36-244 (6) MICROLLAMTM LVL & PARALLAM® PSL HEADERS & BEAMS
ALLOWABLE UNIFORM APPLIED LOAD — FLOOR (PLF) �4'6
GENERAL NOTES: ;
1. Values shown are the maximum unifnon nads, in potinds per lineal fnot(plf). FLOOR BEAM SIZING:
that can be.applied to the beam in acidition to its own weight • To size a beam for use in a floor it is necessary to check both livr
2- Tables are based on uniform loads and tho mm t resnctivo of simple or load and lotal load.Make sure the selected beam will work in bo4,�.
cnr�tinuous span areas represent load conditions cnntrnlled columns.When no live load is shown,total load will control
by a continuous span condition •Total load column limits deflection to L1240.Live load column is
3. Microllam"LVL and Parallam' PSL boanis are made without camber, based on deflection of L/360.Check local code for other
therefore, in addition to complying with the deflection limits of the applicable deflection criteria
Building Code,other deflection consider at inns,such as long term deflection •For deflection limits of L1240 and L/480 multiply loads shown in
under sustained loads(including creep)and ieslhelics,must be evaluated live load column by 1.5 and 0.75 respectively.The resulting live
4. Lateral support of beam cornpression edge is required at intervals of 24"o c load shall not exceed the total load shown.
or closer.
5. Lateral support of bearns is required at Dearing points
-
6. Bearing area to be calculated for specific application,see table on page 20.
1%" 2.0E ES MICROLLAMTM LVL
•Table is for one 13/4" beam.When properly
connected together,double the values for two
13/4"beams,triple for three.See pages 20 and
21 for connection details.
305 455 660 13/4"x 16"and 13/4"x 18"beams are to be
used in multiple member units only.
70 102 156 230 338 502 629
26 36 58 84 129 188 1 245 1 361 1 390 1 550 1 566 11 706 781
28 1 38 1 62 88 1 119 1 172 1 191 1 279 1 280 1 412 390 529
15 19 34 46 66 1 93 107 153 157 1 228 221 322
21 26 40 54 65 91 97 137 136 196
26 34 43 57 64 1 8 1 90 1 126
31/2" 2.0E ES PARALLAM PSL (For 3/49" 211/167" 51/4" and 7" beams,see multiplier below)
Table can be used for 13/4,"211/16;'3112,"
5'/4"or 7"width beams. Use the following
multipliers to calculate the allowable load for
each width:
13/411 width beam(" Use values in table x 0.50
211/16"width beam Use values in table x 0.77
627 930 1 676 11003 11084 1258 3112"width beam(�) Use values in table
51/4"width beam Use values in table x 1.50
238 347 257 376 420 1 617 1 490 1 722 781 1093 1132 1409 1561 7"width beam Use values in table x 2.00
75 203 292 237 343 382 558 560 822 781 1058 (a)Table is for one 3112"beam.When properly
114 164 123 1
connected together,double the values for
two 3'/2"beams.See pages 20 and 21 for
63 84 68 92 112 1 156 1 132 1 185 213 305 315 455 442 643 connection details.
(b)13/4"x 16"and 13/4"x 18"beams are to be
38 47 42 52 69 1 97 1 81 1 108 131 181 194 273 273 390 used in multiple member units only.
25 27 27 30 45 55 5366 86 113 127 173 180 250
DO NOT cut,notch Heel cuts on Microllam"LVL
or drill holes in or Parallam'PSL beams must
Microllarn"LVL not overhang inside face of
or Parallam`PSL support member
Y5M1 K�•
Page 22
U10 JOIST RESIDENTIAL FLOOR SPAN CARTS
40 PSF LIVE LOAD, 10 PSF DEAD LOAD(12 PSF DEAD LOAD AT TJI-/55 SP JOISTS)
(Example: Single layer glue-nailed wood sheathing and direct applied ceiling)
hMINIMUM CRITERIA PER CODE IMPROVED PERFORMANCE SYSTEM
360 LIVE LOAD DEFLECTION 0480 LIVE LOAD DEFLECTION
18'-10" 17'-3" 16'-3" 15'-2" 17'-0" 151-6" 14'-8" 13'-8"
22'-5" 1 20'-6" 1 19'-4' 1 J6'-7" 20'-3"
25' 1 23'-1 L 20'-3"m 1 22'-11" 20'-10" 19'-7" 18'-3"
26'-7" 11"m 18'4"m 24'-1" 21'-11" 20'-6"
29'-6" 26'-10" 25'-3" 23'-5"rB)
31'-10" 29'-0" 26'-1„(') 20'-10"m _28'9" 26'-2" 24'-8"(7) 17 20'-10"n
40 PSF LIVE LOAD, 20 PSF DEAD LOAD
(Example: Single layer glue-nailed wood sheathing with 3/4" poured gypsum concrete and direct applied ceiling)
MINIMUM CRITERIA PER CODE —y.s. c z u.,t-s,V e 1-1/1;, IMPROVED PERFORMANCE SYSTEM
U360 LIVE LOAD DEFLECTION 2 ''v6; U480 LIVE LOAD DEFLECTION
17'-l" 15'-7" 13'9" 17'-0" 151-6" 141-8" 13'-8"
19'-9 17'-3" 3'-9" 20'-3" 1 18'-6" 17'-3" 13'-9"
17'-4"m 221-1111 20'-10" 19'-7" 1 17'-4"m
1.111(7) 15'-3"m 21'-11"m 191-111m 15'-3"m
23'-211(6) 23'-2"(e)
21'-9 11m 17'4"m 21'-9"m 17'4"m
NOTE: Installing TJI1'"joists at closer on center spacings or at shorter spans than shown may improve floor performance.See page 3 for"A WORD ABOUT
FLOOR PERFORMANCE;'or contact your Trus Joist MacMillan representative for assistance.
GENERAL NOTES:
1. Span charts assume composite action with single layer of the appropriate span rated glue-nailed wood sheathing for deflection only.
Spans shall be reduced 5"where sheathing panels are nailed only.
2. Spans are based on clear distance between supports,uniformly loaded joists,and include allowable increases for repetitive use members.
3. For loading conditions not shown,refer to allowable uniform load tables on page 16.
4. Spans shown reflect the most restrictive of simple span or multiple span applications.
WEB STIFFENER REQUIREMENTS
End Bearings:Web stiffeners(see detail"K'on page 7)are riot required at end bearings of TJI floor joists listed in this guide except in hangers when
the following conditions exist.
5. All Joists:Web stiffeners are required in hangers when the sides of the hanger do not laterally support the TJI'"'joist top flange.(See detail"H1"on page 7).
6. TJI`1/55 SP Joists Only:Web stiffeners are required in hangers when the TJI11/55 SP joist span is greater than the spans shown in the following chart:
Not Required I Not Required 28'-8" 22'-11" Not Required
7. Intermediate Bearings:At intermediate supports where the joists are continuous span, web stiffeners are required only if the intermediate bearing width
is less than 51/4"and the span on either side of the intermediate bearing is greater than the spans shown in the following chart:
=Required TIFFENERS NOT REQUIRED WEB STIFFENERS NOT REQUIRED
t Required 24'-2" 19'-4" Not Required 24'-2" 20'-1" 16'-1"
150111=� Raw.
12 PSF Dead Load at TJI1155 SP joists.
B. When using IUT9 hangers with this load/spacing condition the maximum joist span is 14'-3."
9. Maximum spans shown within glompkw reflect long term dead load deflection of lh"or greater(including creep). if product application requires less
deflection,use shorter spans,deeper joists,or closer o.c.spacing.Contact your Tres Joist MacMillan representative for additional assistance.
pp.na
MICROLLAMTM LVL & PARALLAM° PSL HEADERS & BEAMS
ALLOWABLE UNIFORM APPLIED LOAD — ROOF (PLF)
GENERAL NOTES:
Va +lues shown are the maximum uniform loads,in pounds per lineal foot(plf),that can be applied to the beam in addition to its own weight.
abler are based on uniform loads and the most restrictive of simple or continuous span. , areas represent load conditions controlled by
a continuous span condition.
3. Total load column limits deflection to L/180.For stiffer deflection criteria check L/240 column at total load.Check local code for other deflection criteria.
4. Microllam"LVL and Parallam®PSL beams are made without camber;therefore, in addition to complying with the deflection limits of the applicable
Building Code,other deflection considerations,such as pending(positive drainage is essential), Long term deflection under sustained loads
(including creep)and aesthetics,must be evaluated.
5. Roof members shall either be sloped for drainage or designed to account for load and deflection as specified in the applicable Building Code.
6. Lateral support of beam compression edge is required at intervals of 24"o.c.or closer.
7. Lateral support of beams is required at bearing points.
8. Bearing area to be calculated for specific application;see table on page20.
1 YV 2.0E ES MICROLLAMTM LVL
608 608 458
?x a
Q 137 137 104 308 308 234 605 658 507 ' r
49 49 39 113 113 88 253 253 193 465 484 367 633 689 586 813 885 849
22 22 18 52 52 42 119 119 93 231 231 17B 375 375 286 489 532 420 610 664 586
27 27 23 1 63 63 51 1 126 126 1 99 1 206 206 160 307 307 236 405 433 331
37 37 31 75 75 60 124 124 98 186 186 1 145 264 264 205
47 47 40 1 79 1 79 64 119 1 119 1 95 171 171 135
•Table is for one 13/4" beam.When properly connected together,double the values for two 13/4" beams,triple for three.See pages 20 and 21 for
connection details.
13/4" x 16" and 13/4"x 18" beams are to be used in multiple member units only.
31/2" 2.0E ES PARALLAM PSL (For 13/4;' 271/161" 51/4" and 7" beams, see multiplier below table)
a
P -
1132 1231 1 940 1191 1295 1014 1626 1887
466 466 357 504 504 386 27 827 629 921 967 735 /126 1 70 1171 1623 1766 1698
218 218 171 1 236 1 236 18 393 393 304 461 461 356 749, 749 573 975 1061 84 0 1220 1328 1171
116 116 95 1 126 1 126 142 213 213 169 251 251 198 412 1 412 320 612 612 472 810 864 663
67 67 58 73 73 '62 125 125 103 148 148 121 246 11 246 196 370 370 290 526 526 409
0�Am Egg
40 40 38 44 44 '41 77 77 67 92 92 79 156 156 129 237 237 191 340 340 270
Table can be used for 13/4," 2"/16,"3'12;' 51/4"or (a)Table is for one 3'/2" beam When properly connected together, double the values for two
7" width beams. Use the following multipliers to 3112" beams.See pages 20 and 21 for;connection details.
0culate the allowable load for each width (b)13/4" x 16" and 13/4" x 18" beams are to be used in multiple member units only.
I
/4"width beam(,' Use values in table x 0.50
2''116" width beam : Use values in table x 0.77
3112"width beam(,) Use values in table
51/4" width beam Use values in table x 1.50 /
7" width beam Use values in table x 2.00 !r�
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