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35-264 (7) ',Changing the Way i r TM ince the 1960s, builders and specifiers have relied on quality products from Trus Joist Cutting-edge research �� /�/t. and development have resulted in a product line that gives ® j/° you the superior support you need in a structure,while our AVRcyrxhaeuserBusinea skilled sales and technical staff provides the additional support you need to get the best performance from those products. Consistent,top quality Trus Joist building products use more and waste less of precious timber resources, resulting in buildings f that are structurally—and environmentally—sound. Homes built X P Floor Joists Y Y 'i . on the exceptional strength and consistency of MicrollamO 12A, Tll® Roof 101StS ,,jr %,4 Parallam® PSL,TimberStrand®LSL and Silent Floor®joists are � , homes where floors are quieter,walls don't crack and the ; i r entire structure is designed to work together for unparalleled W, x performance. ,ray � � � • ; Put all of these products together with Trus Joist sales and engineering services, and you have the FrameWorks®Building System, Changing the Way You Build"... ,.;, An 1 e 1 1 Rim Board ,Headers r� Studs and Columns P Warranty eie[wurrunb that in Prvdecro will Wmee(rom mono actorddi0W Pro„d.d in duct 1 ded the Pra ,hlp and mnrenal Ina rMn.the odequary workman d the rerePee Y`°° Building ,a cortecth iriatdled and upe I and e+PeG°ed Isle the x or the nmr°e ' of in design 1 •floae.Idaho BJ]06 �' '4{ '¢ xoo¢.,s,uata ,8(10-67.9--3 997 Beams Columns, 1-800-6283997 ; www.trusjoist.com 200 E. Mallard Drive (83706) POO P.O. Box 60 ♦ Boise, ID 83707 ♦ (208) 364-1200 NAI } 1 Headers ;Beams , A a v � Al s FrameWorks©,Microiiarnt,Paraiiams,Performance Plush Silent Floors,Timbedtran^VID,TJ-Beamz,TJ-Strand)and TJ Xperto are'regfsteradtradema ks and Changing the Way You 3uiid",Pro",a-Rim",TJ-Pro",TJ-YardMate°and Trus Joist"are trademarks of Trus Joist,A Weyerhaeuser 6uslness Boise Idaho. September 2002 NW140M Copyright 0 2002 byTrusJoist Reorr1er2025 IF this guide it more than one year old, contact your dealer or Trus Joist rep. Printed in the USA Q on recycled paper k �. i a �� , a. a' �z.�..y ,�U���s 2. Design Properties , t V/2" 1V2' 3/8, or 117/a' 14!'or 16" /� 14"or 16" x/16, 14"or 16" TJI®/Prop" 150 joists TJI®/Prop"250 joists TJI®/Pro"350 joists TJI®/Pro'"550 joists Top and bottom flanges of Top and bottom flanges of Top and bottom flanges of Top and bottom flanges of 1112"x 1112"Microllam®LVL with 1314"x 1112"Microllam®LVL with 25/16"x 1112"Microllam®LVL with 31/2"x 1112"Microllam®LVL with 318" Performance Plus®web. 318" Performance Plus®web. 3/8" Performance Plus®web. 7116" Performance Plus®web. Design Properties (100%Load Duration) r Basic Pr"erdes Reaction Pr erUes xtmum(ntems4diata, �, TJI®/Pro„ Depth Redstive" `JolskClnly Maisimum Maximum" xtiQrr(bs) _y Jwst Wei t Moment EI x 106 Vertical Shear End Reaction No Web With Web .:(ft-Ibs) (in.2 bss) (ibs) (lbs) Stiffeners. Stiffeners 91[e,,;: 2.0 2,730 160 1,120 945 1,895 NA. #SO ##?Ia"< 2.3 3,620 276 1,420 945 1,895 NA. ; 2.2 3,210 185 1,120 1,015 2,030 NA. 2.5 4,260 319 1,420 1,015 2,030 2,385 250 #4" 2.8 5,210 474 1,710 1,015 2,030 2,385 16„ 3.0 1 6,075 653 1,970 1,015 1 2,030 2,385 3.0 5,000 395 1,420 1,160 2,320 2,680 3.2 6,135 584 1,710 1,160 2,320 2,680 #fir" 3.5 7,205 801 1 1,970 1,160 2,320 2,680 ##N" : 4.2 7,675 593 1,925 1,400 3,355 3,830 550 14.,;: 4.5 9,420 874 2,125 1,400 3,355 3,830 16" 4.7 11,065 1,192 2,330 1,400 3,355 3,830 General Notes • Design reaction includes all loads on the joist Design shear is computed • The following formulas approximate the uniform load deflection of at the face of supports including all loads on the span(s).Allowable 0(inches): shear may sometimes be increased at interior supports in accordance For TJIm/Pro"'150, For TJIm/Pro°550 with ICBO ES ER PFC-4354 and NER-200 and these increases are 250 and 350 Joists Joists reflected in span tables. • Reaction values are based on a minimum _22.5 wL4 2.67 wL2 22.5 wL4 2.29 wL2 bearing length of 13/4"at ends and TJl® A El + d x 105 s El + d x 105 31/2"at intermediate supports. jOlstf are w=uniform load in pounds per lineal foot d=out-to-out depth of thejoist in inches intended for dry-use, L=span in feet El=value from table above non-treated applications Material Weights(Include T)I®joist weights in dead load calculations-see table above forjoist weights) Sheathing Roofing Materials Floors Based on:Southern pine-40 pcf for plywood,44 pcf for 056 Asphalt shingles.......2.5 psf Hardwood(nominal 1') .......4.0 psf Douglas fir-36 pcf for plywood,40 pcf for OSB Wood shingles ........2.0 psf Concrete(1' thick) Southern Pine Douglas Fir Clay tile ............9.0 to 14.0 psf Regular ..................12.0 psf 1 1z"plywood .........1.7 psf............1.5 psf Slate(3/8' thick)......15 psf Lightweight ...............8.0 to 10.0 psf 518" plywood .........2.0 psf............1.8 psf Sheet vinyl ................ ..0.5 psf 314" plywood ........2.5 psf............2.3 psf Roll or Batt Insulation(1" thick) Carpet and pad ..............1.0 psf 1118" plywood ........3.8 psf............3.4 psf Rock wool ..........0.2 psf 314' ceramic or quarry tile ......10.0 psf 112"OSB ............1.8 psf............1.7 psf Glass wool ..........0.1 psf Gypsum concrete(3/4') .. ......6.5 psf 5/8"OSB ............2.2 psf............2.0 psf Ceilings 3/4" OSB ............2.7 psf............2.5 psf Acoustfcal fiber the ......... ..1.0 psf 1118" OSB ...........4.1 psf............3.7 psf 112" gypsum board ............2.2 psf 5/8' gypsum board .... .. ......2.8 psf Plaster(I" thick) ....... .. ....8.0 psf Length Cut Calculation TJI®Joist Cut Length Calculation D Factor D Factor Horizontal length=L Slope 91/2" 117/8" 14" 16 Add factor P 2112 in 12 2" 2112" 3" 33/8 to obtain proper 3 I 12 23/8" 3" 3112" 4" cut length 31/2 In 12 271s" 31/z" 4118" 43/4" 4 in 12 311' 4" 41/4" 53/8" 41/z In 12 35/8" 4V2" 51/4" 6" 5 I 12 ? 4" 5" 51/s" 63/4" 61n 12 431" 6" 7" 8" t 7 in 12 5513" 7" 8114" 93/8" Qa 8 in 12 63/8" 8" 93/8" 103/4" y\a ��Atir 9 in 12 7'18" 9" 101/2" 12" GJ� Actual cut length can be 10 in 12 8" 10" 113/4" 133/s" approximated by multiplying 11 in:12 83/4" 11' 12318" 1431" the horizontal length by the 12 in"12 9112 117/8 14" 16" slope factor and adding the D factor Slope Factors Slope 12112 in 12 1 3 in 12 12.1 4112 in 1Z 5 in 12- 6 in 12. 7 in 12 ;8 In 12 1 9 In 12 '1 10 In 12 11 in 12° "12-fo ll Factor: 1.021 1 1.031 1 1.042 1 1.054 1 1.068 1.083 1.118 1.158 1.202 1 1.250 1 1.302 1.357 1.414 Fastening of Sheathing and Conversion Table Fastening of Sheathing to TJI® Joist Flanges and Trus Joist Rim Board Closest On-Center's acing Per Row TJI®/Pro'" ``Tile/Pro'" Nail Size 150 Trus Joist 350 250 550 Rim Board 2112" 2" 4" Sd(ZV2")common 31/2" 2° 4" ",10d(3"),12d(31/4")6ox 3" 2" 4" 10d 3" ,12d"3114" common 41/z" 3" 4" 16d 31/2" common' NA 0) NA,0) 6"(2) (1)When nailing through the wall sill plate and floor sheathing,closest on-center spacing is 4"(13/a"max.penetration). (2)When nailing through the wall sill plate and floor sheathing,closest on-center spacing is 3"(13/a"max.penetration). General Notes • Maximum spacing of nails is: • 14 ga.staples maybe substituted for 8d(2112')nails if minimum penetra- 18'on-center for T)11&/Pro-150 and 250 joists. tion of 1" is achieved. 24'on-center for T)11&/Pro'350 and 550 joists. • Table also applies for the attachment of T)Im rim joists and blocking panels • If more than one row of nails is used,the rows must be offset at least 112' to the wall plate. and staggered. PSF to PLF Conversions Load in pounds per lineal foot (plf) O.C. Load in Pounds Per Square Foot(PSF) Spacing 20 25 30 35 40 45 50 55 1 60 12", r 20 25 30 35 40 45 50 55 60 16" 27 34 40 47 54 60 67 74 80 19.2" 32 40 48 56 64 72 80 88 96 24 40 50 60 70 80 90 100 110 120 e1a��b �r Framing Connectors (USP Lumber Connectors'-f Tor VIEW , • � off' 0 4s SKHL C THO THE BPH HD n TMU TMP TMPH SKH SKHR Single Joist Hanger Double Joist Hanger Variable Slope Seat Joist Hanger Depth ; TJIOIPY4 ' Hanger Maximum Skewed or y 15Q THO 15950 Depth TJI®/Prv" Hanger Load(Ibs) Depth TJI®JPro" Clanger Slo ed and Skewed'. TH017950 Floor 9112„ 150 TMU210 1290 w 150 TH015118 9t�z„ w 150 TH015950-2 250 TMU 179 1340 ` r 250._.... TN035950 150 TMV210 1340 k1r/a .Z50 :: TH017118 TH023118 150. ,5 THO 15119-2 11rJa„ 250 TMU179 1340 55Q TH035T 18 250 TH03511.88 350 TMU23 1545 250 TH017140 l tr/i x ,450 q TH023118-2 < 550 7MU48 `, 1545 354 "' TH023140 _'° ,"554" ..:. SPH7118 •TMU han en can be field adjusted for slo es from 8"112"u �y m g J P P r 550 TH035140 i ZSO TH035140 to 12"112"down. 250 TH017160 14" 35Q TH023140-2 v •TMU hangers can be field adjusted for skews up to 45 degrees 350 TH023160 H" 550 BPH7 14 (up to 30 degrees for TMU23 and TMU48). �55Q TH035160 � � X250 TH035160 •Loads have been increased 15%max.for short term roof 1 150 THF15925 td" 350 : TH023160-2 loading. •Supplemental lateral restraint is necessary for 14"and 16" '. 250 a THFt792S � � ? BPH7116 PP ry deep T)1®joists.Contact your Trus Joist representative for assis- 1 � X150 THF15112 9t/z" 150 7HF1 5975-2 1355 tance. ce 350 3 THF17112 a 25Q TFIF35925 1345 Joist tOd x 14x"nails. ✓11 � 4350 THFZ3118 150 1HF1 I'_-2 1580 Header:l Od(3")common nails,typical. 55Q THF3511 �� X254 TEiF35T";2»2 1790 n 1 tr/t'� THF17140 S . 350 THF2311$-2 1810 X350 THF23140 55Q „H©7120 2175 550 THF35140 250 THF35140 2240 ,250 THF17157 14" 350 THF23140-2 2380 6 350 THF23160 l 7554 `'11137140 2720 THF35157 '" x250'L THF35157 2465 Joist:lOdxlriz"na1s. 16 `,'s 350 ,, THF23160-2 2855 Header.10d(3")common nails.Use 10d x 11/z" 550.. HOT140 2720 for top flange hangers. •Face mount hanger loads may be increased 15%for snow roofs or 25%for non-snow roofs.(Not to exceed 3035 Ibs forTHF35157). Joist:10d(3")common nails. Header:16d(342")common nails. Use t Od x 11/2'common nails for TJI®/Pro°150 top flange hangers. Use l Od(3")common nails forTHF face mount hangers. Top flange hangers require 10d x 1 Vz"if supported by TJIm joist headers or single 2x_nailers. Table A Face Mount Skewed Variable Slope Maximum Load (Ibs) 4S° Joist Hanger Seat Connector for Top Flange Hangers Depth T11®/Pro":, Hanger Maximum Header Material THO BPH TJI®/Pro"" Connector (� Load s m 2050 3510< 4>tz 150 "' SKH 1 520R or SKH I SZOL L ) Bea 1lylati" 150x SKH1524RorSKH1524L TMPZ 990 T)1®joist Header 2050 2050 150<', SKH1720ROtSKH1720l' 450"`: TMPH2 1020 Wood Nailer S' 1360 2080 250 SKH1724R or SKH1714L TMP175 1150 •Loads in Table A cannot be increased for 11T/s" 16" 350 $KH2324R or SKH2324L 250 TMPH 175 1055 duration of load. 550 r` SKH41ORO)orSKH4101.0) 350 TMP23 1970 (1)Miter cut required on end ofjoist TMPH23 1635 Joist:10d x 1112"nails 16d(31/:")common nails for 550 TM P4 1970 SKH41OL/R. TMPH4 ` 1900 Header:10d(3")common nails;16d(31/2")common nails •TMP connectors may be used forSKH41OUR. only on slopes of 1"112"through 6"/12". •TMPH connectors may be used only on slopes of 6"112"through 12"112". Joist:10d x 11I2"nails. Header:10d(3")common nail,. Refer to page 20 for General Notes Framing Connectors (Simpson r G TOP VIEW q ♦ 'PSuL tLssu - n ism' SULI R17T MIT IUT MIU WP/WPI U HU SUL/SUR SUR VPA SURI UP OR DOW Single Joist Hanger Double Joist Hanger Variable Slope Seat Joist Hanger Depth TJI®IPro Hanger Maximum Sloped Skewed or Depth TJI-/Pro Hanger ITT29.5 Depth T)le/Pro", H.mger Load(bs) , 'Only Sloped and Skewed 250 ITT9.5 Floor 150 , LSSU28 1275 885 g Ili , ITT211.88 ; 9yz° 150 MIT29.5-2 250 LSSU125 1275 1065 117/1"= 250,6„ ITTli.88 250 MIT49.5 150 LSSU210, 1275 1065 A 350 ITT3511.880)' 150 ,'., MIT211.88-2 250 LSSU125 1275 1065 x 550' MIT411.88(1)•• 117/8" 250 MIT411.88 350 LSSU135 ' 1275 1065 ITT14 3S0 MIT3511.88-2 < 550 - LSSU410 2215 1865 'x "14" 350 ; ITT3514(s)' �:. 1 550 s_ WP 141198-2 d 250 LSSU125 1275 1065 s ,550 M111 14(s)* 250 MIT414 14" -350 LSSUI35 1275 1065 501., "t1T16 °, 14" 350 -,"r MIT3514-2 .-550 LSSU410 2215 1865 16 '350 MIT3516 f• 350 WPI414-2 � •LSSU hangers can be field adjusted for slopes and skews of up to 45 X 554'. MIT416(0* 250 *� MIT416 degrees. " WP -(UT29 Loads have been increased 15%max.for short term roof loading. y250:$z IUT9 X550 YdR1416 2 "' . .. .'k, •Supplemental lateral restraint is necessary for 16"deep TJI®joists. x»:150',S^« IUT211 150 C1210-2 1560 Contact your Trus Joist representative for assistance. " illt 250 IUTI1 9Y� 250 = U410 . 1560 Joist lOd x 1112"nails. IUT3512 77 s 150„ U210 2 1560 Header:10d(3")common nails,typical 16d(31/2")common nails for 550; MIU411 150 = �U410 1560' LSSU410. t 171i" 250 ? IUT14 350 U3512-2 1800 X z a� 14" 350 lUT3514 y 550 HU412-2 2480 LL 550 MIU414 250 ,; U414 1790 1UT14z e' 14" 350 U3512,- 1790 Face Mount Skewed '450 Joist Hanger 16" h. .,. 350 alUT3514, '' 551 ti, Hu4i -z 2250 g /VIIU416 r ; 250 ,, 'U414 1790 ,10e th .', TIM/Pre, Han"'re (1)Limit load for hangers supported byTJIZjoist 16 '350.z ' 35rr' 1790 .9111"and 1 W/d" 350 � 'SUR210or$UL210 ;r headers to 1050 Ibs for ITT and 1230 Ibs for MIT .? 55f1 HU414-2 2250 7 M3W7 250 SUR19 or'SUU9 hangers OR: •Face mount hanger loads may be increased 15%for snow 1171E"-16" 250 SUR]I1 orSULl1 1 'subtract 12"from floor span charts roofs or 25%for non-snow roofs. ___11110 350 SUR13510112 orSUL13510112 "subtract 36"from floor span charts Joist:10d x 1112"nails. 1,4":anE 16" 350 SUR13514120 orSUL13514120 Joist lOd x 1 s/z"nails Header.10d(3')common nails.Top flange hangers '111#" '550 l SUR410 or SUL410 Header:10d(3")common nails.Top flange require 10d x 1 h/z"forTI18joist headers or single 2x_ ,,fA4"and 16 550>a `5UR414 or SUL414 hangers require 10d x is/z"forTI16joist headers or nailers. single Zx_nailers. Joist:IOd x l s/z"nails. Header.16d(31/2")common nails. Variable Slope Seat Connector Table A Maximum Load (Ibs) General Notes Lad(0)`'' for Top Flange Hangers 150 VPA2 1050 Header Material MIT WPIWPI The listed hangers are manufactured by either Simpson Strong-Tie®Company, 250: ! VPA25 1050 Beam 1, , 1565 2000 Inc.or United Steel Products Company. For additional information,please refer 350 VPA35 1230 TJIeJoist Header' 1230 2030 to their literature. 550 VPA4 1230 Wood Nailer 1570 2500 Contact your Trus Joist representative for assistance with other hanger or .VpA connectors may be used only on •Loads in Table A cannot be increased for support conditions. slopes of 3"/12"through 12"112". duration of load. Shaded hangers require web stiffeners. Joist:1 O x 1 h/z"nails, • Some hangers shown have less capacity than that of the TJId joists.The joist Header:10d(3")common nails. hanger capacity must be checked for applications beyond the floor span tables or when maximum loads are given. Header Requirements • All hangers are assumed to resist downward floor loads(downward roof • Tables assume TJI®joist headers or beams comprised of Trus Joist products, loads for LSSU orTMU hangers). Douglas fir or southern pine species. • Use sloped seat hangers when TJI®joist slope.exceeds 318"112" • Minimum header width for single joist top flange hangers is 3" • Leave IN" clearance(VS' maximum)between the end of the supported (1112"for ITT hangers). joist and the header or hanger. • Minimum header width for doublejoist top flange hangers is 3'. • Fill all round, PAN and dimple nail holes.Capacities will vary with different • Minimum header width for face mount hangers is 1319" nailing criteria or other support conditions. (2" for LSSU410 hangers). t Allowable 6 No field cut holey Minimum distance from Table A Minimum distance from Table B No field out holes in hatched zone in hatched zone Minimum distance Minimum dietance from Table A from Table B 6" 6" 2 x Dz D2 Lz 2 x L2 6" Do not out 11/2"hole may DI minimum minimum Li typical holes larger be cut anywhere (also applies than i/z'in in web outside to oo holes) cantilever hatched area. How to Use These Tables 1. Locate the column that meets or exceeds the required hole size. 3. Scan horizontally until you intersect the column that contains the hole size 2. Identify the TJI®joist and depth being used. you selected.This value is the required minimum distance from the edge of the hole to the inside face of the nearest support. Table A—Round Holes Minimum distance from inside face of any support to nearest edge of hole 6 0 Size N , Depth fJl-/pro" `2"�„ 3" € ,;y.5"._. 6" b3/i" „ .�". ,, ,..$.,.:. .#sly",.:r 4 f0 .. '103/4" "12" 52314" 150 a.> 1-6" -6" 3-6" 5 0" 6-6" V-6" 250 21-0" 3t0• 4'-0" 5,-6" 7'-6' 8'-0" :550 1'-0" 1'_0" V_6" 3,_0" 4'-0" 4'-0" 5-0„ 7'-0" 8''_6" 1'171a, 250 1'-0" i'-6" 2'-6- 3,-6" 5'-0" 5'-0" 6'-0w 8'-4" 9'-0" 1'-0" 2'_6" 3'-6" 4'-6" 5'-6" 6A 7 0" 9'-0- 10-0 1'_6» 2'-6" 4'-0" 5r-0» 6'-6" 7'-0' 8'-0" 9'-6 10'-6 1'-0" 1'-0" 1'-0" 2'-6" 2'-6" 3'-6" 5'-0" 6'-0" 6'-6" 8'-6 10'-0" 14". 350 1'-0• V-0" i'-0" 2'-6" Y-6" 4'-0" 5'-0" 6'-6' 7'-0" 8'-0" 9'-6' 11._0 %:350 r; P-0" 1'_0" 2,-0" Y-6' 5'-0" 5'-6. 6'_6" 8--0" 8'_6 T-O" 10'_6" 12'-0" 250 1'-0" '-0" 1'-0" 1'-0". 1'-0" 1'-0" 1'-0" 2'-6"', 3'-0" 4'-0" 5'-6" 6'-6"- 9'-0" 11'_0• 16"_"s 350 1'-0° 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-6" 4'-0" 5'-0" 5'-6" 7'-0" 8'-0" 10'-6" 12'-6" "t550 , 1'-0" 1'-0" 1'-0" 1!-6" 3`-0" 3'-6" 4'-6 6'-0" 7'-0' 7'-6" ` 9`-0" 10'-0 12'-0" 13'-6" Table B—Square or Rectangular Holes Minimum distance from inside face of any support to nearest edge of hole „b: irara wrli�tan �r Male 55ze� = ' Depth T1 lat! � prV " ?'T4=». r�". 6�l4'a p".� �:,8" ass sn-h a.. �� ..YQ°" " 1�4", -f2e .yZ;l4 15Q V-6- Y-0" 4'-0' 6'-0' 6'_6" 6'_6» s 250 Z'-0" '-6' 6'_6» 7'-0" 7-0 X � =3'-0" q 150 s 1'-0" 1'-6" T-0" 4'-6" 6'-6" 7'-6" 8'-0" 8'-6" 9'-0' 1z/e" 250 i'-0" 2'-0" 3'-6" S'-6" 7'-6" V-0" 8'-6" 9'-0 9'-6" 350 1'-6" 3'-0" 4'-6" 6'-0" 7'-6" 8'-6" 9'-0" 9'-6" 9'-6" 550 3'-6" ; 5'-0' 6'-0" 7'-0" 9'-0" 9'-6" 9'-6" ` 10'-0" 10'-6" 250, 1'-0" 1'-0" Y-0" 4'-0" 6'-0" 6'-6" 8'-0" 10'-0" 10'-6" 10'-6" 11'-0" 12'-0" 14" 35Q '! 1'-0" 11-0 3'-0" 5'-0" 6'-6" 7'-0" 9'-0" 10'-6" 10'-6" 11'-0", 11'-6" 12'-0° 2'4" 4A' 5'_6" 7A" 8'-6" W-W 10•4" 11'-0" 12'-0 12'-0" 12'-0" 13_0" 250 1'-0" , 1'-0" }'-0" 2'-0" 4'-6" 5'-0" 7'-0" 4'-6" 11'-0" 11'-0" 12'-0" 12'-0" 13'-6" 14'-0" 16"- 350 1'4" 1'-0" V-0- Y-6" 5'_6" 6'-0" 7'-6 10'-0" 11'_6" 11'_6" 12'-6" 12'_6" 13'_6" 14'-6" 550 1'-0" 2'-6" 4'-6" 6'-0" 8'-0" 8'-6' 9'-6" 11'-6" 13`-0" 13'-0" 13'-6" 14'-0" 15'-0" 15'-6"1. Rectangular holes based on measurement of longest side. General Notes • DO DO NOT Multiple holes require spacing 2 times the length of the largest hole. cut or • Holes may be located vertically anywhere within the web.Leave Ils' of o ❑ " notch web minimum at top and bottom of hole. / flange • TJI®joists are manufactured with 1112' perforated knockouts in the web at approximately 12" on-center along the length of the joist.They do not affect hole placement. • Distances are based on uniform loads using the maximum loads shown in this guide.For other load conditions or hole configurations use TJ-Beam,'software or contact your Trus Joist representative. Full web depth rectangular holes are • For simple span(5 foot minimum)uniformly loaded joists meeting the also possible. Contact your Trus Joist requirements of this guide,one maximum size round hole may be located representative for assistance. at the center of the joist span provided no other holes occur in the joist. a How to Use These Tables 1. Calculate actual total load in pounds per lineal foot(plf). 3. Scan horizontally to find a TJIm joist that meets or exceeds actual total 2. Select appropriate JOIST CLEAR SPAN.For slopes greater than 2' per foot, load.TOTAL LOAD values are limited to deflection of L/180.For stiffer approximate the increased dead load and deflection by multiplying the deflection criteria,use the L/240 values. horizontal clear span by the SLOPE FACTOR below. Roof 11S% and 125% (PLF) TJIe'IPro-150 TJI'a/Pre,250 9112" ill/a. 9112" . 1'17/2" Joist Total load - "Defl. Total Load'" Defl.': Total Load Defl. - Total Load Defl." Total LoadDefl.^ .rTotal'Load Deft. Clear Span Non-„ Non—Non- Nom-, Non­ �Non Snow Snow Snow Snow Snow': Snow; ' �; Snow,, ;Snow Srww Snow Snow , , 115% "'125%" 1.1240 115% 125%= 1240 115% 125% L/240 115% .135% 1l/240- .115%" 125%" 1/240 `115% 125% 1.1240 6' 283 308 283 308 303 330 303 330 303 330 303 330 8' 214 232 214 232 229 249 229 249 229 249 229 249 101- i 171 186 171 186 184 200 184 200 184 200 184 200 12'._ ` 143 156 143 156 153 167 153 167 153 167 153 167 14' 123 133 114 123 133 132 143 130 132 143 132 143 132 143 16, 96 104 78 107 117 113 119 89 115 125 115 125 115 125 98' " 74 74 56 96 104 94 85 85 64 102 111 108 102 ill 102 111 20' 55 55 41 82 89 70 63 63 47 92 100 80 92 T00 92 100 22''::' 41 41 31 67 71 53 48 48 36 79 81 61 84 91 89 • 84 91 24` 32 32 24 55 55 41 37 37 28 63 63 47 77 84 70 77 84 26'„• 25 25 19 44 44 33 29 29 22 50 50 37 70 74 55 71 77 75 28'-: 20 20 35 35 26 23 23 40 40 30 59 59 44 66 ?. 72_ 61 301° 29 29 21 19 19 33 33 25 49 49 36 61 66 50 32'-- 24 - 24 18 27 27 20 40 40 30 54 55 41 34' . 20 1 20 23 23 1 34 34 25 46 46 34 TJt*/Pre350 = �nTJhfPro 550. TotaiL117J2 „< Totaiload Defl. Joist,-” Aid, .Def: -,Total Load Dog,,', M Totat.Load Uen fatal Load. , Ilefl 7v load DefL Glean r x Span Non Non- Non- Norh Nance Non =Brow Snow Snow Snow Snow SnBeia 'Snow now Snow Snow � 3 i3now 115% X125% U240 115% 125% 1./244 .1159E ;125%` L1240= n115%� 125%` t/240 115% "'`125% 1/240 1151{ ' 125% 11 1/240 6' 347 377 347 377 347 377 502' 545' 502' 545' 502' 545` 8, 262 284 262 284 262 284 378' 411' 378' 411' 378' 411' 10' 210 228 210 228 210 228 304' 330' 304' 330' 304' 330' 175 191 175 191 175 191 254` 276' 254' 276' 254' 276` 14'°! 150 164 150 164 150 164 218' 237' 218' 237' 218' 237' 16'1.:'; 132 143 132 143 132 143 191' 207' 191' 207' 191'< 207' 18' 117 127 117 127 117 127 170' 184' 170' 184` 170' 184" 20':. 105 115 97 105 115 105 115 153• 166• 143 153' 166' 153'. 166' 22' 93 99 74 96 104 96 104 139' 146' 110 139' 151' 139' 151' 24'. 77 77 58 88 96 85 88 96 114 114 86 127` 138` 124' 127' 138' 261__ 61 61 46 81 88 67 81 88 91 91 68 118` 128' 99 118' 128' 28' 50 50 37 71 73 54 75 82 74 74 74 55 107' 107' 80 109' 119' 108' 30' 40 40 30 59 59 44 70 76 61 60 60 45 88 88 66 102' 111' 89 32' 33 33 25 49 49 37 64 67 50 50 50 37 73 73 55 96' 99' 74 34' 28 28 21 41 41 31 56 56 42 42 42 31 61 61 46 83 83 62 36' 24 24 18 35 35 26 48 48 36 ' 35 35 26 52 52 39 70 70 53 38' 20 20 30 30 22 41 41 30 30 30 22 44 44 33 60 60 45 40' 25 25 19 35 35 26 26 26 19 38 38 28 52 52 39 'Joist reaction(simple span)exceeds 1475 Ibs;web stiffeners are required at hanger Slope Factors locations.Web stiffeners may be required for other conditions. Slope 2112 In 12 3 In 12 13112 In 12 1 4 in 12 1 41/2 in 12 5":in 12 6 In 12 7 In 12 8 in 12 1 9 in 12 1 10 in 12 11 In 12 1 12 in 12 Factor 1 1.021 1 1.031 1 1.042 1 1.054__L 1.068 1.083 1.118 1.158 1.202 1 1.250 1.302 1.357 1.414 General Notes • Tables are based on: —Uniform loads. —No composite action provided by sheathing. —More restrictive of simple or continuous span. —Minimum roof surface slope of 1/4' in 12'. • TOTAL LOAD limitsjoist deflection to L/180. Roof Details 5. L5TA18(5impeon or LOP)strap Double joist Birdsmouth Cut with twelve 10d x 1112'naile may be required ! Allowed at low and of joist only when L exceeds joist spacing ! i i Beveled web stiffener each Strap nails: '� eide of TJI®joist web Leave 23/5" blocking as TJI®joist flange must minimum end required g distance bear fully on plate. Double beveled End wall birdemouth cut must bearing plate when not overhang inside slope exceeds 114" 2x_overhang.Notch around ® face of plate. per foot TJI®joist top flange. 1_5TA24(5impeon or LOP)strap with twelve 10d x 111 Backer block:Install tight to 2"nails required at H55 with elopes grater than 3"per foot bottom flange(tight to top Filler block:Attach with flange with top flange hangere). ten 10d(3")box naile. Attach with ten 10d(3")box 1" clin nails,clinched when possible. ched F L5TA18 strap nails Strap nails:Leave at H65 with elopee 2315"minimum end ,; greater than 3"per distance foot Variable slope joist hanger.Verify Variable slope joist hanger capacity and depth limitatione (see pages 20 and 21). (see pages 20 and 21) Shear Blocking and Ventilation Holes Roof Only Field trim to match joist depth at outer edge of wall or locate on wall to match joist depth 1/3 1, / 1/3 1/3 1/3 113 1 1/2 a 1 a=_ � /2 1/3 .e Maximum allowable V-cut Allowed hole zone Vertical depth at bearing of TjP joists with high slopes(10"112"to 12"/12")requires that Trus Joist rim board for shear blocking be one size deeper than the TJI40 joist Nailing Requirements • TJlmjoists at end bearings:Two 8d(2112')box nails(1 each side), Blocking panels or shear blocking to bearing plate: 1112'minimum from end. TJlmjoist blocking panels: 10d(3')box nails at 6"on-center. • TJI®joists at intermediate bearings: Trus Joist rim board for shear blocking:Toenail with IOd(3')box nails at Roof slopes less than 4"per foot:Two 8d(2112")box nails(1 each side). 6" on-center or 16d(3112")box nails at 12"on-center. See detail R7. Shear transfer:Connections equivalent to decking nail schedule. Roof slopes greater than 5" per foot Four 8d(2112")box nails Diaphragm Blocking (2 each side)plus a twist strap and backer block.See detail R75. Details H5 and R14 may require additional blocking for shear transfer. Filler and Backer Block Sizes TJIO/Pro"" 150 1 250 350 >550 De th. 91/2"or 117/8" 9112"or 117/s", 14"or 16" 117/8" 14"or 16" 11718" 14"or 16" Filler Block Detail H6 11Is"net 2x6 2x8 2x6+'12"sheathing 2x8+1 2"sheathing Two 2x6 Two 2x8 Backer Block(Detail H6) 1/2'or5ls' 1 5/s"or7/4" t '18"or 114" 1"net 1"net 2x6 2x8 V necessary,increase filler and backer block height for face mount hangers.Maintain is"gap at top ofjoist;see detail W. Filler and backer block dimensions should accommodate required nailing without splitting. Alt '39m Roof Details Z R, Birdsmouth Cut Shear blocking—True Joist V-cut shear Hocking— Allowed at low and of Joist only rim board or TJI®joist True Joist rim board J Beveled web stiffeners required on both sides Variable slope seat Beveled bearing connector " plate required when slope exceeds 1/4' perfoot 2,0 � V3 adjacent span maximum Vs adjacent Span maximum 2x4 block for soffit support Intermediate Bearing Birdsmouth Cut Blocking panels or shear blocking are optional Allowed at low and of joist only for joist stability at intermediate supports Twist strap and backer block required 2 rows 8d 2Vz 2x4 one side.Use 2x4 both Web stiffeners required at R75 with slo es greater than 3" ) p sides ifjoist spacing is each side at R7W p g box nails at V tc:° greater than 24"on-center per foot.See page 17. 8"on-centers. Beveled bearing plate required when slope exceeds V4'per foot Beveled 2x4 block with O beveled web stiffener on opposite side of web Birdsmouth Cut Allowed at low end of joist only 2x4 one side.Use 2x4 both 2 rows 8d(21/2" sides floiet spacing is 2x4 one side.Use 2x6 ifjoiot spacing box nails at 8" r` greater than 24'on-center ie greater than 24"on-center. on-center s, Filler tOd 3" box nails Beveled bearing plate required when slope at 8"on-center 2"p exceeds V4'per foot Beveled 2x4 block Beveled 2x4 block +� �,a r Beveled web stiffeners on both sides General Notes Minimum Bearing Length Lateral Support • Atjoist ends: 13/4' All roofjoists must be laterally supported at cantilever and end bearings to • At intermediate supports:31/2' preventjoist rollover. Slope/Bevel Plate Criteria Web Stiffener Requirements • Unless otherwise noted,all details are valid to maximum 12'per foot slope. • Required if the sides of the hanger do not laterally support at least 3/s'of • Supplemental connections to the bearing plate may be required for slopes the TJI®joist top flange. exceeding 4' per foot to resist sliding forces. • Required at all sloped hanger and birdsmouth cut locations. • Wood bearing surfaces:Sloped bearing surface required when slope • TJI®/Pro"550 joists:Required at any hanger locations where joist reaction exceeds 114' per foot.Use one of the following: exceeds 1475 lbs. –Beveled bearing plate. –Variable slope seat connector(verify connector capacity, see pages 20 and 21). –Birdsmouth cut(see detail BC).Allowed at low end of joist only. • Hangers:Sloped seats and beveled web stiffeners required when slope exceeds 112' per foot � t 9 1 I an J 7: "m— How to Use This Table 1. Determine appropriate LIVE and DEAD LOAD and load duration factor. 2. If your slope is 6'112' or less use the LOW slope column.If it is between 6'112"and 12"112' use the HIGH column. 3. Select appropriate span. 4. Select TJI®joist and on-center spacing. fty D sign Live Load(LL)and Dead Load(DL)in P5P Depth fJl®(Pro ` Non-Snow{1150 Snow Load Area 115%) x..v adn , 20LL+15DL 20LL+ZODL 25LL+15DL 30LL+15DL 40LL+15DL I ,. Cow miah Low High Low High Low Hi`h, Low High e,,Low } 150 20'-1" 11'-11" 19'-2" 17'-0" 19'-3" 17'-3" 18'-6" 16'_8" 17'-4" 15'-8" 16'-4' 14'-10" 11'-1" 18'-10" 20'-1" 17'-10" 20'-3" 18'-1" 19'-5" 17'-6" 18'-2" 16'-5" 17'-2" 15'-7" X. 0 ,;, 24'-2" 21'-7" 23'_0" 20'-5" 23'-2" 20'-9" 22'-3" 20'-0" 20'-10" 18'-10" 19'-7" 17'-10" 25'-4' 22'-7" 24'-2" Z1-5" 24'-3" 21'-9" 23-4" 21'-0" 21'-10" 19'-9" 20'-8" 18'-9' 11�a j DSO 27'-3" 24'-3• 25'-11" 23'-0" 26'-1 23'-4" 25'-1' 22'-6" 23'-5' 21'-2" 22'-2" 20'-1• 4q(�N1? 31'-2" 27'-10 29'-9" 26'-4" 29'-10" 26'-9" 28'-9" 25'-10" 26'-10" 24'-4" 25'-4" 23'-1 �S0 29'-0' 25'-10" 27'-7" 24'-6" 27'-9" 24'-10" 26-8" 24'-0" 24'-11" 22'-7" 21'-5" 21'-5' 4" 7,75,0 31'-1" 27'-8" 29'-7" 26'-3" 29-9' 26'-8" 28'-7" 25'-9" 26'-9' 24'-2" 24'-6" 22'-ii' " X550 35'-6' 31'-8" 33'-1D' 30'-0" 34'-0" 30'-6'' 32'-9" 29'-5" 30'-7" 27'-8" 28'-11" 26'-3 X250 32'_3• 28'_9» 30'_9" 27'_3» 30'_11" 27'-8" 29'_8" 26'_9" 25'-4" 25'-2" 21'-5" 231-4' r rt •° 34'x" 30'-10° 32'-11" 29'-2" 33'-0" 29'-7" 31 -9" 28'-7" 29'-0" 26'-11' ' 24'-6" 25`-6" 4SQ ! 39'_5• 35'-2" 37'_7" 33'4" 37'-9" 33'-10" 36'_4" 32'-8" 34'-0" 30'-9" 32'-i" 29'-2'- h c", 18'-11' 16'-10" 18'-0" 15'-11" 18'-1" 16'-2" 17'-5" 151-8" 16'-3" 14'-8" 15'-4" 13'-11" 4 " 773507 19'-10' 17'-8" 18'-it" 16'-9" 19'-0" 17'-0" 18'_3» 16'-5" 17'_1" 15'-5" 16'_1• 14'-8' 150„ 22'-9" 20'-3" 21'_8" 19'-2" Z1'-9" 19'-6" 20'-11" 18'-10" 19'_5" 17'-8" 16'_1" 16'_9• 23'-10" 21'-3" 22'-8" 20'-2 22'-10" 20'-5" 21'-11" 19'-9" 20'-6" 18'-7" 11'-10" 17'-7 25'-7" .22'-10" 24'-4 21-7" 24'-5" 21'-11 23-6" 21.-2" 22'-0" 19'-11" 20'-5 .18'-11' ; !. r7733F7 29'-4" 26'-2" 27'-11" 24'-9' 28'-0' 25'-2" Z6'-11" 24'-3' 25'-2" 22'-10" 23'-10" 21'-8' 27'-3' 24'-3" 25'-11' 23'-0"` 26'-1" 23'-4" 25'-1' 22'-6" 21'-i' 21'-2" 17'-10" 19'-5" "x., $0. 29'-2" 26'-0"` 27'-9" 24'-8" 21'-11" 25'-0" 26'-10" 24'-2 24'-1" 22'-8" 20'-5" 21'-7"' - ' 33'-5" 2 9'-9" 31'_9» 28'-3" 31'-11" 28'-8" 30'-9" 27'-8" 28'_9" 26'-0 27'-2" 24'-8• G r250..m; 30'-4" 27'-0" 28'-10" 25'_7» 29' 0» 26'4" 25'-10" 25'_1» Z1'-1" 22'-10" 17'-10" 19'-5" V163SfJ 32'-5" 28'-11" 30'-11" 27'-5" 31'-0" 27'-10" 29'-6" 26'-10 24'-1" 25'-3" 20'-5" .22'-2" 37'-1' 33'-1" 35'_3" 31`_4" 35'_5" 31'-9" 34'-1" 30'-8" 31'-11" 28'-10' 29'-6" 27'-5• u150 17'-6• 15'-7" 16'-8" 14'-9" 16'-9" 15'-0" 16'-1" 14'-6" 15'-0" 13,-7" 13'-3 12'41• 1R" Z50 18'4" 16'-5" 17'-6" 15'-6" 17'-7" 15'-9" 16'-11' 15'-2" 15'-9" 14'-3" 14'-3 13'-1• �a .f1 51i,$ :', 21'-0" 18'-9" 20'-0" 17'-9" ' 20'-1" 18'-0" 19'-1" 17'-5" 15' 8" 16'-4" 13'-3 14'=5" " 2S0 22'-1' 19'-8" 21'-0" 18'-8" 21'-1" 18'-11" 20'-3" 18'-3" 16'-10' 17'-2" 14'-3" 15'-6" )iX)a 50 23'x" 21'-1" 22'_6" Z0'-0" 22'-8" 20'-4" 21'-9" 19'-7 I19'-3" 18'-5* 16'-3" 17'-6r s °550 27'-1' 34'-3" 25'-10" 22'-11" 25'-11" 23'-3" 24'-11" 22'-6" 23'4" 21'-1' 22'-0" 20'-0' 250 25'-2" 22'-6" 24'-0" 21'-4" 23'-2" 21'-7" 20'_7" 20'-10" 16'_10" 18'_3» 14'_3» 15'_6» u " 50A 21'-0" 24'-1" 25'_8" 22'-10" 25'-10" 23'-2" 23'-7" 2T-4" 19'_3" 20'-10" 16'_3» 17'-9" 30'-11' 27'-7" 29'-5" 26'-1" 29'-7" 26'-6" 28'-5" 25'-7" 26'-7" 24'-1" 23'-7" 22'-6' x'250 28'-1' 25'-1" 25'-3" Z3'-9" 23'-2" Z4'-1" 20'-1" 22'-2" 16'-10" 18'-3° 14'-3" 15'-6" 30'-0' 26'-10" 28'-7" 25'-5" 26'-6" 25'-9" 23'-7" 24'-10" 19'-3" 20'-10" 16'-3" 11'-9" 550 34'A" 30'-7" 32'-8" 29'-0" 32'-10" 29'-5" 31'-7" 28'-5" Z7'-11" 26'-2" 23'-7" 22'-6" General Notes • Table is based on: -Uniform loads. -More restrictive of simple or continuous span. -Minimum roof surface slope of 1l4' in 12'. -Horizontal clear distance between supports(1314' minimum end bearing). • Total load limits joist deflection to L1180. • Live load is based on joist deflection of L1240. • Support beam or wall at high end is required(ridge board applications do not provide adequate support). • A code-allowed increase for repetitive member use has been included. • Spans shown assume no web stiffeners at intermediate bearings(3112"). V�t9. Roof Framing r Safety strut lines(1x4 minimum).Fasten Owith two 8d(21/2")nalls minimum. -- _ •TJI®/Pro"15Ojolate: 6 on-center maximum O @ TJI®/Pro"250,350 and 550 joists: 10 $ 8'on-center maximum HB Braced end wall— see WARNING below -;t R7 O � O u, R5 R3 - R1 Joists must be laterally supported at cantilever and end bearings by blocking panels,hangers or direct attachment to R1 a rim board or rim joist One 8d(21/2")box nail each side of 10 See ALLOWABLE HOLE5 on page 19 /TJI®joist at bearing,11/Z minimum from end.Supplemental connections to the bearing plate may be required for slopes exceeding*'per foot. _WARNING Unbraced joists are unstable.See complete waming on page 4. These Conditions Are NOT Permitted DO NOT cut holes too DO NOT bevel cut joist DO NOT overhang birdsmouth close to support beyond inside face of wall cut from inside face of plate Refer to ALLOWABLE HOLES on page 19 Tjl®joist flange must bear fully on the for minimum distance from support plate.See detail BC on page 17. T Floor i �"l i4 r,r� f/ Floor performance is a subjective issue that is influenced by many factors.Listed below are several suggestions that may help in the design of a floor system: • Deeperjoists will reduce deflection. •Thicker floor sheathing and/or reducing the on-center spacing of the joists will improve load sharing. •Adhesives that permanently bond the sheathing to the joists will improve the stiffness of the floor system and will also prevent squeaks. • Directly applied ceilings,bridging,10 minimum bottom chord strapping or full-depth blocking will improve floor performance. • Framed partition walls,ceilings and other inherent random dead loads will dampen vibrations.Non-bearing transverse partitions within the span,solidl connected to the floor,help dampen vibrations and contribute to the perception of a solid-feeling floor assembly(not available in TJ-Xpert®software. •Workmanship in the field is critical.Protection of construction materials from exposure to moisture,full joist bearing,adequate and level supports, proper installation of the floor sheathing and care in the fastening(nailing,adhesives,etc.)are important details of construction. • Poured toppings can have either a.positive or negative effect,depending on variables such as the type of topping and how it is connected to the deck surface. The perception and expectation of an end user is typically the most important variable to consider in selecting the components of a floor system. Construction Fire-safe construction and life safety are major concerns for everyone in the building materials and construction industry.The 1999 statistics on residential fire in the U.S.alone include 2,920 fire fatalities and$5.1 billion in property damage.While these numbers are an improvement over the past two decades,they still underscore the seriousness of the issue and the need for fire-safe construction. Over the past 30 years, prefabricated wood 1-joists have established a record of safe and reliable performance in millions of structures.Many of these structures,such as one-or two-family residential dwellings,do not require specific fire-endurance ratings.Trus Joist believes that fire-safe design should be a consideration in all structures and for all types of materials.The following information is intended to help you specify and install Trus Joist products with fire safety in mind. Active Fire Suppression Trus Joist supports the position that homeowners,firefighters,insurers and the community at large benefit from the use of properly installed fire sprinkler systems.Automatic residential fire sprinkler systems have an excellent record of performance and offer the best available protection to occupants and their property.Today's modern systems are inconspicuous and efficient and can be installed for less cost than the typical homeowner will spend to carpet their floors.This type of fire suppression system provides: • Early and unsupervised fire suppression • Reduced smoke development • Enhanced life safety • Reduced potential for significant property damage Passive Fire Protection Independent tests have proven that unprotected lightweight framing systems,whether combustible or non-combustible,suffer serious and rapid structural degradation when exposed to heat and fire.All floor framing materials—sawn lumber,wood 1-joists,trusses and light gauge steel— succumb quickly to fire if not protected.In fire scenarios,a protective membrane such as gypsum ceiling board will provide additional protection to the structural framing members. Passive fire-suppression methods provide: • Delayed fire growth • Reduced potential for significant property damage • Enhanced market value of the home Smoke Detectors Smoke detectors are universally recognized as the most cost-effective life-saving devices.While smoke detectors do not provide protection to the structure or to the contents in a home,they do alert occupants to potential fire hazards and allow them time to escape. Minimum Membrane Construction All Joist Series Trus Joist Suggestions 1 3 1 1. 48124 tongue-and-groove span-rated sheathing("Exposure 1') 2. Single layer 112' thick gypsum board 3. TJI®joists Benefits of Minimum Membrane Construction • Improved life safety • Reduced potential for fire damage by slowing fire growth • Enhanced market value of the home 2 Trus Joist supports the idea that all combustible floor/ceiling and roof/ ceiling assemblies in all habitable areas be protected by a minimum membrane protection consisting of or equivalent to 1/2"gypsum board U-Pro"I" The TJ-Pro'Rating System is a sophisticated computer "� I model for predicting floor performance. Trus Joist offers ' the TJ-Pro"Rating System in its exclusive TJ-Beams'and TJ-Xpert'W software. The TJ-Pro'Rating System allows you to select not only Trus Joist products,but ' other components contributing to the assembly of a floor as well.Varying the , components and developing relative performance ratings gives you options for enhancing the floor's performance.You also get a comparison cost value to assist you in determining the cost efficiency of your selection.This comparison cost ` value is based on the input cost of decking and the wood volume of floorjoist in �f your floor assembly.This capability allows you to balance floor economics with the TJ-Pro'"Performance Value.Varying the quantifiable components can increase the Td.pru . �e ' Performance Value,often without significant increases in system cost.Different getiiyi �s��e joist uepaung can sometimes even lower the cost while increasing �9 poly the Performance Value. ,w �. Example:How does the general Gelling—A ceiling directly applied to public"feel"about a floor assembly the bottom edge of the floor members— with a Performance Value of.45? "Mrrginal or equivalent strapping—is a performance -84%find it Good to Excellent enhancement -9%find it Marginal _—,Continuity—Continuous joists over -7%find it Unacceptable several supports generally perform - better than simple spans.Care must be taken if the joists continue into T, y another occupancy. Beams—Generally,joists supported by beams that are free to deflect tend to feel a little less solid than joists supported Joist Spacing and Deck Stiffness— `e R by solid bearing walls. Reduced spacing or increased deck thickness generally improves the performance of a floor assembly. X s a Since the mid 1960s,Trus joist has been involved in evaluating floor per- From our research and the information gathered from almost 1,000 field formance.Our early observations suggested that the minimum deflection and laboratory floor applications of our products we created a computer criteria used by the industry(1-(360 or less under live load)provided little model to analyze these applications statically.The numerical results were assurance of an acceptable floor.In an effort to improve performance, correlated with subjective evaluations of dynamic field floor tests to we began recommending a stiffer static deflection limit of 0480 for develop the TJ-Pro'"Rating System.This evaluation methodology allows longer-span residential floors and U600 for longer-span commercial the user to select various floor assembly components and options to floors.Fundamental to this recommendation was our belief that the produce a relative rating number(Performance Value)for the floor performance of the floor must also consider the use of the structure. assembly.Usually the value will be between 25 and 60.An estimate of Our recommended deflection criteria has resulted in a higher percentage the percentage of the population that finds each rating category acceptable of acceptable floors and remains a reasonable starting guideline. can then be obtained from the chart This new evaluation methodology It has been well-documented that historic uniform live load deflection from Trus Joist gives you the ability to truly"put yourself in the other criteria alone is not enough to produce consistent and predictable person's shoes,'by encouraging you to think about how others may want performance results and that dynamic floor system response should be a floor to perform.The TJ-Pro'Rating System is intended for typically a consideration. loaded floors(i.e.not for dance halls,weight rooms,etc.). In the early 1990s,Trus Joist began a research project to develop the How high a percentage is"right'?All of us in this business have an desired design methodology for evaluating floor performance including experience base to draw upon.As a specifier,you have the advantage of consideration of dynamic response.Our objective was to combine the knowing the level of expectation to which the floor assembly will need findings of our research and 30 years of experience into a tool that can to perform.While neither you nor Trus Joist can guarantee 1005A positive be used to evaluate the potential for predictable floor performance. results,applying this new tool with a little judgment lets you gain an unprecedented level of control over the expected performance of the floor assembly. Px Load i s As f Y `(r, 4�;� ,1 How to Use These Tables 1. Calculate actual total and live load in pounds per linear foot(plo. 2. Select appropriate JOIST CLEAR SPAN. 3. Scan horizontally to find a TJIll�joist that meets or exceeds actual total and live loads. Floor-100% (PLF) T11®/Pro"150 " ss; x T le'/Pro'250 Joist 91/i„ :14 Clear Live klve Live --- We Live ` Llve.:, 5Pa^ Load Total Load Total Load Total Load 'Total Load Total Loads Total C/480 Load L/480, Load.- :L/480,_ Load,: >040;. : koad,.,,; L/480 s.load;; 1/480 ;Load 6' 246 246 264 264 264 264 8' 186 186 199 199 199 199 10' 142 149 149 160 160 160 160 12' -': 87 124 124 99 133 133 133 133 ,14' 57 107 95 107 65 114 108 114 114 114 16' 39 78 65 93 44 ' 89 75 100 100 100 18' - 47 83 54 89 78 89 89 257:! 40 '' 80 1 58 1 80 79 80 TJI*/Pro-350' ��; � ., ,, . TJ1*/PW 350 Joist 1174'r 14" � Fg..F?. 3:1I7/p► ,Clear' live Live s ve` Live ive 5Pan Load Total load Total Load 7otat load ;Total Load,, ,,Total Load Total L/480 Loyd L 1480 load L1480 LoadI L/480, Load !1480 load-. 1/480 .load ;6', •, 301 301 301 436 436 436 $';,. 227 227 227 ` 329 329 329 10' 182 182 182 264 264 264 12`- " 152 152 152 ' 220 220 220 14' 129 131 131 131 185 189 189 189 16' 90 114 114 114 131 166 166 " 166 18' 65 102 94 102 102 95 147 136 147 147 20' 48 92 70 92 92 71 133 102 133 133 22' 54 83 73 83 55 110 79 121 105 121 24' 42 76 57 76 43 86 62 111 83 111 s 26' 49 99 66 102 R10 � r 28'- 40 80 54 95 30' 44 89 4 General Notes • Tables are based on: —Uniform loads. —No composite action provided by sheathing. —More restrictive of simple or continuous span. • TOTAL LOAD limits joist deflection to L/240. • LIVE LOAD is based on joist deflection of L/480. • If live load deflection limit of L/360 is desired,multiply value in LIVE LOAD column by 1.33.The resulting live load shall not exceed the TOTAL LOAD shown. Reinforcement Cantilever lie How to Use This Table Legend %1 1. Identify TJI(4'joist and depth. 0 No reinforcement required. 2. Locate the ROOF TRUSS SPAN(horizontal)that meets or exceeds your 1 314'x 12"reinforcement required on one side of foist.See detail E5/E7. condition. 2 3/4',x 12'reinforcement required on both sides of joist See detail E6/E8. 3. Find ROOF TOTAL LOAD and ON-CENTER JOIST SPACING for your X Will not work.Reduce spacing ofjoist and recheck table. application. 4. Use LEGEND to determine reinforcement required(if any). Brick Ledge Roof Total load Roof 35 PSF 45 PSF, 55 PSF Depth T,II®/Pro"' Truss On-Centsr/oistSPaaing Span 16 .19.2" 24" �24" 16 191". 24". 24'. 0 1 1 1 1 1 ' 1 1 . 26' 1 1 1 1 1 1 1 1 1 y��ia-, M36' 1 1 1 1 1 1 1 1 1 1171+" 150 1 1 1 1 1 1 1 1 2 1 X X 1 X X i X X X X X X X X X X X 24' 0 1 1 1 1 1 1 1 1 26 , 1 28' 1 1 i 1 1 1 1 " 1 1 117ls" 250 _. 30'; 1 1 1 1 1 1 1 1 1 32': 1 1, 1 1 1 i 1 1 1 34 1 1 X 1 1 X I 1 X 36"? 1 X X 1 X X i X X 24' 0 0 1 0 1 1 0 1 1 261, 0 0 1 0 1 1 1 1 1 28' 0 1 1 0 1 1 1 i :1 14'`i 250 30'10 1 1 1 1 1 1 1 2 32'' 0 1 X 1 1 X 1 1 X 34'< 0 1 X t 1 X ' 'i i X r 36' < 1 1 X 1 1 X 1 1 X 24' r 0 0 1 0 1 i 0 1 1 26' 0 0 1 0 1 1 1 1 1 „•.;.. 28' 0 1 1 0 1 1 1 1 1 16".! 250 30' 0 1 1 1 1 1 1 1 1 .. '32' 0 1 1 1 1 1 1, 1 1 x, 34'a 0 1 1 i 1 <. 1 1 1 2_, v 36' i 1 1 1 1 i t' 1 i 26' 10 0 1 0 1 1 1 1 1 28' 0 1 1 0 1 1 1 1 1 117/0 30 0 1 1 1 1 1 1 1 1 14 350 32'_r 0 1 1 1 1 1 1 1 1 16" 34' 0 1 1 1 1 1 1 1 2 36' 1 1 1 1 1 1 1 1 2 38' 1 1 1 1 1 1 1 1 2 16' 0 0 0 0 0 1 0 0 1 28' 0 0 0 0 0 1 0 1 1 1171+" 30'_ 0 0 1 0 0 1 0 1 1 14' 550` 32' 0 0 1 0 0 1 0 1 1 16" 34'; 0 0 1 0 1 1 0 1 2 36'': 0 0 1 0 1 1 1 1 2 38' 0 0 1 0 1 1 1 1 2 General Notes Table is based on: 314 reinforcement refers to 314" "Exposure 1"plywood or other 314' • 15 psf roof dead load. "Exposure 1"48124 rated sheathing that is cut to match the full depth of • 80 plf exterior wall load with 3'-0" maximum width window or door the TJI®joist.Install with face grain horizontal.Reinforcing member must openings.For larger openings,or multiple 3'-0" width openings spaced less bear fully on the wail plate.Minimum wall plate width is 3112'. than 6'-0"on-center,additional joists beneath the openings trimmers Designed for 2x4 and 2x6 plate widths. may be required. For conditions beyond the scope of this table,use our TJ-Beam,'or • More restrictive of simple or continuous floor span. TJ-XpertO'software. • Roof truss with 24" soffits. Eli Cantilever Reinforcement ss s How to Use These Tables Legend 1. Identify TJI®joist and depth. 0 No reinforcement required. 2. Locate the ROOF TRUSS SPAN(horizontal)that meets or exceeds your W Web stiffener required each side of joist at bearing,See detail Ei W. condition. 1 314"x 48'reinforcement required on one side of joist(see detail E2)or 3. Find ROOF TOTAL LOAD and ON-CENTER JOIST SPACING for your double the joists(see detail E4).Do not use detail E4 with TJI®/Pro° application. 550 joists. 4. Use LEGEND to determine reinforcement required(if any). 2 3/4'x48'reinforcement required on both sides of joist(see detail E3) or double the joists(see deba E4)."Do not uise`detafi�E4 with TJI®%Pro° 550 joists. 24" Maximum X Will not work.Reduce spacing of joists and recheck table. Roof Total Load - i RoofTotattwd Roo( 35 PSF '".� 45 P5F 55 P5F aOOf 35 PSF ` 45 P5 55 P5F Depth TJI*/Pro•- Truss pn-Cxnter oistS Spacing Depth TJIa'iPro Truss 1 P _B Qn-casterJoGt5' dng p SP San r � an � , �. 16" .19.2" 14" 11611 19.2" r24" 16".19.2" 24"- t6 ]9 2"-%24"< 16" ,14.2",,.X14` t6°;19.1" 24" 24' 0 0 1 0 1 1 0 1 X 6'i 0 0 0 0 0 W 0 W 1 26'- 0 0 1 0 1 1 1 1 X �� � 2$:, 0 0 W 0 0 W 0 W I , ZS' 0 0 1 0 1 X 1 2 X 301; 0 0 W 0 0 1 0 W 1 150 30' 0 0 2 1 2 X 2 X X 250 32 , :0 0 W 0 W 1 0 W 1 32` 0 1 X 1 X X X X X � " 0 0 W 0 W 1 W 1 2 11 41,;�= v y 34 1 2 x 2 x x X x x b`Y. 0 0 1 o w 1 w i 2 %�, �� $6`: 2 x x x x x x x x 3$`xo w 1 e w 1 w 1 z 24': o 0 1 0 1 1 . 0 1 2 w 16': o a o a o o a o 1 �� 26`'• 0 0 1 0 1 1 1 1 X , 2$`� 0 0 0 0 0 W 0 0 1 x$'> 0 0 1 0 1 1 1 1 x . 30`:: 'o 0 0 0 o W 0 0 z. 250 £: 30' 0 0 1 0 1 2 1 2 X I4 350 , 32` 0 0 0 0 0 1 0 W 1 0 1 2 1 2 X 2 X X 34`; 0 0 W 0 0 1 0 W 2 34' 0 1 X 1 X X X X X r 36'; 0 0 W 0 0 1 0 1 2 °.... ..,ti6'�l 1 z x z x x x x x 3s.':. 'o o ;__w o W 1 0 1 2 26*. 0 0 1 0 0 1 0 1 1 2$1 0 0 0 0 0 0 0 0 0 b 2$'. 0 0 1 0 1 1 0 1 1 301- 0 0 0 0 0 0 0 0 0 30' 0 0 1 0 1 1 0 1 1 32'_. 0 0 0 0 0 0 0 0 0 150 31'.: 0 : 0 1 0 1 1 1 1 X50 34' '0 0 0 0 0 0 0 0 1 34': 0 0 X 0 1 X 1 1 X' 36`.: 0 0 0 0 0 0 0 0 1 36' 0 i X 0 1 X 1 1 X 3$'. 0 0 0 0 0 0 0 0 i 4 3S."I 0 1 X 1 1 X 1 2 X ",4014,1 0 0 0 0 0 0 0 0 1 26', 0 0 0 0 0 1 0 W 1 M 28'. ,0 0 W 0 0 W 0 W 1 2$7 0 0 W 0 0 1 0 1 1 a: 3Q' 0 0 W 0 0 1 0 W 1 a 30` 0 0 W 0 0 1 0 1 1 32`- _"0 0 W 0 W 1 0 W 1 0 0 W 0 W 1 0 1 1 X150 34, 0 0 W 0 W 1 W 1 2 x 34'. 0 0 1 0 1 1 1 1 2 36'- 0 0 T 0 W 1 W 1 2 ,3.6' 0 0 1 0 1 1 1 1 2 :38'.:- 0 W 1 0 W 1 W 1 2 0 W 1 0 1 1 1 1 X 40' 0 w X w 1 x W i X j le 26 0 0 0 0 0 1 0 0 1 r 1$' 0 0 0 0 0 W 0 0 1 2$`. 0 0 0 0 0 1 0 1 1 30'. ''0 0 0 0 0 W 0 0 1 ' 30': 0 0 0 0 0 1 0 1 1 32' 0 0 0 0 0 W 0 W 1 350 32' 0 0 0 0 0 1 0 1 1 16' :350 ' 34` 0 0 W 0 0 1 0 W 2 3_4' 0 0 1 0 1 1 1 1 2 3k'.' 0 0 W 0 0 1 0 W 2 3 A 0 1 0 1 1 1 1 2 38'< 0 0 W 0 W 1 0 1 2 'R' K 3$`< 0 0 1 0 1 1 1 1 2 40,1 0 0 W 0 W 1 W 1 2 26` 0 0 0 0 0 0 0 0 0 F:` 28' 0 0 0 0 0 0 0 0 0 2V 0 0 0 0 0 0 0 0 0 30' 0 0 0 0 0 0 0 0 0 30' 0 0 0 0 0 0 0 0 1 31' 0 0 0 0 0 0 0 0 0 S50 31' 0 0 0 0 0 0 0 0 1 55a�`e 34' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 36' 0 0 0 0 0 0 0 0 0 36' 0 0 0 0 0 0 0 0 1 38' 0 0 0 0 0 0 0 0 W i38` 0 0 0 0 0 1 0 0 1 40' 1 0 0 0 1 0 0 0 1 0 0 1 General Notes 3' ltoa►``° Tables are based on: 314 reinforcement refers to 314 "Exposure 1"plywood or PER"Ow, Na • 15 psf roof dead load. other 3/4' "Exposure 1'48124 rated sheathing that is cut • 80 plf exterior wall load with 3'-0' maximum width window or door to match the full depth of the TJI®joist Install with face openings.For larger openings,or multiple 3'-0' width openings spaced less grain horizontal.Reinforcing member must bear fully on the wall than 6'-0' on-center,additional joists beneath the opening's trimmers plate.Minimum wall plate width is 31/2'. may be required. For conditions beyond the scope of this table,use our TJ-Beam®or • Roof truss with 24' soffits. TJ-Xpert®software. /n Cantilever Details 2' Cantilever Brick Ledge Cantilever aa000 oa000 Roof Truee Span 2'-0" Roof Truee Span �— 2'-0" 40 P5F Live Load 40 P5F Live Load L2 Lt 2'-0"maximum L2 LM5"maxfrrium TJI®joists may be cantilevered up to 2'd'when TJIQP joists may be cantilevered up to 6' supporting roof load,assuming: when supporting roof load,assuming: •simple or continuous epan •simple or continuous span Consult tables on page 9 for required reinforcement. Consult tables on page 10 for required reinforcement. Web stiffeners required at E1W 12"length of 3/4'reinforce- �S� 8"diameter maximum hole for 117/e'-16"deep ment on one side at E5/E7, p�a� blocking panels;6"diameter maximum for both sides at E6/E8.Attach L' E1 blocking panels 91/2"deep or ehorter than 12" to joist with one 8d(21/2") E1 long.Do not cut flanges. common nail at each corner. yy 4-0"length of reinforcement on one E2 E3 side at E2,both sidee at E3.Attach True Joist rim board, 1xti to joist with Sd(2112")common nails typical.Nail with 1061 s k �fI at 6"on-center.When reinforcing both (3")box nails,one / r sides,stagger nails. each at top and bottom flange. E4 Nail through 2x_wood backer and TJI®joist web with 2 rows 10d(3") s. common nails at 6"on-center, clinched.Use 1661(31/2")nails with E5 ��' �,o � TJI®/R-o"550 joists. E6 E8 E7 F1 oa e�0�b Wood backer Blocking panel between each joist.Full depth ": 6'-0"length of TJI®joist reinforcement and filler block at E4.Use 4'-0" vertical blocking at E5 length with 91/2"and 11'1/8"TJI®joists.Attach to joist web with 3 rows and E6,horizontal 10d(3")common nails at 6"on-center,clinched.Uee 2 rows with 91/2" blocking at E7 and E8. and 117/8"TJPjoists.Not for use with TJI®/Pro'"550 Joists. Nail with connections 5"maximum equivalent to decking schedule(E7 and E8) Tye joists are ` `For other conditions,contact your True Joist representative. intended for dry-use, non-treated applications These Conditions Are NOT Permitted DO NOT bevel cut joist DO NOT use sawn lumber DO NOT install hanger beyond inside face of wall for rim board or blocking overhanging face of plate or beam Gap Sawn lumber Flush bearing may shrink plate with ' after installation inside face Of wall or beam s Floor Detail ss Load bearing wall above Intermediate Bearing— Load bearing or ohearwill above (must stack over wall below) ND Load Bearing Wall Above (must Stack over will below) 2x4 minimum 9qua9h bOCk9 Blocking panel h( h y�� Web stiffeners r required each Web otiffeners required Bide at 53W Web otiffeners required each aide at 132W each side at 61W Blocking panels may be required with shear walls above or below—see detail B 1 Bearing plate: Two 272"screws for 2x_ Apply subfloor adhesive Flush plate with inside etrappine connections to all contact surfaces ,;•: face of wall or beam p Top flange hanger Face mount Two 8d(21/2")box nails, hanger typical Applications shown in this guide do not require Web stiffeners required if sides of blocking,strapping or a directly applied ceiling; hanger do not laterally support at however,backspan bracing of cantilever appli- least 3 1a"of TJI®joist top flange cations is required when specified by software Backer block:Install tight Filler and Backer Block Sizes to top flange(tight to bottom flange with face sacker block both (JI'(Pro" 1�0 250, " �� � 5 mount hangers).Attach ( 91/2; 9i/Z^ 14 T 14 7 a 14 with ten 10d(3")box sides)of web with , :_ or 11?/e"= or 11�(:" or 16" T t/s.. or 16" 1.s, stir 1b".: nails,clinched single TJI®joist Fi(krBtock•'-` 2x6+1/2' 2x8+I when possible. (Detail H2) 1'Is" net 2x6 2x8 sheathing sheathing Two 2.6 Two 2x8 2x6+112' 2x10+112" u Cantilever Filler 2x6 2x6 2x10 Not sheathing sheathing (Detail E4) 4'-0"long 4'-0"long 6'-0"long 4'-0"tong 6'-0'long applicable Filler block:Nail with ten Backer Block' V2'or 518' 518'or 31+' 5/8"or 315" 1"net 1'net 2x6 2x8 10d(3")box nails,clinched.Use ten(31/2)box nails (Detail F1 or H2) from each side with TJI®/Pro"5'550 jol5ts. 'If necessary,increase filler and backer block height for face mount hangers.Maintain Ve"gap at top ofjoist;see With top flange hangers,backer block detail W.filler and backer block dimensions should accommodate required nailing without splitting. required only for downward loads exceeding 150 lbs or for uplift conditions Load from above Web Stiffener Attachment ' TJI®/PRO—550 JOISTS ONLY y\ Gap: y/Gap: 1/a"minimum Va"minimum 1" 23/4'maximum 1Vz 23/4!'maximum Three 8d(21/2")box nails,clinched Three 16d(31/2") Web stiffener each side(): box nails TJI(P/Pro'"150 Joists:112x 25/16"minimum 2x4 web d TJI®/Fro"'250 Joists:5/a"x 25/:6'minimum 11/2"� 2) 2x4 minimum 1" J stffener( squash blocks \TJI®/FFO"350 Joists:1 x 25ho"minimum light Tight Use 2x4 minimum squash blocks to (1) Web stiffener material shall be P51-95 or PS2-91 sheathing,face grain vertical transfer load around TjP joist (2)2x4 construction grade or better See General Notes on page 6 Floor Details Y A: V Exterior Deck Attachment Blocking Structural exterior sheathing panel 2"minimum 2"minimum*hi Treated 2x ledger ble load is TJI®rimjoiest s per r/2" ter lag bolt lag bolt True Joist rim board 2x otud wall at Plate nail Ira_on-center Plate nail Deck nail Deck nail Attach panel Remove tongue and groove 4 p g E„ er nailin from floor panel edged T Toe nail schedule oupported by 1' e-RimTM to below , -roe nail eneure duality nailing '7" True Joist s M1 True Joist rim board Install proper rim board blocking to oupport all panel edged For information on lateral load capacities refer to current Trus Joist rim board literature ® Trimming edges of panels used with 1118"or thinner rim board recommended by 1080 Evaluation Services,Inc. Rim Board Installation S z A3 ,A3.10) A3.20) .43.3!1) A3.4(U a„TI>:ckrlbls. , r, a, 1”or 11/4" ,,, , 14" 1114 1114' r pwta.Halr;,, M 16"o.c. "ib o.c. 12"o.c. 8"o.c. 12"o.c. ,;«F• pnds'Naq'. ,„d 2s/x*; dstwYsot -. .” 6"c.c. 6"o.c. 6"o.c. 6"o.c. 6"o.c. 6"o.c.. 6"o.c. 6"o.c.. - 4"o.c. 6"o.c. "3ill Plate Anchor Bolt ik"dia.at 6'o.c. Vz"dia.at 6'o.c. 1/2"dia.at 6'o.c. 5/s"dia.at 6'c.c. 5/s"dia.at 4'o.c. 3/s•structural l sheathing at corners 3/8"structural 1 ! §� g i and every 25'o.c:Vz"fiberboard sheathing in all areas(3) c W$+ in all other areas:(2) e ,13odndas 3 Per code Per code Per code 8d common at 6"o.c. 8d common at 4"o.c. t�nntarliate?NatNn 8d common at i 2"o.c Sd common at 12'o.c. U. s� Mast Woo appei in "eight %of\Nall w�d3 heathin 70% 70% 1h"gypsum 1/z"gypsum `� s, ,_Bourz Per code Per code Per code 5d cooler at 7"o.c. 5d cooler at 7"o.c. 5d cooler at 10"o.c. 5d cooler at 10"o.c. '= 16"o.c.within 16"o.c.within 16"o.c.within NA. Ho ,. Per code 10'of comers(s) b'of cornen(5) 4'of corners(5). (1)All sheathing shall be properly blocked and nailed. (4)One 6'-8"standard door opening is allowed. (2)Detail A3.3 shall be a segmented wall,constructed per the 1995 SBC Wood (5)If required,hold-downs shall be Simpson Strong-Tie®C520 straps attached with Frame Construction Manual. four 8d common nails at each end or equivalent As an alternative to hold-down (3)Sheathing shall be continuous over all plate-to-plate and plate-to-rim board straps,wall sheathing may be attached as shown in A3.4(refer to footnote 3). interfaces and may butt together at mid-depth of rim board as shown in A3.4.At foundation,fasten the bottom edge of the sheathing to the sill plate. General Notes Minimum Bearing Length Nailing Requirements • At joist ends: 1319" • TJI®joists at bearings:Two 8d(2112')box nails(1 each side), 1112" minimum from end. • At intermediate supports:3112" • TJI®blocking panels or rim joist to bearing plate:equivalent to toenail schedule. Blocking Panels,Rim Boards or Rlm joists • Rim board,rimjoist or closure to TJI®joist: • Check vertical load transfer at bearings. llowable 1314"width or less: 10d(3')box nails,one each at top and bottom flange. �' TJh/Pro'"350 rimjoist: 16d(31/z")box nails,one each at top and bottom flange. uniform vertical loads: TJI®/Pro'"550 rimjoist:Toenail joist to rim joist with one 10d(3")box nail each side ofjoist T)V&blocking .. ..... .......... .2000 plf top flange. T)11v rim joist...................2000 plf Timber5trand®LSL— 11/4" .......•4250 plf 2x4 minimum squash blocks: lOd(3")box nails,one each at top and bottom flange. TJ-Strand®rim board— 1114" ... ...4250 plf e-Rim'"—1" ...................4250 plf Loads may not be increased for duration of load. • Bracing per code shall be carried to the foundation. x Floor Span Tables How to Use These Tables 1. Determine the appropriate LIVE LOAD DEFLECTION. 4. Scan down the column until you meet or exceed the span of your 2. Identify the LIVE and DEAD LOAD condition. application. 3. Select on-center spacing. 5. Select TJl04 joist and depth. Minimum Criteria Per Code Improved Performance System L/360 Live Load Deflection L/480 Live Load Deflection Depth 4W/Pro,,,., %164o.c. 19.2",oc. 24"o:c. I Depth,J,TJI6/Pr*7 12",o.c. 16";oc 19.2"o.c. 24"o.c`>. 150 / 18'-11" 17'-4" 16'-4 14'_11" t " . _1 -7" -9 _9"1 19'x8' 18'-0" 17'-0" 15'-11" '9l? 250 17'_9" 16'_3" 15'_4" 14'_4" a 150: 22'-7" 20'-8' 18' 10 15'_0" eo 150 20-5" 18'_8' 17'_7" 15'-0" 13 E 11/a X 59 23'-6 21'-6" 20'-4'(1) 18'-8"(t) Cy�� 'M 21'-3" 19'-5" 18'-4" 17'-1"(t) sa 1- SQ 25'-0" 22'_10" 21'-7" 20'_1'0) b ; r" x,350 22'_7" 20'_7" 19'-5" 18'-1" n �i"40 -6" -3" -1 " -5"28'-3' 25'-9" 24'-4" 22'-8" 25' r ' 50 26'-9" 24'-6"00 23'-2'(U 18 ii"O by 250 24'-2" 22'-1" 20'-10"0) 18'-11"M 14" 5 28'.-5" 251-11" 24'-6'(f) 2j4"0) 1 114" 350 25'-8" 23'-5" 22'-1"< 20'-7'{t) i a' 550 32'-1' 29'-3" 27 7" 25"-9"lU $50 29-0" 26'-5" 24'_11" 23'_2" 29-9" 27'-2"W 23 2 " l -11"U) stk 250 26'-10" 24'-7.'(U 23'-2"(') 18'-11'(0 c� ib" a1350 � 31 -6" 28'-10"(T) `8 -4 (1) a 1b" :?_3S0 .: 28'-6" 26'-0" 24'-b"(�) 21' 4'(1) 35`,.7• 32.- J 3Il' 26'_9"(1) 32'-2" 29'_4" 27'-8" 25,_8" 150 18'-11 -8 , ,%' 15'-3" 12'_6" 150 IT-1 15'_7" 14'_9" 12'-6" �,v+n 9112" 16'6" 13'-5" w 250 17'-9" 16'-3" 15'-4° 13,_5" ao 150' ' 8r Z'8-10" 15'4" 12'-6" -2.2 150 20'-5" 18'-8" 15'-8" 12'-6" 20 22 .. 21'250 20'-11"M 19-1' ) 250 _3" 19'_5" 18' 4"0) 5-9'(1) 11711" lr/s" 35 25`-0" 8 20'_8"O I 17'_9"(1) a F 350 22'-7" 20'_7" 19'_5"(1) 17'-9"(1) 22'-5'O)' °A �, 550 25'-6" 23'-3" 21'_11" 20'_5• 'S 250' 26!:.9*, 23'-2',W 19'_9°(') 15'-T.W. v s 250 24'_2" 22'-1"00 19'-9"(1) 15'-9'(') a 14" 950 22'-2"(1) IT-9"(1) (1)14" 350 25'-8" 23'-5'(t) 22'-1'(1) 17'-9'U) 550' 'Y 24' 3 27'-7'{T) 22'-5'0) 1 550 1 291-0" 1 26'-5" 1 24'-11" 22'-5.0) �11 (s!. 23'-8'U) 19'-9"W 15'-9"(t) tth tk 250 26'-10" 23'-8'(1) 19'-9"O 15'_9.01 Q.ry 16" ' 350 ��'-4�fs) 26'-8"(s}' 22'-2"(T) 17-9"l) a N 16" 350 28'-6"' 26'-0"(t) 22'-2'() 17'-9"01 O O N ,550 t35`-#" 32"-b"(?1 , :28'_1"fa) 22'-5"ltl 550 321-2' 291_4*• 27'-8"(r)r. 22'_5"(t) Long term deflection under dead load,which includes the effect of creep,has not been considered.Shaded spans reflect initial dead load deflection exceeding 0.33". (1)Web stiffeners are required at intermediate supports of continuous span joists in conditions where the intermediate bearing length is less than 5114"and the span on either side of the inter- mediate bearing is greater than the following spans: TJi4/Pra'" "{ .40 PSF Uve Load 10 PSF Dear!Land 40 PSF Live Load,20 PSF Dead Load" 12"ctci ,=X16".o.C. "•1212° c. :-`24"o.c. 12"o.c. 1 16",o.c. 19.2"o.c.1 24"o.c. 150 Web Stiffener Not Required Web Stiffener Not Required 250 Not Required I 24'-3' 20'-2" 16'-1" 26'-11" 20'-2" 16'-9' 13'_5" 350 -'' Not Required 27'-8" 23-1' 18'-5" 30'-9" 23'-1" 19'-2" 15'-4 550, I Not Required 32'-1" 25'-8" Not Require d 32'-4" 26'-11" 21'-6" a , '12 psf dead load atTJl®/Pro-550joists. •'22 psf dead load at TJI®/Pro"550joists. fl General Notes • Tables are based on: -Uniform loads. -More restrictive of simple or continuous span. -Clear distance between supports(13/9"minimum end bearing). • Assumed composite action with a single layer of appropriate span-rated glue-nailed wood sheathing for deflection only(spans shall be reduced 5"when sheathing panels are nailed only). • A code-allowed increase for repetitive member use has been included. • For loading conditions not shown,refer to load tables on page 11. Flo' Framing Typical #n Silent Floor. System True Joist rim board Bridging or mid-span blocking is not required One 8d(21/2")box nail each Bide of TJI®joist at bearing,11/2"minimum Joiate must be laterally supported at /from end(typical) cantilever and end bearings by blocking E1 panels,hangers or direct attachment to a rim board or rim joist minimum � end bearing Drive naile at an angle to minimize s littin L1 O64 Safety strut lines (1x4 minimum).Fasten with two 8d(21/2")nalls minimum. -TJIm/Pro'150 Joists: . T' Braced end wall— 6 on-center maximum .. i see note 3 under d„x WARNING below -TJI®/Pro'250,350 and 550 Joists:8'on-center maximum i LA See deck ledger 11/2"knockouts H9 attachment,page 6 Protect wood from See ALLOWABLE HOLES direct contact with at approximately 12"on-center on page 19 ' concrete WARNINU Aft �\ Joists are unstable until braced laterally BRACING INCLUDES: - Blocking - Hangers - Rim Board - Sheathing - Rim Joist - Strut Lines DO NOT allow workers to DO NOT stack building materials walk on joists until braced. on unsheathed joists. INJURY MAY RESULT. WARNING NOTES: Stack only over beams or walls. Lack of concern for proper bracing during construction can result in serious accidents. Under normal conditions if the following guidelines are observed,accidents will be avoided. 1.All blocking,hangers,rim boards and rim joists 3.Safety strut lines of 1x4-(minimum)must be 4.Sheathing must be totally attached to each at the end supports of the TJl&joists must be nailed to a braced end wall or sheathed area as TJI®joist before additional loads can be placed completely installed and properly nailed. in note 2 and to each joist Without this bracing, on the system. 2. Lateral strength,like a braced end wall or an buckling sideways or rollover is highly probable 5. Ends of cantilevers require strut lines on both the existing deck,must be established at the ends under light construction loads—like a worker and top and bottom Flanges. of the bay.This can also be accomplished b one layer of unnailed sheathing. Y P Y a 6.The flanges must remain straight within a temporary or permanent deck(sheathing) tolerance of 112"from true alignment fastened to the first 4 feet ofjoists at the end of the bay. k Changing the Way You Build"" z Service You Can Count On Unparalleled Technical Support Our goal is to help you build solid,durable and comfortable homes by providing strong technical support to specifiers,dealers and builders located throughout North America.With a staff of over 175 Trus Joist " technical representatives,we are uniquely prepared to train our partners in providing comprehensive specification and installation.We enhance our training with cutting edge automation tools;these products include: TJ-Beam®software—produces single-member sizing options in floor and s` roof applications for TJ P joists,Microllam®M,TimberStrand®LSL and Parallam®PSL beams, headers and columns. ' TJ-Xpert®software—automatically tracks loads throughout the structure z y / and develops sizing solutions,material lists,framing plans and installation j " details. T)-YardMate-software—produces inventory solutions and cut lists for each home package with the least amount of cutting and waste. Our support doesn't stop there.The skilled team of Trus Joist representatives—the industry's largest—isn't afraid to get involved and make things happen. If you call us with a problem that you believe may be caused by our products,our representative will contact you within one business day to evaluate the problem and help solve it.—GUARANTEED Understanding Floor Noise Any homeowner knows there are many sounds that emanate from a house's walls and floors:boards creak and squeak,ductwork flexes and nails rub.In many ,;•fit " "� '� ° sus '� ,°' cases,these noises are difficult to prevent and should be expected. , However,there is a cure for the most common cause of floor squeaks—the inconsistent size of sawn lumber. ° h ' Floorjoists of sawn lumber are unlikely to be the same depth when they're installed,and subsequent drying can magnify unevenness.When floor sheathing flexes over these joists, squeaks occur. The Silent Floor®Joist,on the other hand,is manufactured to precise specifications to ensure that all joists are the same depth and won't shrink after installation.The natural defects found in sawn lumber are engineered out,and dimensional stability is manufactured in.Using the Silent Floor®Joist virtually eliminates floor noise caused by dimensional instability. A builder that uses the Silent Floor®Joist has made a significant effort to eliminate annoying floor squeaks.While it won't prevent all the normal sounds that come from a structure,homes built with the Silent Floor®Joist are much quieter than those framed with sawn lumber.— GUARANTEED CS1EM HIM void s �? HOMEBUYER'S GUARANTEE ��` N.ryvat«wl w'(YVJOvl P.�4vai In vo.r M.Y Mw Gw }�"�:� .: ro.s^u«,e up«.v ws«m a,a m.h Ao«aef«u wmuweu.,d ona+.a,w�v $ i tysW rty«q cMproiiE.tl lut+A�Ko•i�,+.uw bn.DAV«W wsevd � �'1'{" o.w po,yw,.�vua+v«w..mb<u,e w•. j'�°*s.v ., �k t+mewon Uwx mvuo.n.moa..w�wv eer.rovam+ad `i%`r• �'�``: ho..v+n+.ca oe xp«wvann vw mnuc+m wmi.or aan.«a mycsnm "K, '} 1-800-628-3997 : ��s PartoJfhe rram«Workv Building Syeten 1� k� a J. / � S y � � TJ10 Joists Trus Joist's Silent Floor*System continues to set the standard for engineered solutions to residential framing challenges.At the heart of the system is the TJPjoist,which was created and marketed by Trus Joist more than 25 years ago as the first commercially available " wood"I"joist Over the past quarter century,we have continued to test,develop and improve our product line with more than 400 refinements in order to better serve our customers,while more efficiently utilizing forest resources. A healthy future for the building industry depends on sustaining a predictable supply of wood fiber—fiber Trus Joist uses to develop structural building products. In the face of a diminishing supply of quality structural lumber and changing forest resources,Trus Joist is dedicated to giving you top quality products that optimize wood fiber utilization. Our goal is to provide you with the best possible products today, Length and strength add a whole new dimension to structural systems. Long through advanced manufacturing technology and resource utiliza- length Tjl®joists make for faster,easier installation with no length price tion that also assure you the best possible products tomorrow. premium. « Specify Trus Joist's FrameWorhsO Building System The FrameWorks®Building System is innovative technology designed to optimize the limited forest resource.Combine this core « engineering strength with unmatched service and the best product guarantee in the business and you have a company—and products —that you can depend on. ., If you have questions,are planning an unusual residential « •' installation,need information on multi-family or commercial . - 101111111 F« .. ! III applications,or just want to talk about the future of the industry, r r call the Trus Joist representative nearest you. 1-800-628-3997 www.trusjoist.com TABLE OF r Floor Typical ..............4 Roof Load Tables ..........18 Floor Span Tables...........5 Allowable Holes...........19 Floor Details ..... ......6-7 Framing Connectors .....20-21 Cantilevers .............8-10 Cut Length Calculation .....22 Floor Load Tables..........11 PSF Conversion Table.......22 Floor Performance ......12-13 Slope Factor Table .........22 CODE EVALUATIONS Roof Typical .............14 Fastening of Sheathing ......22 IC80 ES ER PFC-4354 Roof Span Table...........15 Design Properties..........23 1C80 ES ER PFC-5676P FHA/HUD 689 Roof Details ...........16-17 Material Weights ..........23 NER-200 NER-119 r z TJ 1®%Pro " SOJ 250, xF ¢ � � �4 H'�i �C �' � h���� .�✓ � 'mod g Featurin - + + Sile� r 'upprications ste AOU �. � � , M for Residential A , aU 8 �c Environmentally Responsible � � W • Uniform and Predictable a. r. r n Resists $owe y Twistingrid5hirc ' g Lightweight four .. �� �'a �x Fast Installations One f+ ,I W , Significantly Reduces Callbacks M,I fix 3 • Available�in`Long ,t F , Lengths IV a Product VI/arranty TJI*Joist . 1-800-628-3997 'rA W?N4 t www.trusjoist.com r