCUPANCY IMPORTANCE FACTOR I <\/td>\n<\/tr>\n
402<\/td>\nFIGURE A-16-1\u2022GROUND SNOW LOAD, Pg, FOR 50-YEAR MEANRECURRENCE INTERVAL FOR THE WESTERN UNITED STATES <\/td>\n<\/tr>\n
403<\/td>\nFIGURE A-16-2\u2022GROUND SNOW LOAD, Pg, FOR 50-YEAR MEANRECURRENCE INTERVAL FOR THE CENTRAL UNITED STATES <\/td>\n<\/tr>\n
404<\/td>\nFIGURE A-16-3\u2022GROUND SNOW LOAD, Pg, FOR 50-YEAR MEANRECURRENCE INTERVAL FOR THE EASTERN UNITED STATES <\/td>\n<\/tr>\n
405<\/td>\nFIGURE A-16-4\u2022DRIFTING SNOW ON LOW ROOFS AND DECKS
FIGURE A-16-5\u2022DRIFTING SNOW ONTO ADJACENT LOW STRUCTURES
FIGURE A-16-6\u2022ADDITIONAL SURCHARGE DUE TO SLIDING SNOW <\/td>\n<\/tr>\n
406<\/td>\nFIGURE A-16-7\u2022SNOW DRIFTING AT ROOF PROJECTIONS
FIGURE A-16-8\u2022INTERSECTING SNOW DRIFTS <\/td>\n<\/tr>\n
407<\/td>\nFIGURE A-16-9\u2022DETERMINATION OF hd
FIGURE A-16-10\u2022OVERHANG LOADS <\/td>\n<\/tr>\n
408<\/td>\nFIGURE A-16-11\u2022VALLEY COEFFICIENT, Cv <\/td>\n<\/tr>\n
409<\/td>\nFIGURE A-16-12\u2022VALLEY DESIGN COEFFICIENTS, Cv <\/td>\n<\/tr>\n
410<\/td>\nFIGURE A-16-13\u2022VALLEY DESIGN COEFFICIENTS, Cv <\/td>\n<\/tr>\n
411<\/td>\nFIGURE A-16-14\u2022ICE SPLITTER\u2022PLAN VIEW <\/td>\n<\/tr>\n
412<\/td>\nDIVISION II\u2022EARTHQUAKE RECORDING INSTRUMENTATION
SECTION 1649 \u2022 GENERAL
SECTION 1650 \u2022 LOCATION
SECTION 1651 \u2022 MAINTENANCE
SECTION 1652 \u2022 INSTRUMENTATION OF EXISTINGBUILDINGS <\/td>\n<\/tr>\n
413<\/td>\nDIVISION III\u2022SEISMIC ZONE TABULATION
SECTION 1653 \u2022 FOR AREAS OUTSIDE THE UNITEDSTATES <\/td>\n<\/tr>\n
417<\/td>\nDIVISION IV\u2022EARTHQUAKE REGULATIONS FORSEISMIC-ISOLATED STRUCTURES
SECTION 1654 \u2022 GENERAL
SECTION 1655 \u2022 DEFINITIONS
SECTION 1656 \u2022 SYMBOLS AND NOTATIONS <\/td>\n<\/tr>\n
419<\/td>\nSECTION 1657 \u2022 CRITERIA SELECTION
SECTION 1658 \u2022 STATIC LATERAL RESPONSEPROCEDURE <\/td>\n<\/tr>\n
421<\/td>\nSECTION 1659 \u2022 DYNAMIC LATERAL-RESPONSEPROCEDURE <\/td>\n<\/tr>\n
422<\/td>\nSECTION 1660 \u2022 LATERAL LOAD ON ELEMENTSOF STRUCTURES AND NONSTRUCTURALCOMPONENTS SUPPORTED BY STRUCTURES <\/td>\n<\/tr>\n
423<\/td>\nSECTION 1661 \u2022 DETAILED SYSTEMS REQUIREMENTS <\/td>\n<\/tr>\n
424<\/td>\nSECTION 1662 \u2022 NONBUILDING STRUCTURES
SECTION 1663 \u2022 FOUNDATIONS
SECTION 1664 \u2022 DESIGN AND CONSTRUCTIONREVIEW
SECTION 1665 \u2022 REQUIRED TESTS OF ISOLATIONSYSTEM <\/td>\n<\/tr>\n
426<\/td>\nTABLE A-16-C\u2022DAMPING COEFFICIENTS, BD AND BM
TABLE A-16-D\u2022MAXIMUM CAPABLE EARTHQUAKE RESPONSE COEFFICIENT, MM
TABLE A-16-E\u2022STRUCTURAL SYSTEMS ABOVE THE ISOLATION INTERFACE1 <\/td>\n<\/tr>\n
427<\/td>\nTABLE A-16-E\u2022STRUCTURAL SYSTEMS ABOVE THE ISOLATION INTERFACE1\u2022(Continued)
TABLE A-16-F\u2022SEISMIC COEFFICIENT, CAM1 <\/td>\n<\/tr>\n
428<\/td>\nTABLE A-16-G\u2022SEISMIC COEFFICIENT, CVM1 <\/td>\n<\/tr>\n
429<\/td>\nAPPENDIX CHAPTER 18 WATERPROOFlNG AND DAMPPROOFlNG FOUNDATIONS
SECTION 1820 \u2022 SCOPE
SECTION 1821 \u2022 GROUNDWATER TABLEINVESTIGATION
SECTION 1822 \u2022 DAMPPROOFING REQUIRED
SECTION 1823 \u2022 FLOOR DAMPPROOFING
SECTION 1824 \u2022 WALL DAMPPROOFING
SECTION 1825 \u2022 OTHER DAMPPROOFINGREQUIREMENTS
SECTION 1826 \u2022 WATERPROOFING REQUIRED <\/td>\n<\/tr>\n
430<\/td>\nSECTION 1827 \u2022 FLOOR WATERPROOFING
SECTION 1828 \u2022 WALL WATERPROOFING
SECTION 1829 \u2022 OTHER DAMPPROOFING ANDWATERPROOFING REQUIREMENTS <\/td>\n<\/tr>\n
431<\/td>\nAPPENDIX CHAPTER 19 PROTECTION OF RESIDENTIAL CONCRETEEXPOSED TO FREEZING AND THAWING
SECTION 1928 \u2022 GENERAL
TABLE A-19-A\u2022MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE1 <\/td>\n<\/tr>\n
432<\/td>\nFIGURE A-19-1\u2022WEATHERING REGIONS FOR RESIDENTIAL CONCRETE <\/td>\n<\/tr>\n
433<\/td>\nAPPENDIX CHAPTER 21 PRESCRIPTIVE MASONRY CONSTRUCTION IN HIGH-WIND AREAS
SECTION 2112 \u2022 GENERAL <\/td>\n<\/tr>\n
435<\/td>\nTABLE A-21-A-1\u2022EXTERIOR FOUNDATION REQUIREMENTS FORMASONRY BUILDINGS WITH 6- AND 8-INCH-THICK WALLS <\/td>\n<\/tr>\n
436<\/td>\nTABLE A-21-A-2\u2022INTERIOR FOUNDATION REQUIREMENTS FORMASONRY BUILDINGS WITH 6- AND 8-INCH-THICK WALLS <\/td>\n<\/tr>\n
437<\/td>\nTABLE A-21-B\u2022VERTICAL REINFORCEMENT AND TOP RESTRAINT FOR VARIOUSHEIGHTS OF BASEMENT AND OTHER BELOW-GRADE WALLS <\/td>\n<\/tr>\n
438<\/td>\nTABLE A-21-C-1\u2022VERTICAL 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 <\/td>\n<\/tr>\n
439<\/td>\nTABLE A-21-C-2\u2022VERTICAL 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 <\/td>\n<\/tr>\n
440<\/td>\nTABLE A-21-C-3\u2022VERTICAL 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 <\/td>\n<\/tr>\n
441<\/td>\nTABLE A-21-C-4\u2022VERTICAL 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 <\/td>\n<\/tr>\n
442<\/td>\nTABLE A-21-C-5\u2022VERTICAL 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 <\/td>\n<\/tr>\n
443<\/td>\nTABLE A-21-D\u2022ANCHORAGE OF WOOD MEMBERS TO EXTERIOR WALLS FOR VERTICAL AND UPLIFT FORCES <\/td>\n<\/tr>\n
444<\/td>\nTABLE A-21-E\u2022LINTEL REINFORCEMENT OVER EXTERIOR OPENINGS1,2\u2022WOOD AND STEEL FRAMING3[Lintels larger than 12 feet 0 inch (3658 mm) shall be designed.]48-INCH (203 mm) MASONRY UNITS5 <\/td>\n<\/tr>\n
445<\/td>\nTABLE A-21-F\u2022MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4 <\/td>\n<\/tr>\n
446<\/td>\nTABLE A-21-F\u2022MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4\u2022(Part I Continued) <\/td>\n<\/tr>\n
447<\/td>\nTABLE A-21-F\u2022MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4\u2022(Continued) <\/td>\n<\/tr>\n
448<\/td>\nTABLE A-21-F\u2022MASONRY SHEAR WALL1,2,3 AND DIAPHRAGMREQUIREMENTS IN HIGH-WIND AREAS4\u2022(Part II Continued) <\/td>\n<\/tr>\n
449<\/td>\nTABLE A-21-G\u2022MINIMUM WALL CONNECTION REQUIREMENTS IN HIGH-WIND AREASPrecast Hollow-core Plank Floors and Roofs
TABLE A-21-H\u2022MINIMUM HOLD-DOWN REQUIREMENTS IN HIGH-WIND AREASSteel Floors and Roofs
TABLE A-21-I\u2022DIAGONAL BRACING REQUIREMENTSFOR GABLE-END WALL1,2 ROOF PITCH 3:12 to 5:12 <\/td>\n<\/tr>\n
450<\/td>\nFIGURE A-21-1\u2022VARIOUS DETAILS OF FOOTINGS(See Tables A-21-A-1 and A-21-A-2 for widths.) <\/td>\n<\/tr>\n
451<\/td>\nFIGURE A-21-1\u2022VARIOUS DETAILS OF FOOTINGS\u2022(Continued)(See Tables A-21-A-1 and A-21-A-2 for widths.) <\/td>\n<\/tr>\n
452<\/td>\nFIGURE A-21-1\u2022VARIOUS DETAILS OF FOOTINGS\u2022(Continued)(See Tables A-21-A-1 and A-21-A-2 for widths.) <\/td>\n<\/tr>\n
453<\/td>\nFIGURE A-21-2\u2022MINIMUM MASONRY WALL REQUIREMENTS IN SEISMIC ZONE 2 <\/td>\n<\/tr>\n
454<\/td>\nFIGURE A-21-3\u2022BELOW-GRADE WALL AND DRAINAGE DETAILS <\/td>\n<\/tr>\n
455<\/td>\nFIGURE A-21-4\u2022HOLLOW-MASONRY UNIT FOUNDATION WALL\u2022WOOD FLOOR <\/td>\n<\/tr>\n
456<\/td>\nFIGURE A-21-5\u2022PLACEMENT OF REINFORCEMENT
FIGURE A-21-6\u2022VARIOUS CONNECTIONS OF FLOORS TO BASEMENT WALLS <\/td>\n<\/tr>\n
457<\/td>\nFIGURE A-21-6\u2022VARIOUS CONNECTIONS OF FLOORS TO BASEMENT WALLS\u2022(Continued) <\/td>\n<\/tr>\n
458<\/td>\nFIGURE A-21-7\u2022VARIOUS DETAILS ASSOCIATEDWITH TABLE A-21-D (Uplift Resistance) <\/td>\n<\/tr>\n
459<\/td>\nFIGURE A-21-7\u2022VARIOUS DETAILS ASSOCIATEDWITH TABLE A-21-D (Uplift Resistance)\u2022(Continued) <\/td>\n<\/tr>\n
460<\/td>\nFIGURE A-21-7\u2022VARIOUS DETAILS ASSOCIATED WITH TABLE A-21-D (Uplift Resistance)\u2022(Continued) <\/td>\n<\/tr>\n
461<\/td>\nFIGURE A-21-7\u2022VARIOUS DETAILS ASSOCIATED WITH TABLE A-21-D (Uplift Resistance)\u2022(Continued) <\/td>\n<\/tr>\n
462<\/td>\nFIGURE A-21-7\u2022VARIOUS DETAILS ASSOCIATED WITH TABLE A-21-D (Uplift Resistance)\u2022(Continued) <\/td>\n<\/tr>\n
463<\/td>\nFIGURE A-21-8\u2022CONTINUOUS LOAD PATH <\/td>\n<\/tr>\n
464<\/td>\nFIGURE A-21-8\u2022CONTINUOUS LOAD PATH\u2022(Continued) <\/td>\n<\/tr>\n
465<\/td>\nFIGURE A-21-9\u2022SPACING AND LENGTHS OF SHEAR WALLS <\/td>\n<\/tr>\n
466<\/td>\nFIGURE A-21-10\u2022SPACING OF STEEL REINFORCING WIRE <\/td>\n<\/tr>\n
467<\/td>\nFIGURE A-21-11\u2022FLOOR-TO-WALL CONNECTION DETAILS <\/td>\n<\/tr>\n
468<\/td>\nFIGURE A-21-12\u2022ROOF-TO-WALL CONNECTION DETAILS <\/td>\n<\/tr>\n
469<\/td>\nFIGURE A-21-13\u2022VARIOUS TYPES OF WALL CONNECTIONS <\/td>\n<\/tr>\n
470<\/td>\nFIGURE A-21-13\u2022VARIOUS TYPES OF WALL CONNECTIONS\u2022(Continued) <\/td>\n<\/tr>\n
471<\/td>\nFIGURE A-21-14\u2022EXTERIOR WALL DETAILS <\/td>\n<\/tr>\n
472<\/td>\nFIGURE A-21-15\u2022INTERIOR WALL DETAILS
FIGURE A-21-16\u2022FLOOR DETAILS <\/td>\n<\/tr>\n
474<\/td>\nFIGURE A-21-17\u2022DIAGONAL BRACING OF GABLE-END WALL1 <\/td>\n<\/tr>\n
475<\/td>\nFIGURE A-21-18\u2022ALTERNATE HORIZONTAL BRACING OF GABLE-END WALL <\/td>\n<\/tr>\n
476<\/td>\nAPPENDIX CHAPTER 23 CONVENTIONAL LIGHT-FRAME CONSTRUCTION IN HIGH-WIND AREAS
SECTION 2337 \u2022 GENERAL <\/td>\n<\/tr>\n
478<\/td>\nTABLE A-23-A\u2022WALL SHEATHING AT EXTERIOR WALLS ANDINTERIOR MAIN CROSS-STUD PARTITIONS1
TABLE A-23-B\u2022ROOF AND FLOOR ANCHORAGE AT EXTERIOR WALLS <\/td>\n<\/tr>\n
479<\/td>\nTABLE A-23-C\u2022RIDGE TIE-STRAP NAILING1
FIGURE A-23-1\u2022COMPLETE LOAD PATH DETAILS <\/td>\n<\/tr>\n
480<\/td>\nFIGURE A-23-1\u2022COMPLETE LOAD PATH DETAILS\u2022(Continued) <\/td>\n<\/tr>\n
481<\/td>\nUNIT CONVERSION TABLES <\/td>\n<\/tr>\n
482<\/td>\nCONVERSION FACTORS <\/td>\n<\/tr>\n
483<\/td>\nCONVERSION FACTORS\u2022(Continued) <\/td>\n<\/tr>\n
484<\/td>\nGAGE CONVERSION TABLE <\/td>\n<\/tr>\n
485<\/td>\nINDEX <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

Uniform Building Code – Volume 2<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
ICC<\/b><\/a><\/td>\n1997<\/td>\n502<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":124955,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2670],"product_tag":[],"class_list":{"0":"post-124954","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\/124954","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\/124955"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=124954"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=124954"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=124954"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}