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HomeMy WebLinkAboutJoist Structural DimensionsAPA PR -L262 ICC -ES ESR -1225 ICC -ES ESR -1405 CMCC 13470-R SEB 1132 RR 25450 FL7428 8 LVL FLANGE JOIST DIMENSIONS SFPI-20L 91/2" 11 h' 14" 1 �1 E11 3/6 05B Web 13/4" x 13/4" Flange SFPI-30L 1 M1 3/6" OSB Web 11/2" x 11/2" Flange SFPI-40L 91" 111/2" 14" 16" 1 f1 M1 1 3/a' OSB Web 25/4" x 13/d' Flange SfPI-45L 9h" I11" 1 �1 14" 16" SFPI-50L T !I 9k" 17%" 14" 16' _.1 1 .1 1 OSB Web a /e" OSB Web 2'/ie" x 13" Flange 13/4" x 11/2" Flange SFPI-60L 9%x" 111/2" II 14" 1101 1 3/8" 05B Web 25/te" x 13/a" Flange 16" 1 FPI-70L ©� 4/_ 7 11th" 14 16" 18" 20" 9'4 1 1 M1 1 M1 M1 1/4" OSB Web 23e" x 11/2" Flange 1 SFPI-771 11 G" 14" 16" 18" 11 1 M1 M1 7/1e OSB Web 2eie" x 11/2" Flange 22" 1 24" 14" ul M1 SFPI-90L 16" IB" 7/ie" OSB Web 31/2" x 11/2" Flange 20" II 22" 1 1 SFPI-JOIST OL�k'' Roar1 rwS REFERENCE DESIGN VALUES fJ'° o i4Scrpl 7a� REFERENCE DESIGN VALUES(11 Joist Series Joist Depth ElmWM (x 10' Ib-in7) (x 10' Ib) M14) (ft -Ib) V01 (lb) RC' (lb} �- '' IRin - (Ib) YetticalLoadln (p11) SFP1.20L 995" 145 4.94 2520 1120 915 1990 2400 111/4" 253 6.18 3265 1420 915 1990 2400 14" 373 7.28 3890 1710 915 1990 2400 SFP1.30L VA" 161 _ 4.94 3225 1120 945 1905 2400 111h" 280 6.18 4170 1420 945 1905 2400 SFPI-40L We 193 4.94 2735 1120 1080 2160 2400 117e 330 6.18 3545 1420 1200 2500 2400 14" 482 7.28 4270 1710 1200 2500 2400 16" 657 8.32 4950 1970 1200 2500 2400 SFPI.A51 911" 193 4,94 3345 1120 980 2240 2400 Ire_ 330 6.18 4315 1420 980 2250 2400 14" 486 7.28 5140 1710 980 2250 2400 16" 665 8.32 5880 1970 980 2250 2400 SFP1-501 917" 186 4.94 3800 1120 1015 2040 2400 117e 322 6.18 4915 1420 1015 2040 2400 14" 480 7.28 5860 1710 1015 2040 2400 16" 663 8.32 6715 1970 1015 2040 2400 SFP1-601 r 9A" 231 494 3780 1120 1080 2160 2400 11Th" 396 6.18 4900 1420 1200 2500 2400 14" 584 7.28 5895 1710 1200 2500 2400 _ 16" 799 8.32 6835 1970 1200 2500 2400 SFPI-701. 11T/a" 440 6.19 6730 1420 1160 2335 2400 14" 644 7.33 8030 1710 1160 2335 2400 16" 873 8.42 9200 1970 1160 2335 2400 18" 1141 933 10355 2239 1160 2335 1850 20" 1447 10.63 11495 2506 1160 2335 1850 5FF1.77L 91/2" 261 537 5155 1430 1285 2695 2850 107" 442 6.92 6675 1925 1285 2695 2850 14" 648 8.17 7960 2125 1285 2695 2850 16" 881 9.35 9120 2330 1285 2695 2850 18" 1152 10.55 10265 2535 1285 2695 2300 _ 20" 1463 11.76 11395 2740 1285 2695 2300 22" 1815 12.97 12520 2935 23901° 4125{'1 1700 24" 2209 14.18 13630 3060 _ 2390141 4125{9J 1700 5FP1.991 91/2" 392 5.57 7915 1430 1400 2860 2850 117" 661 6.92 10255 1925 1400 3355 2850 14" 965 8.17 12235 2125 1400 3355 2850 16" 1306 9.35 14020 2330 1400 3355 2850 18" 1703 10.55 15780 2535 1400 3355 2300 20" 2155 11.76 17520 2740 1400 3355 2300 22" 2664 12.97 19245 2935 240091 4605191 1700 24" 3232 14.18 20955 3060 2400{9i 460501 1700 1. Values apply to normal food duration. All values except 0, k and Vertical Load may be adjusted for other toad durations os permitted by the code. 2. Bending stiffness (EF). 3. Coefficient of shear deflection (k). Use Equations 1 or 2 to calculate uniform load or center point load deflections in a simple-spon application. Uniform Load: Center -Point Load: where: 111 $ = Swf + [21 S _ Pi; + 214 8 = calculated deflection (in-) P = concentrated load (lb) 3840 k 48E1 k w= uniform load (Ib/in.) E1= bending stiffness of the joist (lb -int) I = design span (in.) k = coefficient of shear deflection (ib) 4. Moment capacity (M). The tabulated values shall not be increased by any code -allowed repetitive member factor. 5. Shear capacity (V). 6. End reaction capacity (ER) of the I -joist without web stiffeners and a minimum bearing length of 11/4 inches. 7. Intermediate reaction capacity (IR) of the Hoist without web stiffeners and a minimum bearing length of 31/2 inches. 8. Blocking panel and rim joist vertical Toad capacity. 9. Web stiffeners required. See Web Stiffener Requirements on page 29. For additional information, please visit our website at www.snavelyforest.com 9 rZ Lel ce O Li_ 8— O a FLOOR SPA S ALLOWABLE SPANS FOR SFPI-JOIS —40 PSF LIVE LOAD AND 10 PSF DEAD LOAD Joist Series Joist Depth ' 1 Simple Span Multiple Span 12" o.c. 1 ac.. 19.2" o.c. 24" au 12" o.c. 16" o.c. 19.2" oz. 24" OA SFPI- 201 91h" 17-8" 15'-3' 14'-5" 13"-6' 18'-6' 17'-O' 15'-7' 13`-11' 11' " 19'-11' 18'-3' 17'-3' l6' -O' 27-3' 19'-6' 17-10' 15'-8' 14" 27-7 20'-9' 19'-6' 17-5. 24'-8' 21'-4' 19'-6" 15'-8' SFPI- 30L 91/2" 17-1" 15'-8' 14'-10' 17-10' 19'-0' 17-5' 16'-5' 15'-O' 11'h" 20'-6' 18'-9" 17-9" 16'-7' 22'-10` 20'-10' 18'-9' 15'--0' SFPI• 401 9A" 18'-0` 16'-5" 17-6' 14'-6' 27-0' 11'-10" 16'4" 14'-6° 11T,6" 21'-5' 19'--7" 18'-6' 16'-8' 23'-7" 20'-4' 18'-7" 16'-1' 14" 24'-4' 22'-3° 20'-6° 18'-4° 25'-11" ' 22'-5' 20'-5° 18'-3" 16" 26'-11' 24'-2' 22'-1" 19'-9' 27-11' 24'-I' 27-0' 19'-8" SFPI" 45L 9'!:" 18'-0' 16'-5" 15'--6' 14'-6' 20'-0" 18'-? 17'-3' 16'--1" 117h" 21'-5' 19'-7" 18'-6" 17'3" 27-11' 21'-10" 20'-6' 17'-9" _ 14" 27-4' 22'-3" 21'-0' 19'-5" 27-2' 24'-7' 27-3' 17'-9" 16" 27'-0" 24'-8" 23'-4' 19'-5' 30'-2' 26'-4' 27-3' 1 P-9° SFPI- 50L 91/2" 17'--10' l6'-3" 17-5" 14'-5' 19'-10" 18'-1' 11"-1' 15'-11" 111" 21'-4' 19'-6" 18'-5' 17'-2' 23'-9' 21'-.8' 20'-2" 16'-1' 14" 24'-4' 22'-2" 21'-0" 19'-7' 27'-I' 24'-0' 20'-2" 174' 16" 27'-0' 24'-8" 27-4' 20'-1' 30'-2' 24'3' 20'-2' 16'-I' SFPI- 601 CV 18'-11" 17-0" 16'-4' 15'3' 21'-1' 19'-2' 18'-1" 17-10` 111/4" 22'-7' 20'-8" 19'-6' 17-2' 25'-2" 22'-11" 21'-8" 19'-r 14" 25'-8' 2.7-5' 27-2' 20'-8" 28'--8' 26'-1' 24'-0' 19'-9' 16" 27-6' 27-0' 24"-7" 22'-11' 31'-10" 28'-5' 24'-9' 19'-9" 7;1\4116" Mt.18" 111/4" 23'x` 20'-1' 18'-8' 26'-0' 23'-8' 2T3" 18'-5' 14" V / 26'-5' 24'-2' 22'-9' 21'-3' 29'-6' 26'-10" 23'-1' 18'-S° 29'3' 26' 9' 25'-2' 23'-? 32`-8" 27'4" 23'-1' 18'-5' 32'-0' 29'3' 27-l' 23'-0" 35'-9" 27-9" 23'-1' 18'-5" 20" 34'4 31's-7' 28'-10" 23'-? 37'-1" 27'-9' 23'-1' 17-5° SFPI- 771 91/2" 19'-8' 17'-11" 16'-11' 15'-10" 21'-11' 20'-0" 18'-10" 17'-7° 111/4" _ 23'-5' 21'-4" 20'-2" 18'-10" 26'-1" 23'-9" 22'-5" 20'-11' 14" 26'-7' 24'3" 2T-11' 21'-4' 29'-8° 27'-0' 25'-6' 21'-4" 16" 29'-5' 26'-10' 25'-4" 27-8' 37-10' 29'-11' 26'-8" 21"-4' 18" 32'-2" 29'-4' 27'-9' 25'-6° 35'-11' 32'-1' 26'-8" 21'--4" 20" 34'-10" 31'-10' 30'-0" 25'-6" 38'-11° 32'-1' 26'-8° 21'-4" 22" 31'-5" 34'-2" 32'-3' 31Y-1° 41'-10' 37-2' 37-1° 31'--5" 24" 40'-0" 36`-6" 34'-5" 32'-2" 44'-8" 40'-2" 36'4' 3T-9" SFPI- 90L 9A" 22'-2" 20'-2" 19'4' 17'-8' 24'-8° 22'-5" 21'-1" 19'-8" 11'" 26'-5' 24`-0" 22'-7" 21'-1' 29'-5" 26'-9' 25'-2' 23'-4' 14" 29'-11' 21'3" 25'-8° 23'-11' 33'4' _ 30'-" 28'3" 26'-6' 16" 33'4' 30'-2' 27-5" 26'4' 36'-11' 33'-7' 31'-7' 26'-7' .18" 36'-? 32'-11' 31'4" 27'-l0" 40'-4" 37-8' 33'3' 26'-7' 20" 39"-2' 35'-8' 33'-7' 27'-I0' 43'-? 39'-9' 37-3' 26'-7" 22" 47-0' 38'-3' 36"-V 37-7' 46'-11' 42'-8" 47-2' 36'-7' 24" 44'-10' 40'-10' 37-6' 35'-10' 50'-1' 45'-6' 42'-10" 36'-7' Notes: 1. Table values apply to uniformly ouded, residential floor joists. 2. Spon is measured from face to face of supports. 3. Deflection is limited to L/240 at total load and L/480 at live load. 4, Table values ore based on glued and nailed sheothing panels (23/32" for 24" o.c., 19/32" otherwise). Use an ASTM D 3498 adhesive in accordance with the manufacturer's recommendations. Reduce spans by 12" if sheathing is nailed only. 5. Provide at least 13/4" of bearing length of end supports and 31/2" at intermediate supports. 6. Provide loteral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. floor sheothing, gypsum board ceiling). 7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. commercial floors, different bearing conditions, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. HOW TO USE FLOOR SPAN TABLES 1. Choose the appropriate live and dead load combination as well as a joist spacing. 2 Scan down the spacing column to findo span that exceeds the design span. 3. Scan to the left from that span to determine the joist size required. 4. Web stiffeners are required at all supports for 22' and 24' joists. See Web Stiffener Requirements on page 29 for more details. PSF TO PLF CONVERSION - LOAD IN POUNDS PER LINEAL FOOT (PLF 0.C. Seating Load in Pounds per Square Foot (psi) (Inches} (feet) 20 25 30 35 40 45 50 55 60 65 70 75 12 1.00 20 25 30 35 40 45 50 55 60 65 70 75 16 1.33 27 33 40 47 53 60 67 73 80 87 93 100 19.2 1.60 32 40 48 56 64 72 80 88 96 104 112 120 _ 24 2.00 40 50 60 70 80 90 100 110 120 130 140 150 10 . o.c. spacing (ft) x load (psi) - load (plf) FLOOR LOADS SIMPLE -SPAN JOIST SIMPLE -SPAN JOIST—ALLOWABLE LOADS FOR SFPI-JOISTS (PLF a o SFPI.20L SFPI-30L SFPI-40L SFPI-45L SFPI.501 SFPI.60L 91A" 117A" 14" 9W' 117A" 91A" 11774" 14" 16" 9'h" 117A" 14" 16" VA" 117A" 14" 16" 9'h" 11 A" 14" 16" Ore 1/480 100% BPo 11480 100% Live 1/484 106% Ove 11480 I00" the 1/480 coax tae 1/480 cryo" live (/484 100" Uve LAM 140" live (/4$0 t00" Live 1/480 100" Ove 1/480 t00" Ove 1/480 100% lire 1/480 t00% Uve 1/480 i„,,,, 11re 1!480 IDD% Bre 11480 tdd" live 11484 iW% Ove 1/489 1$O% tin 1/480 1D0% bre 1/480 t0D" We 1/480 140% 6 - 305 - 305 - 305 - 315 - 315 - 360 - 400 - 400 - 400 - 327, - 327 - 327 - 327 - 338 - 338 - 338 - 338 - 360 - ,400 • 400 - 400 7 - 2616 - 261 - 261 - )10 - 270 - 309 - 343 - 343 - 343 - 280 - 280 - 280 - 280 - 290 - 290 - 290 - 290 - - - 309 270 240 - 343 - X300 - 267 - - - 343 300 267 - - - 343 300 267 8 - 229, - 229 - 229 - 236 - 236 - 270 - 340 - 300 - 300 - 245 - 245 - 245 - 245 - • 254 226 - - 254 226 - - 254 226 - - 254 226 9 185 203 - 203 - 203 202 210 - 2 0 234 240 - 267 - 267 - 267 - 218 - 218 - 218 - 218 1 13' ; - 183 - 183 2189 311 - 1 : ' 77 21 . - 4l - , . t 7719, 232 - 232 - - - 232 - t - I - 1 - 20 s1 1 • - . 40 - I - 240 1 107166. - - 166 - 166 118172 - - 172 137181 - - 218 - 218 - 218 137178 - - 178 - 178 - 178 133185 181 - 185 - 185 - 185 160 196 - 8 - 218 - 218 2 84 140141 - 153 - 153 92 158 154 1 108152 07 71 129 112 177 143 117 197 168 145 - - 65 200 185 171 - - - 200 185 171 108163 87 71 151 137 - 143 117 163 151 140 - 163 - 151 - 140 - - - 163 151 140 105169 84 68 156 137 - 140 114 169 156 145 - - - 169 156 145 - - - 169 156 145 127180 102 83 166 154 - 200 167 185 137 17 - - - 200 85 71 - - - 200 185 171 13 67 119 113 141 - 41 74 145 124145 - 215 - - - 14 54 103 92 131 - 31 60 120 101 135 5 45 89 76 116 109 122:49 - 166. 98 83 126 58 97 96 126 37152 - - 168 58 116 96 131 - 131 - 131 56 112 94 135 - 135 - 135 68 134 113 160 - 60 - 160 6 37 74 63 102 91 114 41 82 69 118 48 85 81 111 15133 187 - 150 48 97 81 123 116 123 - 123 47 94 79 127114127 106 161 - 27 57 114 95 150136 161 50 - 150 7 299 93 53 90 77 108 - 58 50 )11 99 175 - 175 - 68 58 98 88 97 83 118 105111 130 137 122 125 136 68 58 115 107 98 115 83 109 -_ - 115 109 66 57 119 113 97 82 119 113112'13 - 19 - 151 80 136 68 121 115 98 41 33,131 - 141 133 18 27165 45 81 66 96 9 - 165 - 165 39 72 56 86 18 75 43 85 129 - 50 79 71 95 95 110 76 143 50 96 72 103 96 103 143 - 48 97 71 107 96 '07 09156154 59 109 85 26113 156 126 20 - 267 33 65 48 78 122 92 37 73 122 - 43 71 62 85 83 99 94 135 43 86 62 98 83 98 252 - 42 84 61 53 47 102 ' 92 83 73 64 102 97 92 - 51 98 73 64 56 18 r 97 98 86 75 120 114 109 21 20 56 12 80 ,2 71 116 - 116 - 110 - 116 110 57 113 4 47 71 72 63 '1 82 - 122 129 122 - - 129 212 122 186 54 47 9 85 73 64 ' 89 22 81 140 116 101 140 133 37 64 23 140 - 133 - 140 - 133 - 240 229 - - 32 59 70 110 93 110 - 22 41 65 56 75 82 105 105 105 - 42 70 56 05 62 117 83 41 82 56 88 217 49 89 67 103 24 127118127 - 127 29 54 210 - 218 23 54 101 37 59 49 69 181 37 71 50 82 112 95 112 - 112 36 73 50 85 44 82 59 95 25 - 122 202 209 - 209 24 48 96 64 97 83 97 - 97 44 63 49 97 65 101 44 75 107129)74 155 189 44 81 70 17, 93 83 117 112106112 - 117 53 87 26 200 192 25 57 93 74 93 92 93 39 59 58 103 75 103 94 103 115 40 70 174 26 39 78 66 89 83 89 47 81 27 52 99 67 99,04 99 103)48 124 161 35 54 108 95 108 - 108 145 185 73 35 65 46 86 35' 71 74 86 42 75 28 93 60 95 76 ---.--,—.'i''----_32 93 137112150 67 60 104 100 51 - 104 97 100 131 178 118 171 ' 56178 42 171 28 32 60. 41 83 53 _ 32 64 38 70_ s i s adng FPI.70L SFPI-77L SFPI.90L 7 '' 11618" 20 30 40 50 60 20" 91/a w 1171e n 14"16" 18" 20 a 22" 24" I n 9/7 7 n 11 /0 14" 16" 18"22" 20" 16 24" live 1/4$0 144 • "Ove 1/480 lOD% Ove 1/480 184" lire 1/480 100% Ove 8/480 IDD" Uv 1/480 100` u" 1/480 is LYe 1/480 140 Lire 1/480 108" lire 1/480 100" IIV 0/480 108" Uve 1/400 140% We 11480 100" u" 1/4801 Ido* u" 0/480 I a% 1.1" 11480 100" U" (/480 I$0% Uva 11480 t 0" Ore 1/480 100" Ore 1/480 100" 6 - 387 - 387 - 387 - 387 - 387 - 428 - 428 - 428 - 428 - 428 - 428 - 797 - 797 - 467 - 467 - 467 - 467 - 467 - 467 - 800 - 800 7 - 331 - 331 - 331 - 331 - 331 - 367 - '367 - 367 - 367 - 367 - 367 - 683 - 683 - 400 - 400 - 400 - 400 - 400 - 400 - 686 - 686 8 - 290 - 290 - 290 - 290 - 290 - 321 - 321 - 321 - 321 - 321 - 321 - 598 - 598 - 350 - 350 - 350 - 350 - 350 - 350 - 600 - 600 9 - 258 - 258 - 258 - 258 - 258 - 286 - 286 - 286 -. 206 - 286 - 286 - 531 - 531 - 311 - 311 - 311 - 311 .- 311 - 311 - 533 - 533 10 - 232 - 232 - 232 - 232 - 232 232257 - 257 - - 257 - 257 - 257 - 418 - 478 - 280 - .280 - 280 - 280 - 280 - 280 - 480 - 480 11 - 211 - 211 - 211 - 211 - 211 181 234 - 234 - r257 234 - 234; - 234 - 234 - 435 - 435 250255 - '255 - 55 - 255 - 255 - 255 - 436 - 436 12 - 93 - 193 - 193 - 193 - - 193 178 143 115 214 198 - 186 214 198 - - 214 190 - - 214 198 - - 214 198 - 214 - 198 - - 398 368 - - 398 368 200 162 133200200 233 215 - - 233 215. 200 - - 233 215 0 - - - 233 215 200 - - 215 - 233 - 233 - 200 - 200 187 - 187 - 215 - - - 400 369 343 320 - - - _ - 400 369 343 320 13 - 178 - 178 - 178 - 178 14 149166 - 166 - 166 - 166. - 166 94 184 52184 • 184 - 184 - 184 - 184 - 341 - 341 15 124 155 - 155 - 155 -_155 - 155 77 155 26 171 - 171 - 171 - 171 - 171 - 319 - 319 111 187 77 387 - 7 - 187 - 16 104145 - 145 • 145 - 145 - 145 65 129 106 161 151 161 - 161 - 161 - 161 - 299 - 299 93 175 '50 175 - - 175 - 175 - 175 - 300 - 300 17 88 136 125 136 - 136 - 136 - 136 89 151 128151 - 151 - 151 - 151 - 281 - 281 27165 - 165 - 165. - 165 - 165 - 282 - 202 18 75 129 107 129 - 129; - 129 - 129 76 143 109' 143 - 143 - 143 - 143 - 266 - 266 09156154 156 - 156 - 156 - 156 - 267 19 65 122 92 122 - 122 - 122_ - 122 65 131 94 135 125 135 - 135 - 135 244 252 - 52 94 147133147 - 147 - 147 • 147 - 253 - 253 20 56 12 80 116107 116 - 116 - 110 - 116 110 57 113 81 71 129 122 109 95 129 122 - 122 129 122 - - 129 212 122 186 239 221223 - 239 228 81 140 116 101 140 133 - - 140 133 - - 140 - 133 - 140 - 133 - 240 229 - - 240 229 21 70 110 93 110 - 22 61 105 82 105 105 105 - 105 62 117 83 1107 117 - 117164,207197 217 .89 127118127 - 127 - 127 - 210 - 218 23 54 101 72 101 93 101 - 181 55 110 73 112 95 112 - 112 145 189 174 206 79 22'105122 - 122 - 122 202 209 - 209 24 48 96 64 97 83 97 - 97 49 97 65 101 84 107105 107129)74 155 189 70 17, 93 83 117 112106112 - 117 - `117180 - 112161 192 200 - - 200 192 25 57 93 74 93 92 93 58 103 75 103 94 103 115 160139 174 26 51 89 66 89 83 89 52 99 67 99,04 99 103)48 124 161 74 108 95 108 - 108 145 185 73 185 27 46 86 59 86 74 86 47 93 60 95 76 95 93 137112150 67 60 104 100 86 104 78 100 - 104 97 100 131 178 118 171 ' 56178 42 171 28 41 83 53 03 61 83 42 84 54 92 68 92 84 128.101`139 29 48 80 61 80 49 89 62 89 76 119 92 130 70 97 88 97 107166 29 166 30 44 77 55 77 45 86 56 86 69 111 83 121 64 93 80 93 98 160'17 160 31 40 75 50 75 41 81 51 83 63 104 76 113 58 90 73 90 89 155 ' 07155 32 46 73 47 80 57 98 69 106 67 88 82 150 98 150 33 42 70 43 78 53 92 63 100 61_85 75 141 90 145 34 38 68 39 76 48 87 58 94 56 82 69 133 83 141 35 35 66 36 72 44 82 54 8' ' 63 7 3 36 41 17 49 84 58 117 70 129 37 38 73 46 80 54 108 65 122 38 35 69 42.76 50 100 60 116 $9 39' 72 56 110 40 36 68 52 104 41 34 65 49 97 42 _ 32 62 1— 45 91 Notes 1. Table values opply to uniformly loaded floor aids. 2. Span is measured to the center of each support. 3. The values in the Total columns are based on on L/240 total load deflection limit. Building codes typically require L/360 for live load. Experience has shown that o live load deflection limit of L/480 of 40 psf for residential floors does a better job than L/360 of meeting most performance expedalions. 4. Table values do not account for stiffness added by glued or nailed sheathing. 5. Provide at least 1 Yi" of bearing length of end supports and 39e" at intermediate supports. 6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. floor sheothing, gypsum board ceiling). 7. Use sizing soltwore or consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing lengths, concentrated loads) or for multiple span joists if the length of any span is less than holf the length of an adjacent span. NOW TO USE FLOOR LOAD TABLES 1. Choose a joist spacing and convert the live and total design loads specified in pounds per squore loot (psf) to joist loads in pounds per lineal fool (p!f), Joist Spacing (ft) x Design Load (psf) - Joist Loud (plf). JOIST LOAD (PLF Joist S adng Desi n Load (psf) Inches Feet 20 30 40 50 60 70 80 90 100 12 I 20 30 40 50 60 70 811 90 100 16 1.33 27 40 53 67 80 93 106 120 133 19.2 1.6 32 48 64 80 96 112 128 144 160 24 2 40 60 80 100 120 140 160 180 200 2. Choose a span and scop across the Spon row to find a joist size with sufficient Live and Total load capacities. Both requirements must be satisfied. When no value is shown in a Live column, Total load governs. 3. Web stiffeners are required at all supports for 22" and 24" joists. See Web Stiffener Requirements on page 29 for more details. 11