Moisture content At time of fabrication In-service Load Lateral Withdrawal Shear Plates Split Rings1 any Metal Connector Plates any Bolts & Drift Pins & Drift Bolts any any Lag Screws & Wood Screws any any Nails & Spikes 19% Threaded Hardened Nails any any 1.0 1.0 Timber Rivets 19% 1. For split ring or shear plate connectors, moisture content limitations apply to a depth of 3 / 4
below the surface of the wood. 2. Wood to wood connections involving metal connector plates for load transfers shall be designed in accordance with ANSI /TPI 1-1995. 3. For two or more rows of bolts or lag screws with single steel side plate(s) installed in wood with moisture content 19% at time of fabric service, CM
0.4. 10.14.3 Temperature Factor Nominal design values should be multiplied by the appropriate temperature factor Ct listed in Table 10.30 for connections that will experience sustained exposure to elevated temperatures up to 150
F. 10.14.4 Group-Action Factor Nominal design values for split-ring connectors, shear-plate connectors, bolts with diameter D up to 1 in, and lag screws in a row should be multiplied by the groupaction factor Cg given in Table 10.31. The NDS contains design criteria for determination of Cg for additional configurations. For determination of Cg, a row of fasteners is defined as any of the following: TABLE 10.30 Temperature Factor Ct for Connections

p Lag screws Wood screws Nails or spikes For full design value 8D 7D 12D Minimum p 4D 4D 6D Cd p/8D p/7D p/12D *D
fastener diameter. TABLE 10.33(a) Metal-Side-Plate Factors for Shear-Plate Connectors* Species group Cst 10.14.7 End-Grain Factor Woods screws, lag screws, nails, and spikes are used in two types of connections, withdrawal and lateral load. In withdrawal connections, the load is applied parallel to the length of the fastener. In laterally loaded connections, the load is applied perpendicular to the length of the fastener. Either type of connection is weaker when fasteners are inserted in the ends of a member, parallel to the grain, rather than in the side grain. Withdrawal Design Value. Wood screws, nails, and spikes should not be loaded in withdrawal from end grain. Tests show that splitting of the wood member causes erratic results relative to those for withdrawal from side grain. When lag screws are loaded in withdrawal from end grain, the nominal withdrawal design value should be multiplied by the end-grain factor Ccg
0.75. Lateral Design Value. When lag screws, wood screws, nails, or spikes are inserted, with the axis in the direction of the wood grain, into the end grain of a main member, the nominal design value for lateral loading should be multiplied by the end-grain factor Ccg
0.67. 10.14.8 Metal-Side-Plate Factor For timber rivets and 4
shear plates, larger design values are permitted when metal side plates are used in lieu of wood plates. For 4-in shear-plate connectors, the nominal design value for load parallel to grain P should be multiplied by the appropriate Cst given in Table 10.33(a). The values depend on the species of wood used in the connection, such as group A, B, C, or D listed in the NDS. Table 10.33(b) outlines metal side plate factors for timber rivet connections. *For 4-in shear plates loaded parallel to grain. For components of each species group, see the groupings in the NDS. 10.14.9 Diaphragm Factor A diaphragm is a large, thin structural element that is loaded in its plane. When nails or spikes are used in a diaphragm connection, the nominal lateral design value should be multiplied by the diaphragm factor Cdi
1.1. 10.14.10 Toenail Factor For such connections as stud to plate, beam to plate, and blocking to plate, toenailing is generally used. The NDS recommends that toenails be driven at an angle of about 30
with the face of the stud, beam, or blocking and started about onethird the length of the nail from the end of the member. For toenailed connections, the nominal lateral design values for connections with nails driven into side grain should be multiplied by the toenail factor Ctn
0.83. 10.14.11 Adjustments for Fire-Retardant Treatment For connections made with lumber or other wood products pressure-treated with fire-retardant chemicals, design values should be obtained from the company providing the treatment and redrying service. The load-duration factor for impact does not apply to such connections. The National Design Specification for Wood Construction, American Forest & Paper Association, contains design provisions and design values for bolts with diameters up to 1 in conforming to the ANSI/ASME Standard B18.2.1. Bolt design values in the NDS apply to connections that have been snugly tightened and to connections that have loosened due to shrinkage of the wood components. Following are some important NDS requirements for bolts: Bolt holes should have a diameter from 1/32 to 1/16 in larger than the bolt diameter. In establishment of design values, careful centering of holes in main members is assumed. Tight fit of bolts in the holes, requiring forced insertion, is not recommended. A metal plate, strap, or washer (not smaller than a standard cut washer) should be placed between the wood and bolt head and between the wood and the nut. The length of bolt threads subject to bearing on the wood should be kept to a practical minimum. Two or more bolts placed in a line parallel to the direction of the load constitute a row. End distance is the minimum distance from the end of a member to the center of the bolt hole that is nearest to the end. Edge distance is the minimum distance from the edge of a member to the center of the nearest bolt hole. Figure 10.12 illustrates these distances, the spacing between rows, and the spacing of bolts in a row. NDS requirements are listed for minimum end distance in Table 10.34, for minimum edge distance in Table 10.35, and for minimum spacing between rows and between bolts in a row in Table 10.36. The geometry factor C discussed in Art. 10.14.5 is applied to the design value for a bolted connection when the end distance or spacing between bolts is less than that given in these tables for full

M2 1:2:9 This lime-rich composition mortar is most suitable for internal brickwork, brickwork above a damp-proof course and with General Purpose bricks when used in cottage construction in non-marine environments. This is a forgiving mortar with a good balance between strength, flexibility and permeability. It is not suitable for colouring with pigments as it is prone to apparent fading. This is the preferred mortar for fireplaces and barbecues. M1 0:1:3 This is a straight lime mortar that sets slowly. It develops very little early strength. This mortar can only be used when repairing historic masonry originally built using lime mortar. In most cases a 1:3:12 mortar is preferable. M1 1:3:12 This mortar has most of the flexibility of straight lime mortar and can be used for restoration and matching existing construction only. Working with Bricks Brick Technical Manual 22 Mixes for Different Mortar Colours Table 2 shows the components required to give the best colour results in M3 mortar, compliant to