California Building Code, Volume 2International Conference of Building Officials, 1998 - Building laws |
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Page 2-38
... percent of that in the story above or less than 80 percent of the average stiffness of the three stories above . 2. Weight ( mass ) irregularity Mass irregularity shall be considered to exist where the effective mass of any story is ...
... percent of that in the story above or less than 80 percent of the average stiffness of the three stories above . 2. Weight ( mass ) irregularity Mass irregularity shall be considered to exist where the effective mass of any story is ...
Page 2-21
... percent of the shear in a story , and is less than 33 percent of the shear on each of the column lines within that story . A column line is defined for the purpose of this exception as a single line of columns , or parallel lines of ...
... percent of the shear in a story , and is less than 33 percent of the shear on each of the column lines within that story . A column line is defined for the purpose of this exception as a single line of columns , or parallel lines of ...
Page 49
... percent . The minimum requirement for 90 percent of the individual specimens shall not be less than 40 per- cent wood failure . 2326.6.3.5.3 Interior durability requirement . Average wood failure shall not be less than 70 percent ...
... percent . The minimum requirement for 90 percent of the individual specimens shall not be less than 40 per- cent wood failure . 2326.6.3.5.3 Interior durability requirement . Average wood failure shall not be less than 70 percent ...
Contents
Matrix Adoption Tables | XTC-1 |
Matrix Adoption Tables | XTC-3 |
of | XTC-27 |
Copyright | |
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1998 CALIFORNIA BUILDING accordance with Section Adopt entire UBC agency allowable stress Allowable Stress Design anchor bolts anchorage ASTM axial load bars beam braced frames building official calculated CALIFORNIA BUILDING CODE chapter column compression members compressive strength compressive stress computed concrete conform connections construction dead load deflection deformed design strength determined diameter diaphragm distance DOSH earthquake edge effective elements exceed factored flange flexural members foot Formula greater grout horizontal joint lateral forces less live load load combinations materials maximum ment minimum mm² mortar Nonbuilding structures nonprestressed OSHPD percent permitted plate pounds per square ratio requirements of Section seismic forces Seismic Zones shear reinforcement shear strength shear stress shear walls shotcrete slab soil spacing span specified in Section square inch MPa steel stiffener structural Table tensile thickness tion torsion UBC Standard Uniform Building Code vertical welded width wire yield strength