# Strong-Drive® XL LARGE-HEAD METAL Screw

Strong-Drive XL® Large-Head Metal screws are load-tested and code-listed, allowing you to get the for maximum load values for installation. These screws are the perfect choice when high shear or uplift resistance is required and can be excellent 1-for-1 replacements for pins.

#### Key Features

• 5/16" hex drive (driver part #BITHEXLB516)
• #5 drill point
• Quik Guard® coating
• 5/8" diameter hex washer head
• Available collated.

#### Applications

Steel decking or other cold-formed steel framing or connectors to structural steel supports up to 3/8" in thickness where high shear and pullover values are needed.

### Product Information Table

Model No. Length (in.) Drive Type Head Diameter (in.) Head Type Thread Type TPI Point Size Point Type Coating/Material Packaging Quantity
XLQ114B1224-2K 1 1/4 5/16 in. Hex 0.625 Hex Washer Head Machine Threads 24 5 Drill Point Quik Guard® Coating 2000

TABLE 1 – STEEL DECK SCREW PROPERTIES
Model Number(s) Designation (Size – TPI) Nominal Diameter (in.) Screw Length (in.) Head Style Point Number Drill Capacity (in.)
XLQ114B1224-2K/
XLQ114T1224
#12-24 0.216 1- ¼ Hex Washer 5 0.61
XMQ114B1224-2K/
XMQ114S1224
#12-24 0.216 1 - ¼ Hex Washer 5 0.61
XQ114S1224/
XQ114B1224-2.5K/
X114S1224
#12-24 0.216 1 - ¼ Hex Washer 5 0.61
XQ112S1224/
XQ112B1224-2K
#12-24 0.216 1 - ½ Hex Washer 5 0.61
X34B1016-5K #10-16 0.190 ¾ Hex Washer 3 0.26
X1S1016/
X1B1016-4K/
XQ1S1016/
XQ1B1016-4K
#10-16 0.190 1 Hex Washer 3 0.28
XU34B1016-5K/
XU34S1016
#10-16 0.190 ¾ Hex Washer 1 0.20
TABLE 2 – STEEL DECK SCREW SHEAR AND TENSION STRENGTH
Model Number(s) Size Nominal Dia. (in.) Washer Dia. (in.) NOMINAL1,2
Shear (lbs.) Tension (lbs.)
Pss Pts
XLQ114B1224-2K/
XLQ114T1224
#12-24 x 1-¼" 0.216 0.625 3110 4985
XMQ114B1224-2K/
XMQ114S1224
#12-24 x 1-¼" 0.216 0.483
XQ114S1224/
XQ114B1224-2.5K/
X114S1224
#12-24 x 1-¼" 0.216 0.415
XQ112S1224/
XQ112B1224-2K
#12-24 x 1-½" 0.216 0.415
X34B1016-5K #10-16 x ¾" 0.190 0.415 1625 -
X1S1016/
XQ1S1016/
X1B1016-4K/
XQ1B1016-4K
#10-16 x 1" 0.190 0.415 1625 -
XU34B1016-5K/
XU34S1016
#10-16 x ¾" 0.190 0.475 1735 -
For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N
1. Pss and Pts are nominal shear strength and nominal tension strength for the screw itself, respectively, and are the average (peak) value of all tests determined by independent laboratory testing.
2. The ASD and LRFD strengths for tension shall be calculated using a safety factor Ω of 3.0 and the resistance factor Φ of 0.5 respectively. Table 10 tabulates the safety factors and resistance factors for calculating diaphragm shears.
TABLE 3 – STEEL DECK STRUCTURAL SCREW FASTENER CONNECTION STRENGTH (Qf) AND FLEXIBILITY (Sf) WITH STEEL MINIMUM YIELD STRENGTH Fy = 33 ksi1,2,3
Model Number(s) Factor Support Thickness (in.) Qf (lbs.) and Sf (in/kip)4
Deck Thickness, gage (in.)
No. 22
(0.0295)
No. 20
(0.0358)
No. 18
(0.0474)
No. 16
(0.0598)
XLQ114B1224-2K/
XLQ114T1224
Qf 0.375 1985 2410 3110 -
0.25 1870 2270 3005 3110
0.1875 1790 2170 2875 3110
0.125 1685 2045 2705 3110
Sf 0.125 - 0.375 0.0076 0.0069 0.0060 0.0053
XMQ114B1224-2K/
XMQ114S1224
Qf 0.375 1565 1895 2510 3110
0.25 1565 1895 2510 3110
0.1875 1215 1625 2475 3110
0.125 1215 1625 2475 3110
Sf 0.125 - 0.375 0.0076 0.0069 0.0060 0.0053
XQ114S1224/
XQ114B1224-2.5K/
X114S1224/
XQ112S1224/
XQ112B1224-2K
Qf 0.375 1016 1233 1633 2060
0.25
0.1875
0.125
Sf 0.125 - 0.375 0.0076 0.0069 0.0060 0.0053
For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 in/kip = 5.71 mm/kN, 1 ksi = 6.895 Mpa
1. For shear connections, the lesser of the nominal shear fastener strength and nominal shear capacity found in Tables 2 and 3, respectively, shall be used for design.
2. Values are based on steel deck members with a minimum yield strength of Fy = 33 ksi and tensile strength of Fu = 45 ksi and structural steel support members with a minimum yield strength of Fy = 36 to 50 ksi and tensile strength of Fu = 50 to 65 ksi.
3. Table 1 tabulates the screw drill capacities.
4. Table 10 tabulates the safety factors and resistance factors for calculating diaphragm shears.
5. Interpolation of connection shear strength, Qf, and flexibility, Sf, is permitted for deck thicknesses not shown in table.
TABLE 4 – STEEL DECK STRUCTURAL SCREW FASTENER CONNECTION STRENGTH (Qf) AND FLEXIBILITY (Sf) WITH STEEL MINIMUM YIELD STRENGTH Fy = 40 ksi1,2,3
Model Number(s) Factor Support Thickness (in.) Qf (lbs.) and Sf (in/kip)4
Deck Thickness, gage (in.)
No. 22
(0.0295)
No. 20
(0.0358)
No. 18
(0.0474)
No. 16
(0.0598)
XLQ114B1224-2K/
XLQ114T1224
Qf 0.375 1985 2410 3110 -
0.25 1870 2270 3005 3110
0.1875 1790 2170 2875 3110
0.125 1685 2045 2705 3110
Sf 0.125 - 0.375 0.0076 0.0069 0.0060 0.0053
XMQ114B1224-2K/
XMQ114S1224
Qf 0.375 1565 1895 2510 3110
0.25 1565 1895 2510 3110
0.1875 1215 1625 2475 3110
0.125 1215 1625 2475 3110
Sf 0.125 - 0.375 0.0076 0.0069 0.0060 0.0053
XQ114S1224/
XQ114B1224-2.5K/
X114S1224/
XQ112S1224/
XQ112B1224-2K
Qf 0.375 1180 1430 1895 2390
0.25
0.1875
0.125
Sf 0.125 - 0.375 0.0076 0.0069 0.006 0.0053
For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 in/kip = 5.71 mm/kN, 1 ksi = 6.895 Mpa
1. For shear connections, the lesser of the nominal shear fastener strength and nominal shear capacity found in Tables 2 and 4, respectively, shall be used for design.
2. Values are based on steel deck members with a minimum yield strength of Fy = 40 ksi and structural steel support members with a minimum yield strength of Fy = 36 to 50 ksi and tensile strength of Fu = 50 to 65 ksi.
3. Table 1 tabulates the screw drill capacities.
4. Table 10 tabulates the safety factors and resistance factors for calculating diaphragm shears.
5. Interpolation of connection shear strength, Qf, and flexibility, Sf, is permitted for deck thicknesses not shown in table.
TABLE 5 – STEEL DECK STRUCTURAL SCREW FASTENER CONNECTION STRENGTH (Qf) AND FLEXIBILITY (Sf) WITH STEEL MINIMUM YIELD STRENGTH Fy = 50 ksi1,2,3
Model Number(s) Factor Support Thickness (in.) Qf (lbs.) and Sf (in/kip)4
Deck Thickness, gage (in.)
No. 22
(0.0295)
No. 20
(0.0358)
No. 18
(0.0474)
No. 16
(0.0598)
XLQ114B1224-2K/
XLQ114T1224
Qf 0.375 2030 2465 3110 3110
0.25 2465 2465 3110 3110
0.1875 1945 2360 3110 3110
0.125 1830 2220 2940 3110
Sf 0.125 - 0.375 0.0076 0.0069 0.0060 0.0053
XMQ114B1224-2K/
XMQ114S1224
Qf 0.375 1780 2200 2995 3110
0.25 1780 2200 2995 3110
0.1875 1655 2050 2790 3110
0.125 1495 1850 2520 3110
Sf 0.125 - 0.375 0.0076 0.0069 0.0060 0.0053
XQ114S1224/
XQ114B1224-2.5K/
X114S1224/
XQ112S1224/
XQ112B1224-2K
Qf 0.375 1385 1680 2200 2805
0.25
0.1875
0.125
Sf 0.125 - 0.375 0.0076 0.0069 0.006 0.0053
For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 in/kip = 5.71 mm/kN, 1 ksi = 6.895 Mpa
1. For shear connections, the lesser of the nominal shear fastener strength and nominal shear capacity found in Tables 2 and 5, respectively, shall be used for design.
2. Values are based on steel deck members with a minimum yield strength of Fy = 50 ksi and structural steel support members with a minimum yield strength of Fy = 36 to 50 ksi and tensile strength of Fu = 50 to 65 ksi.
3. Table 1 tabulates the screw drill capacities.
4. Table 10 tabulates the safety factors and resistance factors for calculating diaphragm shears.
5. Interpolation of connection shear strength, Qf, and flexibility, Sf, is permitted for deck thicknesses not shown in table.
6. For support fastener patterns with more than one fastener per deck flute, such as B deck with a 36/9 or 36/11 pattern, the fastening pattern must be increased at the building perimeter, chords, collectors or other shear transfer elements to two fasteners per rib when allowable seismic (or wind) diaphragm shear capacities, q, exceed the values determined by the Equations 1 and 2. The allowable seismic (or wind) diaphragm shear capacity must not be greater than that determined from the specific patterns used, as applicable.
$q_{limit}&space;=&space;\frac{12/d}{\Omega}&space;\cdot&space;Q_{f}$
[ASD] Equation 1
$q_{limit}&space;=&space;\phi&space;\cdot&space;\frac{12}{d}&space;\cdot&space;Q_{f}$
[LRFD] Equation 2
Where:
qlimit = Shear strength limitation for PLB-36, PLN-24 and PLN3 deck (plf)
d = pitch (in)
Ω = Safety Factor for Diaphragms (See Table 10)
$\phi$ = Resistance Factor for Diaphragms (See Table 10)
Qf = Screw Fastener Connection Strength (lbs.)
TABLE 6 – STEEL DECK SIDE-LAP SCREW FASTENER CONNECTION SHEAR STRENGTH (Qs) AND FLEXIBILITY (Ss)1,2
Model Numbers Size Nominal Dia. (in.) Washer Dia. (in.) Factor Qs (lbs.) and Ss (in/kip)3
Deck Thickness, gage (in.)
No. 22
(0.0295)
No. 20
(0.0358)
No. 18
(0.0474)
No. 16
(0.0598)
X34B1016-5K/
X1S1016/
X1B1016-4K/
XQ1S1016/
XQ1B1016-4K
#10-16 0.190 0.415 Qs 590 715 950 1195
Ss 0.0175 0.0159 0.0138 0.0123
XU34B1016-5K/
XU34S1016
#10-16 0.190 0.475 Qs 745 900 1195 -
Ss 0.0175 0.0159 0.0138 -
For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 in/kip = 5.71 mm/kN, 1 ksi = 6.895 MPa
1. For shear connections, the lesser of the nominal shear fastener strength and nominal shear capacity found in Tables 2 and 6, respectively, shall be used for design.
2. Values are based on steel deck members with a minimum yield strength of Fy = 33 ksi and tensile strength of Fu = 45 ksi
3. Table 10 tabulates the safety factors and resistance factors for calculating diaphragm shears
TABLE 7 – STEEL DECK STRUCTURAL SCREW FASTENER PULL-OVER STRENGTH WITH STEEL MINIMUM YIELD STRENGTH Fy = 33 ksi1,2,3,4
Model Number(s) Load Type Pull-over (lbs.)
Deck Thickness, gage (in.)
No.22
(0.0295)
No.20
(0.0358)
No.18
(0.0474)
No. 16
(0.0598)
XLQ114B1224-2K/
XLQ114T1224
Nominal 1295 1705 2490 2775
LRFD 840 1100 1625 1810
ASD 525 690 1015 1135
XMQ114B1224-2K/
XMQ114S1224
Nominal 750 1020 1400 1930
LRFD 485 655 915 1260
ASD 305 415 570 790
XQ114S1224/
XQ114B1224-2.5K/
X114S1224/
XQ112S1224/
XQ112B1224-2K
Nominal 825 1005 1330 1675
LRFD 415 500 665 840
ASD 275 335 445 560
For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 in/kip, 1 ksi = 6.895 Mpa
1. Values are based on steel deck members with a minimum yield strength of Fy = 33 ksi and tensile strength of Fu = 45 ksi.
2. The values for model numbers XLQ114B1224-2K/ XLQ114T1224 and XMQ114B1224-2K/ XMQ114S1224 are based on tests in accordance with AISI Standard Test Method S905-08. The values for the rest of the model numbers are based on the calculations in accordance with AISI S100-07, Section E4.
3. The safety factor Ω and resistance factor Φ used to determine the ASD and LRFD strengths are based on AISI S100-07, Chapter F for tested connections and Section E4 for calculated connections.
4. For tension connections, the lesser of the design tension fastener strength of screws and the design pull-over and pull-out found by Tables 2, 7 or 8 and 9, shall be used for design.
TABLE 8 – STEEL DECK STRUCTURAL SCREW FASTENER PULL-OVER STRENGTH WITH STEEL MINIMUM YIELD STRENGTH, Fy = 40 ksi1,2,3,4
Model Number(s) Load Type Pull-over (lbs.)
Deck Thickness, ga (in.)
22
(0.0295)
20
(0.0358)
18
(0.0474)
16
(0.0598)
XLQ114B1224-2K/
XLQ114T1224
Nominal 1575 1990 2820 3075
LRFD 1020 1285 1840 2005
ASD 635 800 1150 1255
XMQ114B1224-2K/
XMQ114S1224
Nominal 910 1190 1590 2135
LRFD 595 775 1035 1395
ASD 370 485 650 870
XQ114S1224/
XQ114B1224-2.5K/
X114S1224/
XQ112S1224/
XQ112B1224-2K
Nominal 1065 1295 1710 2160
LRFD 535 645 855 1080
ASD 355 430 570 720
For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 ksi = 6.895 Mpa
1. Values are based on steel deck members with a minimum yield strength of Fy = 40 ksi and tensile strength of Fu = 50 ksi.
2. The values for model numbers XLQ114B1224-2K/ XLQ114T1224 and XMQ114B1224-2K/ XMQ114S1224 are based on tests in accordance with AISI Standard Test Method S905-08. The values for the rest of the model numbers are based on the calculations in accordance with AISI S100-07, Section E4.
3. The safety factor Ω and resistance factor Φ used to determine the ASD and LRFD strengths are based on AISI S100-07, Chapter F for tested connections and Section E4 for calculated connections.
4. For tension connections, the lesser of the design tension fastener strength of screws and the design pull-over and pull-out found by Tables 2, 7 or 8 and 9 of this report, shall be used for design.
TABLE 9 – STEEL DECK STRUCTURAL SCREW FASTENER PULL-OUT STRENGTH1,2,3
Model Number(s) Load Type Pull-out (lbs.)
Support Thickness
1/8" 3/16" 1/4" 3/8"
XLQ114B1224-2K/
XLQ114T1224/
XMQ114B1224-2K/
XMQ114S1224/
XQ114S1224/
XQ114B1224-2.5K/
X114S1224/
XQ112S1224/
XQ112B1224-2K
Minimum Tensile Strength of Steel, Fu= 65 ksi
Nominal 1490 2240 2985 4475
LRFD 745 1120 1490 2240
ASD 495 745 995 1490
Minimum Tensile Strength of Steel, Fu = 50 ksi
Nominal 1150 1720 2295 3445
LRFD 575 860 1150 1720
ASD 385 575 765 1150
For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 ksi = 6.895 Mpa
1. Values are based on calculations in accordance with Section E4 of AISI S100-07.
2. The tabulated ASD and LRFD loads are based upon a safety factor Ω of 3.0 and the resistance factor Φ of 0.5 as set forth in Section E4 of AISI S100-07.
3. For tension connections, the lesser of the design tension fastener strength of screws and the design pull-over and pull-out found by Tables 2, 7 or 8 and 9 of this report, shall be used for design.
TABLE 10 – SAFETY FACTORS AND RESISTANCE FACTORS FOR DIAPHRAGM SHEAR1,2
Load Type Factor Wind Earthquake Other
ASD  Ω 2.35 2.5 2.5
LRFD Φ 0.70 0.65 0.65
1. For ASD loads divide the nominal diaphragm shear strength calculated per Section 4.1 of IAPMO UES ER-326 by Ω.
2. For LRFD loads multiply the nominal diaphragm shear strength calculated per Section 4.1 of IAPMO UES ER-326 by Φ.