Steel Joist Manual

More documents

Recommendations

Info

LONGSPAN AND DEEP LONGSPAN STEEL JOISTS, LH- AND DLH-SERIES TABLE 103.3-1 MAXIMUM AND EFFECTIVE SLENDERNESS RATIOS I TOP CHORD INTERIOR PANEL A. The slenderness ratios, 1.0 l/r and 1.0 l s /r, of members as a whole or any component part shall not exceed 90. B. The effective slenderness ratio to determine “F cr ” 1. With fillers or ties 0.75 l/r x 1.0 l/r y 1.0 l s /r z 2. Without fillers or ties 0.75 l/r z 3. Single component members 0.75 l/r x 1.0 l/r y C. The effective slenderness ratio to determine “F' e ” 1. With fillers or ties 0.75 l/r x 2. Without fillers or ties 0.75 l/r x 3. Single component members 0.75 l/r x II TOP CHORD END PANEL A. The slenderness ratios, 1.0 l/r and 1.0 l s /r, of members as a whole or any component part shall not exceed 120. B. The effective slenderness ratio to determine “F cr ” 1. With fillers or ties 1.0 l/r x 1.0 l/r y 1.0 l s /r z 2. Without fillers or ties 1.0 l/r z 3. Single component members 1.0 l/r x 1.0 l/r y C. The effective slenderness ratio to determine “F' e ” 1. With fillers or ties 1.0 l/r x 2. Without fillers or ties 1.0 l/r x 3. Single component members 1.0 l/r x III TENSION MEMBERS - CHORDS AND WEBS A. The slenderness ratios, 1.0 l/r and 1.0 l s /r, of members as a whole or any component part shall not exceed 240. IV COMPRESSION WEB MEMBERS A. The slenderness ratios, 1.0 l/r and 1.0 l s /r, of members as a whole or any component part shall not exceed 200. B. The effective slenderness ratio to determine “F cr ” 1. With fillers or ties 0.75 l/r x 1.0 l/r y 1.0 l s /r z 2. Without fillers or ties 1.0 l/r z 3. Single component members 0.75 l/r x * 1.0 l/r y * Use 1.2 l/r x for a crimped, first primary compression web member when a moment-resistant weld group is not used for this member. 54
LONGSPAN AND DEEP LONGSPAN STEEL JOISTS, LH- AND DLH-SERIES 103.4 MEMBERS (a) Chords The bottom chord shall be designed as an axially loaded tension member. The radius of gyration of the top chord about its vertical axis shall not be less than l/170 where l is the spacing in inches (millimeters) between lines of bridging as specified in Section 104.5(d) The top chord shall be considered as stayed laterally by the floor slab or roof deck provided the requirements of Section 104.9(e) of this specification are met. The top chord shall be designed as a continuous member subject to combined axial and bending stresses and shall be so proportioned that For LRFD: at the panel point: f au + f bu ≤ 0.9F y (103.4-1) at the mid panel: for ≥ 0.2, φ c F cr f au + 8 φ c F cr 9 ( ) f au 2φ c F cr + for < 0.2, φ c F cr 1– ≤ 1.0 (103.4-2) ≤ 1.0 (103.4-3) f au = P u /A = Required compressive stress, ksi (MPa) P u = Required axial strength using LRFD load combinations, kips (N) f bu = M u /S = Required bending stress at the location under consideration, ksi (MPa) M u = Required flexural strength using LRFD load combinations, kip-in. (N-mm) S = Elastic Section Modulus, in. 3 (mm 3 ) F cr = Nominal axial compressive stress in ksi (MPa) based on l/r as defined in Section 103.2(b) C m = 1 - 0.3 f au /φF' e for end panels C m = 1 - 0.4 f au /φF' e for interior panels F y = Specified minimum yield strength, ksi (MPa) F' e = , ksi (MPa) π 2 E ( ) 2 Kl r x 1– Where l is the panel length,in inches (millimeters), as defined in Section 103.2(b) and r x is the radius of gyration about the axis of bending. Q = Form factor defined in Section 103.2(b) A = Area of the top chord, in. 2 , (mm 2 ) For ASD: at the panel point: f a + f b ≤ 0.6F y (103.4-4) at the mid panel: for ≥ 0.2, f a ( ) + 8 F 1.67f a 9 a F' e f a F a f au ( ) C ( m f b f a ) 1.67f C m f 2F + a a bu Qφ b F y ( ) f au φ c F' e f au C m f bu ( ) f au φ c F' e Qφ b F y f a P f b f a F a C m f b 1– QF b for < 0.2, 1– QF F' b e ≤ 1.0 (103.4-5) ≤ 1.0 (103.4-6) = P/A = Required compressive stress, ksi (MPa) = Required axial strength using ASD load combinations, kips (N) = M/S = Required bending stress at the location under consideration, ksi (MPa) M = Required flexural strength using ASD load combinations, kip-in. (N-mm) S = Elastic Section Modulus, in. 3 (mm 3 ) F a = Allowable axial compressive stress, based on l/r as defined in Section 103.2(b), ksi (MPa) F b = Allowable bending stress; 0.6F y , ksi (MPa) C m = 1 - 0.50 f a /F' e for end panels C m = 1 - 0.67 f a /F' e for interior panels (b) Web The vertical shears to be used in the design of the web members shall be determined from full uniform loading, but such vertical shears shall be not less than 25 percent of the end reaction. Interior vertical web members used in modified Warren type web systems shall be designed to resist the gravity loads supported by the member plus an additional axial load of 1/2 of 1.0 percent of the top chord axial force. 55
Page 2 and 3:
Contact the Vulcraft Sales Corporat
Page 4 and 5:
ALABAMA 7205 Gault Avenue N. Fort P
Page 6 and 7: A WORD ABOUT QUALITY In manufacturi
Page 8 and 9: JOIST DESIGN COMMENTARY DEFLECTION
Page 10 and 11: JOIST DESIGN COMMENTARY Sheet Mill
Page 12 and 13: American National Standard SJI-K-1.
Page 14 and 15: OPEN WEB STEEL JOISTS, K-SERIES 4.2
Page 16 and 17: OPEN WEB STEEL JOISTS, K-SERIES top
Page 18 and 19: OPEN WEB STEEL JOISTS, K-SERIES TAB
Page 20 and 21: OPEN WEB STEEL JOISTS, K-SERIES 5.9
Page 22 and 23: OPEN WEB STEEL JOISTS, K-SERIES DEF
Page 24 and 25: LRFD STANDARD LOAD TABLE FOR OPEN W
Page 26 and 27: Joist Designation 28K6 28K7 28K8 28
Page 28 and 29: ASD STANDARD LOAD TABLE FOR OPEN WE
Page 30 and 31: STANDARD LOAD TABLE FOR OPEN WEB ST
Page 32 and 33: OPEN WEB STEEL JOISTS, K-SERIES EXA
Page 34 and 35: JOIST DESIGNATION DEPTH (inches) MO
Page 36 and 37: NOTES 34
Page 38 and 39: ACCESSORIES AND DETAILS FABRICATION
Page 40 and 41: LRFD TOP CHORD EXTENSION LOAD TABLE
Page 42 and 43: ACCESSORIES AND DETAILS K SERIES OP
Page 44 and 45: ACCESSORIES AND DETAILS K SERIES OP
Page 46 and 47: ACCESSORIES AND DETAILS K-Series Jo
Page 48 and 49: ACCESSORIES AND DETAILS LH & DLH SE
Page 52 and 53: American National Standard - SJI-LH
Page 54 and 55: LONGSPAN AND DEEP LONGSPAN STEEL JO
Page 64 and 65: STANDARD LRFD LOAD TABLE LONGSPAN S
Page 66 and 67: Joist Approx. Wt Depth Designation
Page 68 and 69: ASD STANDARD LOAD TABLE FOR LONGSPA
Page 70 and 71: STANDARD LRFD LOAD TABLE DEEP LONGS
Page 72 and 73: STANDARD ASD LOAD TABLE DEEP LONGSP
Page 76 and 77: VULCRAFT SLH / GENERAL INFORMATION
Page 82 and 83: SPECIFICATIONS FOR VULCRAFT JANUARY
Page 84 and 85: SPECIFICATIONS FOR VULCRAFT SUPER L
Page 92 and 93: JOIST GIRDER DETAIL (a) BOTTOM CHOR
Page 94 and 95: JOIST GIRDERS IN MOMENT RESISTANT F
Page 96 and 97: American National Standard SJI-JG-1
Page 98 and 99: JOIST GIRDERS Load Combinations: LR
Page 100 and 101: JOIST GIRDERS 1003.5 CONNECTIONS (a
Page 102 and 103: JOIST GIRDERS effects of deflection
Page 104 and 105: JOIST GIRDERS The rule of about one
Page 106 and 107:
DESIGN GUIDE WEIGHT TABLE FOR JOIST
Page 108 and 109:
Page 110 and 111:
Page 112 and 113:
Page 114 and 115:
NOTES 112
Page 116 and 117:
FLOOR - CEILING ASSEMBLIES WITH MEM
Page 118 and 119:
FLOOR - CEILING ASSEMBLIES WITH SPR
Page 120 and 121:
ROOF - CEILING ASSEMBLIES WITH MEMB
Page 122 and 123:
ROOF - CEILING ASSEMBLIES WITH SPRA
Page 124 and 125:
NOTES 122
Page 126 and 127:
ECONOMICAL JOIST GUIDE Combined K,
Page 128 and 129:
Page 130 and 131:
Page 132 and 133:
Page 134 and 135:
Page 136 and 137:
Page 138 and 139:
CODE OF STANDARD PRACTICE FOR STEEL
Page 140 and 141:
Page 142 and 143:
Page 144 and 145:
Page 146 and 147:
GLOSSARY NOTES: Terms in Bold and t
Page 148 and 149:
GLOSSARY Permanent Load. Load in wh
Page 150 and 151:
OSHA SAFETY STANDARDS FOR STEEL ERE
Page 152 and 153:
§ 1926.751 DEFINITIONS (Selected i
Page 154 and 155:
TABLE A. — ERECTION BRIDGING FOR
Page 156 and 157:
ILLUSTRATIONS OF OSHA BRIDGING TERM
Page 158 and 159:
156
Page 160 and 161:
NOTES 158
show all

Steel Joist Manual

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?