CANAM JOIST shoe in a diaphragm roof with steel deck Product Span Depth Min. length Joist 0-15200 mm...

CANAM JOIST

TECHNICAL SPECIFICATIONS

Canam Joist Technical Specifications Page I/24

Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

Table of Contents

MATERIAL AND ACCESSORIES .............. .

Axes conventions ................................................... 1

Properties ............................................................... 1

SPECIAL CONDITIONS .............................. .

Geometry and shapes ............................................ 3

Standard shape .................................................. 3

Non-standard shapes ......................................... 3

Shoes ..................................................................... 3

Special loads and moments ................................... 4

Uniform loads ......................................................... 4

Partial loads ........................................................ 4

Concentrated loads ............................................ 4

Axial loads .......................................................... 4

Moment loads ..................................................... 4

RESTRAINT ................................................ .

Restraint line requirements .................................... 5

Spacing for restraint ............................................... 5

Type of restraint ..................................................... 6

Anchorage of restraint ............................................ 6

DUCT OPENINGS ....................................... .

Maximum duct openings ........................................ 7

Dimensions of free openings.................................. 7

JOIST EXTENSIONS ...................................

Details on extensions ............................................. 8

LOADS .........................................................

Authorized concentrated loads on joists ................ 9

STANDARD DETAILS .................................

Typical standard (Joist on steel beam) ................ 10

Typical standard (Joist on steel Canam truss) ..... 15

Knee brace details between joist and trusses ...... 15

Typical standard (Joist on steel channel) ............. 16

Knee brace details between joist and steel beam 16

STEEL DECKING .........................................

Standard fastening ............................................... 17

Special fastening for horizontal wind bracing ....... 17

HORIZONTAL BRACING ............................

Specifications ....................................................... 18

Horizontal lacing for wind post ............................. 18

Lacing connection on steel beam ..................... 18

Lacing connection on Canam truss .................. 20

Horizontal wind/seismic bracing ........................... 22

Connections joist to steel beam........................ 22

Connections joists to Canam truss ................... 23

Canam Joist Technical Specifications Page 1/24

Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

MATERIAL AND ACCESSORIES AXES CONVENTIONS

PROPERTIES

ROUND BARS

Material Grade Forming Mass Area Inertia Radius of

(Diameter) fy gyration

(mm) MPa kg/m mm2 x103 mm4 (mm)

12 mm rod 235 Hot-rolled 0.89 113 1.018 3.00

16 mm rod 235 Hot-rolled 1.58 201 3.217 4.00

18 mm rod 235 Hot-rolled 2.00 254 5.153 4.50

20 mm rod 235 Hot-rolled 2.47 314 7.854 5.00

22 mm rod 235 Hot-rolled 2.98 380 11.499 5.50

25 mm rod 235 Hot-rolled 3.85 491 19.174 6.25

U SHAPES Axis Y-Y Axis Z-Z

Material Grade Mass Area Inertia Radius of Inertia Radius of

fy gyration gyration

(mm) MPa kg/m mm2 x103 mm4 (mm) x103 mm4 (mm)

U45X25X3 235 2.10 267 15.109 7.71 75.246 17.43

U45X35X3 235 2.57 327 39.077 11.17 102.000 18.14

U45X45X3 235 3.04 387 78.524 14.53 128.000 18.62

U45X45X5 235 4.91 625 120.000 14.24 186.000 17.84

U60x30x3 235 2.68 342 28.210 9.23 175.000 23.30

U60x60x4 235 5.40 688 258.048 19.37 423.829 24.82

Round bars U shapes Truss Angle


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

DOUBLE ANGLES (LONG LEGS BACK-TO-BACK)

EQUAL DOUBLE ANGLES

Axis V

gap of 45mm Single Angle

Grade Mass Area y Inertia Radius of Inertia Radius of Radius of

fy gyration gyration gyration

MPa kg/m mm2

mm x106 mm

4(mm) x10

6 mm

4(mm) mm

275 2.24 286 7.2 0.016 7.48 0.268 30.63 4.80

275 2.72 348 8.4 0.028 8.97 0.360 32.18 5.80

275 3.68 470 9.9 0.053 10.64 0.547 34.10 6.80

275 4.84 608 11.2 0.089 12.31 0.780 35.82 7.86

275 5.96 758 11.6 0.109 11.97 0.990 36.14 7.70

275 6.12 769.5 12.6 0.143 13.85 1.091 37.65 8.85

275 6.76 860 12.8 0.157 13.50 1.228 37.79 8.70

275 4.62 588 13.3 0.140 15.44 0.894 38.99 9.90

275 6.10 776 13.7 0.182 15.33 1.199 39.31 9.80

275 7.54 950 14.0 0.219 15.39 1.485 39.93 9.83

275 8.94 1138 14.5 0.257 15.02 1.815 39.93 9.70

275 9.14 1164 16.4 0.392 18.36 2.154 43.01 11.80

275 10.84 1368 16.9 0.456 18.47 2.579 43.80 11.80

275 12.76 1880 19.3 0.738 19.81 4.022 46.26 13.70

275 14.76 1862 19.7 0.846 21.55 4.162 47.72 13.76

275 19.26 2432 22.6 1.445 24.62 6.392 51.27 15.73

275 24.40 3078 25.4 2.316 27.70 9.378 55.20 17.69

355 21.60 2732 26.9 2.564 30.64 9.231 58.13 19.70

355 24.40 3102 27.4 2.896 30.55 10.620 58.51 19.60

355 30.00 3800 28.2 3.534 30.78 13.302 59.16 19.66

355 43.24 5508 34.0 7.354 36.54 20.576 61.12 23.50

355 67.54 8604 42.5 17.962 45.69 46.405 73.44 29.30

355 97.20 12382 51.0 37.320 54.90 91.258 85.85 35.20

355 119.87 15270 56.8 57.000 61.10 135.731 94.28 39.20

UNEQUAL DOUBLE ANGLES

Axis V

gap of 45mm Single Angle

Grade Mass Area y Inertia Radius of Inertia Radius of Radius of

fy gyration gyration gyration

MPa kg/m mm2 mm x106 mm4 (mm) x106 mm4 (mm) mm

275 5.92 750 17.3 0.189 15.88 0.721 31.13 6.48

275 7.52 950 19.6 0.344 19.14 1.107 34.14 8.70

275 8.92 1128 20 0.407 19.00 1.341 34.65 8.65

275 10.8 1376 22.4 0.670 22.07 1.972 37.85 10.70

275 12.48 1590 22.8 0.764 21.92 2.316 38.16 10.60

275 13.58 1730 26.9 1.106 25.28 2.417 37.38 10.70

275 14.72 1876 25.1 1.180 25.08 3.234 41.52 12.80

Axis Z-Z with

LL45X45X4,5 (45)

Material

(mm)

Axis Y-Y

LL25X25X3 (45)

LL30X30X3 (45)

LL35X35X3.5 (45)

LL40X40X4 (45)

LL40X40X5 (45)

LL100X100X7 (45)

LL45X45X5 (45)

LL50X50X3 (45)

LL50X50X4 (45)

LL50X50X5 (45)

LL50X50X6 (45)

LL60X60X5 (45)

LL60X60X6 (45)

LL70X70X6 (45)

LL70X70X7 (45)

LL80X80X8 (45)

LL90X90X9 (45)

Material

LL100X100X8 (45)

LL100X100X10 (45)

LL120x120x12 (45)

LL150x150x15 (45)

LL180x180x18 (45)

LL200x200x20 (45)

Axis Y-Y with

Axis X-X

LL70X50X7 (45)

LL80X50X7 (45)

LL80X60X7 (45)

(mm)

LL50X30X5 (45)

LL60X40X5 (45)

LL60X40X6 (45)

LL70X50X6 (45)


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

SPECIAL CONDITIONS

GEOMETRY AND SHAPES The geometry refers to the web profile system. The standard geometry is presented below.

In some cases, a joist can have two (2) geometrical types. For architectural considerations, the building designer can specify a fixed geometry applicable to a joist group. More than one geometrical type may be specified. However, panel alignment of joists with varying lengths and loading conditions may not be possible. The shape of the joist can depend on its use and the type of roofing system requested by the customer. It can have one or more of the following shapes:

STANDARD SHAPE

NON-STANDARD SHAPES **

SHOES Standard shoe dimensions vary according to the product and span: Joist shoe in a diaphragm roof with steel deck

Product Span Depth Min. length Joist 0-15200 mm 100 mm 100 mm

15200 mm and over 150 mm 100 mm Truss All lengths 200 mm 150 mm

Joist shoe with roofing with horizontal bracing

Product Span Depth Min. length Joist 0-15200 mm 120 mm 100 mm

15200 mm and over 120 mm 100 mm Truss All lengths 200 mm 150 mm

The shoe depth must always be specified at the gridline. For joists on which the left and right bearings are not at the same level (sloped joist), the exterior and interior shoe depths are determined so as to respect the depth at the gridline.

To ensure that the intersection point of the end diagonal and the top chord sits above the bearing, the minimum shoe depth should be specified according to the slope of the joist and the clearance of the supporting member from the gridline.

Minimum shoe depth (mm)

Clearance of Joist slope (%)

bearing (mm) 1% 3% 4% 6%

75 100 100 100 150

100 100 125 125 175

125 100 150 150 225

150 125 175 175 275** Non-standard shapes and special shapes cost more given their additional complexity.


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

SPECIAL LOADS AND MOMENTS Special loads and moments are classified as follows: permanent, service, seismic and wind loads. Loads applied to joists and joist girders can be uniform, partial, concentrated, axial or moment. For limit state designs, loads are factored and combined to determine the worst-case scenario.

When a moment connection is applied to the ends of a joist (Figure 1), axial loads are created on the top and bottom chords of the joist (Figure 2). For the top chord, the load is applied to the bottom of the shoes. This causes an eccentricity at the point. To counter this problem, a transfer piece (Figure 3) is used to transfer the load to the first panel point of the top chord.

A plate welded to the joist's bottom chord (Figure 4) is used to transfer the axial load from the column to the bottom chord.

UNIFORM LOADS

PARTIAL LOADS

SNOW PILE-UP LOADS

CONCENTRATED LOADS

AXIAL LOADS

MOMENT LOADS

Typical

Axial load Double angles, tube or inside channel

interior channel.


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

RESTRAINT

RESTRAINT LINE REQUIREMENTS

TABLE FOR SELECTING THE NUMBER OF RESTRAINT LINESSpan Factored load (KN/m) Span Factored load (kN/m)

(m) x < 4 4<=x<=7 x>7 (m) x < 4 4<=x<=7 x>7

8 2 2 1 20 4 4 4

9 2 2 1 21 4 4 4

10 2 2 1 22 4 4 4

11 2 2 2 23 5 5 4

12 2 2 2 24 5 5 4

13 3 3 2 25 5 5 4

14 3 3 2 28 5 5 4

15 3 3 2 30 6 5 4

16 3 3 3 34 6 5 5

17 3 3 3 38 6 5 5

18 4 4 3 42 7 6 5

19 4 4 3 46 7 6 5

LEGEND: 3 lines 4 lines

SPACING FOR RESTRAINT

MAXIMUM JOIST SPACING (mm) FOR HORIZONTAL RESTRAINT

Horizontal Restraint

L20x20x3 L25x25x3 L30x30x3 L35x35x3.5 L45x45x3 L50x50x3 L60x60x6

1140 1440 1730 2040 2640 2970 3510

MAXIMUM JOIST SPACING (mm) FOR DIAGONAL RESTRAINT

Diagonal Restraint

L30x30x3 L35x35x3.5 L45x45x3 L50x50x3 L60x60x6

2285 2690 3537 3940 4663

2265 2674 3525 3928 4653

2241 2653 3509 3914 4641

2212 2628 3491 3898 4627

2178 2600 3469 3878 4611

2138 2567 3444 3856 4593

2093 2530 3417 3832 4572

2043 2488 3386 3804 4549

1986 2441 3352 3774 4524

1922 2389 3314 3741 4496

1850 2332 3273 3704 4466

Note: The diagonal restraint must be tied at mid-length.

1400

1200

400

500

600

700

800

1100

The following tables are a guide to evaluate the number of top and bottom chord restraint lines for a joist

having a uniformly distributed load.

900

Joist

depth (mm)

1000

1300


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

TYPE OF RESTRAINT

Each line of restraint must be adequately anchored at each end to sturdy walls or the main components of the structural frame, if practicable. If not practical, diagonal and horizontal restraint will be provided in combination between adjacent joists near the ends of the restraint lines.

The ends of joists designed to bear on their bottom chords must be held adequately in position using attachments to the walls or structural frame or with lines of restraint at the ends except where such ends are built into the masonry or concrete walls.

ANCHORAGE OF RESTRAINT

The ends of restraint lines can be anchored to the adjacent steel frame or adjacent concrete or masonry walls as shown in Figure 1. If attachment to the adjacent steel frame or walls is not practicable, diagonal and horizontal restraint will be provided in combination between adjacent joists near the ends of the restraint lines as shown in Figure 2. Joists bearing on the bottom chord will require restraint at the ends of the top chord.

(a) Anchorage of restraint to steel beam (bolted)

(b) Anchorage of restraint to walls (side connection)

(c) Anchorage of restraint to walls (top connection)

Figure 1

Anchorage of joist restraint

(a) Diagonal and horizontal restraint

Figure 2

Bracing of joist restraint

Detail 1 below illustrates the restraint connection on a steel element. This steel element can be a UB beam, channel or welded wide flange. The gusset plate is 6 mm thick.

Detail 2 illustrates the plate welded on the joist verticals. The same plate can be installed on a U shape welded to the bottom chord. The maximum distance between the extreme fibre of the bottom chord and the hole must be never greater than 150 mm in order to avoid any eccentricities.

1

2

Plate 6mm

Detail 1

Detail 2


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

DUCT OPENINGS


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

JOIST EXTENSIONS DETAILS ON EXTENSIONS An extension designates a continuation beyond the normal bearing of the joist. The extension can be the top chord only or the full depth of the joist, in which case, it is referred to as cantilever joist.

The extended top chord section varies according to the following conditions: design loads, extension length, deflection criterion and the status of bearings and anchorage. The section can be reinforced if required. In a section without reinforcement, the extension material is the same as the top chord of the joist.

A reinforcement section has two (2) or four (4) angles as extension material, or one (1) or two (2) channels with a higher capacity than that of the top chord between the bearings. Also, a reinforced section projects into one or several interior panels so that the joist can resist the bending and shearing forces caused by the extension of the top chord.

TOP CHORD EXTENSION CANTILEVER JOIST


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

LOADS

AUTHORIZED CONCENTRATED LOADS ON JOISTS The concentrated loads must be verified carefully in order to avoid any overstress in the members between panel points (unless these loads were calculated in the initial design). Without extra verification, only one load should be on one panel point or at 150 mm maximum on both sides of the panel point; moreover, the load should be under 200 kg and must remain inside the mechanical load included in the permanent load.

HANGING UP LOADS ON JOIST PANEL POINTS

HOW TO HANG UP A LOAD ON A JOIST

150 mm max

150 mm max

UNAUTHORIZED METHOD EXCEPT SPRINKLERS

(SEE NOTE)

AUTHORIZED METHOD

Authorized load

Unauthorized load Without reinforcement except the

load of the roof by itself

Authorized load

Authorized load Without verification (200 kg maximum)

Authorized load Without verification (200 kg maximum)

Concentrated load support



Note: For sprinklers, the connections can be installed with eccentricities for loads under 60 kg. If the load is larger, only the authorized method can be used. For larger loads, please contact Canam for prior verification.

Welding


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

JOIST IDENTIFICATION Joists are identified on erection drawings using piece marks (T1, T1A, J1, M2, etc.). Identical joists have the same piece mark. Piece marks are indicated on the drawing near one of the ends of the line representing the joist. At the plant, a metal identification tag is attached to one end of the joist. It is essential that the joist be erected so that the metal tag is positioned at the same end of the building as shown on the erection drawings.

TYPICAL GAUGE FOR H BEAM ≥ 140mm

TYPE A1

STANDARD CONNECTION DETAILS The use of Canam's standard connection details is strongly recommended for the following reasons:

Standardized fabrication information

Faster verification of drawings

Minimizes the risk of error Note that specific customer requests can be accommodated at all times.

TYPICAL GAUGE FOR H BEAM ≤ 140mm

TYPE A2

*: Typical gauge **: Spacing between shoe holes

70 mm c/c

65 mm

For flange between 135 mm and 160 mm




70 mm

100 mm

145 mm

180 mm

Hole diameter ø 22 mm

Hole spacing Joists up to 12 000 mm, use 100 mm c/c Joists over 12 000 mm, use 140 mm c/c

For flange of 100 mm


56 mm

60 mm

Hole diameter ø 18 mm

Hole spacing Joists up to 12 000 mm, use 100 mm c/c Joists over 12 000 mm, use 140 mm c/c

≥ 140 mm

≤140 mm


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

TYPE A3 TYPE A4

YPE A5 TYPE A6

70 mm c/c

65 mm

70 mm c/c

65 mm

65 mm 65 mm

70 mm c/c

65 mm

70 mm c/c

65 mm


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

TYPE A7

TYPE A8

65 mm

70 mm c/c

50 mm

50 mm

50 mm

Minimum distance between centerline of column and

outside of column ≥ 88 mm


outside of column ≥ 88 mm

35 mm

65 mm

70 mm c/c


outside of column ≥ 88 mm Minimum distance between

centerline of column and outside of column ≥ 88 mm

Column extension Column extension

50 mm

35 mm

65 mm

70 mm c/c

35 mm

65 mm

70 mm c/c

50 mm


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

TYPE A9 TYPE A10

NOTE: Steel deck support

65 mm

65 mm

70 mm c/c

70 mm c/c


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

TYPE A11

TYPICAL GAUGE ON ROOF TRUSSES

For angles L100x100 and L120x120 o Gauge: 180 mm

For angles L150x150 o Gauge: 220 mm

SPACING BETWEEN SHOE HOLES

Joists ≥ 12000 mm: 140 mm c/c (unless noted otherwise)

Joists < 12000 mm: 100 mm c/c (unless noted otherwise)

65 mm

70 mm c/c


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

TYPE A12

MAXIMUM KNEE BRACE LENGTH (= Lkb in mm)

KNEE BRACE

L45x45x3 L50x50x3 L60x60x6 L70x70x7 L80x80x8 L90x90x9

1780 1980 2340 2720 3120 3520

NOTE: The values indicated in the table above only apply to knee braces under tension. A 12 mm diameter bolt must be installed between the knee brace and the joist only if the tension member of the joist is under 1500 kN. If it is over this load, two 16 mm diameter (minimum) bolts with an L60x60x6 angle is required.

All angles will be shipped to the jobsite with a hole at each end to allow bolting

Standard knee brace

30 mm

200 mm

Length of knee brace


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

STEEL CHANNEL WITH STEEL JOIST

TYPE A13

KNEE BRACE CONNECTIONS ON REGULAR BEAMS

For the knee brace dimension and condition, see specs for TYPE A12.

Important! If only one knee brace is used, it should be designed in compression and the table of joist TYPE A12 cannot be used.

For flange between 62 mm and 72 mm: 16 mm bolt





40 mm

40 mm

45 mm

50 mm

60 mm

Hole spacing on joist shoe

Joists more than 12 000 mm, use 140 mm c/c on joist shoe. For joists < 12 000 mm, use 100 mm c/c

30 mm

200 mm

All angles will be shipped to the jobsite with a hole at each end to allow bolting

Standard knee brace

Length of knee brace Plate Height: 80 mm Width = Half of the beam flange Thickness = 5 mm min

NOTE: If the joist shoe is sitting on two (2) different shoes or on a channel and a regular beam, the gauges and spacing must be respected for each shape according to the information above.


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

STANDARD CONNECTORS BETWEEN STEEL DECK AND CANAM JOISTS The connectors between the steel deck and joists must laterally maintain the joist's top chord. This requirement is deemed compliant when all combined connectors can resist the lateral load, which is evaluated at 5% of the maximum compression load in the joist top chord and considered to be uniformly distributed along the top chord. The spacing between connectors must not be more than the calculated slenderness of the top chord multiplied by the radius of gyration of this member on the vertical axis and no longer than a 1 m spacing for each top chord angle.

CONNECTORS BETWEEN STEEL DECK AND CANAM JOISTS IN BRACING

Canam joists can be used as vertical, bottom or top chords in a horizontal bracing with wind or seismic loading. In this case, the steel deck/joist top chord connector should be verified carefully to ensure that the compression member can be laterally maintained.

- For joists with an axial load in the compression top chord load less than 300 kN factored, standard connectors can be used.

- For joists with an axial load in the compression top chord load over 300 kN factored, a calculation is required to confirm that the connectors are enough strong to provide the required lateral resistance.

- For joists with an axial load in the compression top chord load over 500 kN factored, a connector at each steel deck rib is required after calculations have been verified.

MAXIMUM 1000 mm MAXIMUM 1000 mm

STANDARD DECK FASTENING AT EACH 2 RIBS

DECK FASTENING AT EACH RIB


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

LACING AND HORIZONTAL BRACING This section examines the different types of lacing (horizontal bracing for windpost) and horizontal bracing used with Canam Joists. The examples shown in the following pages are also the most frequent. They have been standardized in order to improve complementarity between joist and roof components. The horizontal bracings have been divided in two major categories: the lacing (horizontal bracing for windpost) used to maintain the windposts around the building and the large horizontal bracing used to transfer wind or seismic loads from the roof to the foundation through vertical bracing.

Part 1: WINDPOST LACING Small horizontal bracing is used to support the tops of windposts around the building. This lacing is designed for wind load transmission between windposts and general horizontal bracing on the roof. Windpost lacing can be connected to regular beams or Canam trusses with the top chord in double angles.

A – LACING CONNECTED TO REGULAR BEAMS OR WELDED PLATES (H BEAMS) Detail 1 and Detail 2 Detail 1 and Detail 2 illustrate independent connections to the joist, which is why there are no special details for the joist itself. Only a gusset plate is inserted between the joist shoe and the regular beam.

A-A

Gusset plate welded in the web of the beam at 70 mm from top to avoid a clash between the first diagonal

and the tube.

Detail 2

Restraint Restraint


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

Detail 2

Detail 2 is the same as that presented on the previous page.

Detail 3

Detail 5

Detail 6

Top of joist

Welded or bolted plate on beam


Gusset plate under the channel of joists. See Canam for hole

positions with tube connections.

Bolted gusset plate on U channel


Bolted gusset plate with joist member


Restraint


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

B – LACING CONNECTED TO TRUSSES WITH THE TOP CHORD IN DOUBLE STEEL ANGLES Detail 1 and Detail 2

Detail 1 and Detail 2 illustrate independent connections to the joist, which is why there are no special details for the joist itself. Only a gusset plate is inserted between the joist shoe and the steel truss.

Detail 2

Tube on only one side of truss Tubes on both sides of truss

Bolted gusset plate between the truss top chord and under the joist shoe. See Canam for hole positions.

Bolted gusset plate between the truss top chord and under the joist shoe. See Canam for hole positions.

Restraint Restraint

Truss top chord Truss top chord


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

Detail 3

Detail 4 (steel beam not visible)

Detail 5

Top of joist



Gusset plate under the beam flange. See Canam for hole positions.

Gusset plate under the channel of joists. See Canam for hole

positions with tube connections.



Restraint


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

Part 2: LARGE HORIZONTAL BRACING CONNECTIONS

Large horizontal bracing is used to transfer wind or seismic loads from a horizontal to a vertical direction. They are installed on the roof perpendicular to the direction of the rigid frame or in both directions if the building is restrained on all sides.

This bracing can be connected at joist/steel beam or joist/steel truss intersections. The bracings can be made from steel angles or square bars. The most frequent standards are presented below.

A – CONNECTIONS AT JOIST/STEEL BEAM INTERSECTIONS Detail 1: Joist acting as an axial member in the horizontal bracing

Joist acting as an axial member in the

horizontal bracing.

Joist acting as an axial vertical in the

horizontal bacing.

Joist above the steel beam. The holes are in

the joist shoe.

First diagonal in U shape for the joist


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

Detail 2: Joist acting as an axial member in the horizontal bracing

For this type of connection, there are two possibilities: Detail 1 or a connection directly in the column as illustrated below.

Detail 3: Joist acting as an axial vertical in the horizontal bracing

B – CONNECTIONS AT JOIST/STEEL TRUSS INTERSECTIONS

Detail 1: Joist acting as an axial vertical in the horizontal bracing

Skew welded gusset in the column to connect

steel angle or square bar.

Joist shoe above steel beam (the holes are in the shoe)

First diagonal in U shape or in double angles

Restraint

First diagonal in U shape for the joist with 2 or 4 bolts

For large loadings, 4 bolts are required

in the shoe.

Steel truss with top chord in double angles

Joist shoe above the truss

First diagonal in U shape

First diagonal

in U shape

First diagonal

in U shape

Joist Joist

This type of connection is normally used in the building perimeter.

Brace

Gusset


Cop

yrig

ht ©

Cana

m G

rou

p In

c., 2

01

5, A

ll R

igh

ts R

ese

rved

Detail 2: Joist acting as an axial member in the horizontal bracing In Detail 2, the joist shoe is on the top of the steel truss and the gusset plate sits between them. The detail for this connection is the same as that presented in Detail 1 on the previous page.

Detail 3: Joist acting as an axial member in the horizontal bracing

Note: It's possible to have two (2) bolts on the joist shoe on the left and four (4) bolts on the other joist on the right.

Brace

Joist

Brace

Joist




Gusset

Joist shoe above the truss

Brace

First diagonal in U shape for the joist with 2 or 4 bolts

For large loadings, 4 bolts are required

in the shoe.

Steel truss with top chord in double angles

Variable Variable

Date post:	25-Apr-2020
Category:	Documents
Upload:	others
View:	21 times
Download:	1 times

CANAM JOIST shoe in a diaphragm roof with steel deck Product Span Depth Min. length Joist 0-15200 mm...

Documents