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User guide - Phoenix Building Component

1. 19 6 18 0 17 5 17 6 14 21 8 20 0 19 2 19 4 167102357 21516 20107 2120 B IAS UTR 226 w 270 o oss 2420 22 PRS PAST ASy A AISEGY 24 307 5 28 0 26 9 26 11 Gm TG TET MNT TIGE NT CTTOR T 226 WS Z SS IS ADI 40 14 AIS GENO ISH MS OE 16 233 AV AG ZOE 91 2 17 6 16 6 16 0 16 1 117 8 20 1 18 7 17 11 18 0 14 22 4 20 8 19 10 20 0 16 24 4 22 7 21 7 21 9 21 7 20 0 1931 19 3 a lxo a ana ere 6 2622 2a IEEE P 28217 26207 p40 24317 20 3050 27 Asse ASG 22 SEO 25 3 ASR wees ee r 20 eee For other type floor assemblies please contact Anthony Forest at 800 221 2326 Notes Use in dry service conditions only UBWN L 480 on live load based on glued subfloor Minimum bearing length to be 1 3 4 OND Provide lateral support at points of bearing to prevent twisting of joists Uniform load deflection criteria L 360 on live load and L 240 on total load calculated using bare joist properties only Design is to CSA 086S1 05 and CCMC vibration concluding report dated September 4 1997 Web stiffeners are not required for Power Joists up to 16 deep Joists 18 and deeper require stiffeners at each support
2. Elastomeric adhesives for gluing of the subfloor shall conform to CGSB Standard CAN CGSB 71 26 M88 Vibration spans are based on 19 32 OSB or 5 8 Canadian Softwood Plywood for joist spacing of 12 to 19 27 and 23 32 OSB or 3 4 Canadian Softwood Plywood for joists spaced at 24 o c No ceiling concrete topping or bridging elements 9 Spans listed are clear distances between supports Allowable Floor Uniform Load Capacities Table 2 Floor ADI Power Joist ADI 40 Allowable Uniform Loads PLF o aee a Unfactored Loads Unfactored Loads Unfactored Loads Based on cum Based on Deflection Based on eee Factored Based on Deflection iv Total yas Load 1 480 L 240 Load yl Load L 240 xem TEE ERE e REIR E DE EE n d E ZI 224 299 306 357 374 3 74 P374 170 227 276 274 ERR E R ERE ERES IE ERR ERST ERE 132 176 252 215 287 308 301 308 P308 104 139 209 231 171 228 282 241 282 282 112 168 208 138 184 261 195 260 26 258 261 68 91 137 180 113 151 226 233 160 214 243 213 243 Lnd 47 62 94 138 78 104 157 179 213 149 199 213 39 52 79 122 66 88 132 159 9 191 126 168 201 33 45 67 109 56 75 112 142 EIER ESSE ILE md LET a 38 57 s8 48 64 95 fT 153 93 124 178 24 3
3. 1 N Noreinforcementrequired 4 Table applies to joists 12 to 24 o c Use 12 o c requirements for lesser spacings 2 ADisrenfrcedvih23 32 weodscurelparelonbuhsierordouklo fenem i er de ower Joist T beam When the roof is framed using a ridge board the Roof Truss Span is equiva X Tryadeeperjoistor closer spacing lent to the distance between the supporting walls as if a truss is used 2 3 Color coding in Table is matched to details in Figure 5a Maximum load shall be 15 psf roof dead load 50 psf floor total load and 80 plf wall load Wall load is based on 3 0 maximum width window or door openings For larger openings or multiple 3 0 width openings spaced less than 6 0 o c additional joists beneath the opening s cripple studs may be required 6 Cantilevered joists supporting girder trusses or roof beams may require additional reinforcing Typical Floor Framing Installation Notes 10 11 12 13 Installation of ADI Power Joist shall be in accordance with Figure 1 Except for cutting joist to length Power Joist flanges should never be cut drilled or notched Concentrated loads should only be applied to the top surface of the top flange At no time should concentrated loads be suspended from the bottom flange with the exception of light loads such as ceiling fans light fixtures etc Power Joists must be protected from the weather prior to installation Power Joists must not be used
4. 11 7 8 14 16 18 20 22 and 24 ADIs of the same depth are manufactured with various flange widths flange width is an important design consideration when specifying hangers ADI Power Joists are manufactured up to 64 in length These lengths are cut to frequently used lengths such as 16 to 36 in 2 increments for jobsite delivery Check local supplier for availability Power Joist are listed and approved in Canada under CCMC 13053R and Ontario Minister s Ruling 07 16 174 Allowable Floor Spans Maximum Allowable Spans The specific ADI designation needed for your application is easily determined by selecting the span needed and then choosing the ADI that meets your span spacing and uniform loading criteria Tables 1 and 1a are for simple or multiple span applications The use of these tables will provide maximum spans for the indicated spacings and span conditions To illustrate the selection of an ADI product assume a design simple span of 15 10 for 40 15 loading For architectural reasons limit the Power Joist depth to 11 7 8 and Power Joist spacing to 19 2 on center with 5 8 OSB subfloor From the 11 7 8 entry in Table 1 look down the 19 2 o c spacing column Select ADI 40 11 7 8 Power Joist While any of the ADIs shown in Tables 1 and 1a may be EET I Allowable Spans for Floor ADI Power Joist Simple span only Glued subfloor On center spacing MAXIMUM FLOOR SPAN ft GLUED SUB
5. L 180 L 360 L 240 L 180 Notes Clear span is the distance between the face of the supports The load values are for standard term load duration and dry service conditions only The dead load must not exceed the live load The load values above represent the worst case of simple span or multiple span single member applications Design of continuous spans is based on the longest span The shortest span must not be less than 50 of the longest span Provide continuous lateral support for top flange Provide lateral support at points of bearing to prevent twisting of joist The unfactored load columns are based on deflection only The factored load column is based on strength only Unfactored live load either L 360 or L 240 unfactored total load and factored load must be checked Where the unfactored load column is blank the factored load column governs Provide 1 3 4 bearing at end supports and 3 1 2 bearing at interior support minimum Web stiffeners are not required for the joists in this table The loads have been calculated in accordance with CSA O86S1 05 Use the horizontal span from the building plans to size the joists For slopes greater than 1 in 12 multiply the tabulated loads by the appropriate factor listed below Provide a roof slope of at least 1 4 in 12 for drainage COubhwWwn oDON Slope Factor roofslope 12 2 3 4 5 6 7
6. 45 68 136 57 76 114 176 82 110 165 180 110 147 180 20 29 39 59 123 49 66 99 159 71 95 143 171 96 128 171 21 25 34 51 111 43 57 86 144 62 83 125 163 84 112 163 2 J BE BS ssa 54 Eas Ea Ee 23 33 44 66 120 48 64 96 145 65 87 130 149 72 S SE E ZZ SE ERE RUBER I 57 85 133 57 77 15 14 25 26 35 52 102 38 50 76 123 51 68 103 137 26 23 3 46 94 34 45 68 114 46 61 92 132 27 f S 30 40 6 1 105 41 55 82 122 SE ERR E DD ERE E EE ERR E28 ER ERE A A ERR BEC 29 j j j 24 93 49 91 33 45 67 106 Um E ER ER ER ER ERE REI EE s REOS ETUR IRL CERNI 93 dT T1 fF S d T Tq pep 4r e 59 93 86 103 8 E 126 107 161 92 139 80 120 69 104 Ee 2 54 8l DESIRES 42 63 Eas 51 45 PEE US RA O S S 54 SESS EE ia EC LL 43 57 CREER ia d EE HERI ORI S L34 46 69 88 Ss 31 41 62 82 28 37 56 77 25 33 50 72 23 30 46 67 Allowable Floor Uniform Load Capacities Table 4 Floor ADI Power Joist ADI 80 Notes for Table 2 3 4 and 5 Allowable Uniform Loads PLF 1 Clear span is the distance between the 2 Thel l for standard ti Unfactored Loads Unfactored Loads
7. 8x1 ws 100 2560 1725 1US2 56 14 2 12 3 105 2565 1835 LF2514 2 14 3 1 8x1 ws 100 3235 2385 16 LT2516 2 6 3 1 8x1 4ws 100 2560 1725 1US2 56 16 2 14 3 105 2575 1950 MIU2 56 16 2 2 24 3 2 10dx1 270 4930 3485 ADI 80 Joist Width 3 1 2 11 7 8 11351188 2 6 3 2 10dx1 100 2560 1725 1US3 56 11 88 2 12 3 105 2375 1695 LF3511 2 12 3 1 8x1 ws 100 2880 2270 14 LT3514 2 6 3 2 10dx1 100 2560 1725 1US3 56 14 2 12 3 105 2375 1695 LF3514 2 14 3 T R8xl 4ws 100 3235 2385 16 LT3516 2 6 3 2 10dx1 100 2560 1725 1US3 56 16 2 14 3 105 2375 1695 MIU3 56 16 2 5 24 3 2 10dx1 270 4930 3485 18 MIT418 2 2 8 3 2 2 10dx1 380 3480 2415 MIU3 56 18 2 4 24 37 2 10dx1 270 4930 3485 20 MIT420 2 8 3 4 2 10dx1 2 380 3480 2415 MIU3 56 20 2 28 37 2 10dx1 270 4930 3485 No IUS for these depths 22 HIT422 3 10 3 2 2 10dx1 380 3730 2700 MVEA 2 7 28 37 2 10dx1 2 270 4930 3485 24 HIT424 3 10 3 2 10dx1 380 3730 2700 QUIPPE PIU 2 2 28 32 2 10dx1 270 4930 3485 1 WS wood screw Table 19 45 Skew Factored Resistance Adjustable Height _Factored Resistance Field Slope amp Skew factored Resistance Joist B Fastener Type Uplift Normal B Fastener Type Uplift Normal B Fastener Type Uplift Normal Height Model Dim Header Joist 115 DF SP SPF Model
8. Offset nails from ap 20 3 x16 opposite face by 6 3 1 2 2 dle Pd dd 24 3 x20 1 8 gap between top flange and filler block Notes 1 Support back of Power Joist web during nailing to prevent damage to web flange connection 2 Leave a 1 8 inch gap between top of filler block and bottom of top Power Joist flange 3 Filler block is required between joists for full length of span 4 Nail joists together with two rows of 3 nails at 12 inches o c clinched when possible on each side of the double Power Joist Total of 4 nails per foot required if nails can be clinched only 2 nails per foot are required 5 The maximum factored load that may be applied to one side of the double joist using this detail is 860 Ibf ft Source APA Web Stiffener Requirements Minimum nailing requrements for web stiffeners Stiffener Size and Nailing Requirements 2 Wide Flange 3 1 2 Wide Flange Joist Depth d 2 1 es nails 10d 3 nails 11 875 I 187 E 20 Coo ae a CE 24 Figure 2 Web Stiffener Installation Details CONCENTRATED LOAD Flange width Load stiffener greater than Tight Joint 1 3 4 No Gap 1 8 1 4 Gap 4 2 1 2 nails 3 nails required for all depths of for 3 1 2 flange ADI 805 ADI 40 amp 60 ae No Gap See table above for web Gap Tight Joint stiffener size and nailing No Gap requirements END BEARING Bearing stiffener Gap Source APA Canti
9. 1 16 vertical load per pair for squash i of squash blocks lb blocks Pair of Squash Blocks 3 1 2 wide 5 1 2 wide 2x lumber 5800 9500 1 1 8 APA Rim Board Rim Board Plus or 4500 5800 Rated Sturd I Floor 48 oc 1 APA Rim Board or Rated Sturd I Floor 32 oc 4000 2900 Squash block Provide lateral bracing per 1a 1b or 1c Transfer load from above to bearing below Install squash blocks per 1d Match bearing area of blocks below to post above Use single Power Joist up to 18 for factored loads up to 3300 plf double Power Joists up to 18 for loads up to 6600 pif filler block not required Attach Power Joist to top plate using 2 1 2 nails at 6 o c Provide backer for siding attachment unless nailable sheathing is used Wall sheathing as required APA Rim Board may be used in lieu of Power Joists Backer is not required when APA Rim Board is used Source APA ETAN Continued Typical ADI Power Joist Floor Framing and Construction Details All nails shown in the details above are assumed to be common nails unless otherwise noted Framing lumber assumed to be Spruce Pine Fir Individual components not shown to scale for clarity Load bearing wall above shall align vertically with the wall below Other conditions such as offset walls are not covered by this detail Power Joist attachment per detail 1b Blocking required over all interior supports
10. 12 3 163 16 3 16 3 2 10dx1 2 10dx17 2 10dx1 2 10dx1 22A 22A 195 195 4195 4195 HSUR L5 12 11 HSUR L5 12 11 2965 HU412 2X 22 3 8 3 RUPEM 2 2 263 7 123 2015 7450 5265 RUPEE 2 5 263 7 12 3 2015 7450 5265 SIUE 2 5 26 3 12 3 2015 7450 5265 SUIEEUCM 2 5 26 3 12 3 2015 7450 5265 See Wood Construction Connectors Catalog for hanger selection Table 21 LSU5 124 24 3 16 10dx1 2 10dx1 Field Slope Factored Resistance Adjustable Height Factored Resistance B Fastener Type Uplift Normal B Fastener Type Uplift Normal i Header Joist 115 DF SP SPF i Header Joist 115 DF SP SPF LSU5 124 24 3 16 10dx1 950 2595 2245 2 h 63 2 10dx1 2 2935 2935 LSU5 124 24 3 16 10dx1 4 950 2595 2245 2 h 24 See Wood Construction Connectors Catalog for hanger selection Double ADI 80 Joist Width 7 See Wood Construction Connectors Catalog for hanger selection 63 2 10dx17 2935 2935 See Wood Construction Connectors Catalog for hanger selection See Wood Construction Connectors Catalog for hanger selection Notes 1 Shaded hangers require web stiffeners at joist ends Web stiffeners may be required
11. 3236 4 128 5 051 6 235 5 761 6 866 3 236 4 254 5 051 6 235 5 761 6 866 1 The tabulated values are factored resistances for standard term duration of load All values shall be permitted to be adjusted for other load dura tions as permitted by the code 2 For end reaction values above 2 450 Ibf bearing stiffeners are required HB Not Allowed Power Joist Framing Connectors Single Power Joists StrongTie CONNECTORS e Table 18 Top Flange Factored Resistance Snap In Factored Resistance Face Mount rscrored Resistance Joist B Fastener Type Uplift Normal B Fastener Type Uplift Normal B Fastener Type Uplift Normal Height Model Dim Header Joist 115 DF SP SPF Model Dim Header Joist 115 DF SP SPF Model Dim Header Joist 115 DF SP SPF ADI 40 60 Joist Width 2 1 2 9 1 2 LT259 2 6 3 1 8x1 ws 100 2560 1725 1US2 56 9 5 2 8 3 105 2385 1700 LF259 2 10 3 1 8x1 ws 100 2525 2155 11 7 8 11251188 2 6 3 _ 1 8x1 4ws 100 2560 1725 IUS2 56 11 88 2 10 3 mE 105 2565 1835 LF2511 2 12 3 1 8x1 ws 100 2880 2270 14 LT2541 2 6 3 1
12. 8 9 10 11 unfactored live load 0 986 0 970 0 949 0 923 0 894 0 864 0 832 0 800 0 768 0 737 unfactored total load 0 973 0 941 0 900 0 852 0 800 0 746 0 692 0 640 0 590 0 543 factored loads 0 986 0 970 0 949 0 923 0 894 0 864 0 832 0 800 0 768 0 737 12 0 707 0 500 0 707 Allowable Roof Uniform Load Capacities Table 14 Floor ADI Power Joist ADI 80 Allowable Uniform Loads PLF Unfactored Loads Unfactored Loads Unfactored Loads Based on RSS Based on Deflection Factored Based on Deflection i lie Total L 360 L 240 yen Load L 360 L 240 L 180 T LL BL LL DIL LL be Notes Clear span is the distance between the face of the supports The load values are for standard term load duration and dry service conditions only The dead load must not exceed the live load The load values above represent the worst case of simple span or multiple span single member applications Design of continuous spans is based on the longest span The shortest span must not be less than 50 of the longest span Provide continuous lateral support for top flange Provide lateral support at points of bearing to prevent twisting of joist The unfactored load columns are based on deflection only The factored load column is based on strength only Unfactored live load either L 360 or L 240 unfactored total load and factored load must be checked Where the unfacto
13. B Fastener Type Uplift Normal B Fastener Type Uplift Normal B Fastener Type Uplift Normal Header Joist 115 DF SP SPF Header Joist 115 DF SP SPF Header Joist 115 DF SP SPF 2 10dx1 2 3215 SU EXPE MIT311 88 2 2 2 8 3 2 2 10dx1 2 385 3775 2730 MIU5 12 11 2 2 20 3 2 10dx1 270 4550 3215 OVEA PAN MIT314 2 2 2 8 3 2 2 10dx1 2 385 3775 2730 MIU5 12 14 2 4 22 3 2 10dx1 2 270 4930 3485 MIT5 12 16 8 3 2 2 10dx1 2 MIU5 12 16 2 10dx1 2 HU412 2 24 3 A 22 34 2 10dx1 2 8 3 2 UURIDA 2 2 3 3 2 2 10dx1 2 4725 3775 ESAE 2 26 3 12 3 2 2685 7025 5780 VEST 2 3 3 2 2 10dx1 2 4725 3775 An U ICPE 2 26 3 12 3 2 2685 7025 5780 VIgUSEEEM 2 5 3 3 2 2 10dx1 2 4725 3775 An U ICPE 2 26 3 2 12 3 2 2685 7025 5780 VURE VODE 2 5 3 3 2 2 10dx1 2 4725 3775 An U ICPE 2 26 3 2 12 3 2 2685 7025 5780 UURIDA 2 2 3 3 2 2 10dx1 2 4725 3775 An UIC I 2 2 26 3 2 12 3 2 2685 7025 5780 WPI424 2 2 10dx1 BIOL 2 2 26 3 12 3 2685 7025 5780
14. HII Hip Girder Roof truss span truss Roof truss span trusses 2 0 2 0 maximum maximum cantilever cantilever See Table below for APA PRI reinforcement requirements at cantilever For hip roofs with the hip trusses running parallel to the cantilevered floor joists the Power Joist reinforcement requirements for a span of 26 ft shall be permitted to be used Source APA Cantilever Reinforcement Methods Table 6 ADI Cantilever Reinforcement Methods Allowed ROOF LOADINGS TL 35 ps TL 45 ps TL 55 ps LL not to exceed 20 psf LL not to exceed 30 psf LL not to exceed 40 psf Joist Spacing in Joist Spacing in Joist Spacing in 12 16 24 12 12 N N r2 N r2 N X N N l2 p N 2 N X N N 12 2 N 2 N X N N 1 2 2 N 2 N X N N 1 2 2 N 2 N X N N 12 2 N 2 N X N N 1 2 N 1 2 N 1 2 2 N N 12 12 N 12 N 12 2 N N 12 32 N 12 N 1 2 2 N N 12 12 N 1 2 N 1 2 2 N N 12 12 N 12 N 12 2 N N 12 12 N 12 N 12 2 N 12 1 2 N 1 2 12 12 X N N N 12 N N N ne N N N 1 2 N r2 N N 2 N N N 12 N 12 N 12 2 N N N L2 N 12 N 12 2 N N N 1 2 N 12 N 12 2 N N 12 2 N 2 N 12 2 N N 1 2 1 2 N 12 N 152 2 N N 12 12 N 12 N L2 2 N N N 1 2 N 1 2 N 2 N N N 12 N 12 N 12 2 N N N 12 N 1 2 N 1 2 2 N N N 12 N 12 N 12 2 N N 1 2 1 2 N 1 2 N 1 2 2 N N 12 12 N 12 N 1 2 2 N N 12 32 N 1 2 N 12 2 N N 12 12 N 1 2 N 1 2 2 N N 1 2 12 N 1 2 N 1 2 X Notes
15. Unfactored Loads ue c E Based on Deflection Based on Deflection Factored Based on Deflection only The dead load must not exceed the ve liveload L 480 L 360 L 240 0 L 360 Load L 480 L 360 L 240 3 Theload values above representthe ft Load L 48 t eee ee L9 TT TTT 434 g designofcontinuousspansisbasedon EE thelongestspan The shoriestspan must tbe than 50 of t t s n pr aep p p ee FE ey 12 256 q283 j 930 J 828 top flange Provide lateral support at Pas ao j se 3o eentsefbearingtoprerenttvisting ist ee eM n infactored load columnsare based 15 145 193 227 204 249 264 ondeflectiononly The factored load rx pe e pas p o zx 24 solemnisbasodonsrenainanty 17 103 138 201 147 196 220 194 233 1 360 unfactored total load and 8 s amp 8 177 190 126 168 208 147 _ 220 factoredioad mustbe checked f l l 19 76 102 153 180 109 m4 197 145 o lj O aa pumn 7 Provide 3 4 bearing at end supports and3 1 2 bearing at interior support 8 Web stiffeners are not required for the joists in tables 2 3 and 4 9 Webstiffeners are required for all joists at each supportin Table 5 10 The loads have been calculated in d ith CSA O86S1 05 PANNE ER 11 Vibrationisnotincludedinthedesign 29 33 44 67 130 45 60 90 137 30 fd 0 et fet 41 54 T 9 33 Pap a7 59 94 p
16. in applications where they will be permanently exposed to weather or will reach a moisture content greater than 16 such as in swimming pool or hot tub areas They must not be installed where they will remain in direct contact with concrete or masonry End bearing length must be at least 1 3 4 For multiple span joists intermediate bearing length must be at least 3 1 2 Ends of floor joists shall be restrained to prevent rollover Use Certified Rim Board or Power Joist blocking panels Power Joists installed beneath bearing walls perpendicular to the joists require full depth blocking panels Certified Rim Board or squash blocks cripple blocks to transfer gravity loads from above the floor system to the wall or foundation below see note 1g page 10 For Power Joists up to 18 deep installed as rim board directly beneath bearing walls parallel to the joists the maximum factored vertical load using a single Power Joist is 3300 plf and 6600 plf if double Power Joists are used Full bearing is required under Power Joist used as rim board Continuous lateral support of the Power Joist s compression flange is required to prevent rotation and buckling In simple span uses lateral support of the top flange is normally supplied by the floor sheathing In multiple span or cantilever applications bracing of the Power Joist s bottom flange is also required at interior supports of multiple span joists and at the end support next to the cantilever ex
17. the web Holes in webs should be cut with a sharp saw For rectangular holes avoid over cutting the corners as this can cause unnecessary stress concentrations Slightly rounding the corners is recommended Starting the rectangular hole by drilling a 1 diameter hole in each of the 4 corners and then making the cuts between the holes is another good method to minimize damage to I joist Web Hole Rules and Specifications continued Table 7 Location Of Circular Holes In ADI Joist Webs Simple or Multiple Span for Dead Loads up to 15 psf and Live Loads up to 40 psf 20 Joist Depth 5 6 4 6 5 117 91 2 5 5 6 11 117 8 2 11 0 11 177 11 3 11 20 10 23 11 Notes 1 Above tables may be used for joist spacing of 24 inches on center or less 2 Hole location distance is measured from inside face of supports to center of hole 3 Distances in this chart are based on uniformly loaded joists 4 Hole sizes and or locations that fall outside of the scope of this table may be acceptable based on analysis of actual hole size span spacing and loading conditions 5 SAF Span Adjustment Factor used as defined below OPTIONAL Table 7 is based on the I joists being used at their maximum span Ifthe I joists are placed at less than their full allowable span the maximum distance from the centerline of the hole to the face of any support D as given above may be reduced as follo
18. to be common nails unless otherwise noted Framing lumber assumed to be Spruce Pine Fir Individual components not shown to scale for clarity Top mounted hanger per manufacturer s recommendations Roof Opening Top Mounted Hangers Bearing stiffeners required when hanger does NOT support Power Joists top flange Filler blocking per Figure 1p Backer block If top mounted hanger is fully supported by top flange backer block only required on hanger side If face nailing is required then second backer block filler block if multiple Power Joists is required Use 12 3 nails for flanges wider than 2 1 2 Application limited to 4 12 slope or less Backer block on both sides of web or backer block and filler block if multiple Power Joists nail with 12 3 nails clinch when possible Roof Opening Face Mounted Hangers Header may be Power Joists LVL glulam or lumber Filler blocking per Figure 1p Bearing stiffeners required when hanger Face mount hanger per hanger does not support Power Joists top flange manufacturer s recommendations n Birdsmouth Cut amp Bevel Cut Bearing Stiffener 1 8 gap attop Permitted on low end of Power Joist only ne 3 box nail face nail at each side of bearing face nail where Bearing stiffeners required each side of Power flange is 7 8 to 1 thick Joists Bevel cut bearing stiffener to match roof slope 4 2 1 2 nails two each side clinched whe
19. 1 8 inch should always be maintained between the top or bottom of the hole and the adjacent I joist flange The sides of square holes or longest sides of rectangular holes should not exceed three fourths of the diameter of the maximum round hole permitted at that location Where more than one hole is necessary the distance between adjacent hole edges shall exceed twice the diameter of the largest round hole or twice the size of the largest square hole or twice the length of the longest side of the longest rectangular hole and each hole must be sized and located in compliance with the requirements of Table 7 Holes measuring 1 1 2 inches shall be permitted anywhere in a cantilevered section of a ADI Joist Holes of greater size may be permitted subject to verification A 1 1 2 inch hole can be placed anywhere in the web provided that it meets the requirements of Rule number 6 above All holes shall be cut in a workman like manner in accordance with the restrictions listed above and as illustrated in Figure 6 Limit 3 maximum size holes per span A group of round holes at approximately the same location shall be permitted if they meet the requirements for a single round hole circumscribed around them ADI Joist Typical Holes a Minimum distance from face of support to the center of hole See Table 7 See rule 11 2x diameter of larger hole Cutting the Holes Never drill cut or notch the flange or over cut
20. 3 49 89 41 55 83 115 138 80 107 16l 75 45 60 36 ae TEN E eT 31 42 63 95 4 28 37 56 87 72 109 122 96 NEN 89 C 82 76 ru 66 AEEA ss 64 96 t2 22 29 44 74 3l 9 26 39 68 28 O S S EIE EIL 34 E ee ee ee ee ne ao 3 4 He Se 4 EE A SE EC Table 3 Floor ADI Power Joist ADI 60 Allowable Uniform Loads PLF nams 0 000 oe pa aadoreg Loads Unfactored Loads Unfactored Loads ased on ae Based on Deflection Based on Deflection Factored Based on Deflection i aer Total Total ft ab Load 1 480 L 240 Load L 240 Load L 240 a ERST T I ed E EDESIES ES E IET 9 258 130 J 374 J Jsa J 374 BO ERR E2380 ELE RR EEE ERES ERR 028 ERR BESS 11 154 205 252 249 30 so J9308 12 122 163 231 199 265 282 280 28 J28 13 98 131 197 213 161 275 261 228 261 281 14 80 107 161 198 132 177 243 188 243 J 2483 15 66 88 133 185 110 146 220 227 157 209 227 208 227 16 55 74 111 174 92 123 184 213 132 176 213 176 213 17 46 62 93 164 78 104 156 201 112 149 201 149 199 201 18 39 53 79 151 66 88 133 190 96 128 190 128 171 190 19 34
21. 87 4 76 a Table 5 Floor ADI Power Joist ADI 80 with Web Stiffeners Allowable Uniform Loads PLF criteria forthis table Unfactored Loads Unfactored Loads Unfactored Loads Based on Deflection Based on Deflection i Based on Deflection Total ft L 240 Load Emden pene qs erbe scd eben eec des ei etit 536 1 536 71536 J 536 LE SSE eS ia a Bl S S aa S ee Ee ee ERI a E EM ES mM BSE M ES ee pn ee eee ED SS E es EE E PES ER Ee E IRE EE 15 o S So gee l 1326 fej 326 ESSE S E Eng En E e E E S EE IET E 17 244 Jesel 1288 J 288 288 ie 2 _ q 272 260 J272 jJ272 J J27 19 183 244 258 2276 258 es J J258 20 160 213 245 198 245 Peso J 245 J p Jy245 21 140 187 234 174 232 234 211 234 J 234 22 124 165 223 154 205 223 187 225 22 228 23 110 146 214 136 182 214 l 214 18 214 24 97 30 195 205 122 162 205 148 197 205 177 205 25 87 116 175 197 109 145 197 i33 177 197 158 197 EON Ee Ge i EGER SES IEEE IET RICE RET ILE LEES ERE en EET 27 70 94 141 182 88 117 176 182 107 143 182 129 172 182 l lse LITERIS SER Na eS S NIN EUER IR BEC s He Hrs wo
22. BEAM 2326 870 862 3414 ZZ SS ANTHONY ANTHONY a DOMTAR ENGINEERED PRODUCTS Sales Plant Distributed by Anthony Forest Products Co Anthony Domtar Inc 309 North Washington 1195 Peoples Road El Dorado Arkansas Sault Ste Marie Ontario USA 71730 Canada P6C 3W6 1 800 221 2326 Fax 870 862 6502 info anthonyforest com www anthonyforest com 2008 Anthony Forest Products Company Anthony Power Joist User guide July 2008
23. Dim Header Joist 115 DF SP SPF Model Dim Header Joist 115 DF SP SPF ADI 40 60 Jo d 9 1 2 R SIM 3 76 14 3 2 10dx1 385 3945 2780 A 2 4 6 3 2 10dx1 2740 2075 3 14 3 12 10dx1 1220 2620 1850 11 7 8 R 6 3 6 16 3 2 10dx1 385 3945 2780 A 2 4 6 3 2 10dx1 2 2740 2075 3 14 3 4 12 10dx1 4 1220 2620 1850 14 R SEES 3 s 18 3 4 2 10dx1 2 385 3945 2780 A 2 6 3 2 10dx1 2 2740 2075 3 14 3 4 12 10dx1 4 1220 2620 1850 16 R JALI 3 s 18 3 2 10dx1 385 3945 2780 ESSI eo on Connecto alog for hanger selectio 4 3 14 3 12 10dx1 1220 2620 1850 ADI 80 O a 11 7 8 WNT 2 4 14 3 2 6 3 1395 4065 2875 Al4 2 63 2 10dx1 2 2740 2075 ZN 3 4 14 3 4 12 10dx14 1220 3055 2160 14 WE 2 6 18 3 2 8 3 1555 4095 2895 Al4 2 4 6 3 2 10dx1 2740 2075 ANT 3 7 14 3 4 12 10dx1 2 1220 3055 2160 16 WES 2 6 18 3 2 8 3 1555 4095 2895 18 R L414 2 18 3 4 8 3 2 1555 4095 2895 20 R L414 2 2 18 3 8 3 2 1555 4095 2895 See Wood Construction Connectors Catalog for hanger selection See Wood Construction Connectors Catalog for hanger selection See Wood Construction Connectors Catalog for hanger selection Notes 1 All nails are common wire nails unless noted otherwise 2 Shaded hangers require web stiffeners at joist ends Web
24. FLOOR available in a specific market area availability of any ADI product should be verified prior to final product selection The allowable spans in the tables in this user guide indicate the allowable clear and multiple spans for various joist spacings under typical residential uniform floor loads 40 psf live load and 15 psf dead load for glued nailed systems Floor sheathing must be field glued using approved construction adhesives to the Power Joist flanges to achieve the ADI allowable spans Use of these span tables is limited to uniform load conditions and ADI floor spans shall not exceed these allowable spans ADI Power Joist can be used for other applications such as roofs and ceilings to support line loads or concentrated loads etc when properly engineered Consult Anthony Forest Products Table 1a Allowable Spans for Floor ADI Power Joist Multiple span only Glued subfloor On center spacing MAXIMUM FLOOR SPAN ft GLUED SUBFLOOR Depth On center joist spacing in Live Dead Series in 12 16 19 2 24 On center joist spacing in 19 2 24 Depth Series in 12 16 Live Dead 91 2 15 8 14 9 14 4 14 3 117 8 17 7 16 7 16 0 16 2 ADI 40 14 19 4 18 0 17 5 17 6 6 expe e TeS Irure 91 2 16 2 15 3 14 9 14 10 117 8 18 2 17 1 16 6 16 8 14 20 2 18 8 17 11 18 1 16 22 0 20 5 19 6 19 8
25. anel or Rim Joist Maximum Factored Uniform Vertical Load plf RimBoard 7 778 APA Rim Board Plus 8090 1 1 8 APA Rim Board 7340 1 APA Rim Board 5500 The uniform vertical load capacity is limited to a rim board depth of 16 inches or less and is based on standard term load duration It shall not be used in the design of a bending member such as joist header or rafter For concentrated vertical load transfer capacity see 1d One 2 1 2 nail at top and bottom flange Attach APA Rim Board to top plate using 2 1 2 common or box toenails 6 o c To avoid splitting flange start nails at least 1 1 2 from end of l joist Nails may be driven at an angle to avoid splitting of bearing plate One 2 1 2 face nail at each side at bearing Source APA ETAN Continued Typical ADI Power Joist Floor Framing and Construction Details All nails shown in the details above are assumed to be common nails unless otherwise noted Framing lumber assumed to be Spruce Pine Fir Individual components not shown to scale for clarity D ADI rim joist per 1a Attach rim joist to floor joist with one nail at top and bottom Nail must provide 1 inch minimum penetration into floor joist For 2 1 2 and 3 1 2 flange widths toe nails may be used Attach Power Joist per 1b Attach rim joist to top plate per 1a Minimum 1 3 4 bearing required APA Rim Board blocking panel per 1a Maximum factored i
26. be stored handled and installed in a manner generally accepted in the industry and in accordance with our current published installation instructions and in compliance with our product design specifica tions relating to spans and loading Failure to follow such instructions will void this warranty Disclaimer EXCEPT FOR THE EXPRESS WARRANTY AND REMEDY SET FORTH ABOVE ANTHONY FOREST PRODUCTS COMPANY DISCLAIMS ALL OTHER WARRANTIES AND GUARANTEES EXPRESS OR IMPLIED INCLUD ING IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE No other warranty or guarantee will be made by or on behalf of the manufacturer or the seller or by operation of law with respect to the product or its installation storage handling maintenance use replacement or repair Neither Anthony Forest Products Company nor the seller shall be liable by virtue of any warranty or guarantee or otherwise for any special or incidental or consequential loss or damage resulting from the use of the product Anthony Forest Products Company makes no warranty or guarantee with respect to instal lation of the product by the builder or the builder s contractor or by any other installer This warranty gives you specific legal rights and you may also have other rights which vary from state to state For information on the Power Products or our warranty contact us at Anthony Forest Products Company P O Box 1877 El Dorado Arkansas 71731 1 800 221
27. e for clarity Cr Lumber Overhang with Beveled Plate 2 1 2 nails at 6 o c i 2x filler 2x4 min beveled bearing block cut to fit Power Joist Overhang for Fascia Support with Birdsmouth Cut Birdsmouth cut at bearing Attach per 7h Note Additional connection may be required for wind uplift Slope Spans for Roofs depth factor L horizontal length _________ gt Slope Factor and Depth Factor Table Slope 2 5 12 3 12 3 5 12 4 12 4 5 12 5 12 6 12 7 12 8 12 9 12 10 12 11 12 Slope Factor 1 021 1 031 1 042 1 054 1 068 1 083 1 118 1 158 1 202 1 250 1 302 1 357 9 1 2 2 2 3 8 2 7 8 3 1 4 3 5 8 4 4 3 4 5 5 8 6 3 8 7 1 4 8 8 3 4 11 7 8 2 1 2 3 3 1 2 4 4 1 2 5 7 3 e 10 11 14 3 3 1 2 4 1 8 4 3 4 5 1 4 5 7 8 8 1 4 9 3 8 10 1 2 11 3 4 12 7 8 16 3 3 8 4 4 3 4 5 3 8 6 6 3 4 9 3 8 10 3 4 12 13 3 8 14 3 4 18 3 3 4 4 1 2 5 1 4 6 6 3 4 7 1 2 10 1 2 12 13 1 2 15 16 1 2 20 4 1 4 5 5 7 8 6 3 4 7 1 2 8 3 8 10 11 3 4 13 3 8 15 16 3 4 18 3 8 22 4 5 8 5 1 2 6 1 2 7 3 8 8 1 4 9 1 4 11 12 7 8 14 3 4 16 1 2 18 3 8 20 1 4 24 5 6 7 8 or 10 12 14 16 18 20 22 P P4 o o u E Q 7 a 2 Blocking panel or x bridging not shown for clarity Vos 3 9 2x4 overhang attached to web of Power Joist with 1 row of 2 1 2 nails at 8 o c clinched Attach per 7a Note Additional connection may be r
28. e lateral support at points of bearing to prevent twisting of joist The unfactored load columns are based on deflection only The factored load column is based on strength only Unfactored live load either L 360 or L 240 unfactored total load and factored load must be checked Where the unfactored load column is blank the factored load column governs Provide 1 3 4 bearing at end supports and 3 1 2 bearing at interior support minimum Web stiffeners are not required for the joists in this table The loads have been calculated in accordance with CSA O86S1 05 Use the horizontal span from the building plans to size the joists Forslopes greater than 1 in 12 multiply the tabulated loads by the appropriate factor listed below Provide a roof slope of at least 1 4 in 12 for drainage COubhwWwn oDON Slope Factor roof slope 12 2 3 4 5 6 Z 8 9 10 11 12 unfactored live load 0 986 0 970 0 949 0 923 0 894 0 864 0 832 0 800 0 768 0 737 0 707 unfactored total load 0 973 0 941 0 900 0 852 0 800 0 746 0 692 0 640 0 590 0 543 0 500 factored loads 0 986 0 970 0 949 0 923 0 894 0 864 0 832 0 800 0 768 0 737 0 707 Allowable Roof Uniform Load Capacities Table 13 Floor ADI Power Joist ADI 60 Allowable Uniform Loads PLF ne ow 0 Unfactored Loads Unfactored Loads Unfactored Loads Unfactored Loads Based on Deflection Based on Deflection Factored Based on Deflection Based on Deflection i lie Total i L 360 L 240
29. ed the live load The load values above represent the worst case of simple span or multiple span single member applications Design of continuous spans is based on the longest span The shortest span must not be less than 50 of the longest span Provide continuous lateral support for top flange Provide lateral support at points of bearing to prevent twisting of joist The unfactored load columns are based on deflection only The factored load column is based on strength only Unfactored live load either L 360 or L 240 unfactored total load and factored load must be checked Where the unfactored load column is blank the factored load column governs Provide 1 3 4 bearing at end supports and 3 1 2 bearing at interior support minimum Web stiffeners are required at each support The loads have been calculated in accordance with CSA O86S1 05 Use the horizontal span from the building plans to size the joists Forslopes greater than 1 in 12 multiply the tabulated loads by the appropriate factor listed below Provide a roof slope of at least 1 4 in 12 for drainage COubhwWwn oDON Slope Factor roof slope 12 2 3 4 5 6 7 8 9 10 T 12 unfactored live load 0 986 0 970 0 949 0 923 0 894 0 864 0 832 0 800 0 768 0 737 0 707 unfactored total load 0 973 0 941 0 900 0 852 0 800 0 746 0 692 0 640 0 590 0 543 0 500 factored loads 0 986 0 970 0 949 0 923 0 894 0 864 0 832 0 800 0 768 0 737 0 707 Power Joist Design Properties Tab
30. ee from defects in design materials and workmanship When installed and finished according to our published installation instructions and accepted engineering standards our Power Products will perform in accordance with our current published specifications for the lifetime of your home or building Warranty Limitations Anthony Forest Products Company must be given a reasonable opportunity to inspect the product before it will honor any claims under this warranty If after inspection and verification of the problem we deter mine that there is a structural failure covered by the warranty we will pay to the owner of the structure an amount of money equal to the reasonable cost of the defective product or at our option replace any defective product This warranty does not cover the cost of installation removal of the defective product or reinstallation of replacement product Checks cracks or splits of Power Products resulting from the natural physical properties of wood are not covered unless the condition causes a structural weakness Please protect your investment Power Products must be protected from exposure to moisture from whatever source by proper building standards Exposure to moisture beyond incidental exposure during normal construction periods may cause product failure and will void this limited warranty This warranty shall apply only if the Power Product is subjected to normal use and exposure The products must
31. eled bearing stiffener uplift resistance of 450 Ibs required each side Note Additional connection may be required for wind uplift For roof slopes between 1 4 12 and 12 12 provide a strap nailed at a minimum of 3 spacing on each side of roof slope or in accordance with the recommendation of the strap manufacturer C Power Joist to Ridge Beam Connection Adjustable Slope Hanger with a minimum factored uplift resistance of 450 Ibs Beveled bearing stiffener required each side Ridge beam Glulam or LVL Note Additional connection may be required for wind uplift 23 32 x 2 0 wood structural panel front and back sides with 12 2 1 2 nails into each joist with nails clinched When unfactored roof live load exceeds 40 psf horizontal orientation of gusset strong axis is required Gap 1 8 at top 74 Power Joist Connection with Wood Structural Panel Gussets Blocking panel or x bridging Attach 7a TOU Attach per 7a Attach beveled plate to framing with 1 3 1 2 at 16 o c Support beam or wall Note Additional connection may be required for wind uplift Power Joist Connection with Tie Strap Tie strap nailed at a minimum of 3 spacing or in accordance with manufacturer s recommendations Strap nails Leave 2 3 8 minimum end distance Beveled bearing plate Source APA Continued Typical Power Joist Roof Framing and Construction Details All nails shown in the details above are assumed
32. equired for wind uplift Note Lumber overhang shall be 2x4 Spruce Pine Fir 2 or better or stronger species Bearing stiffener required each side Blocking panel attach per 7j or x bridging Validate use of x bridging with local building code See 7v for vent holes 2 1 2 nails at 6 o c clinched 2x block for fascia support 12 12 1 414 9 1 2 11 7 8 14 16 18 20 z 24 Continued Typical Power Joist Roof Framing and Construction Details All nails shown in the details above are assumed to be common nails unless otherwise noted Framing lumber assumed to be Spruce Pine Fir Individual components not shown to scale for clarity Blocking panel attach per 7a or x bridging Validate use of x bridging with local building code See 7v for vent holes Power Joist Overhang for Fascia Support with Beveled Plate Attach per 7a Beveled plate attach per 7a 2x block for fascia support cut to fit Attach per 7s Note Additional connection may be required for wind uplift Birdsmouth Cut Allowed at Low End of Power Joist Only Beveled web stiffeners required on both sides Note Corrosion resistant wire cloth screening hardware cloth perforated vinyl or similar material shall cover the ventilation holes per code 2 0 maximum 2x4 block for soffit support L3 vs r L 3 Cv Ventilation Holes APA Rim Board blocking h 2 Power Jo
33. f atleast 1 4 in 12 for drainage 9 Provide 1 3 4 horizontal bearing at each support minimum 10 Sloping joists need to be anchored to each support to resist a sliding force of H 0 5 w Ly y 144 where H factored force parallel to the joist Ib w factored horizontally projected loading plf L horizontal span ft y roof slope rise in 12 Allowable Roof Spans Simple Span Table 10 Simple Span Live Load 40 psf Dead Load 15 psf Slope of 1 4 12 to 4 12 Slope of 4 12 to 8 12 Slope of 8 12 to 12 12 E Teo 18787 877 24 2 21 6 aoso 8 32 6 39767 287 SY 2 29737 27 17 25 8 729 35777 357 07 7 22 7 0 55 8 37 97 36747 3417 31 67 34787 Table 11 Simple Span Live Load 50 psf Dead Load 15 psf 19 2 od 24 oc 16 oc 19 2 od 24 oc 16 oc 19 2 od s pua aes 16 8 157 47 16 107 18 107 147 KAN 16 11 19 2 20 4 Des JTE 29 9 za Notes 1 Designisto CSAO86S1 05 2 Spansareforjoists supported at each end only ie no intermediate supports For other conditions contact the manufacturer 3 Spans listed are clear distances between supports 4 Webstiffeners are not required for joist depths up to 16 Depths of 18 or greater require web stiffeners at each support 5 Usein dry service conditions only 6 Provide continuous lateral support for top flange Provide lateral support at points of bearing to prevent twisting of
34. for non shaded hangers by l joist manufacturer 2 THAI hangers require a minimum of 4 top and 2 face nails installed THAI 2 must be special ordered specify hanger seat width between 3 1 8 and 5 5 16 3 Skewed option must be special ordered Specify skew angle and direction i e HU412 2X R45 The LSU is field slopable only Skew options must be special ordered from the factory MIU MIU 16 gauge The MIU series features 16 gauge steel and extra nailing for higher loads than the IUT HU HU 14 gauge The HU series features uplift capacity and a large selection of sizes and load ranges HU hangers have triangle holes that can be filled for increased loads Web stiffeners required when used with l joists WPU W WI Top flange 12 gauge Stirrup 12 gauge WP WPI WPU Top flange 7 gauge Stirrup 12 gauge THAI 18 gauge This hanger has extra long straps and can be field formed to give height adjustability and top flange hanger convenience Positive angle nailing helps eliminate splitting of the I joist s bottom flange Not all strap nail holes need to be filled for maximum nailing Web stiffeners required when used with l joists Power Products Warranty Limited Lifetime Warranty Anthony Forest Products Company warrants that its Power Joist Power Beam Power Header Power Log and Power Plank are fr
35. he right choice for floor and roof applications in residential and non residential construction ADI Power Joists are manufactured in accordance with ASTM D 5055 and ASTM D 7247 Power Joist provide a high performance alternative to dimension lumber joists floor trusses for residential and non residential floor and roof applications This guide will help you efficiently use ADI Power Joist by leading you through the simple steps of product selection specification and installation The APA trademark signifies that the I joist manufacturer is committed to the strict quality standards of Engineered Wood Systems EWS a related corporation of APA APA s rigorous program of third party quality verification and testing is designed to assure predictable product performance This guide explains floor and roof applications for residential and non residential construction Review by a design professional is required for applications beyond the scope of this document Simple to specify Easy to install Less confusion ADI Power Joists are the right choice for your next construction project Power Joist Labeling Example r The l joist alternative to 2 x 10 lumber with a net depth of 9 1 2 Also available in depths of 11 7 8 14 16 18 20 22 and 24 Power Joist designation Plant number Anthony Power Joist Storage and Handling Guidelines 1 Store stack and handle Power Joist vertically and level on
36. ing 48 24 as gt continuous closure Validate use of x bridging with local building code Minimum attachment For slope 1 4 12 one 3 box nail face nail at each side of bearing For slope gt 1 4 12 design joist attachment to beveled plate to transfer lateral thrust 2 1 2 nails at 6 o c minimum 3 2 1 2 nails per blocking panel When used for lateral shear transfer match nail type and sheathing edge nailing boundary nailing for engineered diaphragm applications Use minimum 2 1 2 nails Attach beveled plate to framing with 1 3 1 2 at 16 o c Beveled plate for slopes greater than 1 4 12 Code recognized connectors may be substituted For slopes greater than 4 12 connectors are required to resist lateral thrust Bearing stiffener required when factored end reaction exceeds 2440 lbs Note Additional connection may be required for wind uplift Source APA Continued Typical Power Joist Roof Framing and Construction Details All nails shown in the details above are assumed to be common nails unless otherwise noted Framing lumber assumed to be Spruce Pine Fir Individual components not shown to scale for clarity For roof slopes between 1 4 12 and 12 12 provide a strap tie nailed at a minimum of 3 spacing or in accordance with the recommendation of the strap manufacturer Peak Connection Ridge beam Glulam or LVL Adjustable Slope Hanger with a minimum factored Bev
37. ist blocking I us I us us Allowable zone for ventilation holes round holes preferred Note Corrosion resistant wire cloth screening hardware cloth perforated vinyl or similar material shall cover the ventilation holes per code Source APA Allowable Roof Spans Simple Spans Table 8 pan Span Live Load 20 psf Dead Load 15 psf EE of 1 4 12 to 4 12 Slope of 4 12 to 8 12 Slope of 8 12 to 12 12 SG Der Ena Lee Ea are apies poa T pra pem qmm neve EEE ELM CEL 917 are ar five arr Powe wee PaO Po TE T1778 oco e 217 pez 27979 27317 Table 9 Simple Span Live Load 30 psf Dead Load 15 psf 19 2 od 24 oc 16 oc 19 2 rod 2 oc 16 0c 9 of EE a isa Er pes KAUSALA 7 EZS KR ES 44 750 TESTO Notes 1 Designisto CSAO86S1 05 2 Spansareforjoists supported at each end only ie no intermediate supports For other conditions contact the manufacturer 3 Spans listed are clear distances between supports 4 Webstiffeners are not required for joist depths up to 16 Depths of 18 or greater require web stiffeners at each support 5 Usein dry service conditions only 6 Provide continuous lateral support for top flange Provide lateral support at points of bearing to prevent twisting of the joist 7 Uniform load deflection criteria L 360 on live load L 180 on total load deflection calculated using joist properties only 8 Provide aroof slope o
38. le 16 Factored Resistance for ADI Power Joists EI 2 M y 105 Ibf in 2 Ibf ft Ibf 9 1 2 Pe 8 em 33 AD 319 0 2 3s 9 aoso e ms f eas saer _ 2214 22 187 4 128 2687 24 100 4 254 1 The tabulated values are factored resistances for standard duration of load All values except El and K shall be permitted to be adjusted for other load durations as permitted by the code 2 Bending stiffness El of the Power Joist 3 Factored Moment resistances of the Power Joist which shall not be increased by any code allowed repetitive member use factor 4 Factored Shear resistance V of the Power Joist 5 Coefficient of shear deflection K of the Power Joist For calculating uniform load and center point load deflections of the Power Joist in a simple span application use Eqs 1 and 2 4 2 1 Uniform Load d a 384El K 2 Center Point Load pe n 2P 48El K Where 6 calculated deflection in unfactored uniform load Ibf in design span in P concentrated load Ibf El bending stiffness of the Power Joist Ibf in K coefficient of shear deflection Ibf IET WA Factored Reaction Values for ADI Power Joist P End Reaction Ibf Intermediate Reaction Ibf Bul 1 75 Bearing 3 5 Bearing 5 5 Bearing Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners Ld 93 2 1705 1 768 1 768 1 768 4 349 4 577 5 122 5 122 ADI 40 ADI 60 i
39. lever Details for Balconies No Wall Load Cantilever extension supporting uniform floor loads only APA Rim Board or wood structural panel CAUTION Cantilevers formed this way must be carefully detailed to prevent moisture intrusion into the structure and potential decay of untreated Power Joist extensions 3 1 2 min bearing required Lumber Cantilever Detail For Balconies Attach Power Joists to plate at all supports per Detail 1b Power Joist or APA Rim Board Full depth backer block with 1 8 gap between block and top flange of Power Joist See Detail 1h Nail with 2 rows of 10d nails 6 o c and clinch 2x 8 min Nail to backer block and joist with 2 rows of 10d nails 6 o c and clinch Cantilever nails may be used to attach backer block if length of nail is sufficient to allow clinching Cantilever extension supporting uniform floor loads only Lumber or wood structural panel closure 3 1 2 min bearing required Power Joist or APA Rim Board Attach Power Joists to plate at all supports per Detail 1b Source APA Cantilever Detail for Vertical Building Offset Concentrated Wall Load Method 1 Method 2 SHEATHING REINFORCEMENT ONE SIDE SHEATHING REINFORCEMENT TWO SIDES APA Rim Board or wood ADI blocking panel Use same installation as Method 1 structural panel closure 23 32 minimum thickness attach per Detail 1b or APA Rim Board but reinforce both sides
40. lms ANTHONY Mic CO UA wer Jolt E e e e Canadian Limit States Design LSD CCMC 13053R Ontario Minister s Ruling 07 16 174 User guide Manufactured by ANTHONY DOMTAR INC Table of Contents M 8 11 12 13 14 15 16 16 17 18 23 24 25 26 27 28 29 30 31 32 33 Joining Forces Anthony Power Joist Anthony Power Joist Storage and Handling Safety Precautions Selecting ADI Power Joist Allowable Floor Spans Allowable Floor Uniform Load Capacities ADI 40 amp 60 Allowable Floor Uniform Load Capacities ADI 80 and 80 w Web Stiffeners Floor Framing and Construction Details Web Stiffener Requirements and Installation Details Cantilever Detail for Balconies Cantilever Detail for Vertical Building Offset Cantilever Reinforcement Methods Typical Floor Framing Installation Notes Web Hole Rules and Specifications Roof Framing and Construction Details Allowable Roof Spans Simple Span Allowable Roof Load Capacities ADI 40 Allowable Roof Load Capacities ADI 60 Allowable Roof Load Capacities ADI 80 Allowable Roof Load Capacities ADI 80 w Web Stiffeners Power Joist Design Properties Power Joist Framing Connectors Single Power Joist Power Joist Framing Connectors Double Power Joist Power Products Warranty Joinin 5 ZEN OFCES Be meme ch 2 Wood Products Anthony Forest Products Company and Domtar Corporation are in a joint venture to ma
41. ly 2 Do not store Power Joists in direct contact with the ground and or flatwise 3 Protect Power Joists from weather and use stickers to separate bundles 4 To further protect Power Joists from dirt and weather do not open bundles until time of installation 5 When lifting Power Joists with a crane on the job site take a few simple precautions to prevent damage to the Power Joists and injury to your work crew Pick Power Joists in bundles as shipped by the supplier Orient the bundles so that the webs of the Power Joists are vertical Pick the bundles at the 5th points using a spreader bar if necessary 7 Do not twist or apply loads to the Power Joist when horizontal 8 Never use or try to repair a damaged Power Joist Safety Precautions WARNING Power Joists are not stable until completely installed and will not carry any load until fully braced and sheathed Avoid Accidents by Following These Important Guidelines 1 Brace and nail each Power Joist as it is installed using hangers blocking panels rim board and or cross bridging at joist ends When Power Joists are applied continuously over interior supports and a load bearing wall is planned at the location blocking will be required at the interior supports 2 When the building is completed the floor sheathing will provide lateral support for the top flanges of the Power Joists Until this sheathing is applied temporary bracing often called strut
42. n possible Birdsmouth cut shall bear fully and not overhang the inside face of plate Note Additional connection may be required for wind uplift Birdsmouth Cut with Overhang 1 8 gap at top Permitted on low end of Power Joist only Blocking Power Joist or panel or x bridging Validate use of x bridging with local building code See 7u for vent holes Bearing stiffener required each side attach per 7h Attach joist to top plate per 7h Birdsmouth cut at bearing Bearing stiffeners Note Additional connection may be required for wind uplift Note Outside corner of blocking panel may be trimmed if it Attach blocking per 7a interferes with roof sheathing In such cases position blocking panel on top plate to minimize trimming and still allow required nailing into top plate Source APA Continued Typical Power Joist Roof Framing and Construction Details All nails shown in the details above are assumed to be common nails unless otherwise noted Framing lumber assumed to be Spruce Pine Fir Individual components not shown to scale for clarity Power Joist Overhang for Fascia Support with Birdsmouth Cut X bridging or blocking panel Validate use of X bridging with local building code Birdsmouth cut at bearing Web stiffener required each side Attach Power Joist to top plate per 7h 2x block for fascia support Blocking Panel attach per 7a See 7u for vent holes 7m Bl
43. nufacture and distribute Power Joist a high quality solid lumber flange I joist This value added product upholds Anthony s and Domtar s commitment to using lumber to its highest strength potential while also offering an environmentally sound alternative to large dimension lumber joists In addition to our financial contribution to the 50 50 partnership Anthony and Domtar bring unique skills to the venture Domtar contributes its expertise in mill management along with a reliable supply of MSR lumber Anthony adds its renowned customer service infrastructure Superior Power Products line and nationwide distribution network CANADA About the Partners Anthony Forest Products Company a family owned business founded in 1916 is headquartered in El Dorado Arkansas The company operates lumber and wood chip mills as well as two engineered wood laminating plants in the southern US It has 43 years of solid experience in engineered wood products Domtar Corporation NYSE TSX UFS is the largest integrated manufacturer of uncoated free sheet paper in North America and the second largest in the world based on production capacity and is also a manufacturer of paper grade fluff and specialty pulp The Company designs manufactures markets and distributes a wide range of business commercial printing and publication as well as converting and specialty papers part of a family of environmentally and socially responsible papers Domtar owns and
44. ocking Panel at Beveled Plate Overhang Attach Power Joist to beveled plate per 7a Attach Power Joist per 7a Beveled plate 1 aX n Power Joist with Bevel Cut End Note Blocking or x bridging required at bearing for lateral support not shown for clarity Note Additional connection may be required for wind uplift Do not bevel cut joist beyond inside face of wall Attach per 7a Note Additional connection may be required for wind uplift Do not notch Power Joist flange Outrigger Notch 2x outrigger around Power Joist Maximum overhang same as rafter spacing not to exceed 2 0 flange Toe nail blocking to end wall for roof sheathing 5 8 Match nail type and spacing with roof sheathing edge nailing Boundary nailing for Blocking engineered diaphragm applications between outriggers Use minimum 2 1 2 nails End wall Note Additional connection may be required for wind uplift Power Joist Overhang with Beveled Plate Blocking panels attached per 7a or x bridging Validate use of x bridging with local building code Attach per 7a Note Additional connection may be required for wind uplift Source APA 2 0 max Continued Typical Power Joist Roof Framing and Construction Details All nails shown in the details above are assumed to be common nails unless otherwise noted Framing lumber assumed to be Spruce Pine Fir Individual components not shown to scal
45. of Power Joist with blocking attach sheathing or APA Rim Board per Detail 1g Attach Power Joist to plate 2 1 2 nails Use nailing pattern shown for Method 1 with opposite face nailing offset by 3 3 1 2 min bearing required Note APA RATED SHEATHING 48 24 minimum thickness 23 32 required on sides of joist Depth shall match the full height of the joist Nail with 2 1 2 nails at 6 o c top and bottom flange Install with face grain horizontal Attach Power Joist to plate at all supports per Detail 1b Alternate Method 2 DOUBLE POWER JOISTS ADI blocking panel or APA Rim Board blocking attach APA Rim Board or wood structural panel closure 23 32 minimum thickness attach Block Power Joists together with filler blocks for the full length of the reinforcement For Power Joist flange widths greater than 3 place an additional row of 3 nails along the centerline of the reinforcing panel from each side Clinch when possible Face nail two rows 3 at 12 occ each side through one Power Joist web and the filler block to other Power Joists web Offset nails from opposite face by 6 Clinch if possible four nails per foot required except two nails per foot required if clinched Attach Power Joists to top plate at all supports per Detail 1b 3 1 2 min bearing required Cantilever Detail for Vertical Building Offset Concentrated Wall Load Roof trusses 13 0 A
46. operates Domtar Distribution Group an extensive network of strategically located paper distribution facilities Domtar also produces lumber and other specialty and industrial wood products The Company employs nearly 13 000 people For more information visit www domtar com Environmental Forestry Domtar management practices are designed to pass on healthy forests to future generations In this context independent third party verification of its forest management practices is one of Domtar s forest policy commitments All forest lands that Domtar manages are certified according to internationally recognized environmental standards such as ISO 14001 and the Forest Stewardship Council FSC The Joint Venture Plant This state of the art high efficiency one piece flow facility is located in Sault Ste Marie Ontario Canada This strategically located plant provides fast and efficient access to the entire North American market The Power Joist The solid lumber flange I joist is made from 2x3 and 2x4 MSR lumber Power Joist is the latest addition to the Superior Power Products line which includes Power Beam Power Header Power Preserved Glulam Power Plank Power Log and Power Column Anthony Domtar Inc s power of two venture is a combination that brings more choices more value and more power to the customer Anthony Power Joist Say What They Do and Do What They Say Anthony Power Joist has made it easy to make t
47. red load column is blank the factored load column governs Provide 1 3 4 bearing at end supports and 3 1 2 bearing at interior support minimum Web stiffeners are not required for the joists in this table The loads have been calculated in accordance with CSA O86S1 05 Use the horizontal span from the building plans to size the joists Forslopes greater than 1 in 12 multiply the tabulated loads by the appropriate factor listed below Provide a roof slope of at least 1 4 in 12 for drainage COuBhWN Oo 000 Slope Factor roof slope 12 2 3 4 5 6 7 8 9 10 11 12 unfactored live load 0 986 0 970 0 949 0 923 0 894 0 864 0 832 0 800 0 768 0 737 0 707 unfactored total load 0 973 0 941 0 900 0 852 0 800 0 746 0 692 0 640 0 590 0 543 0 500 factored loads 0 986 0 970 0 949 0 923 0 894 0 864 0 832 0 800 0 768 0 737 0 707 Allowable Roof Uniform Load Capacities Table 15 Floor ADI Power Joist ADI 80 With Web Stiffeners Allowable Uniform Loads PLF Unfactored Loads Unfactored Loads Unfactored Loads Based on Deflection Based on Deflection Factored Based on Deflection i Total Live Total L 360 1 240 1 180 Load 1 360 1 240 1 180 Notes Clear span is the distance between the face of the supports The load values are for standard term load duration and dry service conditions only The dead load must not exce
48. s or temporary sheathing must be applied to prevent Power Joist rollover or buckling A Temporary bracing or struts must be 1 x 4 inch minimum at least 8 long d d han 8 d b d with Do not allow workers and spaced no more than 8 on center and must be secured with a minimum to walkon Power Joists of two 8d nails fastened to the top surface of each Power Joist Nail bracing to until joists are fully installed a lateral restraint at the end of each bay Lap ends of adjoining bracing over at and braced or serious injuries can result least two Power Joists Or sheathing temporary or permanent can be nailed to the top flange of the first 4 of Power Joists at the end of the bay 3 Forcantilevered Power Joists brace top and bottom flanges and brace ends with closure panels rim board or cross bridging 4 Install and nail permanent sheathing to each Power Joist before placing loads on the floor system Then stack building materials over beams or walls only iv 5 For temporary construction loads such as dry wall stocking see APA Publication Never stack building materials over unsheathed Power Joists Stack only over beams or walls J735A Temporary Construction Loads Over I joist Roofs Failure to follow applicable building codes and span ratings failure to use allowable hole sizes and locations or failure to use web stiffeners when required can result in serious accidents Follow these installation guidelines carefull
49. stiffeners may be required for non shaded hangers by l joist manufacturer 3 THAI hangers require a minimum of 4 top and 2 face nails installed LF LF 18 gauge LT 18 gauge The LF and LT series feature fast and easy installation No web stiffeners required and only one screw secures joist in hanger i H IUS IUS 18 gauge The IUS is a new hybrid hanger that incorporates the advantages of face mount and top flange hangers Joist nails are not required MIT MIT 16 gauge The MIT s Positive Angle Nailing helps eliminate splitting of the l joists bottom flange Features uplift capacity and extended seat design IN ij Q Se 8o o SUL SUR L 16 gauge SURI LI 16 gauge All models are skewed 45 The installation of these hangers does not require a beveled end cut Web stiffeners required when used with I joists LSSU LSSUH310 LSSU410 16 gauge LSSU models provide uplift capacity and can be field sloped and or skewed to 45 Web stiffeners required when used with I joists Power Joist Framing Connectors Double Power Joists StrongTie CONNECTORS LEL 23910 le ADI 40 60 MIT39 5 2 Joist Width 5 8 3 72 2 10dx1 2 MIU5 12 9 16 3 2 Top Flange Factored Resistance Face Mount Factored Resistance 45 Skew Factored Resistance Joist
50. tension The ends of all cantilever extensions must be laterally braced as shown in Figure 3 or 4 Nails installed perpendicular to the wide face of the flange shall be spaced in accordance with the applicable building code requirements or approved building plans but should not be closer than 2 o c per row Figure 1 details show only Power Joist specific fastener requirements For other fastener requirements see the applicable building code For Fire Resistance ratings typical Sound Transmission Class STC and typical Impact Insulation Class IIC refer to National Building Code of Canada 2005 Table A 9 10 3 1 B assembly numbers F3 to F21 Web Hole Rules and Specifications One of the benefits of using I joists in residential floor construction is that holes may be cut in the joist webs to accommodate electrical wiring plumbing lines and other mechanical systems therefore mini mizing the depth of the floor system Rules for cutting holes in ADI Joists 1 A w 10 11 The distance between the inside edge of the support and the centerline of any hole shall be in compliance with the requirements of Table 7 L joist top and bottom flanges must NEVER be cut notched or otherwise modified Whenever possible field cut holes should be centered on the middle of the web The maximum size hole that can be cut into an I joist web shall equal the clear distance between the flanges of the I joist minus 1 4 inch A minimum of
51. the joist 7 Uniform load deflection criteria L 360 on live load L 180 on total load deflection calculated using joist properties only 8 Provide aroof slope of atleast 1 4 in 12 for drainage 9 Provide 1 3 4 horizontal bearing at each support minimum 10 Sloping joists need to be anchored to each support to resist a sliding force of H 0 5 w Ly y 144 where H factored force parallel to the joist Ib w factored horizontally projected loading plf L horizontal span ft y roof slope rise in 12 Allowable Roof Uniform Load Capacities Table 12 Floor ADI Power Joist ADI 40 Allowable Uniform Loads PLF 11 7 8 o w OO Oo o CN Unfactored Loads Unfactored Loads Unfactored Loads Unfactored Loads Based on Deflection Based on Deflection Factored Based on Deflection Based on Deflection i live Total i L 360 L 240 L 180 L 360 L 240 L 180 Notes Clear span is the distance between the face of the supports The load values are for standard term load duration and dry service conditions only The dead load must not exceed the live load The load values above represent the worst case of simple span or multiple span single member applications Design of continuous spans is based on the longest span The shortest span must not be less than 50 of the longest span Provide continuous lateral support for top flange Provid
52. under load bearing walls or when floor joists are not continuous over support 2 1 2 nails at 6 o c to top plate ADI blocking panel per 1a in Top or Double Power Joist header face mounted hanger Note Unless hanger sides laterally support the top flange bearing stiffeners shall be used Backer block use if factored hanger load exceeds 360 Ibs Before installing a backer block to a double Power Joist drive 3 additional 3 nails through the webs and filler block where the backer block will fit Clinch Install backer tight to top flange Use twelve 3 nails clinched when possible Maximum factored resistance for hanger for this detail 1620 Ibs BACKER BLOCKS Blocks must be long enough to permit required nailing without splitting Flange Material Thickness Filler block Width Required Minimum per Figure 1p 2 1 2 1 5 1 2 Backer block i 34 2 1 1 2 71 4 acker block required both sides for face mounted hangers For hanger capacity see hanger manufacturer s recommendations Verify double Power Joist capacity to support concentrated loads Minimum grade for backer block material shall be Utility grade SPF south or better for solid sawn lumber and Rated Sheathing grade for wood structural panels Glulam or multiple structural composite lumber SCL beams For nailing schedules for multiple SCL beams see the manufacturer s recommendations Top or face mounted hanger installed per manufact
53. urer s recommendations Note Unless hanger sides laterally support the top flange bearing stiffeners shall be used Source APA ETAN Continued Typical ADI Power Joist Floor Framing and Construction Details All nails shown in the details above are assumed to be common nails unless otherwise noted Framing lumber assumed to be Spruce Pine Fir Individual components not shown to scale for clarity 2x plate flush with inside face of wall or beam Note Unless hanger sides laterally support the top flange bearing stiffeners shall be used Top mounted hanger installed per manufacturer s recommendations Jg Multiple Power Joist header with full depth filler block shown Glulam and multiple SCL im headers may also be used Verify double Power Joist capacity to support concentrated loads Backer block attach per 1h Nail with twelve 3 nails clinch when possible Install hanger per manufacturer s recommendations Filler block per Figure 1p Maximum factored support 1620 Ibs Do not bevel cut joist beyond inside face of wall D Attach Power Joist per 1b Note Blocking required at bearing for lateral support not shown for clarity ip FILLER BLOCK REQUIREMENTS FOR DOUBLE POWER JOIST CONSTRUCTION Flange Net Filler Width Depth Block Size 9 1 2 2 1 8 x 6 Ii 11 7 8 2 1 8 x 8 PENDOS 14 2 1 8 x 10 16 2 1 8 x 12 11 7 8 3 x8 3 1 2 14 3 x10 16 3x12 18 3 x 14
54. w ose Fs o eR Po I Hee Eon es ERST LEGES ee CR CE DRE ESTER RUIT EET RECESSIT BI ierte e a p s prep 72 9 or ee 7 59 Floor Framing and Construction Details Typical ADI Power Joist Floor Framing and Construction Details All nails shown in the details above are assumed to be common nails unless otherwise noted Framing lumber assumed to be Spruce Pine Fir Individual components not shown to scale for clarity Some framing requirements such as erection bracing and blocking panels have been Figures 3 4 amp 5a omitted for clarity Glulam or Structural Composite Lumber SCL headers Holes may be cut in web for plumbing wiring and duct work NOTE Never cut or notch flanges Glulam or SCL headers Figures 3 4 amp 5a Use hangers recognized in current CCMC reports OOM ADI blocking Blocking Panel or Rim Joist Maximum Factored Uniform Vertical Load plf panel ADI Joists 9 1 2 18 3300 The uniform vertical load is limited to a joist depth of 18 inches or less and is based on standard term load duration It shall not be used in the design of a bending member such as joist header or rafter For concentrated vertical load transfer capacity see 1d 2 1 2 nails 6 o c to top plate when used for lateral shear transfer nail to Attach Power Joist bearing plate with same nailing as required for decking to top plate per 1b APA Blocking P
55. ws Dreduced 7 Lactual x D SAF Minimum Distance from Inside Face of Any Support to Center of Hole ft in Round Hole Diameter in 61 4 7 85 8 6 4 ES 6 11 7 11 511 4 10 7 10 10 1 910 0 10 3 10 6 10 8 10 10 1 0 10 0 10 0 10 0 10 0 10 0 10 Where D educed Distance from the inside face of any support to center of hole reduced for less than maximum span applications ft The reduced distance shall not be less than 6 inches from the face of supportto edge of the hole Locudi Theactual measured span distance between the inside faces of supports ft SAF Span Adjustment Factor given in the table above D The minimum distance from the inside face of any supportto center of hole from Table 7 above If Lia is greater than 1 use 1 inthe above calculation for Lactual SAF SAF Roof Framing and Construction Details Typical Power Joist Roof Framing and Construction Details All nails shown in the details above are assumed to be common nails unless otherwise noted Framing lumber assumed to be Spruce Pine Fir Individual components not shown to scale for clarity Blocking panels not shown for clarity COG Temporary construction bracing APA rated OSB sheathing or equal Nail according to APA recommendations Oe See Details Upper End Bearing on Wall Ta Blocking panel x bridging or 23 32 APA Rated Sheath
56. y Selecting ADI Power Joist Product Description The ADI Power Joist is an I shaped engineered wood structural member designed for use in residential and non residential floor and roof construction ADI s are prefabricated using SPF MSR lumber flanges and OSB web bonded together with exterior type adhesives It is recommended that Power Joists be designed in accordance with the CCMC vibration procedure for residential floor applications a criteria which provides superior floor performance Power Joist are limited to a L 480 mazimum live load deflection for residential and non residential floor applications ADI Power Joists are identified by their depth followed by a designation such as ADI 40 which relates to the joist strength and stiffness ADIs are manufactured to strict tolerances with the following characteristics 212 212 31 2 A A A 9 1 2 91 2 11 7 8 117 8 MUE cat SOR ia 14 or 16 14 or 16 14 16 18 20 22 or 24 Y Y Y ADI 40 ADI 60 ADI 80 9 1 2 11 7 8 14 or 16 9 1 2 11 7 8 14 or 16 11 7 8 14 16 18 20 22 and 24 Flanges are MSR 2x3 s and 2x4 s Webs are OSB and all are classified as Exposure 1 or Exterior and are 3 8 in thickness or greater All ADIs are assembled using exterior type adhesives that meet ASTM D 2559 and ASTM D 7247 ADIs are available in eight depths 9 1 2

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