Special Profile Steel Joists by New Millennium Building Systems

More catalogs by New Millennium Building Systems | Special Profile Steel Joists | 110 pages | 2013-07-11

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New Millennium Building Systems is a wholly owned subsidiary of Steel Dynamics Inc.

Fort Wayne, IN
7575 W. Jefferson Ave.
Fort Wayne, IN 46804
Phone: (260) 969-3500

http://www.newmill.com/

Catalog Special Profile Steel Joists

17 x 20 x 20 bearing open web steel joists steel joist to steel beam connection bearing 42 12 12 steel joist institute wood nailers to wood joist beam connection cold formed steel lateral load wood top plate to wood joist open web steel standard table for steel top chord k series allowable bending stress aws american welding society american welding society table on load on bearing stiffness of the bearing pin and roller center line of load steel joist steel joist types steel joist connection to beam joist depth k series joists open web joists joist to partition i joist web bracing joist top plate steel open web joists new millennium joist catalog wood nailers to joist beam connection 2 x 12 joist wood joist on steel beam cold roll steel bar cold rolled steel bar steel deck anchors wood joists to concrete steel tensile member hot rolled steel sheet joist to steel beam wood joist to steel steel columns and wood joist wood joist to steel beam structural steel shapes steel deck wood joist to steel i beam structural steel manufacturers roll forming steel plate special steel sheet steel deck weight by cold steel roller end profile steel connection detail steel beam bearing plate steel support cable bearing units steel series

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special profile steel joists sp-series introduction introduction purpose the steel joist institute sji was organized in 1928 to standardize industry practices among competing companies as its inception was prior to the computerized designs and manufacturing equipment available today the information published was simple and limited in scope since then the sji has provided a collective source of information for architects and engineers specifying open web steel joists the efficiency and ease of erection increased the use and performance scope of open web steel joists throughout the construction industry as design and manufacturing technology has improved so has the industry s ability to provide higher strength materials more complex design methods special geometries and seemingly limitless uses of open web steel joists throughout these changes the steel joist institute s standard specifications and load tables have evolved to take advantage of the advancements the purpose of this

sp-series design the next step is to determine the equivalent total uniform load weq that results in a shear or moment equal to the shear or moment for the worst-case loading conditions for this example refer to asce 7-05 section 2.4.1 load case 3 d lr or s for the uniform snow load case the uniform total load tl 453 plf weqv-tl weqm-tl 453 plf for the live load deflection check weq-ll 221 plf for unbalanced snow load case per asce 7-05 section 7.6.1 windward side uniform snow load 0.3ps 7.35 psf leeward side uniform snow load full width leeward ps 24.5 psf plus rectangular snow load surcharge hd x /s where hd 0.43 x 3lu x 4 pg+10 -1.5 1.96 0.13 x pg +14 18.55 s .25 lu 60 2 30 rectangular snow load surcharge 1.96 x 18.55 0.5 72.72 psf width of surcharge from ridge 8 3 x s x hd width of surcharge from ridge 8 3 x 0.5 x 1.96 2.613 sp-series design the unbalanced snow load case at a span of 60 results in a maximum shear and moment with equivalent uniform

gable joist spgb tables span ft 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 end depth in 21.8 18.6 15.5 12.4 9.3 6.1 26.6 23.5 20.4 17.3 14.1 11.0 28.4 25.3 22.1 19.0 12.8 6.5 38.4 35.3 32.1 29.0 22.8 16.5 45.3 42.1 39.0 32.8 26.5 14.0 57.3 54.1 51.0 44.8 38.5 26.0 68.1 65.0 58.8 52.5 40.0 15.0 82.1 79.0 72.8 66.5 54.0 29.0 95.0 88.8 82.5 70.0 45.0 20.0 111.0 104.8 98.5 86.0 61.0 36.0 center depth in 28 28 28 28 28 28 36 36 36 36 36 36 44 44 44 44 44 44 54 54 54 54 54 54 64 64 64 64 64 64 76 76 76 76 76 76 90 90 90 90 90 90 104 104 104 104 104 104 120 120 120 120 120 120 136 136 136 136 136 136 top chord pitch in/ft 0.250 0.375 0.500 0.625 0.750 0.875 0.375 0.500 0.625 0.750 0.875 1.000 0.625 0.750 0.875 1.000 1.250 1.500 0.625 0.750 0.875 1.000 1.250 1.500 0.750 0.875 1.000 1.250 1.500 2.000 0.750 0.875 1.000 1.250 1.500 2.000 0.875 1.000 1.250 1.500

gable joist spgb tables span ft 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 end depth in 57.3 47.9 38.5 29.1 19.8 10.4 57.9 48.5 39.1 29.8 20.4 11.0 67.9 58.5 49.1 39.8 30.4 21.0 68.5 59.1 49.8 40.4 31.0 12.3 78.5 69.1 59.8 50.4 41.0 22.3 79.1 69.8 60.4 51.0 32.3 13.5 89.1 79.8 70.4 61.0 42.3 23.5 99.1 89.8 80.4 71.0 52.3 33.5 109.1 99.8 90.4 81.0 62.3 43.5 109.8 100.4 91.0 72.3 53.5 16.0 center depth in 76 76 76 76 76 76 86 86 86 86 86 86 96 96 96 96 96 96 106 106 106 106 106 106 116 116 116 116 116 116 126 126 126 126 126 126 136 136 136 136 136 136 146 146 146 146 146 146 156 156 156 156 156 156 166 166 166 166 166 166 top chord pitch in/ft 0.250 0.375 0.500 0.625 0.750 0.875 0.375 0.500 0.625 0.750 0.875 1.000 0.375 0.500 0.625 0.750 0.875 1.000 0.500 0.625 0.750 0.875 1.000 1.250 0.500

bowstring joist spbw tables span ft 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 end depth in 38 31 25 19 13 6 43 37 31 25 18 12 51 45 39 32 26 14 59 53 46 40 28 15 73 67 60 54 42 29 81 74 68 56 43 18 95 88 82 70 57 32 109 102 96 84 71 46 116 110 98 85 60 10 130 124 112 99 74 24 center depth in 50 50 50 50 50 50 62 62 62 62 62 62 76 76 76 76 76 76 90 90 90 90 90 90 104 104 104 104 104 104 118 118 118 118 118 118 132 132 132 132 132 132 146 146 146 146 146 146 160 160 160 160 160 160 174 174 174 174 174 174 top chord radius ft 1251 790 601 485 407 343 790 601 485 407 343 302 601 485 407 343 302 245 485 407 343 302 245 203 485 407 343 302 245 203 407 343 302 245 203 154 407 343 302 245 203 154 407 343 302 245 203 154 343 302 245 203 154 106 343 302 245 203 154 106 top chord uniform load pounds

scissor joist spsc tables span ft 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 chord depth in 20 20 20 20 20 20 28 28 28 28 28 28 36 36 36 36 36 36 44 44 44 44 44 44 52 52 52 52 52 52 60 60 60 60 60 60 68 68 68 68 68 68 76 76 76 76 76 76 84 84 84 84 84 84 92 92 92 92 92 92 ridge depth in 20.0 20.0 20.1 20.2 20.6 22.4 28.0 28.1 28.1 28.2 28.9 31.3 36.0 36.1 36.1 36.3 37.1 40.2 44.0 44.1 44.2 44.3 45.4 49.2 52.0 52.1 52.2 52.4 53.6 58.1 60.1 60.1 60.2 60.5 61.8 67.1 68.1 68.1 68.2 68.5 70.1 76.0 76.1 76.1 76.3 76.6 78.3 85.0 84.1 84.2 84.3 84.7 86.6 93.9 92.1 92.2 92.3 92.7 94.8 102.9 top chord pitch in/ft 0.500 0.750 1.000 1.500 3.000 6.000 0.500 0.750 1.000 1.500 3.000 6.000 0.500 0.750 1.000 1.500 3.000 6.000 0.500 0.750 1.000 1.500 3.000 6.000 0.500 0.750 1.000 1.500 3.000 6.000 0.500 0.750 1.000 1.500 3.000 6.000 0.500 0.750 1.000 1.500 3.000 6.000

scissor joist spsc tables span ft 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 chord depth in 76 76 76 76 76 76 82 82 82 82 82 82 88 88 88 88 88 88 94 94 94 94 94 94 100 100 100 100 100 100 106 106 106 106 106 106 112 112 112 112 112 112 118 118 118 118 118 118 124 124 124 124 124 124 130 130 130 130 130 130 ridge depth in 76.0 76.1 76.1 76.3 76.6 78.3 82.0 82.1 82.2 82.3 82.6 84.5 88.0 88.1 88.2 88.3 88.7 90.7 94.0 94.1 94.2 94.3 94.7 96.9 100.0 100.1 100.2 100.3 100.8 103.1 106.0 106.1 106.2 106.4 106.8 109.3 112.0 112.1 112.2 112.4 112.9 115.4 118.0 118.1 118.2 118.4 118.9 121.6 124.0 124.1 124.2 124.4 125.0 127.8 130.0 130.1 130.3 130.5 131.0 134.0 top chord pitch in/ft 0.250 0.500 0.750 1.000 1.500 3.000 0.250 0.500 0.750 1.000 1.500 3.000 0.250 0.500 0.750 1.000 1.500 3.000 0.250 0.500

arch joist spac tables span ft 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 chord depth in 50 50 50 50 50 50 58 58 58 58 58 58 66 66 66 66 66 66 74 74 74 74 74 74 82 82 82 82 82 82 90 90 90 90 90 90 98 98 98 98 98 98 106 106 106 106 106 106 114 114 114 114 114 114 122 122 122 122 122 122 top chord radius ft 601 402 302 203 106 63 601 402 302 203 106 63 801 481 345 243 154 83 801 481 345 243 154 83 801 481 345 243 154 83 801 481 345 243 154 83 801 481 345 243 154 83 801 481 345 243 154 83 801 481 345 243 154 83 801 481 345 243 154 83 bottom chord radius ft 597 397 298 199 102 58 596 397 297 198 101 58 795 476 339 237 149 78 795 475 339 236 148 77 794 474 338 236 147 77 793 474 337 235 147 76 793 473 337 234 146 75 792 472 336 234 145 75 791 472 335 233 145 74 791 471 335 232 144 73 shape depth

standard specification sp-series table 903.3-1 maximum and effective slenderness ratios k/rx i top chord interior panel a the slenderness ratios 1.0/r and 1.0s/r of members as a whole or any component part shall not exceed 90 b the effective slenderness ratio k/r to determine fcr where k is 1 with fillers or ties 2 without fillers or ties 3 single component members c the effective slenderness ratio k/r to determine fe where k is 1 with fillers or ties 2 without fillers or ties 3 single component members ii top chord end panel a the slenderness ratios 1.0/r and 1.0s/r of members as a whole or any component part shall not exceed 120 b the effective slenderness ratio k/r to determine fcr where k is 1 with fillers or ties 2 without fillers or ties 3 single component members c the effective sl enderness ratio k/r to determine fe where k is 1 with fillers or ties 2 without fillers or ties 3 single component members sp-series standard specification k/ry k/rz ks/rz 0.75 0.75 0.75 0.75 0.75

standard specification sp-series 906.4 arch example all tables are based on asd arch joist spac from the above diagram the following information is used to enter the arch joists spac tables on page 68 span 40 0 total load 450 plf chord depth 36 shape depth 96 top chord radius 43 0 total load is the result of worst-case equivalent uniform load weqm-tl based on investigation of all load cases sp-series tables are based on a 0.75 live to total load ratio 450 x 0.75 338 plf and check for a live load deflection not to exceed l/240 or 40 x 12 240 2 maximum deflection for 338 plf the live load in this example 315 plf is less than 75 percent of the total load 338 plf therefore deflection is within limits net uplift is not shown in the above diagram but is called out in the contract documents in the net uplift plan live load 315 plf sp-series standard specification uplift load 200 plf joist designation 36 spac 450 315 200 from the information above the correct geometry is found on

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