MX355145B

Weldless building structures.

Abstract

A building structure including a first building member and a second building member may be connected by a plurality of fasteners, each fastener having a head, a threaded portion having a through hardness of between HRB 70 and HRC 40, a thread-forming portion of at least HRC 50 hardness enabling the fastener to form threads in at least the second steel building member, and a fluted lead portion of at least HRC 50 hardness with a nominal diameter between 70 and 95% of major diameter, such that the fastener is capable of providing a ratio of strip torque to thread-forming torque of at least 3.0 and a ratio of strip torque to drive torque greater than 6.0 when the second steel building member having a thickness of 0.25 inch and the fluted lead portion having at least one diameter within nominal diameter between 80 and 98% of major diameter.

MX355145B, drawing sheet 1 — Sheet 1 of 188

Term

4.4 yearsleft in the term

Expires 19 February 2031.

22 claims: 3 independent, 19 dependent

1
CLAIMS REIVINDICACIONES 1. Un sujetador distanciador, que comprende:one. A spacer bra, comprising: a head portion having a first head end and a second head end, una porción de cabeza que tiene un primer extremo de cabeza y un segundo extremo de cabeza, 10 a spacer portion comprising a first spacer end and a second spacer end, with the second spacer end integrally coupled to the first head end of the head portion along an axis of rotation, the head portion has a width greater than a width of an anchor portion, the anchor portion has a first anchor end and a second anchor end, the second anchor end is integrally coupled to the first spacer end along an axis of rotation of the fastener 10 una porción de distanciador que comprende un primer extremo de distanciador y un segundo extremo de distanciador, con el segundo extremo de distanciador acoplado integralmente al primer extremo de cabeza de la porción de cabeza a lo largo de un eje de rotación, la porción de cabeza tiene un 15 ancho mayor que un ancho de una porción de anclaje, la porción de anclaje tiene un primer extremo de anclaje y un segundo extremo de anclaje, el segundo extremo de anclaje está acoplado integralmente al primer extremo de distanciador a lo largo de un eje de rotación del sujetador 20 distanciador, una porción roscada que comprende un primer extremo roscado y un segundo extremo roscado, con el primer extremo roscado acoplado integralmente al segundo extremo de cabeza de la porción de cabeza a lo largo de un eje de rotación del twenty spacer, a threaded portion comprising a first threaded end and a second threaded end, with the first threaded end integrally coupled to the second head end of the head portion along an axis of rotation of the 158 spacer clip such that the head is located between the spacer portion. and the threaded portion and is configured to receive a pusher to push the spacer clip into a structure 158 sujetador distanciador, de tal manera que cabeza se localiza entre la porción de distanciador. y la porción roscada y está configurada para recibir un empujador para empujar el sujetador distanciador hacia una estructura 5 metal, a thread forming portion integrally coupled to the threaded portion along the axis of rotation of the spacer fastener, having lobes adapted to allow thread formation in the metal frame, and 5 de metal, una porción de formación de rosca acoplada integralmente a la porción roscada a lo largo del eje de rotación del sujetador distanciador, que tiene lóbulos adaptados para permitir la formación de roscas en la estructura de metal, y 10 characterized in that the spacer clip is adapted to be screwed by the head portion into the metal frame and the first spacer end of the spacer portion is configured for encapsulation within a cementitious material formed in the 10 caracterizado porque el sujetador distanciador está adaptado para ser atornillado por la porción de cabeza en la estructura de metal y el primer extremo de distanciador de la porción de distanciador está configurado para la encapsulación dentro de un material cementoso formado en la 15 estructura de metal. fifteen metal frame.
3
The spacer clip in accordance with 3. El sujetador distanciador de conformidad con la 20 reivindicación 1, además comprende:twenty Claim 1 further comprises: a grooved front portion integrally coupled to the thread forming portion along the axis of rotation of the spacer fastener, una porción delantera estriada acoplada integralmente a la porción de formación de rosca a lo largo del eje de rotación del sujetador distanciador, 159 rr.-.- ______ 159 rr .-.- ______ Ε )ν·. 7’ !> Ε) ν ·. 7 '!> ....... .: <· *· ' . ....... .: <· *· ' . '' ΐ7 +;',?. ·.-ΐ \ ·' psfHíííW characterized in that the front portion is ± ± áda: estjfcmíí * configured to drill through the frame 36 — rrreLal -, - with the thread forming portion threading into the metal frame while the spacer fastener is screwed into the metal frame. ‘'ΐ7+;',?.·.-ΐ\·' psfHíííW caracterizado porque la porción delantera est±±áda: estjfcmíí* configurada para perforar a través la estructura 36—rrreLal-,— con la porción de formación de rosca formando roscas en la estructura de metal mientras el sujetador distanciador se atornilla en la estructura de metal.
12
A spacer bra, comprising:12. Un sujetador distanciador, que comprende: a spacer portion coupled to a head portion and an anchor portion, the head portion has a width greater than a width of the anchor portion, a threaded portion coupled to the head portion along an axis of rotation , such that the head portion is located between the spacer portion and the threaded portion and configured to receive a pusher to push the spacer fastener into a metal frame, a thread forming portion coupled to the threaded portion along the axis of rotation of the spacer fastener, having lobes adapted to allow thread formation in the metal frame, and una porción de distanciador acoplada a una porción de cabeza y una porción de anclaje, la porción de cabeza tiene un ancho mayor que un ancho de la porción de anclaje, una porción roscada acoplada a la porción de cabeza a lo largo de un eje de rotación, de tal manera que la porción de cabeza se ubica entre la porción de distanciador y la porción roscada y configurada para recibir un empujador para empujar el sujetador distanciador hacia una estructura de metal, una porción de formación de rosca acoplada a la porción roscada a lo largo del eje de rotación del sujetador distanciador, que tiene lóbulos adaptados para permitir la formación de roscas en la estructura de metal, y 162 characterized in that the di fastener adapted to be screwed by the on on metal frame and the spacer portion is configured for encapsulation within a cementitious material formed in the metal frame. 162 caracterizado porque el sujetador dií adaptado para ser atornillado por la on ή estructura de metal y la porción de distanciador está configurada para la encapsulación dentro de un material cementoso formado en la estructura de metal.

Independent claims3

1,052 paragraphs in 27 sections, as filed

(54) Title: CONSTRUCTION STRUCTURES WITHOUT WELDING. (54) Title: WELDLESS BUILDING STRUCTURES.

(57) Summary

The present invention relates to a spacer fastener, comprising: a head portion having a first head end and a second head end, a spacer portion comprising a first spacer end and a second spacer end, with the second spacer end integrally coupled to the first head end of the head portion along an axis of rotation, the head portion has a width greater than a width of an anchor portion, the anchor portion has a first anchor end and a second anchor end, the second anchor end is integrally coupled to the first spacer end along an axis of rotation of the spacer fastener, 'a threaded portion comprising a first threaded end and a second threaded end, with the first threaded end integrally coupled to the second head end of the head portion along an axis of rotation of the spacer clip, such that the head portion is located between the spacer portion and the threaded portion and is configured to receive a pusher to push the spacer fastener into a metal frame, a thread forming portion integrally coupled to the threaded portion to along the axis of rotation of the spacer fastener, which has lobes adapted to allow threads to form in the metal frame, and characterized in that the spacer clip is adapted to be screwed by the head portion into the metal frame and the first spacer end of the spacer portion is configured for encapsulation within a cementitious material formed in the metal frame.

(57) Abstract

A building structure including a first building member and a second building member may be connected by a plurality of fasteners, each fastener having a head, a threaded portion having a through hardness of between HRB 70 and HRC 40, a thread-forming portion of at least HRC 50 hardness enabling the fastener to form threads in at least the second Steel building member, and a fluted lead portion of at least HRC 50 hardness with a nominal diameter between 70 and 95% of major diameter, such that the fastener is capable of providing a ratio of strip torque to thread-forming torque of at least 3.0 and a ratio of strip torque to drive torque greater than 6.0 when the second Steel building member having a thickness of 0.25 inch and the fluted lead portion having at least one diameter within nominal diameter between 80 and 98% of major diameter.

IMPI you, tf / R ^ "« SS »« S i

Yes

PATENT TITLE No. 355145

Owner (s): NUCOR CORPORATION; ASIA FASTENING (US), INC.

Address: 1915 Rexford Road, Charlotte, North Carolina, 28211, USA; 2700 Centerville Road,

Suite 400, Wilmington, Delaware, 19808, USA

Denomination: CONSTRUCTION STRUCTURES WITHOUT WELDING.

Classification:

Inventor (s):

Number:

MX / a / 2017/043805

Wf ^ tM ^ gStrial '. ·

Validity: V # <years' _

VeftCimientoí'í Date* 1&'of*i^ brero dé2¿ £ «¿'φ Expat Date: 8

Reference patent

In accordance with the artieitp as of the date of presenti

Who subscribes to the present title (Official Gazette of the Federation 01/25/2006, 06/05/2009, 06/01/2010 Regulations of the Mexican Institute articles 1, 3, 4, 5 'section V subsection a) ,, 12/27/1999, amended on 10/10/2002, 07/29/2 »Deputy Generals. Coordinator. DiDepartmental Directors and other subordinates of the Institute 08/04/2004 and 09/13/2007).

International:

e2011

Number:

61 / 306,309 and ^ awa ^ eyuie the EfrepMM e ^ níwneinaAde veíate Jfió ^ Mi 8 ^ | MMMRfener in force JStSrei • go, rf ^ iifdte the Law '1JTO / .1999.

V ¿Halo a), 4 '

Industrial property.

. Unquestionable, counted at intervals.

Industrial Property Law 01/26/2004, 06/16/2005, ¿p Vtfüd'o a), 4th and 12th fractions I and III of lt ^ W07 / 2004. 07/28/2004 and 09/07/2007); Industrial Property Officer (DOF: iWdo that delegates powers to the Divisional Deputy Directors, Coordinators 12/15/1999, amended on 02/04/2000, 07/29/2004,

This letter is signed with an advanced electronic signature (FIEL), based on articles 7 BIS 2 of the Industrial Property Law; 3 of its Regulations, and 1 fraction III, 2 fraction V, 26 BIS and 26 TER of the Agreement establishing the guidelines for the use of the Electronic Payment and Services Portal (PASE) of the Mexican Institute of Industrial Property, in the procedures indicated.

THE DIVISIONAL DIRECTOR OF PATENTS

NAHANNY CANAL REYES

Original string:

NAHANNY MARISOL CANAL REYES | 00001000000403252793 | Tríbutarla Administration Service | 1695 || MX / 2018/28586 | MX / a / 2017/012905 | Normal patent title with divisional PCT | 1220 | RRGO | Pág (s) | rlSwgZScuzFIGE2Rq84

Digital stamp:

kvegS5Xtu4HcPkQ69hvtQd8Kx8ct3UGRSLJHkjnwmPNo4cZKDGpT / aslWj8vOQDhG + 0xGRf0kgb9U1tW4ZrTxx5ReA Z1fpPvEYSPFc28rkX3¡01 Y7RX6UZPs + ls3EbSI1Xx5n7EzmqBFfLeA0 ++ u9WRT3bylhYnLZIIC0aTZIAC¡djygBGCB LEuMhnjWW4ORS¡ / Gxfen7 / U2Sbe6gQse0lmOKqnURJJCvuq8OQoqGuZWZPw91fGC9O / JfMH6EfXyedpH5SyPIQGrG PPqpl24pzam1W3h4v9ftvRdLfy5lagEWHQN0ewAZdSUuRpctTmFKMATTcjJ2IPn07c6pZ0IA ==

Arenal No 550. Floor 1. Santa María Tepepan Town. Xochiinilco, 16020, Mexico City.

(55) 53340700 www gob.mx/impi

MX / 2018/28586

ISSiHS

CONSTRUCTION STRUCTURES WITHOUT WELDING

-IMS

FIELD OF THE INVENTION

This invention relates to assembled building structure components with little or no welding required at the construction site.

BACKGROUND OF THE INVENTION

Steel structural elements can be connected to build various construction structures. Various structural elements, for example, joints, beams, joists, studs, channels, bridges, platforms, hooks, brackets and other components can be connected together to form a structure. Typically, the steel structural elements have been joined by welding the elements together, bolting the elements together, or a combination of both.

Welded connections have been used effectively in the construction of structures; however, welding the steel structural members together during the construction of a construction structure requires a trained welder with welding equipment on the job site to perform the welding.

The difficulty of providing soldered connections increases with

I Μ τ? , ..... _,

Ι? - ',' /. ' . '·', ·: .Q S are the difficult and / or remote conditions of the construction site, and as the size of the structure increases.

Steel bolts have been used in place of certain welded connections. A typical prior art connection may include a bolt placed in predrilled holes through the components that are being connected and held in place with a nut.

To complete a bolted connection, the bolt holes must be aligned enough to pass the bolt through the holes. Next, the bolt must be held while the nut is rotated over the bolt and tightened. Attaching a nut to the bolt requires the installer to have access to both sides of the connection. For large structural members, the positioning and clamping of the members to align the bolt holes have been a disadvantage. Bolted connections have been difficult to complete when the predrilled holes are not aligned enough, and extra time and effort were required to secure the structural members in place for alignment and bolting of the hole.

Additionally, the provisioning of predrilled holes in each element increased the number of unique parts on the job site, increasing the amount of

Ο <· ν ^ b-w time required to ensure that the appropriate parts are used in their desired locations.

Another problem of the prior art is to secure a plurality of structural elements during the assembly of certain connections, such as double connections involving two elements that share common bolts on either side of a center piece. Federal regulations of the Health and Safety Administration

Occupational (OSHA) require that for such dual connections, the first element must be joined before the second element is connected. This typically requires an extra bolt connection to join the first element placed so as not to interfere with the placement of the second element. The increased complexity of supplying pre-drilled holes and compliance with OSHA's assurance requirements has decreased efficiency in producing and installing structural members.

Self-drilling and self-tapping bolts have been used in some metal connections. However, the self-drilling and self-tapping bolts were cemented to provide a desired hardness. The anterior cemented bolts lacked ductility, and the cemented portion broke when loaded at some structural connections causing premature failure of the

Additionally, on connections where the previous drilling penius could be used, additional installation time was required due to the difficulty in driving the bolts. Many fastener installations are performed using electric or pneumatic pushers, and for some applications, pushers with rotary impact mechanisms have been used to supply the torque necessary to install certain fasteners. Without impact mechanisms, pushers have typically been limited to smaller fasteners that require limited torque. Impact mechanisms can be used to push the self-tapping fasteners to form threads in the drilled hole in the structural member, and certain previous self-drilling or self-tapping bolts required impact thrust to push the thread portion of the bolt through the threaded element. For longer bolts in the past, impact thrust was time consuming and inefficient.

Attempts have been made to use steel bolts and screws in certain applications to join sheet metal construction elements. For example, the US patent

4,982,545 discloses a framework that includes core elements and rope elements fastened with screws. However,

-. \ »The screws and bolts used in the papaya sheet metal connections have caused a probí-emao do.-ansamblfim. ^ Such as detachment, which has caused an increase in the time for assembly and an increase in scrap costs. Detachment occurs when the shape of the hole is deformed and / or the hole is enlarged so that the threads of the screw cannot fit the material around the hole enough to tighten the screw or bolt. Additionally, previous self-drilling bolts experienced high tilt or angle installation rates in sheet metal applications. Detachment and tilt required rework or the installation of additional screws to achieve the desired connection strength, increasing the time and cost of installation.

Typical prior art self-drilling screws are shown in Figures 3A and 3B for connecting sheet metal components together. The screw has a head, a thread portion that has a larger diameter and a smaller diameter, and a self-drilling tip that has a notch or groove. In the past, after the self-drilling tip drilled through the material, the threaded portion would be threaded into the hole. Because the threads typically did not continue to the head, the torque of h: / J ρ

-¿ • Ά hee. _f¡_ ^ C'ÍÜMi INSTITUTO jj, DE í ..-. ru 1: ++ - 0.

Thrust had to be controlled to avoid the dismounted screw in the hole. These screws were bundled together.

easy to dismantle in a sheet metal application, causing increased assembly time and increased scrap costs. Additionally, some pre-fasteners were adapted to operate on a particular substrate thickness, but when the fasteners were used on another material thickness, the fasteners were unable to achieve the same performance.

SUMMARY OF THE INVENTION

What is disclosed is a building structure comprising a first steel construction element and a second steel construction element, connected by a plurality of fasteners, each fastener is made of steel and comprises a head with the ability to hold the first steel construction element to the second steel construction element with fastener installed, a threaded portion adjacent to the head, a thread forming portion adjacent to the threaded portion of at least one hardness

J ® ΤΗ 'i. -Oto · O .1. '^' OM ···· 'TO \ · j?

60% to 95% larger diameter of the threaded portion adapted - ^ · to form a fastener opening, d? T ~ 7? TS? reTO — qrre — the -.....—— fastener has the ability to provide a threading torque of strap to torque of at least 3.0 and a torque to strap torque of thrust greater than 6.0 over a combined thickness range of the first and second steel construction elements of 0.036 inches to 0.084 inches (0.914 millimeters to 2,133 millimeters).

Alternatively, fasteners may have a threading torque of strap to torque of at least 3.0 and a ratio of torque to strap to thrust of greater than 8.0 over a combined thickness range of the first and second building elements of steel of

0.036 inch to 0.084 inch (0.914 mm to 2.133 mm). In yet another alternative, fasteners may have a threading torque of strap to torque of at least 3.0 and a torque to strap torque of thrust greater than 6.0 over a combined thickness range of the first and second members Steel construction from 0.036 inch to 0.108 inch (0.914 mm to 2.743 mm). For certain applications, the combined thickness of the first steel construction element and the second construction element or

Τ A steel ivv on the fastener may be no greater than · 0 + -) inches (3.17 5 millimeters) thick. In any case, bras may have a nut.

The threaded portion of the fastener adjacent to the head can have a total hardness in a range of HRB 70 and

HRC 40. Additionally, fasteners can have up to five threads between the threaded portion and the thread forming portion that are hardened to at least an HRC 50 hardness. The threaded portion can have a thread angle of less than 60 ° and tapered threads. upside down.

Alternatively, the thread angle can be between 40 ° and

50°.

In an alternative, the threaded portion of the fastener adjacent to the head may have a cementation hardness of at least HRC 50.

The passage portion of the ribbed passage portion of the fasteners can include a milled point, and can have a hardness of at least HRC 50. The ribbed passage portion can be adapted to form a fastener opening with a diameter between 62% and 85% greater diameter of the threaded portion.

The thread forming portion of the fasteners may have a shape selected from a group consisting of quadrilobular and pentalobular. The thread forming portion may have a length spacing of-;-3..a.7.; Rcí ^^^ The threaded portion of the fastener, rp may extend adjacent to the fastener head. Additionally, a sealing element can be placed between the head and the threaded portion. The fastener head can be undercut and adapted to deform the first steel construction element by tightening the fastener. In alternatives where the head is undercut, a sealing element may optionally be placed adjacent to the undercut. Alternatively or additionally, the threaded portion may comprise a larger diameter that extends within 1.5 of the thread spacing from the head. Optionally, grooves can be provided in the undercut. In any case, such fasteners have the added advantage of increased recoil resistance and are less likely to loosen due to vibration.

Also disclosed is a construction structure comprising a first steel construction element and a second steel construction element connected by a plurality of fasteners, each fastener being made of steel and comprising a head with the ability to hold the first construction element steel to the second steel construction element with the fastener installed, a threaded portion adjacent to the head, a forming portion of, '. · _, \ Thread adjacent to the threaded portion of a hardness of minus HRC 50 adapted to form threads in -—— moftcxa._ed, .. ^.

second steel construction element, and a fluted passage portion adjacent to the thread-forming portion of a hardness of at least HRC 50 with a nominal diameter in a range of 60% to 95% of the larger diameter of the adapted threaded portion to form a bra opening, such that the fastener has the ability to provide a threading torque of strap to torque of at least 4.0 and a torque to strap ratio of thrust to greater than 8.0 over a combined range of thickness of the first and second steel construction elements

0.054 inch to 0.084 inch (1,371 mm to 2,133 mm).

Alternatively, fasteners may provide a thread-forming torque to thread ratio of at least 4.0 and a strap-to-torque ratio of thrust torque greater than 10.0 over a combined thickness range of the first and second building elements of steel from 0.054 inch to 0.084 inch (1,371 mm to 2,133 mm). Alternatively, fasteners may have a threading torque of strap to torsion of at least 3.5 and a strap to torque ratio of thrust greater than 6.0 over> * X

ΙΝ3Ί).

a combined thickness range of the first and second steel construction elements from 0.036 inches to 0.084 inches (0.914 millimeters to 2.133 millimeters).

In yet another alternative, the ratio of strap torque to thread forming torque may be at least

3.5 and a ratio of strap torsion to thrust torque greater than 8.0 over a combined thickness range of the first and second steel construction elements from 0.036 inches to 0.084 inches (0.914 millimeters to 2.133 millimeters).

Alternatively, the thread twisting to twisting ratio of thread may be at least 3.0 and a threading twist to strap ratio of greater than 4.0 over a combined thickness range of the first and second steel construction members of 0.036 inches to 0.108 inches (0.914 millimeters to 2.743 millimeters). For certain applications, the combined thickness of the first steel construction element and the second steel construction element in the fastener may be no more than 0.125 inches (3,175 millimeters) thick. In either case, bras may have a nut.

The threaded portion of the fastener adjacent to the head can have a total hardness in a range of HRB 70 to

HRC 40. Additionally, fasteners can have up to five threads between the threaded portion and the

121 i'Vi í, J.

INSTlT'j λ ../ v '' <- V »J *1 4>

threads that are hardened to a1'»· Quxezs less HRC 50. The threaded portion may have a thread angle less than 60 ° and taper threads backwards. Alternatively, the thread angle can be between 40 ° and

50° .

In an alternative, the threaded portion of the fastener adjacent to the head may have a cementation hardness of at least HRC 50.

The thread forming portion of the fasteners may have a shape selected from a group consisting of quadrilobular and pentalobular. The thread forming portion can have a length spacing of 3 to 7 threads.

The threaded portion of the fastener can extend adjacent to the head of the fastener. Additionally, a sealing element can be placed between the head and the threaded portion. The fastener head can be undercut and adapted to deform the first steel construction element by tightening the fastener. In alternatives in which the head is undermined, the `` place ...

sealing element adjacent to the undercut ^. Alternatively or additionally, the threaded portion may comprise a larger diameter that extends within 1.5 of the thread spacing from the head. Optionally, grooves can be provided in the undercut. In any case, such fasteners have the added advantage of increased recoil resistance and are less likely to loosen due to vibration.

In an alternative, the construction structure may comprise a first steel construction element and a second steel construction element connected by a plurality of fasteners, each fastener is made of steel and comprises a head with the capacity to hold the first element of steel construction to the second steel construction element with fastener installed, a threaded portion adjacent to the head having a total hardness in a range of HRB 7 0 to HRC 40, a thread forming portion adjacent to the threaded portion of a hardness of at least HRC 50 adapted to form threads in at least the second steel construction element, and a fluted passage portion adjacent the thread forming portion of a hardness of at least HRC 50 with a nominal diameter in a range of 75% to 95% of the larger diameter of the threaded portion adapted to form a fastener opening, · The fastener has the ability to provide a failure torque ratio a of at least 3.0 and a thrust ratio greater than 6.0 on the first and second elements inches to 0.32 inch millimeters).

Torque Failure Torque Thread Forming Torque a steel construction combined thickness range of 0.

(2.54 mm to 8,128

Alternatively, fasteners may have the ability to provide a failure torque to thread formation torque of at least 3.75. Fasteners may have a thrust torque no greater than

<td>50% of</td><td>a</td><td>torsion</td><td>of</td><td>training</td><td>of thread.</td><td>Bras</td>

<td> 15</td><td>The</td><td>portion</td><td>of</td><td>step of</td><td>Serving</td><td>striated passage</td>

<td>of the</td><td colspan="2">fasteners</td><td colspan="2">can have</td><td>a point</td><td>milling, and can</td>

have a hardness of at least HRC 50.

The thread forming portion of the fasteners may have a shape selected from a group consisting of quadrilobular, pentalobular, and hexalobular. The thread forming portion may have a length spacing of 7 threads.

Additionally, fasteners can have up to five threads between the threaded portion and the thread forming portion that are hardened to a ^ 'cayifeza,). Dey.

minus HRC 50. The threaded portion may have an angle of

<td>thread</td><td>smaller than</td><td>60 ° and</td><td>tapered threads</td><td>to the</td><td>reverse.</td>

<td colspan="2">Alternatively, the</td><td>angle</td><td>threaded can be</td><td>between</td><td>40 ° and</td>

<td></td><td>I also know</td><td>disclose</td><td>a structure of</td><td colspan="2">building</td>

comprising a first steel construction element and a second steel construction element connected by a plurality of fasteners, each fastener is made of steel and comprises a head with the ability to fasten the first steel construction element to the second construction element steel with fastener installed, a threaded portion adjacent to the head that has a total hardness in a range of HRB 70 to HRC 40, a thread forming portion adjacent to the threaded portion of at least one hardness

HRC 50 adapted to form threads in at least the second steel construction element, and a fluted pitch portion adjacent to the thread forming portion of at least one HRC 50 hardness with a nominal diameter in a range of 80% to 92 % larger diameter of the threaded portion adapted to form a fastener opening, such that the fastener has the ability to provide a thread forming failure to torque ratio of at least 3.0 and a thrust failure to torque ratio of greater than 10 when the second. element déF - cyld ι · :: ,, steel construction has a thickness of 0.25 inches (6.35 millimeters).

Alternatively, fasteners may have the ability to provide a thread forming failure-to-torque ratio of at least 3.0 and a thrust failure-to-torque ratio of greater than 10 over a thickness range of the second building member 0.25 inch to 0.38 inch (6.35 mm to

9,652 millimeters). Fasteners may have a thrust torque of not more than 50% of a thread formation torque. Fasteners may have nuts.

The pitch portion of the ribbed pitch portion of the fasteners may have a milled point, and may have a hardness of at least HRC 50.

Additionally, fasteners can have up to five threads between the threaded portion and the thread forming portion that are hardened to a hardness of at least HRC 50. The threaded portion can have an angle of

IHSTi 1 L. ii *, í thread less than

Alternatively, the

60 ° and tapered threads to · thread angle can be between

7ΠΓ

50'

At least a portion of the threaded portion of the fastener may meet a specification selected from the group consisting of ASTM A307 specifications,

ASTM A325, ASTM A354, and ASTM A490. Alternatively or additionally, at least a portion of the threaded portion of the fastener may meet a specification selected from a group consisting of SAE J429 Grade 2, SAE J429 Grade

5, and SAE J429 Grade 8.

Alternatively, a construction structure can comprise a first steel construction element and a second steel construction element connected by a plurality of fasteners, each fastener is made of steel and comprises a head with the ability to hold the first construction element of steel to the second steel construction element with the fastener installed, a tapered pitch portion having an angle in the range 30 to 60 ° of a hardness of at least HRC 50 adapted to start in a pilot hole in at least the second steel construction member, a thread-forming portion of at least one HRC 50 hardness adapted to thread the fastener into at least the second steel construction member, and

approximately HRB 70 to HRC 40, so that the fastener has the ability to provide a thread forming failure to torque ratio of at least 3.0 and a thrust failure to torque ratio of greater than 10 when the second Steel construction element has a thickness of 0.25 inches (6.35 millimeters) and the pilot hole has at least a diameter within the nominal diameter of 80 98% of the largest diameter.

Fasteners may have a thrust torque of not more than 50% of a thread formation torque. Fasteners may have nuts.

The tapered through portion of the fasteners can have an induction hardness of at least HRC 50.

Alternatively, the angle of thread may '-be. · Between 4O-7 and <U 50 °.

At least a portion of the threaded portion of the fastener may meet a specification selected from the group consisting of ASTM A307 specifications,

5, and SAE J429 Grade 8.

Also disclosed is a method of connecting a plurality of elements into a building connection comprising providing a first building element having a first mounting surface and a second mounting surface opposite the first mounting surface and a first element thickness between them, providing at least one fastener having a thread forming portion and a threaded portion, placing a second building element having a first opening adjacent to the first mounting surface, installing the fastener through the first opening, and threading a fastener opening through the thickness of the first element connecting the second element to the first element with the thread forming portion extending through / '; j '-' p of the second mounting surface, place a, ;; h <3 '' t: H.ÍAL construction element having a second opening larger than the largest diameter of the threaded portion adjacent to the second mounting surface so that the second opening is placed on the threaded portion, and install a nut on the threaded portion to connect the third element to the first element.

The step of providing at least one fastener may include providing a steel fastener comprising a head with the ability to fasten the second building element to the first mounting surface with the fastener installed, a threaded portion adjacent to the head having a total hardness in a range of HRB 70 to HRC

40, a thread forming portion adjacent to the threaded portion of at least one HRC hardness 50 adapted to form threads in the fastener opening, and a splined pitch portion adjacent to the thread forming portion of at least one HRC hardness 50 with a nominal diameter in a range of 80% to 98% larger diameter of the threaded portion adapted to form the fastener opening, such that the fastener is bolt-on and has the ability to provide a failure-to-torque ratio of thread-forming torque of at least 3.0 when the thickness of the first member is 0.25 inches (6.35 millimeters).

ΙΝ5Τ; τυ vo M. · I; -1V '' ÍaS

IH 1 ... i. ··· - '-> ·'. Is the method also possible?

provide a fastener through the thickness of the step of providing at least one

Additionally, after the step of providing the opening first element, and where fastener comprises providing a steel fastener comprising a head with the ability to fasten the second building element to the first mounting surface with the fastener installed, a passage portion tapered having an angle of 30 to 60 ° of a hardness of at least HRC 50 10 adapted to start at the opening of the fastener at the thickness of the first element, a thread forming portion of a hardness of at least HRC 50 adapted to thread the fastener into the opening of the fastener, and a threaded portion having a total hardness in a range of approximately HRB

70 to HRC 40, so the fastener is bolt-on and has the ability to provide a thread-to-torque ratio of at least 3.0 when the thickness of the first member is 0.25 inches (6.35 millimeters) and the opening fastener has at least one diameter within nominal diameter in a range of 80 to 98% of the largest diameter.

BRIEF DESCRIPTION OF THE FIGURES

FIG. 1 is a partial perspective view of a floor joist system of the present disclosure;

Figure 2 is a perspective view parc.igl "-déf / i5 an alternative embodiment of the floor joist system of figure 1;

Figures 3A and 3B are side views of the prior art self-drilling bolts;

Figure 3C is a side view of a prior art self tapping bolt;

Figures 4A and 4B are side and end views respectively of a thread forming fastener of the present disclosure;

Figure 4C includes alternative thread forming portions of the fastener of Figure 4A;

Figure 4D illustrates alternative cross sections through the thread forming portion shown in Figure 4C;

Figures 5A and 5B are side and end views respectively of a self-drilling thread forming fastener of the present disclosure;

Figures 5C and 5D are side and end views respectively of an alternative self-drilling thread forming fastener of the present disclosure;

Figure 5E includes side views of self-drilling thread-forming spacer screws of the present disclosure;

J., Τ.Μ7

Figure 6 is a graph of torsionw & obré '.

during installation depicting the thread forming fastener of Figure 4A installed on a steel sheet having a thickness of approximately 0.25 inches (6.35 millimeters);

Figure 7 is an overtime torque graph during installation depicting alternative thread forming fasteners of Figure 4A installed on a steel sheet having a thickness of approximately 0.25 inches (6.35 millimeters);

Figure 8 is an overtime torque graph during installation for a comparative self-drilling fastener installed on a steel sheet having a thickness of approximately 0.25 inches (6.35 millimeters);

Figure 9A is a graph of thread-forming torque, failure torque, and failure-to-torque ratios of thread-forming for a self-drilling thread-forming fastener greater than +3 inch in diameter (6.35 millimeters) of Figure 5A and a comparative sample installed on steel sheets of various thicknesses;

Figure 9B is a graph of thread-forming torque, failure torque, and failure-to-torque ratios of thread formation for a fastener of

4 thread formation,

3/8 inch (9.52 mm) from Figure 5A and a comparative sample installed on steel sheets of various thicknesses;

Figure 10 is an overtime torque graph during installation for the self-drilling thread forming fastener of Figure 5A installed on two steel sheets having a combined thickness of approximately 0.06 inches (1.52 millimeters);

Figure 11 is an overtime torque graph during installation for alternative self-drilling thread forming fasteners of Figure 5A installed on two steel sheets having a combined thickness of approximately 0.06 inches (1.52 millimeters);

Figure 12 is an overtime torque graph during installation for the comparative self-drilling fastener installed on two steel sheets having a combined thickness of approximately 0.06 inches (1.52 millimeters);

Figures 13A through 13D are calculated settling torque charts for self-drilling, +3 inch (6.35 mm) thread forming fasteners and comparative samples for various material thicknesses;

Figure 14 is a torsion-time graph

II

x. ? q the clamp of r '¿sd®? .éí the figure' 5A installed in thickness of approximately formm ^ c-

extra during installation for screw-in, self-drilling a steel sheet that has a

0.187 inches (4,749 millimeters);

Figure 15 is an overtime torque graph during installation for a comparative self-drilling fastener installed on a steel sheet having a thickness of approximately 0.187 inches (4,749 millimeters);

Figure 16 is a level mounted joist seat;

Figure 17 is an alternative joist seat;

Figures 18A-18C are perspective views of a bolted connection of two bridge elements;

Figure 19 is a side view of a bolted connection of two structural elements;

Figure 20 is a perspective view of a bolted seat connection for a joist in a column flange;

Figure 21A is a top view of a bolted seat connection in a hollow structural section;

Figures 21B and 21C are top views of bolted seat connections on a hollow structural section;

Figure 22A is a perspective view ;;; '4®' * - ^ B ^ s ^ * 'joist connection on anr.ho flange beam; ,,,

Figure 22B is a perspective view of an alternative joist connection on a wide flange beam;

Figure 23 is a side view of the joist connection of Figure 22B;

Figure 24 is a partial cross-sectional view through the joist connection of Figure 23;

Figures 25A and 25B are perspective views of the joist and beam of the wide flange beam;

Figure 26 is a partial perspective sectional view of the floor joist system of Figure 1;

The . Figure 27 is a perspective view of joists with diagonal bridge;

Figures 28A-28C are partial sectional views showing connections of bridge elements to joists of Figure 27;

<td></td><td></td><td>The</td><td>figure</td><td> 29</td><td>it's an exploded perspective view</td>

<td>of</td><td>the</td><td>figure</td><td> 27;</td><td></td><td></td>

<td></td><td></td><td>The</td><td>figure</td><td> 30</td><td>is a detailed perspective view</td>

<td>of</td><td>the</td><td>figure</td><td> 27;</td><td></td><td></td>

<td></td><td></td><td>The</td><td>figure</td><td> 31</td><td>is a perspective view of a</td>

plurality of joists and one joist being lifted by a crane;

ΙΝΕΤ.'Τ Ί

I heard:

Figure 32 is a perspective view of a wedge bridge configuration;

Figure 33 is a prospective view of a joist with a horizontal point and connection that ends in the wall;

Figure 34 is a partial side view of a structural articulated joint of a metal construction system;

Figure 34A is a cross sectional view

<td colspan="3">partial meeting</td><td colspan="2">articulated</td><td rowspan="2">of the view</td><td colspan="4">figure 26;</td>

<td></td><td>The</td><td>figure</td><td> 35</td><td>is a</td><td>higher</td><td>partial</td><td>of</td><td>a</td>

<td>board of</td><td colspan="2">overlap with</td><td colspan="2">crossbar;</td><td></td><td></td><td></td><td></td><td></td>

<td></td><td>The</td><td>figure</td><td> 36</td><td>is a</td><td>view</td><td>higher</td><td>partial</td><td>of</td><td>a</td>

<td>board of</td><td colspan="2">overlap with</td><td colspan="3">cross mounted</td><td colspan="2">inserted;</td><td></td><td></td>

<td></td><td>The</td><td>figure</td><td> 37</td><td>is a</td><td>view</td><td>higher</td><td>partial</td><td>of</td><td>a</td>

<td>board of</td><td colspan="2">overlap with</td><td colspan="3">mounted crossbar</td><td>to level;</td><td></td><td></td><td></td>

<td></td><td>The</td><td>figure</td><td> 38</td><td>is a</td><td>view</td><td>higher</td><td>partial</td><td>of</td><td>a</td>

<td>Connection</td><td>of</td><td>corner</td><td>of</td><td colspan="2">crossbar;</td><td></td><td></td><td></td><td></td>

<td></td><td>The</td><td>figure</td><td> 39</td><td>is a</td><td>view</td><td>higher</td><td>partial</td><td>of-</td><td>a</td>

<td>Connection</td><td>of</td><td colspan="4">nested traverse mounted</td><td>to level;</td><td></td><td></td><td></td>

<td></td><td>The</td><td>figure</td><td> 40</td><td>is a</td><td>view</td><td>side</td><td>partial</td><td>of</td><td>a</td>

high eaves traverse connection;

Figure 41 is a partial perspective view of a belt lap joint;

Figures 42A to 42C are perspective views

J 1

Λ roof partials;

alternative strap connections

Figure 43 is a partial perspective view of a strap connection in a roof valley;

Figure 44 is a partial end view of a connection of a door leaf to a crossbar;

Figure 45 is a partial end view of a connection of a door leaf to a rafter element;

<td>The</td><td>figure</td><td> 4 6</td><td>is</td><td>a</td><td>side view</td><td>partial</td><td>of</td><td>a</td>

<td colspan="6">alternative structural articulated joint;</td><td></td><td></td><td></td>

<td>The</td><td>figure</td><td> 47</td><td>is</td><td>a</td><td>side view</td><td>partial</td><td>of</td><td>a</td>

<td>connection of</td><td>element</td><td>of</td><td colspan="2">changed and</td><td>column;</td><td></td><td></td><td></td>

<td>The</td><td>figure</td><td> 48</td><td>is</td><td>a</td><td>side view</td><td>partial</td><td>of</td><td>a</td>

connection of mezzanine beam elements and a column;

Figures 49A and 49B is a partial side view of an alternative connection of mezzanine beam elements to a column;

Figure 49C is a prior art connection of the mezzanine beam elements to a column;

Figure 50 is yet another alternative connection of the connection of the mezzanine beam elements to a column;

from cabios to a column;

Figure 51 is a side view of a connection

it is a side view · from one to a column;

it's a wall stub connection

The alternate figure of a car

The end figure to a column and roof beam;

Figure 54 is an end view of an eave extension;

Figures 55A and 55B is a diagonal shoring connection;

Figure 55C is a prior art connection of diagonal prop;

Figure 56 is a side view of an alternative diagonal shoring;

Figure 57 is a partial cross-sectional view showing the connection of a tube abutment;

Figure 58 is a partial side view of a wind column and upright connection;

Figures 59A and 59B are views of rod and cable struts for use with stud connections as shown in Figure 58;

Figure 60A is a perspective view of a belt transition connection;

Figure 60B is a side view of the belt transition connection of Figure 52B;

Figure 61 is a side view of a connection

parapet;

<td></td><td></td><td rowspan="2">The</td><td rowspan="2">figure</td><td rowspan="2"> 62</td><td rowspan="2">is</td><td rowspan="2">a</td><td rowspan="2">view</td><td>1 ate 3 —— nna</td><td>nn</td>

<td>of</td><td>table;</td><td></td><td></td>

<td></td><td></td><td>The</td><td>figure</td><td>63A</td><td>is</td><td>a</td><td>view</td><td>side of a</td><td>Connection</td>

<td>5 of</td><td>rail</td><td>of</td><td>crane;</td><td></td><td></td><td></td><td></td><td></td><td></td>

<td></td><td></td><td>The</td><td>figure</td><td>63B</td><td>is</td><td>a</td><td>view</td><td colspan="2">in cross section to</td>

through the crane rail of figure 55;

Figure 64 is a partial side view of a concrete wall joint;

<td> 10</td><td>The</td><td>figure</td><td> 65</td><td>is a</td><td>section view</td><td>cross</td>

<td></td><td colspan="6">partial of an overlapping connection of two metal panels</td>

<td></td><td>corrugated;</td><td></td><td></td><td></td><td></td><td></td>

<td></td><td>The</td><td>figure</td><td> 66</td><td>is a</td><td>section view</td><td>cross</td>

<td></td><td>partial of a</td><td>panel</td><td colspan="2">filler</td><td colspan="2">of the present disclosure;</td>

<td> 15</td><td>The</td><td>figure</td><td> 67</td><td>is a</td><td>section view</td><td>cross</td>

<td></td><td>partial of a</td><td>panel</td><td colspan="2">filler</td><td colspan="2">of the prior art;</td>

<td></td><td>The</td><td>figure</td><td> 68</td><td>is a</td><td>side view of</td><td>a joist</td>

with a utility pendant;

<td>The</td><td>figure</td><td> 69</td><td>is</td><td>a section view</td><td>cross</td>

<td>20 partial of</td><td>pendant</td><td>of</td><td colspan="2">utility of figure 60;</td><td></td>

<td>Lct</td><td>figure</td><td> 70</td><td>is</td><td>a detailed view in</td><td>parts of the</td>

<td>pendant</td><td>utility</td><td>of</td><td>the</td><td>figure 60;</td><td></td>

a joist with an out-of-panel support strut;

Fig. 71 is a partial perspective view of

V

Figure 72 is a perspective view, partially, ie, secured reinforcing tie members —a_jm. ..e.1 support element;

Figure 73 is a partial perspective view of an alternative connection of reinforcing tie members to a support member;

Figure 74 is a partial perspective view of reinforcing tie members secured to a support member with a locking member installed;

Fig. 75 is a partial perspective view of a braced stud secured to a stud stud;

Figure 76 is a partial sectional view of a ridge gig and gig connection;

Figure 77 is a partial perspective view of the roof decking secured to a truss wall frame;

Figure 78 is a partial perspective view of a bearing wall connection;

Fig. 79 is a partial perspective view showing a fixing joint;

Figure 80 is a partial perspective view of a connection of a brochal element;

Fig. 81 is a partial perspective view of a connection of an alternate brush element and a view

exploded. of the brochal element;

Fig. 82 is a partial Rprninn view of the exterior wall connection and floor truss;

Figure 83 is a partial side view of a truss member secured to a steel wall truss; and

Fig. 84 is a side and top view of a truss member secured to a beam truss.

DETAILED DESCRIPTION OF

THE INVENTION

Turning now to Figures 1 and 2, a construction structure may include a floor joist system.

100 and at least one load and typically two or more supporting members 110. The floor joist system 100 may comprise a plurality of joists 40 transverse to the load-bearing member 110 separated between the load-bearing members 110, and supporting a steel platform

42. The steel deck 42 is typically made of a side-by-side corrugated element, covered by a concrete slab 44. The load bearing element 110 may include a beam 46 as shown in Figure 1. Alternatively, the bearing element Load bearing 110 may be a load bearing wall 48 comprising a plurality of trusses 50 as shown in Figure 2. The load bearing element may comprise other elements

To go-, ? '/ -4¾ structural as desired for support //, the system / ^ é' ^ floor joists 100.

Various building elements in the building structure can be connected together and secured through a plurality of thread-forming fasteners 52 as shown in Figure 4A, or through a plurality of self-drilling thread-forming fasteners 54 as shown in Figure 5A, or through a plurality of cemented thread-forming self-drilling fasteners as shown in Figure 5C. For example, a first steel construction element, such as a joist 40, can be connected to a second steel construction element, such as load-bearing element 110, through a plurality of

<td>fasteners</td><td>of</td><td>training</td><td>of</td><td>thread 52,</td><td>or</td><td>through a</td>

<td>plurality</td><td>of</td><td>fasteners</td><td>of</td><td>training</td><td>of</td><td>threaded, self-</td>

<td>drilling</td><td> 54 .</td><td></td><td></td><td></td><td></td><td></td>

<td colspan="2">Every</td><td>bra</td><td>of</td><td>training</td><td>of</td><td>thread 52 is a</td>

Steel fastener having a 62 tapered front portion that tapers to an angle in a range of 30 ° to 60 ° induction hardness on a Rockwell C hardness scale of at least 50 (HRC) adapted to start in a pilot hole 70, which can be pre-drilled, pre-drilled or otherwise formed, in at least the second building element of

to zero, as shown in Figures 8 and 9. Thread forming fastener 52 includes a thread forming portion 66 of at least HRC hardness 50 adapted to thread fastener 52 into at least the second construction element, and a threaded portion 64 adjacent to the thread forming portion 66. As used in the present specification and the appended claims, the word adjacent means either attached or close; As used herein, adjacent features may or may not be contiguous. Thread-forming fastener 52 has a head 63 with the ability to fasten the first steel construction element to the second steel construction element with fastener 52 installed. The threaded portion 64 has a larger diameter 58, that is, the diameter of the fastener at the tip of the thread, and a smaller diameter 59, is

<td>say the diameter</td><td>bra</td><td>in</td><td>the root of</td><td>the bagel,</td><td>how</td>

<td>It is shown in</td><td>figure 4.</td><td>The</td><td>bra</td><td>52 has</td><td>a</td>

<td colspan="2">desired thread clearance 60,</td><td>is</td><td>say the</td><td>distance</td><td>since</td>

a thread tip to the adjacent thread tip along the length of the fastener, as shown in the figure

4A.

At least a portion of the threaded portion 64 of the thread-forming fasteners 52 adjacent to the head 63 may have a hardness of between about hardness in

l] J + Tí i> '' i 'Rockwell scale B (HRB) 70 and HRC 40. In an alterheative * at least a portion of the threaded portion 64 has a total hardness between approximately HRC 25 and HRC 34. In a alternatively, at least a portion of the threaded portion 64 has a total hardness of between about HRB 70 and HRB

100. In an alternative, at least a portion of the threaded portion 64 has a total hardness of between approximately HRC and HRC 30. In an alternative, at least a portion of the threaded portion 64 has a total hardness of between approximately HRC 26 and HRC 36. Still another alternative, at least a portion of the threaded portion 64 has a total hardness between about HRC 33 and HRC 39. The hardness of at least a portion of the threaded portion 64 can be selected to comply with ASTM A307, ASTM A325, ASTM

A354, ASTM A490 or other standard fastener. Alternatively or additionally, the hardness of at least a portion of the threaded portion 64 may be selected to meet

SAE J429 Grade 2, SAE J429 Grade 5, and SAE J429 Grade 8 or other standard fasteners. Adjacent to the threaded portion 64, the thread forming portion 66 may have a hardness greater than about HRC 50, and may be greater than about HRC 54. Up to 5 threads between threaded portion 64 and thread forming portion 66 can be hardened to at least HRC 50 or at least HRC 54, and at least [ί // Ρ Η --3 .. + λ // τ / ai a majority of the threaded portion 64 of the thread forming 52 is hardened in depth so that the fastener is ductile through the threaded portion.

As the thread forming fastener 52 is installed by connecting a first steel construction element- and a second steel construction element, the fastener 52 can be tightened to hold the first element between the head 63 and the threads formed in the second construction element. As the thread-forming fastener 52 is tightened, a portion of the ductile threaded portion 64 between the head 63 and the threads that engage the second construction member is elongated providing a clamping load on the connection according to design requirements. . In the past, thread-forming fasteners had cement-hardened threads that could not be lengthened when fastened without the risk of hydrogen fracture or brittleness. The present thread forming fasteners 52 have sufficient ductility for structural connections such as critical slip connections where the bonded materials are fastened together without slippage by the stress induced in the fasteners.

Thread-forming fastener 52 may have a larger diameter between approximately H inch (6.35

I IJ Β í

1/2 '' inch ^ ( £ 38 / j / Prime & Steel connection, orimer mm), or smaller, and 1 mm), or larger. In a second construction element, the steel construction element may have a through hole 72 that has a diameter greater than the diameter of the fastener 52. The second steel construction element has the pilot hole 70 aligned with the through hole in the first element, the pilot hole is smaller than the largest diameter of the fastener 52, and typically larger than the smallest diameter, albeit for metal applications. Thin, such as thinner than 14 gauge, or smaller than 16 gauge, the pilot hole may be smaller than the smallest diameter. The pre-drilled or pre-drilled pilot holes 70 in the second steel construction element can be adapted to install thread-forming fasteners 52, the pilot holes 70 have a drilling diameter of between about 70% and 98% of the larger diameter 58. Alternatively, the drilling diameters of the pilot holes for installing the thread forming fasteners 52 can be between approximately 80% and

98% of the larger diameter 58, and alternatively between about 80% and 95% of the larger diameter. The diameter of the pilot hole can be selected based on the thickness of the second construction element, the largest diameter of the

IΜ Ρ ί (^ 3 ínstí; veve · Mexican fastener, and twisting thread formation'-: Desíatí thread forming fastener 52 is inatalarln a t-ratnág_HpI.

through hole 72 and rotated in pilot hole 70. Thread forming portion 66 forms threads in the pilot hole bore so that threaded portion 64 engages the second member. Thread forming clamp 52 is tightened to hold the first element between head 63 and the threads formed in the second element.

Alternatively, the first and second elements are provided with pilot holes and the thread forming portion 66 forms threads in the drilling of the pilot holes in the first and second elements so that the threaded portion 64 couples the first and second elements.

Optionally, the thread forming fastener 52 may include an unthreaded shank portion (not shown) between the head 63 and the threaded portion 64 as desired for connection. If provided, the length of an unthreaded shank portion and the axial length of the threaded portion 64 can be selected according to the thickness of the first and second building elements and the desired length of the thread coupling. For example, on some bearing type connections with threads excluded from the bearing plane, an unthreaded stem portion (not shown) can be expected to be longer than

ΤΙ.

the thickness of the first construction element so that the threaded portion 64 couples the second construction element by clamping the first construction element between the head 63 and the threads coupling the second construction element. In either case, the threaded coupling with the first and / or second construction element acts as a nut, and in some applications, no nut may be required based on design requirements.

Examples of various through hole and pilot hole installation configurations of thread forming fasteners 52 are disclosed in applications disclosed herein, and each disclosed application is not limited to the described configuration.

The graph in Figure 6 shows the installation torque over time for 5 self-drilling 54 thread forming fastener test samples identified as manufacturer tests 360-80901-60, representative of the thread forming portion and the threaded portion of the thread forming fastener 52 having a diameter greater than 3/8 inches (9.52 millimeters) installed in a pilot hole at 175 revolutions per minute on a thick plate of M of inch (6.35 mm). As the thread forming fastener is pushed into the pilot hole in the +5 thick plate

S · s

· - '' · Υ '' inch (6.35 millimeters), a. 'Twist, Oi thread 74 is the largest torque used to rotate the thread forming portion 66 of the thread forming fastener 52 in the pilot hole 70 forming threads in the pilot hole. After the head 63 makes contact with the first building element, a further rotation advances the threaded portion 64 in the opening of the threaded fastener with increasing torsion as the head holds the elements against the threads formed in the second element. The operator stops tightening the fastener to a set torque of 78 as it is desired to be less than the fault torque of 80. Thrust torque 76 is the torque just before the set torque increase, as shown in Figure 6. Continued rotation of the fastener can also increase the torque required to rotate the fastener until the bolt connection fails to torque. Failure 80. The failure mode is typically determined by the thickness of the building elements and the largest diameter 58 of the fastener. When the building element in which the threads are formed is a thin material such as less than 14 gauge, or less than gauge

16, the material of the building element can be deformed or fractured and the fastener detaches at a stripping torque. Failure torque 80 is generally

I ..Γ ·· '· / 7 z - ;5 \ refers to the cutting torsion in elements';'de [constiúccg ^^^ thinner. For certain material thicknesses, the fastener will fracture at failure torque 80.

The installation torque over time for the thread-forming fastener 52 was measured using self-drilling thread-forming fasteners 54 installed in a pre-drilled pilot hole to negate the effects of the striated front portion.

Five specimens with a diameter greater than 3/8 of an inch (9.52 millimeters) were installed at 175 revolutions per minute in the pilot holes in a steel element with a thickness of approximately 0.25 inches (6.35 millimeters) and plotted on the graph of the Figure 6. Thread-forming torque 74, as shown in the graph of Figure 6, is less than about 200 inch-pounds (2,303 kilogram-meters). The thrust torque 76, before the torque rises to the settlement, is less than approximately 25 inch-pounds (0.287 kilogram-meters). The 80 failure torque is greater than 600 inch-pounds (6,911 kilograms). For some samples, the failure torque is greater than 700 inch-pounds (8,063 kilogram-meters), and a sample greater than approximately 900 inch-pounds (10,367 kilogram-meters). The failure torque 80 shown in Figure 6 is a cut torque for 4 of the 5 samples.

an institute r.

OF THE P '

ILIL

The trace identified as A in figure 6 shows

<td>drop</td><td>to 0</td><td>inch-pounds</td><td>then</td><td>to reach the</td><td>torsion</td><td>of</td>

<td>failure</td><td colspan="3">because bra A</td><td>fractured at</td><td>torsion</td><td>of</td>

<td>failure.</td><td>The</td><td>relationship of the</td><td>torsion</td><td>from failure to</td><td>torsion</td><td>of</td>

<td colspan="2">5 training</td><td>threaded is the</td><td>less</td><td colspan="2">3.0 and the ratio of</td><td>the</td>

failure torque to thrust torque may be greater than

6.0 when the steel element has a thickness of 0.25 inches (approximately 6.35 millimeters) and the pilot hole has at least a diameter within the nominal diameter between 85 and 90% of greater diameter. Alternatively, the failure torque to thrust torque ratio may be greater than 10, and may be greater than 20. The ratio of failure torque to thrust torque can be as high as 100, or more, when the second building element · is 0.25 inches (6.35 millimeters) thick and the pilot hole is at least one diameter within the nominal diameter between 80 and 98% of larger diameter.

<td>In</td><td>figure 7</td><td>a</td><td colspan="2">proof</td><td>additional</td><td>of</td>

<td>bras</td><td colspan="2">thread forming 52</td><td> 3/8</td><td>of</td><td>inch (9</td><td> . 52</td>

<td>millimeters)</td><td>diameter</td><td>higher. To the</td><td colspan="2">same</td><td>what with</td><td>the</td>

<td>experiment</td><td>shown in</td><td>the figure</td><td> 6,</td><td>the</td><td>torsion</td><td>of</td>

<td>installation</td><td>with the step</td><td colspan="2">of time for</td><td>the</td><td>bra</td><td>of</td>

<td>formation of</td><td>thread 52 was</td><td colspan="2">measure using</td><td colspan="2">ten samples</td><td>of</td>

thread forming fasteners, self-drilling 54,

ί Μ Ρί

I 1 > C '\ o 1 94 D identified as samples 360-80952-60 of the 'f'áb'rJ with a diameter greater than 3/8 of an inch (9.52 millimeter ;;' installed in the pre-drilled pilot holes to negate the effects of the front portion Fluted The specimens were installed at 175 revolutions per minute in the pilot holes with a diameter of 0.302 inches in a steel element with a thickness of approximately 0.25 inches (6.35 millimeters) and plotted on the graph in figure 7. In this test sample, the average thread-forming torque 74 of the samples was 316.6 inch-pounds (0.069 kilogram-meters) (3,647 kilogram-meters).

As shown in the graph in Figure 7, the thread-forming torque is less than about 350 inch-pounds (0.575 kilogram-meters) (4,031 kilogram-meters).

The thrust torque 76, before the torque rises to settlement, is less than approximately 100 inch pounds (1,151 kilogram-meters). The 80 failure torque is greater than 600 inch-pounds (6,911 kilogram-meters). For some samples, the failure torque is greater than 700 inch-pounds (8,063 kilogram-meters), and a sample greater than 800 inch-pounds (9,215 kilogram-meters).

Figure 8 shows installation torque over time for comparative samples of the previous 3/8 inch (9.52 mm) fasteners.

The comparative bras lacked deí / la ': p, dr'ei ^ «.i^?

............

thread formation present, instead of using previous technology. The graph in Figure 8 shows the upper thread forming torque required to push the pre-fasteners. The average thread formation torque of the ten samples was 373.4 inch-pounds (4,301 kilogram-meters). Additionally, the thrust torque is significantly higher than the fasteners present as shown in Figure 7. Thrust torque for comparative fastener samples is greater than 200 inch-pounds (2,303 kilogram-meters), and for most samples it is greater than 250 inch-pounds (0.575 kilogram-meters) (2,879 kilogram-meters) . The ratio of failure torque to thrust torque for comparative fasteners is less than 4. Additionally, as shown in the graph in Figure 8 and Table 1, the variation in performance between the comparative samples was much higher than the bra present as shown through the standard deviation of the data.

TABLE I

<td rowspan="2"></td><td rowspan="2">Medium Thread Forming Torque (inches- pounds) (kilograms)</td><td rowspan="2">Torsion formation standard deviation thread</td><td rowspan="2">Medri Failure Torque * - (inch pounds) (kilograms)</td><td>Torsion of -) 1 -a Hp</td>

<td>deviation standard</td>

<td>Present invention Figure 7</td><td> 316.6 (3.647)</td><td> 9.8</td><td> 708.1 (8.156)</td><td> 53.4</td>

<td>Comparative invention figure 8</td><td> 373.4 (4.301)</td><td> 37.5</td><td> 685.1 (7.892)</td><td> 136.1</td>

The consistent performance of the present bra provides better predictability. In some applications, additional pre-fasteners were added to accommodate the inconsistent performance of pre-fasteners. In these applications, the improved performance and decreased variation of the present fasteners 52 may allow fewer fasteners to be used to provide the desired design requirement at increased efficiency.

Thread forming portion 66 of thread forming fastener 52 may have a bilobar, trilobular, quadrilobular, pentalobular, hexalobular, or other cross-sectional shape. Of these, to date the pentalobular shape has been found to provide the best performance in thread formation. In either case, these lobular shapes of the thread-forming portion of the fastener control the thread-forming torque and

push torque to facilitate fastener installation, reduce installation failure, and improve load carrying capacity of assembled construction elements. The thread forming portion includes a plurality of lifting cavities 57 spaced around the thread forming portion 66 to segment the thread forming portion 66 into a desired number of lobes 77 creating the bilobular, trilobular, quadrilobular, pentalobular shape , hexalobular, or other cross-sectional shape. For example, five lift cavities 57 may be spaced as desired around the thread forming portion 66 to segment the thread forming portion 66 into five lobes 77 forming the pentalobular cross section shown in Figure 4D, and four cavities Lifting 145 may be spaced as desired around the thread forming portion

143 for segmenting the thread forming portion 143 into four lobes 139 forming the quadrilobular cross section shown in Figure 4D. As shown in FIG. 4C, the lifting cavities 57 may be longitudinal cavities provided along the axial direction of the fastener. In an alternative, the width of the lift cavities 57 may be wider towards the striated front portion that creates the triangular shape as fhi? - ,, ··.

shown in figure 4C.

In some embodiments, the threaded portion of the fastener includes a series of lobes 77 with lifting cavities 57 between approximately the axis of rotation as shown in Figure 4D. Each lobe 77 has a front portion and a drag portion, the front portion and the first adjacent cavity may be at a first angle, shown as Θ in Figure 4D, in a range of 50 ° to 100 ° from a flat tangent to lobe adjacent to the front portion, and the drag portion and the adjacent second cavity may be at a second angle, shown as γ in Figure 4D, in a range of 25 ° to 50 ° from a flat tangent to the lobe adjacent to the drag portion. As shown in Figure 4D, the first angle may be greater than the second angle.

Alternatively, the second angle between the drag portion and the adjacent second cavity may be in a range of 50 ° to 100 ° from a plane tangent to the lobe adjacent to the drag portion. In this alternative, the first angle and the second angle can be approximately the same. The cavity may include curved surfaces and / or flat surfaces forming the intersection between the cavity and the lobe that forms the first and second angles.

Lifting cavities 57 can be extended

toward fastener threads to approximate merfté ', minor 59. Alternatively, cavities Ha — I heard o-war-i W ^ 7 gP can extend into the bra shank deeper than

<td>the smallest diameter</td><td> 59,</td><td>such</td><td>how</td><td>at a depth</td><td>between</td>

<td>about 80%</td><td>and</td><td> 99%</td><td>of the</td><td>smaller diameter. In</td><td>other</td>

<td>alternative yet,</td><td>the</td><td colspan="2">cavities</td><td>lifting height 57 se</td><td>they can</td>

extend the fastener threads to a depth between the largest diameter 58 and the smallest diameter 59, such as to a depth between about 101% and 120% of the smallest diameter. Each lifting cavity 57 may have approximately one thread spacing in width.

Alternatively, the lifting cavities 57 may have gaps of between about 0.8 and 4 threads in width. In an alternative, the width of the lift cavities 57 may be between about 30% and 70% of the formula (nx larger diameter / number of lobes) as desired to provide the desired spacing between lobes 77.

In yet another alternative, the width of the lifting cavities 57 may be between approximately 40% and 60% of the formula (nx major diameter / number of lobes). For example, in an application that has 4 lobes (quadrilobular), the width of the lift cavities may be approximately

60% of the formula (rr x larger diameter / number of lobes). In another example, in an app that has 2 lobes

(bilobular), the width of the cavities of elévanEaóóhlínúíe

INDumjAL approximately 50% of the formula (nx larger diameter / number of lobes). The lifting cavities 57 of the thread forming portion 66 may be at gaps 60 of between 7 threads in the axial length. Alternatively, the lift cavities 57 of the thread forming portion may be spaced 60 apart from 2 to 5 threads in the axial length. Depending on the size of the fastener, the thread forming portion 66 may be between about 0.06 and 0.5 inches (1.52 and 12.7 millimeters) in length, and may have a thread forming torque of not more than about 1/3 of the torque. fault 80.

In either case, the thread forming torque is less than the fastener torque to avoid failure.

In an alternative, the thread forming torque is less than 80% of the fastener torque.

The threaded portion 64 of the thread forming fastener 52 is adapted to be installed at a thrust torque 7 6 at least 50% less than the thread forming torque 74, that is, not more than 50% of the thread forming torque thread. Alternatively, the thrust torque 76 is between approximately 5% and 60% of the thread forming torque 74. To reduce the thrust torque, the threaded portion 64 may include taper threads backwards, and may

7 ~ 7 _λι „-! 3

I ^ ST. ', · Ι;

have a thread angle less than 60 °, represent

in figure 4A. Alternatively, the angyrroph — r ?? ^3 pi1oHp be less than 50 °. In yet another alternative, said thread angle can be between 45 and 50 °. Reducing the thread angle also reduces the thread clearance 60 and reduces the smaller diameter 59. The reverse taper threads, as used herein, means that the larger diameter 58 of the threaded portion 64 has a reverse taper so that the larger diameter 58 is larger adjacent to the thread forming portion 66 than the larger diameter 58 adjacent to the head 63. In some embodiments, the larger diameter backward taper can be between approximately 0.0005 'and 0.005 inches (0.0127 and 0.127 millimeters) per inch of axial length. Alternatively, the upside down taper can be between about 0.001 and 0.003 inches (0.0254 and 0.0762 millimeters) per inch in length.

The threaded portion 64 of fastener 52 can provide a failure torque 80 of at least 600 inch-pounds (6,911 kilogram-meters) measured using a fastener 52 having a diameter greater than one inch (12.7 millimeters) threaded into a pilot hole having at least one diameter within the nominal diameter of between about 80% and 98% of the largest diameter 58 and the threaded member having a material thickness of about

I

MSXJCANO PROPERTY INSTITUTE

0.25 inches (approximately 6.35 millimeters ^ 'T? **' 'For material thicknesses greater than 0.25 inches' (6.'83 millimeters), the threaded portion may have a setting torque of at least 400 inch-pounds ( 4,607 kilogram-meters). Alternatively, the threaded portion has a settlement torque of at least 600 inch pounds (6,911 kilogram-meters), and can be at least 800 inch-pounds (9,215 kilogram-meters) measured using an inch (12.7 millimeter) fastener threaded into a pilot hole that has at least a diameter within the nominal diameter between approximately 80% and 98% of the largest diameter 58 and the threaded element having a material thickness of approximately 0.25 inches (approximately

6.35 mm).

Thread-forming fastener 52 can be used in connections such as shown in Figures and 17, where the first steel construction element, such as joist 40, includes a through hole 72 that has a larger drilling diameter than the largest diameter of the fastener. The second steel construction element, such as beam 46, includes pilot hole 70. Pilot hole 70 may have a drilling diameter of between about 70% and 95% of the larger diameter 58.

Alternatively, pilot hole 70 may have a

,, υητπ'υ ',. ν.? .?

drilling diameter between about? · larger diameter, and alternatively between about 80% and 95% of the larger diameter 58. Thread-forming fastener 52 can be placed through the through hole 72 in the first element and can be pushed into pilot hole 70 of the second element. Thread forming portion 66 forms threads in the pilot hole bore allowing threaded portion 64 to be threaded into the second element, trapping the first element between head 63 and threads formed in the second element. Thread-forming fastener 52 may have a larger diameter of between about M inch and 1 inch (6.35 millimeters and 25.4 millimeters), or larger, as desired, for the size and load requirements for connection in the assembly. At least a portion of the threaded portion 64 of the thread forming fastener 52, as shown in Figures 16 and 17, may comply with ASTM A307, A354, A325,

A490, or other standard fastener as required.

Alternatively, for some connections, both the first element and the second element may include pilot hole 70, where the thread forming portion threads on both the first element and the second element.

The self-drilling thread-forming fastener 54 54, as shown in Figures 5A through 5D, steel fasteners comprising the head 63 with the ability to fasten the first steel construction element to the second element of steel construction with fastener installed. The self-drilling thread forming fastener 54 includes the threaded portion 64 adjacent to the head 63, and the thread forming portion 66 as discussed above, adjacent to the threaded portion 64

<td>of at least one</td><td>HRC hardness</td><td> 50</td><td>adapted</td><td>To allow</td><td>the</td>

<td>bra shape</td><td>threads on</td><td>to the</td><td>minus the</td><td>second element</td><td>of</td>

<td>building. The</td><td>bra</td><td>of</td><td>training</td><td colspan="2">threaded, self-</td>

Drill 54 has a striated front portion 68 at the tip of the fastener 54 and adjacent to the thread forming portion 66 of at least one HRC hardness 50 with a nominal diameter of between about 70 and 95% of the larger diameter 58 of the threaded portion 64 adapted to form the fastener opening, or pilot hole 70, and typically larger than the smallest diameter, although for thin metal applications, such as thinner than 14 gauge, or smaller than 16 gauge, the nominal diameter of the ribbed front portion 68 may be smaller than the smaller diameter. Alternatively, the ribbed front portion 68 has a nominal diameter of between about 80% and 95% of the larger diameter 58.

The ribbed front portion 68 may have a

Ι + ΠΜ sunken or perforated point, a milled point ¡^ amiai

INDUSTR1AL of both. Generally milled stitch is desired alone, or in combination with preformed sunken or drilled stitch, to ensure the effectiveness of the striated front portion in drilling through the construction elements. The length of the ribbed front portion 68 may be longer than the thickness of the construction element through which the ribbed front portion is drilled. It may be useful to provide the ribbed front portion 68 with an axial length between approximately 1.1 and 2.0 times the thickness of the perforated construction element. The ribbed front portion 68 may be a Type 1, Type 2, Type 3,

Type 4, Type 5, or a variation thereof.

At least a portion of the threaded portion 64 of the self-drilling thread forming fastener 54 may have a total hardness of between about HRB 70 and HRC 40.

In an alternative, at least a portion of the threaded portion 64 has a hardness between approximately HRC 25 and

HRC 34. In an alternative, at least a portion of the threaded portion 64 has a total hardness of between about HRB 70 and HRB 100. In an alternative, at least a portion of the threaded portion 64 has a total hardness of between approximately HRC 19 and HRC 30. In an alternative, at least a portion of threaded portion 64 has a total hardness of between about HRC 2 6 and,

In yet another alternative, at least a portion of the threaded portion 64 has a total hardness between about HRC 33 and HRC 39. As discussed above, the hardness of the threaded portion 64 can be selected to comply with ASTM A307, ASTM A325 , ASTM

A354, ASTM A490 or other standard fastener. Alternatively or additionally, the hardness of threaded portion 64 can be selected to comply with SAE J429 Grade 2, SAE

J429 Grade 5, and SAE J429 Grade 8, or other standard fastener.

In yet another alternative, the self-drilling thread-forming fastener may be cemented to at least HRC 50. For certain applications, the self-drilling thread-forming fastener may be a cemented fastener. In the figures, such as Figures 1 and

2, in which under certain applications a cemented self-drilling thread forming fastener may be used, the fastener will be referred to as a cemented self-drilling thread forming fastener 56. The thread forming fastener of Cemented self-drilling 56 may have a larger diameter 58 of between approximately 0.18 and 0.26 inches (4,572 and 6,604 millimeters).

Adjacent to thread forming portion 66,

TFF 7 'l ·:' - - ': ·, lf;, ·. .

a portion of the threaded portion 64 may have; a.

greater than about HRC 50, and can .aü £ „about HRC 54. Up to five threads between the threaded portion and thread forming portion 66 can be hardened to at least HRC 50 or at least HRC 54. Threaded portion 64 of the self-tapping thread-forming fastener 54 can be fully hardened so that the fastener is ductile through the threaded portion. As discussed above, self-drilling thread forming fastener 54 is installed by connecting a first steel construction element and a second steel construction element, fastener 52 can be tightened to hold the first element between the head 63 and the threads formed in the second construction element.

As the thread forming fastener 52 is tightened, a portion of the threaded portion 64 between the head 63 and the threads that engage the second construction member is elongated providing a clamp load on the connection in accordance with design requirements. The present thread forming fasteners 52 have sufficient ductility for structural connections such as critical slip connections.

The self-drilling thread-forming fastener 54 typically has a larger diameter between

approximately 0.12 inches approximately inches (6.35 millimeters). In some cases, the size of the fastener 54 may be limited by the ability of the ribbed front portion 68 to function in the bore at larger sizes. In a connection between a first and a second building element, the first building element may have a through hole 72 with a diameter larger than the larger diameter of the fastener 54. The self-drilling thread forming fastener 54 is installed through the through hole and is rotated toward the second element. The ribbed front portion 68 drills an opening through the second element, and the thread forming portion 66 threads into the perforation of the perforated fastener opening so that the threaded portion 64 engages the second construction element. The self-drilling thread forming fastener 54 is tightened to hold the first element between the head 63 and the threads formed in the second element. The second threaded element acts as a nut, and in some applications, no nut is required per the design requirements. Alternatively, the self-drilling thread-forming fastener 54 may be installed in a pilot hole, and the thread-forming portion 66 forms threads in the drilling of the * V χ X · Λ pilot hole so that the thread portion, -., 64. Attach second building element. In yet another alternative, no through hole or pilot hole is provided and the splined front portion 68 drills through the first element and second element, and the thread-forming portion 66 forms threads in the perforation of the pierced fastener opening so that the threaded portion engages with the threads formed in the first and second elements. Optionally, the self-drilling thread forming fastener 54 may include an unthreaded shank portion (not shown) between head 63 and threaded portion 64 as desired for connection. If provided, the length of an unthreaded shank portion and the axial length of the threaded portion 64 can be selected according to the thickness of the first and second building elements and the desired length of the thread coupling. For example, in some bearing-type connections with threads excluded from the bearing plane, an unthreaded stem portion (not shown) may be desired that has a length greater than the thickness of the first building member such that the threaded portion 64 couples the second construction element that traps the first construction element between the head 63 and the threads that engage the second construction element.

ί 1 1,

Β -1 * 'χ · a

In either case, the first second construction element threaded coupling acts as a nut, and for some applications, no nut may be required based on design requirements. Examples of various self-drilling 54 thread-forming fastener installation configurations with and without through holes and / or pilot holes are disclosed in applications described herein, and each disclosed application is not limited to the configuration described.

The present self-drilling thread forming fastener 54, 56 provides a ratio of strap torque to thread forming torque of at least

3.0 and a ratio of strap torsion to thrust torque greater than 6.0 over a combined thickness range of the first and second steel construction members from 0.036 inches to 0.084 inches (0.914 millimeters to 2.133 millimeters). As shown in Figure 9A, samples of a self-drilling thread-forming fastener 54 with a diameter greater than M inch (6.35 millimeters) of the present invention identified as manufacturer samples ETC045, were installed in materials of different thicknesses and were compared to previous fasteners with a diameter greater than one inch (6.35 millimeters). For sheet metal samples between 26 gauge and 16 gauge, the fasteners were

I ί,. '· /; k '-, <= »installed on two sheets together. Additionally, fasteners were installed in a sheet metal thickness for materials between approximately 0.109 and 0.25 inches (2.768 and 6.35 millimeters) thick. Ten samples were used for each thickness tested. Table 2 shows the typical gauge thickness for sheet metal (source: Steel

Deck Institute).

TABLE 2

<td>CALIBER</td><td>THICKNESS OF ONE SHEET</td><td>THICKNESS OF TWO LEAVES</td>

Figure 9A and Table 3 show the ratio of strap twist to thread forming twist for the tested fasteners. The self-drilling 54 +3 inch (6.35 mm) thread forming fastener provided a strap torque to thread forming torque of at least 3.0 for all tested thicknesses up to and including a sheet with thickness 0.143 inch (3,632 mm). Alternatively, the +3 inch (6.35 mm) self-drilling 54 thread-forming fastener provided a torque ratio of

£ 19 LA indusítIíi.

Thread-forming torsion strap of at least 3.5 for all tested thicknesses up to and including a 0.143-inch (3.632-mm) sheet thickness. Table 4 provides the strap torque and thread forming torque for the tested +3 inch (6.35 mm) samples.

TABLE 3

<td></td><td>Strain Torque to Thread Forming Torsion Ratio of the present invention of H inch (6.35 millimeters)</td><td>Compaction Sample Thread Torque to Thread Forming Ratio of M inch (6.35 mm)</td>

<td>Caliber 26/26</td><td> 4.01</td><td> 4.00</td>

<td>Caliber 24/24</td><td> 3.73</td><td> 3.42</td>

<td>Caliber 22/22</td><td> 3.56</td><td> 2.96</td>

<td>Caliber 20/20</td><td> 4.19</td><td> 1.95</td>

<td>Caliber 18/18</td><td> 4.23</td><td> 2.27</td>

<td>Caliber 16/16</td><td> 4.67</td><td> 2.43</td>

J Ár ; r. 'i'

TABLE 4 r J .

λ '. . ·. ¿

<td></td><td>Torsion formation thread of the present invention of ts inch (6.35 millimeters) (inch-pound) (kilograms-meters)</td><td>Strapping twist of the present invention of inch (6.35 millimeters) (inch-pound) (kilograms-meters)</td><td>Torsion of fo rma ci óadc thread of shows comparative of of inch (6.35 millimeters) (inch- pound) (kilograms -meters)</td><td>Torsion comparative sample of inch (6.35 millimeters) (inch-pound) (kilograms-meters)</td>

<td>Caliber</td><td> 9.73</td><td> 38.98</td><td> 3.18</td><td> 12.73</td>

<td>Caliber</td><td> 14.84</td><td> 55.37</td><td> 7.43</td><td> 25.43</td>

<td>Caliber</td><td> 18.01</td><td> 64.17</td><td> 10.97</td><td> 32.43</td>

<td>Caliber</td><td> 13.13</td><td> 55.06</td><td> 11.38</td><td> 22.16</td>

<td>Caliber</td><td> 19.69</td><td> 83.24</td><td> 18.27</td><td> 41.55</td>

<td>Caliber</td><td> 26.61</td><td> 124.25</td><td> 24.37</td><td> 59.22</td>

INSTITUTE

Strap Torsion Ratio Sl or fo ^ gfceM thread formation is at least 3.0 and the thrust tori api An be t.nrsi on of torsional thrust is greater than 6.0 over a combined thickness range of the first and second steel construction elements of 0.036 inches at 0.084 inch (0.914 mm to 2.133 mm). Alternatively, the present self-drilling thread forming fastener 54, 56 may have a strap twisting to twisting torque ratio of at least 3.0 and a strap twisting to thrust torque ratio greater than 8.0 over a combined thickness range of the first and second steel construction elements from 0.036 inches to 0.084 inches (0.914 millimeters to 2.133 millimeters). Alternatively, fasteners may have a threading torque of strap to torsion of at least 3.5 and a strap to torque ratio of thrust greater than 6.0 over a combined thickness range of the first and second steel construction elements. 0.036 inch to 0.084 inch (0.914 mm to 2.133 mm). In yet another alternative, the thread twisting to twist ratio of thread may be at least 3.5 and a threading torque to strap twist greater than 8.0 over a combined thickness range of the first and second building members 0.036 inch to 0.084 inch f / / 'steel.

.¾ <'/ .'i' -. · '·1* 'VA (0.914 millimeters to 2,133 millimeters). In another, alternate.tiy «f-> and 7. '/. / I ·:Zt? ./// still, the thread twisting to twisting ratio of thread may be at least 3.0 and a threading twist to strap ratio greater than 4.0 over a combined thickness range of the first and second 0.036-inch to 0.108-inch (0.914-millimeter to 2.743-millimeter) steel construction elements. In yet another alternative, fasteners may have a threading torque of strap to torque of at least 3.0 and a torque to strap torque of thrust greater than 6.0 over a combined thickness range of the first and second members Steel construction from 0.036 inch to 0.108 inch (0.914 mm to 2.743 mm).

Alternatively, the self-drilling thread forming fasteners 54, 56 present may have a strap twisting to twisting torque ratio of at least 4.0 and a strap twisting to thrust torque ratio greater than 8.0 over a combined qrosor range of the first and second steel construction elements from 0.054 inches to 0.084 inches (1,371 millimeters to 2,133 millimeters). Alternatively, fasteners can provide a threading torque of strap to torque of at least 4.0 and a strap to torque ratio of thrust greater than 10.0 over a range of

Τ 7 'ί V'V 7. · ί Γ + FS?

Combined thickness of the first and second '' e steel construction from 0.054 inch to 0.084 inch (1,371 mm to 2,133 mm).

For some applications, self-drilling thread-forming fasteners 54, 56 have the ability to provide a failure-to-torque ratio of thread-forming torque of at least 3.0 and a failure-to-torque ratio of thrust torque. greater than 6.0 over a combined thickness range of the first and second steel construction elements from 0.10 inches to 0.32 inches (2.54 millimeters to 8,128 millimeters). As shown in Figure 9B, samples of a 3/8 inch (9.52 mm) diameter larger self-drilling thread forming fastener of the present invention identified as manufacturer samples 360-80952-60 were installed in a pilot hole with a diameter of 0.302 in materials of different thicknesses and was compared to previous 3/8 inch (9.52 mm) diameter larger fasteners. Fastener samples were installed in single steel sheet thicknesses between approximately 0.109 and 0.25 inches (0.109 and 6.35 millimeters) thick. Ten samples were used for each thickness tested. Table 5 shows the ratio of strap torque to thread forming torque for the tested fasteners. Thread Forming Bra, Self-Drilling 3/8,!'pilex-> millimeters) provided a ratio of strap twist to thread forming torque of at least 3.0 for all tested thicknesses up to and including sheet thickness of

0.187 inch (4.749 mm). Table 6 shows the failure torque and thread forming torque for the tested 3/8 inch (9.52 mm) samples.

TABLE 5

<td></td><td>3/8 inch (0.95 cm) strap twisting to thread forming torque ratio</td><td>Strap Torque to Thread Forming Ratio of the 3/8 inch (0.95 cm) comparative sample</td>

<td></td><td>Torsion</td><td>Torsion</td><td>Torsion</td><td>Torsion</td>

<td></td><td>thread formation of the present invention 3/8 inch (0.95 cm) (inch- pound) (kilogram -meters)</td><td>strap of the present invention 3/8 inch (0.95 cm) (inch-pound) (kilogram -meters)</td><td>thread formation 3/8 inch (0.95 cm) comparative sample (inch-pound) (kilogram -meters)</td><td>strap of 3/8 inch (0.95 cm) comparative sample (inch-pound) (kilogram -meters)</td>

ΎΓ Τ \ ί

A. ivl.

'0' \ ι

As shown in figure 9B and the ^ 'SSfepia · ?:-, ^, VÍAL 'failure torque to thread formation torque ratio of at least 3.0 for samples tested in material thicknesses of 0.109 to 0.187. It is contemplated that fasteners with the present thread forming portion can obtain a failure torque to thread forming torque of at least 3.0 to thicknesses of 0.32.

As shown in the graph of FIG. 10, the self-drilling thread forming fastener 54 has a drilling twist to rotate the knurled front portion 68 in the first and second construction elements that form the fastener opening. Additionally, the thrust torque 76 is at least 50% less than the thread forming torque 74. As discussed above, the thrust torque 76 can be between approximately 5% and 60% of the thread-forming torque 74. Self-drilling thread-forming fasteners 54 have the added advantage of resistance to Increased recoil and are less likely to loosen due to vibration.

The installation torque over time for the self-drilling thread forming fastener was measured and is shown in Figure 10. Five samples identified as manufacturer's ETC040 samples greater than 1/4 inch in diameter ( 6.35 mm) were

Πz installed at 17 5 revolutions per minute in agiíj'érqsJ. / piiq.tpj corresponding to the front portion of the first and second steel elements having a combined thickness of approximately 0.06 inches (1,524 millimeters). The thread-forming torque 74, as shown in the graph in Figure 10, is less than about 20 inch-pounds (0.230 kilogram-meters).

Alternatively, the thread forming torque 74 may be less than about 15 inch-pounds (0.172 kilogram-meters). The thrust torque 76, before the torque rises to the settlement, is less than about 6 inch-pounds (0.069 kilogram-meters). Failure torque 80 is greater than 40 inch-pounds (0.460 kilograms). For some samples, the failure torque is greater than 50 inch-pounds (0.575 kilogram-meters), and a sample greater than approximately 60 inch-pounds (0.691 kilogram-meters). The failure torque 80 shown in FIG. 10 is a strap torque. The ratio of strap twist to thread forming torsion can be at least 3.0 and the ratio of strap torsion to thrust torque is greater than 6.0 when the first and second steel elements have a combined thickness of 0.06 inches (approximately

1.5 millimeters) and the nominal diameter of the striated front portion 68 is between 85 and 90% of the larger diameter.

Alternatively, the torque ratio of

Thread torque /..../ can be at least 3.0 and the ratio of strap torque to push torque is greater than 6.0 when the first and second steel elements have a combined thickness of 0.06 inch (approximately 1.5 millimeters) and the nominal diameter of the striated front portion 68 is between 70 and 95% of the larger diameter. The ratio of strap torque to push torque can be greater than 10.

Figure 11 shows additional testing of self-tapping thread-forming fasteners with a larger diameter than you inch (6.35 millimeters). As with the experiment shown in Figure 10, the installation torque over time for the thread forming fastener, Self drilling 54 was measured using ten specimens identified as the manufacturer's ETC045 specimens with a diameter greater than +3 inch (6.35 millimeters) installed at 175 revolutions per minute on two 22 gauge steel elements with a combined thickness of approximately 0.06 inch (1.5 millimeters) and plotted on the graph in figure 11. In this test sample, the average thread formation torque 74 of the samples was 18 inch-pounds (0.207 kilogram-meters). As shown in the graph in Figure 11, the thread forming torque is less than about 20

inch-pounds (0.230 kilogram-meters). bfesion, '' dé7 ¡Μ ύυϊ ,,, ΛΙ. 2 thrust 76, before torque increases to settlement, is less than about 10 inch-pounds (0.115 kilogram-meters). The 80 failure torque is greater than 60 inch-pounds (0.691 kilogram-meters). For some samples, the failure torque is greater than 65 inch-pounds (0.748 kilogram-meters), and a sample greater than 70 inch-pounds (0.806 kilogram-meters). The average failure torque for the tested samples of the present M-inch (6.35 mm) fastener was 64.2 inch-pounds (0.739 kilogram-meters).

Figure 12 shows the installation torque over time for comparative samples of +3 inch (6.35 mm) pre-fasteners. Comparative fasteners lacked the present thread forming portion, rather than utilizing prior technology. The graph in Figure 12 shows the significantly lower failure torque of the ten samples. The average failure torque for the comparative M-inch (6.35 mm) samples tested was 32.4 inch-pounds (0.373 kilogram-meters).

The present self-drilling thread forming fastener 54, 56 provides a larger seating torque window than previous fasteners in

some applications. The slump torque window is a measure for a range of slump torques in which the fastener can be installed providing a desired fastening and inhibiting fastener dismounting or other fastener failure. Figures 13A through 13D show the settlement torsion windows for the present and comparative test samples installed in two thicknesses of 24 gauge material (Figure 13A), two thicknesses of 22 gauge material (Figure 13B), two thicknesses of 20 gauge material (figure 13C), and two thicknesses of 22 gauge material (figure

13D) as examples of improvements in settlement torque.

The slump torque window is calculated using test data for strap torque minus three standard deviations of strap torque data for the upper limit, and thread forming torque minus three standard deviations of forming torque. thread for the lower limit. In the test shown in Figure 13C, the competitive samples varied so much in failure torque that three standard deviations of the strap torque was less than the thread-forming torque, shown by a negative torque window in the table in figure 13C. The improved consistency and performance of the present fasteners provides a greater seating torque window for certain applications. Window

If L / '1+ u · 1 Tí / 1.

INSTITUTE W:

PITCH.'I · Largest settlement torque provides' tfflItembb j etl-vo settlement to achieve bigger for varl'US1 or,p,{? T'adüf,S '{?'-and '· various bra pushers.

Figure 14 shows the test results for samples of the self-drilling thread fasteners with a diameter greater than 3/8 inch (9.52 millimeters). The installation torque over time for the self-drilling thread-forming fastener 54 was measured using ten samples identified as the manufacturer's samples 360-80952-60 with a diameter greater than 3/8 inches (9.52 millimeters ) installed at 175 revolutions per minute on a single sheet of material 0.187 inches (4.74 millimeters) thick and plotted on the graph in Figure 14. In this test sample, the average 7 4 thread formation torque of the samples was 223.2 inch-pounds (2,571 kilogram-meters).

As shown in the graph in Figure 14, the thread forming torque is less than about 250 inch-pounds (0.575 kilogram-meters) (2,879 kilogram-meters).

The thrust torque 76, before the torque rises to the settlement, is less than approximately 50 inch-pounds (0.575 kilogram-meters). The 80 failure torque is greater than 600 inch-pounds (6,911 kilogram-meters). For some samples, the failure torque is greater than 650 llVUí i. (7 inch-pounds (0.575 kilogram-meters), and varffiá ^ cjj '^ gstxÉgs were greater than 700 inch-pounds (8,063 kiloaraninsmeters). The average failure torque for the tested samples of the present 3/8 (9.52 mm) fastener was 668.8 inch-pounds (7,704 kilogram-meters).

Figure 15 shows the installation torque over time for comparative samples of the previous 3/8 inch (9.52 mm) fasteners in material with a thickness of 0.187. The graph in Figure 15 shows the upper thread formation torque required to push the pre-fasteners. The average thread formation torque of the ten samples was 286.8 inch-pounds (3,303 kilogram-meters). Additionally, the push torque is significantly higher than the present fasteners as shown in Figure 14. The push torque for the comparative fastener samples is greater than 125 inch-pounds (0.287 kilogram-meters), and for most the samples is greater than 150 inch-pounds (0.575 kilogram-meters). The ratio of failure torque to thrust torque for comparative fasteners is less than about 5.

To increase strap torque when the threaded construction element is a thin material such as less than 14 gauge, or less than 16 gauge, the portion

ηκτπυτο? /? . -i threaded 64 can be extended to the head 63 of rmsft ^ g / ^ ue ^ e largest diameter 58 of the threaded portion 64 is extending within 1.5 of the thread clearance of the head 63, as indicated in the figure detail

5A by reference 65. Alternatively, the larger diameter extends within 1.2 thread spacings of head 63.

In yet another alternative, the larger diameter 58 extends within approximately a thread spacing of the head. Optionally, the fastener head 63 can be undercut as shown in the approximately adjacent detail of Figure 5C where the threaded portion joins the head and is adapted to deform the first steel construction element by tightening the fastener.

Alternatively, the fastener can be undercut and adapted to deform the first and second steel construction elements by tightening the fastener. The undercut can include a radius 67 of at least about 0.02 inch (0.5 mm) radius, and can be at least about

0.03 inches (0.76 millimeters) of radius adjacent to where the threaded portion meets the head. Alternatively or additionally, a serrated surface may be provided in the undercut of head 63 to engage the surface of the first steel construction member. The serrated surface may comprise grooves, projections, points, or other deformations or protrude ^ g ^ ™ ^! ^

INDUSTRIAL

IM Jj q '

INDUSTRIAL 'desired, placed in the head undercut 63, and

can be placed in the undercut, if provided.

In an alternative, the head is undercut adjacent to the place where the threaded portion meets the head and the larger diameter of the threaded portion extends within

1.5 of the head thread separation. The close proximity of the threads to the undercut of the head further aids in the deformation of at least the first steel construction element in the undercut by tightening the fastener. Deformation of at least the first building element in the undercut has been found to improve connection strength by increasing strap twisting and inhibiting failure modes caused by tilt of the fastener under blade twist when the building element Threaded is a thin material such as less than 14 gauge, or less than 16 gauge. In some applications, the improved performance of the present fasteners 54, 56 may allow fewer fasteners to be used to provide the desired design requirement at increased efficiency.

The threaded portion 64 of fastener 54 can provide a set torque of at least 80 inch-pounds (0.921 kilogram-meters) measured using ίΐΐ ils i

Say ua: / u a fastener 54 that has a diameter “'' ^ j'fiá ^ or '** approximately +3 inch (6.35 millimeters) with' ribbed front rib 68 having at least one diameter within the diameter Nominal between approximately 80% and 95% of the largest diameter 58 and installed in a first and second building elements that have a combined material thickness of at least 0.125 inches (3.2 millimeters).

Alternatively, the threaded portion has a settling torque of at least 100 inch-pounds (1,151 kilogram-meters), and can be at least 120 inch-pounds (0.230 kilogram-meters) measured using a +3 inch (6.35 millimeter) fastener with fluted front portion 68 that has at least a diameter within nominal diameter between approximately 80% and 95 % of the largest diameter 58 and installed in first and second building elements that have a combined material thickness of at least 0.125 inches (approximately 3.2 millimeters).

For larger diameter, self-drilling thread-forming fasteners 54 such as having a diameter greater than 3 of 3/8 of an inch (9.52 millimeters), the threaded portion 64 of fastener 52 can provide a failure torque 80 of at least 600 inch-pounds (6,911 kilogram-meters) measured using a fastener 54 that has a diameter greater than 3/8 of an inch (9.52 millimeters) and

Λ VA ll ll i - v INSTi 'UTO -. ·> J „a fluted front portion 68 which has ^^ NDiróeáabs- ^ Jirííi nominal diameter between approximately 80% and 90 of diameter— greater 58 and the threaded element having a thickness of material about 0.25 inches (about

6.35 mm). For material thicknesses greater than 0.25 inches (6.35 millimeters), the threaded portion may have a seating torque of at least 400 inch-pounds (4,607 kilogram-meters). Alternatively, the threaded portion has a settling torque of at least 600 inch-pounds (6,911 kilogram-meters), and can be at least 800 inch-pounds (9,215 kilogram-meters) measured using a 3/8 inch fastener (9.52 millimeters) having a fluted front portion 68 having a nominal diameter between approximately 80% and 98% of the largest diameter 58 and the threaded element having a material thickness of approximately 0.25 inches (approximately

6.35 mm).

The self-drilling thread forming fastener 54 can be used in connections as shown in Figures 10A to 10C. A construction element 84 used for bridging can be provided with one or more through holes 72 at each end larger than the largest diameter 58 of the fastener 54.

In some applications, two bridging elements 84 may. ...... Edil

-'A>> 7 Á'AL '

T '? ·. F·

I. IVJ.

To be put last together to form a bolted length of two bridging elements 84 together required drilling a bolt hole through at least one of the elements, or aligning predrilled holes to pass the bolt through the bolts. themselves to make a bolt and nut connection. Alignment of pre-drilled holes in the past was a disadvantage when pre-drilled holes provided a length that was different from the desired length. Additionally, drilling bolt holes on the job site added time and cost to installation, reducing efficiency. The present bridging elements 84 can be assembled together without drilling bolt holes at the job site. The predrilling thread forming fastener 54 is installed through the through hole 72 in the first construction element 84 and the splined front portion 68 forms a fastener opening in the second construction element as the fastener 54 is rotated . Thread forming portion 66 then threads into the hole in the fastener opening formed by the knurled front portion, and continued rotation of the fastener 54 traps the first building element between the head 63 and the threads formed in the second element of construction 84 as shown in Figure 18B.

For some applications, as shown isifrU-á figuré

18C, a nut 86 can be provided and can be threaded into fastener 54 and tightened as desired. The self-drilling thread forming fastener 54, as shown in Figures 18B and 18C, may have a larger diameter 58 between approximately M inch (6.35 millimeters) and 3/8 inch (9.52 millimeters) as desired for application size and load requirements. The threaded portion 64 of the thread forming fastener 52, as shown in Figures 18B and 18C typically complies with ASTM

A307, ASTM A354, ASTM A325, or other standard fastener, as desired.

As discussed above, the threaded portion 64 of the thread-forming fasteners 52 and the self-drilling thread-forming fastener 54, 56 may include tapering threads backwards, and may have a thread angle of less than 60 °. Alternatively, the thread angle can be less than 50 °. In yet another alternative, the threads can have a thread angle between 45 and 50 °. The reverse taper of the larger diameter may be between approximately 0.0005 and 0.005 inches per inch (0.0127 and

0.127 millimeters for every 2.54 centimeters) of axial length. Alternatively, the reverse taper of the larger diameter may be between approximately 0.001 and 0.003 inches

!; '7' ¡'J7: 7777 ·· .70 per inch (0.025 and 0.076 millimeters per' 'or inches length) of axial length. In the past, the thread thread of fasteners used for construction structures typically had a 60 ° clearance angle.

The thrust torque required to push prior self-tapping fasteners after thread formation has been found to be almost the same as the thread formation torque. This is a disadvantage because for larger fasteners, such as fasteners with an inch (12.7 millimeters) of larger diameter and larger, an impact pusher is typically required to push the fasteners. Although an impact pusher delivers enough torque to push pre-fasteners, the time required to impact a large bolt on a structural member in the past was not commercially practical. The present fasteners 52, 54 may require an impact pusher to provide the thread-forming torque 74 to advance the thread-forming portion 66 toward the opening of the fastener, but the thrust torque 76 of the present Fasteners is sufficiently less than thread-forming torque 74 such that the pusher can easily rotate threaded portion 64 toward the opening of the fastener without engaging and engaging the impact mechanism. With the impact mechanism decoupled while the threaded portion is installed, the fastener quickly installed. Alternatively, the threaded d ^ -gg-ion 74 can be low enough such that an impact pusher is not required and a drill pusher can be used.

<td></td><td>The</td><td>bra</td><td>of</td><td>thread formation 52 and</td><td>the</td>

<td colspan="2">bra</td><td>training</td><td>of</td><td>threaded, self-drilling</td><td> 54</td>

<td>they can</td><td colspan="2">be with nuts,</td><td>is</td><td>say tailored for threading</td><td>a</td>

<td>nut</td><td>at</td><td>bra,</td><td>such</td><td>like the nut 86 shown in</td><td>the</td>

Figure 18C. For a nut to be threaded into the fastener

52, 54, the largest diameter 58 of the thread forming portion 66 may be approximately the same diameter or smaller than the largest diameter of the threaded portion 64. The thread profile of the thread forming portion 66 corresponds to the threaded portion 64 to allow the nut to be threaded onto the thread forming portion.

Additionally, for a self-drilling, nut-threaded fastener 54, the knurled front portion has a smaller nominal diameter than the smaller diameter of the corresponding nut 86 so that the nut will pass over the knurled front portion 68.

In an alternative, self-drilling thread-forming clips 52 and self-drilling thread-forming fasteners 54 can be configured for use in

I

bolt-and-nut fasteners place

construction elements. The larger diameter of the threaded portion 64 can be selected to be installed in standard size drilled or drilled holes provided in the building elements. For example, a construction connection designed for an inch (12.7 mm) bolt-and-nut fastener can be manufactured with drilled holes having a diameter of

9/16 inches (14.28 millimeters). Thread forming clips 52 and self-drilling thread forming fasteners 54 can be configured to be larger than 5/8 inch (15.87 millimeters) in diameter, or

11/16 inch (17.44 mm), or other larger diameter that provides coupling torque and thread seating as desired. By configuring thread-forming fasteners 52 and self-drilling thread-forming fasteners 54, manufacturers can continue to produce the building elements using standard size drills or drills without costly rework. It is contemplated that fasteners of this configuration can increase the connection capacity by 15% to 30% over prior art standard nut-and-bolt fasteners through the pilot hole therein.

size, and in turn, can reduce the number d to carry the same load by 15% to 30%. ................1 ......—

For certain bolted connections, the threaded portion 64 of the fastener must meet fastener standards such as ASTM A307, ASTM A325, ASTM A354, ASTM

A490, SAE J429 Grade 2, SAE J429 Grade 5, SAE J429 Grade 8, or other fastener standards. In the past, self-drilling fasteners and cemented self-tapping fasteners were unable to meet these standards due to the cementation of previous fasteners. The pre-fasteners were cemented over the entire fastener reducing ductility and avoiding use in many structural applications. The present bras 52, 54 overcome some of the problems of previous bras by selectively hardening portions of the brassiere. Portions of the present fasteners 52, 54 can be selectively hardened, such as tapered front portion 62, splined front portion 68, and thread forming portion 66 to a hardness of at least HRC 50. Additionally, between about 1 and 5 threads between the threaded portion and the thread forming portion 66 can be hardened to at least HRC 50. By hardening only a portion of the fastener to at least HRC 50, the portion of the threaded portion 64 which makes the bolted connection can be provided with physical properties

ÍMSTiT · - C / ¿x.'CANO according to

compliance with ASTM A307, ASTM A325, ASTM A ^ Íy A? TU

SAE J429 Grade 2, SAE J429 Grade 5, SAE J429 Grade 8, or other selected fastener standards. Typically, fasteners 52, 54 are made of a medium carbon steel, medium carbon alloy steel, or high strength steel in accordance with the desired fastener standard.

In an alternative, the floor joist system

100 it may be a composite floor and wall joist system as disclosed in US Patent Application

12 / 019,372, filed January 24, 2008. Floor joist system 100 may include steel deck 42, fastened to joists 40 using self-drilling thread forming fasteners 56. Additionally, self-drilling, thread-forming spacer screws 98 may be provided through deck 42 and joist 40 adapted to be encapsulated within concrete slab 44 providing a composite joist floor as described in the Patent Application. USA 12 / 019,372.

Self-drilling thread-forming spacer screws 98, as shown in Figure 5E, typically have a larger diameter between approximately

msmnnoMaiCAíij

0.12 inches (3.04 millimeters) and approximate ^^^^ S inch (9.52 millimeters). Self-drilling self tapping screw 98, thread forming screws 98 may include head 63, a spaced portion 69 with a desired length, a seat portion 61, threaded portion 64 as discussed above adjacent to the seat portion , and the thread-forming portion 66 as discussed above adjacent to the threaded portion 64 adapted to allow the fastener to engage with the threads formed in a building member. The seat portion 61 may be a SEMS washer positioned adjacent to the spaced apart portion 69. A SEMS washer includes a washer or other member that is held captive in the fastener where the dimension of the fastener on each side of the SEMS washer that is largest The hole in the washer prevents the SEMS washer from coming out. Alternatively, the seat portion may be an integral flange to the distanced portion 69. In yet another alternative, the seat portion 61 of the self-drilling thread-forming spacer screws 98 'may include the head. As shown in Figure 5E, the self-drilling thread-forming spacer screws 98 'may include an anchor element 102 formed integrally with the spaced portion 69. The' anchor 102 element may be os, 71. ___ laminated necklace as shown in figure 5E.

Pz MZ t and J.- I '. '. ·'

adjacent threaded portion 64 to engage the surface of steel deck 42 or other construction element during installation. The self-drilling thread-forming spacer screws 98 have the striated front portion 68 as discussed above adjacent to the thread-forming portion 66 with a nominal diameter of between about 70 and 95% of the larger diameter 58 of the threaded portion adapted to form the opening of the bra 70. The self-drilling thread-forming spacer screws 98 are installed through the steel platform 42 on the joist 40 or other construction element. The ribbed front portion 68 drills through the steel deck 42 and the joist, and the thread forming portion 66 threads into the perforation of the pierced fastener opening so that the threaded portion 64 engages the joist 40. The self-drilling thread-forming spacer screws 98 are tightened to hold the platform 42 between the seat portion 61 and the threads on the joist 40 or other construction element.

As shown in Figures 16 and 17, the joists 40 can be connected to the construction element>, - ·> - '<«4

INSTITUTE Mi J>. : O ':;

load bearing 110 such as beam 46 thread forming fasteners 52. When rp rp.-o — the structural elements using thread-forming fasteners 52, the first element is provided with a through hole 72 larger in diameter than the largest diameter of fastener 52, and the second element is provided with the Pilot hole 70 smaller in diameter than the larger diameter of the fastener, typically between 80 and 98% of the larger diameter 58, and typically larger than the smaller diameter of the fastener 52. Joist 40 includes a joist seat 88 through which joist 40 can be connected to beam 46 or other load-bearing element 110. As shown in Figures 16 and

17, various joist seating configurations can be used as desired. The joist seat 88 includes one or more through holes 72 for attaching the joist to the load bearing element. To install the joist 40 to the beam 46 or other load-bearing element, the fastener 52 placed in the through hole 72 in the joist is pushed into the pre-drilled hole 70 in the beam. Thread forming portion 66 threads into hole 70 allowing the threaded hole in the beam to act as a nut to trap the joist seat between the beam and fastener head 63. Optionally, • UUWSBLSUX can be provided.

a nut 86 and can be threaded onto fastener 52 and tightened as desired.

In the past, joists have been attached to the load-bearing element by welding or through a bolt-and-nut connection. Bolts used to fasten joists typically comply with ASTM A307, A354, or A325. Bolt-and-nut connections require the installer to reach both sides of the connection to hold the nut while turning the bolt. Additionally, soldered connections have been a disadvantage because a trained welder must be present and execute the solder connections. The thread-forming fasteners 52 and self-drilling thread-forming fastener 54 described herein overcome these and other disadvantages, and can be installed from the top side of the joists 40. The present fasteners 52, 54 increase the speed of the joist installation and lower cost.

Figure 19 shows a connection of a first structural construction element 90 having a first end plate 94, and a second structural construction element 92 having a second end plate 96. The second end plate is provided with pilot holes pre-drilled 70, and the first end plate is

Κ..7 ¡i

..... · · \ provided with pre-drilled through holes aligned with pilot holes 70. Thread forming clips 52 are provided through through holes 72 and are threaded into pilot holes 70 in the second end plate 96. As the fastener is tightened into the fastener opening, the second end plate 96 functions as a nut that traps the first end plate 94 between the fastener head 63 and the threads formed in the second end plate 96.

Optionally, a nut can be threaded onto installed fastener 52 (not shown) as desired.

In the past, the end plate connection shown in Figure 19 was typically made by welding or through a bolt-and-nut connection. The weld connection requires a trained welder and time to perform the welds. Bolts used in end plate connections typically comply with

ASTM A325, A354 or A490. As discussed above, bolt-and-nut connections require the installer to reach both sides of the connection to hold the nut while turning the bolt. Self-tapping fasteners in the past could not provide thread forming capabilities while still meeting these fastener standards.

In contrast, those present siYyéSÍSWhés

JfJAUÍJÍiJZÍ.

Thread forming 52 can be installed from one side of the end plate connection, increasing the speed to make the connection and decreasing the cost. Fastener 52 in the application, as shown in Figure 19, typically has a larger diameter of between approximately one inch (12.7 millimeters) and 1 inch (38.1 millimeters), or greater, as desired for size and load requirements of the connection.

Some structures require connection of a structural member to a load-bearing member using seat joists as shown in Figures 20 and 21. As shown in Figure 20, the joist may be connected to a column 16 using a support bracket. Angle 120. Angle bracket 120 may be a right angle bracket having an angled leg 122 and a support leg 124. Angle leg 122 can include a plurality of through holes 72, and support leg can include pilot holes 70. As shown in Figure 20, column 116 has a column flange 118 that can include predrilled pilot holes 70 to align with through holes 72. Pilot holes in support leg 124 may be positioned to align with slots 126 in joist 40.

Threaded fasteners through the through holes may be f ^ / ^ or ^ ocated. / á:

íj * / 72 angle bracket

120 and can be driven into pilot holes 70 in beam 46 to trap bracket 120 between fastener head 63 and threads formed in column flange 118 through fasteners 52. Joist 40 is connected to Support 124 through thread forming clips 52 on bracket 120.

As shown in Figure 21A, the load-bearing element can be a hollow structural section (HSS) 128 column. In the past, angle brackets were connected to an HSS column through soldering (not shown) , or using a through bolt

130 shown in Figure 21B or a clamp bracket 132 as shown in Figure 21C. Previous methods of attaching to an HSS column have been expansive, time consuming, and for certain applications reinforcement is often still required. The present fasteners 52 form a robust connection of the angle bracket to the HSS column

128 in less time and at less cost.

In an alternative configuration, pilot holes in column 116 and / or HSS 128 column can be omitted and self-drilling thread-forming fastener 54 can be used to fasten angle bracket 120 to the

convenient. In this embodiment, bra 54 is insta

through bracket 120 in column 128 forming threads in the HSS column element. Optionally, pilot holes in support leg 124 can also be omitted, and self-drilling thread-forming fastener 54 can be used to attach joist 40 to angle bracket 120 by threading the angle bracket 120. The self-drilling thread forming fastener 54 may have a larger diameter between approximately M and inches (6.35 and 12.7 millimeters) as desired for the application size and load requirements, and at least a portion of the Threaded portion 64 meets ASTM A307, A354, A325, A490 fastener standard or other fastener standard as required.

Figure 22A shows two beams longitudinally aligned in connection to the beam 4 6 and having at least one base plate 134. The base plate

134 may be provided with through holes 72 positioned as desired to assemble the base plate to the upper chord 140 of the joist 40. The self-drilling thread-forming fastener 54 can be placed through the through holes 72 and drilled and formed in thread in the upper cord 140.

Alternatively, as shown in fa ¿í / ^ úra22B>; a C 135 channel saddle plate may have an upper flange 136 and a lower flange 138 formed to fit between the joist seat 88 and the upper chord

140. Bottom flange 138 includes pilot holes 70 positioned to align with through holes (not shown) in beam 46 and joist seat 88. Thread forming clips 52 are used to connect the joist 40 to the beam 46 by positioning the thread forming clip 52 through the through holes 72 in the beam 46 and the joist seat 88 and threading the fastener Threading in pilot hole 70 in bottom flange 138 of C 135 channel seat plate. The thread forming portion 66 of the thread forming fastener 52 threads into the pilot hole 70 in the base plate 134, allowing the base plate 134 to act as a nut that traps the joist seat 88 against the beam 46 as shown in figure 20. The upper chord

140 of the joist is also secured to the top flange

136 of the seat plate 134 using the self-drilling thread-forming fastener 54. The top chord 140 can be provided with through holes

72, through which the top flange-forming fastener 136 of the C-channel base plate 135 as shown in FIG. 20. Using the self-drilling thread-forming fastener 54, no pilot hole is required on top flange 136 of base plate, simplifying fabrication and alignment of base plate 134 and reducing joist installation time.

In an alternative configuration, thread forming fasteners 52 can be provided from above the joist seat and fastened to the beam when the space between the top chord 140 and the joist seat 88 is sufficient to position and push the forming fastener of thread. In this alternative, the bottom flange 138 of the base plate includes through holes instead of pilot holes, and the beam is provided with pilot holes instead of through holes. The thread forming portion 66 of the thread forming fastener 52 threads the beam 46 to trap the joist seat between the base plate 134 and the beam 46.

Thread forming fastener 52 for the application shown in Figures 20 to 24 may have a larger diameter of between about 3/8 inch and 1-1 / 2 inches (9.52 millimeters and 38.1 millimeters) as desired 'iaz'srmx .-.

ΙΜΡϊ institute μγ /.- ο,. · I, ..-. D? Lz

for the size and load requirements ofz the connection. At least a portion of the threaded portion 64 of the thread forming fastener 52, as shown in Figures 20a

24, Can meet ASTM A354, A325, A490, or other fastener standard as required.

The self-drilling thread-forming fastener 54 for the application shown in Figures 20 through 24 may have a larger diameter of between about M inch and inch (6.35 millimeters and 12.7 millimeters) as desired for the size and load requirements of the connection. The threaded portion 64 of the self-drilling thread forming fastener 54 as shown in Figures a 24 may comply with ASTM A354, A325, A490, or other fastener standard as required.

The lower chord 142 of the joist 40 can be connected to the load-bearing element, such as the beam 46, using a wide flange beam strut 144 as shown in Figure 25A. A first bracket 146 may be provided on the bottom chord, and a second bracket 148 may be provided on the beam 46, with the first bracket

146 and second bracket 148 provided with pilot holes for use with thread-forming fasteners 52 to secure strut 144. Wide flange beam strut 144 may be connected between first bracket 146 and k JklVR JV ¡J '. l.lj 1 λ <j>> A

INSTITUTO MSXICANO S - XJ, \ oítAreomoAo uc vn rr- <jrin <j / ^ u vtp ~ - »- · + £ second bracket 148 using form fasteners» e2ú_ thread 52. The wide flange beam propone ori,’4‘4‘ipinwdc jti;

provided with grooves 126 through which thread forming fasteners 52 are installed in pilot holes to secure wide flange beam strut 144 to brackets.

Alternatively, self-drilling thread forming fasteners 54 may be used to install wide flange beam strut 144 to brackets 146, 148 as shown in Figure 25B. In this alternative, the first bracket 146 and the second bracket

148 They are provided without pilot holes, and the wide flange beam strut 144 may or may not be provided with through holes to install the self-drilling thread forming fastener 54.

The self-tapping thread-forming fastener 54 and thread-forming fastener 52, as used in the application of Figures 25A and 25B, may have a larger diameter of between about +3 inch and inch (6.35 millimeters to 12.7 millimeters), or greater as desired for connection size and load requirements. At least a portion of the threaded portion 64 of the fasteners 52, 54, as shown in Figures 25A and 25B can comply with ASTM A307, A354, A325,

Α490 or other bra standard

as required industrial

Various construction structures-require1 bridging elements or cross struts. The bridging elements are typically used for braced beams, trusses, joists or other structural elements to hold them together and in place during construction and to secure the structural elements in place under construction loads and stresses. As shown in Figures 26 and 27, the floor joist system 100 may include horizontal bridging elements 150, diagonal bridging elements 152, or both.

As shown in Figures 27 and 28, the ends of the two bridging elements 150, 152 can be connected to an L-bracket 154 to secure a construction element such as joist 40. As discussed above, under the OSHA requirements for double connection installation, the first element must be joined before the second element connection is started.

In the past, as shown in Figure 28A, a special double-ended bolt 156 was provided to make double bridged connections. An operator secured the first bridging member 152 by turning a nut 86 over one end of the double-ended bolt 156 while holding bolt 156 so that it would not rotate. Then the second element of

with a bypass it was secured to the other end of the bolt 156 second nut 86. The previous procedure was time consuming and costly. The present fasteners 52, 54 can be used to quickly and efficiently secure the bridging elements to the joists, reducing assembly time and cost during installation.

The self-drilling thread-forming fastener 54, as used in bridging applications, may have a larger diameter between approximately ís inch and inch (6.35 millimeters and 12.7 millimeters), as desired, for size and connection load. Thread-forming fastener 52, as used in bridging applications, may have a larger diameter between approximately M inch and 5/8 inch (6.35 millimeters and 15.87 millimeters) or greater, as desired, for connection size and load requirements. At least a portion of the threaded portion 64 of the fasteners 52, 54 used in bridging may comply with ASTM A3C7, A354, A325, A490, or other fastener standard as required.

The present fasteners 52, 54 provide an efficient, more robust and less expensive way to install the bridge. As shown in Figure 28B, the L-bracket

154 can be provided with a pilot hole 70, and the

100

JL VAT aa,

MEXICAN INSTITUTE bridging element 150, 152 can be provided ^^ gpns slot 126 or through hole 72. Thread forming fastener 52 can be provided through the through hole and threaded into the L-bracket 154 as shown in FIG. 29, holding the bridging element 150, 152 on the L-bracket 154. Thereafter, a second bridging element having a through hole 72 can be provided on the end of the fastener 52, as shown in Figure 28B, and the nut 86 threaded on the fastener 52 to secure the second bridging element as shown in figure 30.

Alternatively, the L-bracket 154 can be provided without a pilot hole, and the self-drilling thread-forming fastener 54 can be used to secure the first bridging elements to the L-bracket as shown in Figure 28C , and the threaded nut on fastener 54 to secure the second bridging element.

An additional advantage of the bridging assembly disclosed here is shown in Figure 31. Under the regulations

Current OSHA, some joists require bridging to be installed during construction (See Perry S. Green and Tim

Holtermann, Bridging of Open-Web Steel Joists and Jolst

Girders, ASCE Conf. Proc. 314, 110 (2008)). For said

101 h / τ 0 installations of joist, crane or other Ldrápo'sitív ^ 0 ^^^ lifting that fixes the joists cannot release the_ joist until the diagonal bridging is secured in place. In the past, securing the building bridge using bolt 156, as shown in Figure 28A, required the crane operator to wait until bolts 156 and nuts were secured by operators working on the structure or in

<td>elevators.</td><td>Installation</td><td colspan="2">previous</td><td>used</td><td>of</td><td>way</td>

<td>inefficient</td><td>operation time</td><td>of</td><td>crane</td><td>valuable.</td><td>To the</td><td>use</td>

<td colspan="2">the present bras 52,</td><td> 54,</td><td>the</td><td>elements</td><td>of</td><td>bridging</td>

They are connected and secured quickly and efficiently, using electric and pneumatic drill pushers allowing the crane operator to release the hoist ropes from the joist more quickly, and reducing the cost of construction structure erection time .

Figure 32 shows the diagonal bridging elements 152 in a wedge configuration between two horizontal bridging elements 150. The diagonal bridging elements 152 can be provided with a slot or through hole at each end. The self-drilling thread forming fastener 54 can be used to secure the diagonal bridging elements 152 to the

102

ÍW'á í1* 'j

X A'U '.a. .to. _, I /, /:;, -, ·. ·.;, -, '. · Íif .I · ,; ; t \ horizontal bridging elements 150.> tm. *

In the past, the "eiV'ewh" grooving configuration of FIG. 32 with open core joists required pre-drilled or pre-punched holes either during fabrication of the horizontal bridging elements 150 or at the construction site. Pre-drilling of the horizontal bridging elements 150 has not been commercially practical due to the additional time and inefficiency caused on the job site. Additionally, factory predrilling requires installers to use certain horizontal bridging elements 150 at some locations for hole alignment, which also requires additional time and coordination on the job site. The self-drilling, thread-forming fasteners 54 present allow the operator to quickly install the diagonal bridging elements 152 in a wedge bridging configuration or other configuration whenever bridging is necessary without pre-drilling holes in the horizontal bridging elements. 150. Optionally, the diagonal bridging elements 152 can be installed with the self-drilling, thread-forming fasteners 54 present without pre-drilling holes in the horizontal bridging elements 150 or the diagonal bridging elements 152 by installing the fasteners of

103 thread forming, self-drilling 54

horizontal and diagonal bridging elements .--------------------------------- Horizontal bridging elements 150 are typically secured to a wall or other structure as shown in Figure 33. In the past, a support bracket was secured to a wall or other structure using fastening methods known in the art, such as masonry screws 159 or other fasteners. With the present disclosure, a support bracket 158 may include through holes (not shown) through which self-drilling thread-forming fastener 54 can be installed. Horizontal bridging member 150 can be cut to a desired length and can be secured to support bracket 158 using self-drilling thread-forming fasteners 54.

Metal construction systems can include various rigid frame configurations. The present self-drilling thread forming fastener 54 and thread forming fasteners 52 can be used to quickly form a variety of structural connections that are very robust and secure.

As shown in FIG. 34, a rigid frame articulated joint 160 may include a column member 162 and a shim member 164. Column member 162 includes

104

J / 4'41 k; .

a stop plate 166 positioned to form a connection ..

the shifter element 164. The nah-j η 1 64 element includes an end plate 168 corresponding to the stop plate

166 to make a bolted connection. Either end plate 168 or stop plate 166 can be provided with pilot holes, and the other can be provided with through holes positioned for alignment with the pilot holes and sized for thread forming fastener 52. To make the structural connection, the thread forming fastener 52 can be provided through the through hole and rotated to form threads in the pilot hole drilling as discussed above. As shown in Figures 34 and 34A, the rafter element 164 can be propped up by one or more beam struts 144 between bracket 148 and a strap 172.

In rigid frame connections, as shown in Figure 34, the threaded portion 64 of the thread-forming fastener 52 is typically sized as desired for the size and load requirements of the connection, but may have a larger diameter 58 between approximately inch and 1 inch (12.7 millimeters and

38.1 millimeters), or greater, and at least a portion to meet ASTM A325 or ASTM A490 fastener standard.

In the past, the only way to achieve a secure connection

105

ΙΓ 7 \ yyi .y ; AA '7 was using a soldered connection or a petnp,; and .., 't corresponding. By using the present, d ~ i gaci όηΓ 1 connection can be made by pushing the thread forming clamp 52 from one side of the connection using an electric or pneumatic drill pusher. The present thread forming fastener 52 can be used to clamp the first element between the fastener head 63 and the threads formed in the second element such that the second formed thread element acts as a nut.

In some applications a nut may still be desired in fastener 52, particularly where additional parts are secured using the same connection. In that case, the nuts can be rotated on the threaded portion 64 of the fasteners 52 and tightened at less intense periods during construction construction because the thread-forming fasteners 52 already form the structural connection by tightening on the threaded plate 168.

As shown in Figures 34 and 34A, the rigid frame structures include a plurality of straps 172 to support roof coverage (not shown). Crossbars 174 are provided to support the wall covering (not shown) on the sides of the structure. An eave pillar 176 may be provided adjacent to the edge of the roof. The training bra

106 self-drilling thread 54 can be provide a secure connection of belts 172, crossbeams

174, and eaves pillars 176 to the frame. The self-drilling thread-forming fastener 54 may have a larger diameter of between about and inches (6.35 and

12.7 millimeters) as desired for application size and load requirements, and at least a portion of the threaded portion 64 meets the ASTM fastener standard

A307, A354, A325 or other fastener standard, as desired.

Strap hooks 173, as shown in the figure and in Figures 42A to 42C, can be connected to the gutter element 164 and straps 172 connected to the strap hooks 173 using thread-forming fasteners 52 or thread-forming fasteners 52. self-drilling thread 54. Additionally, as shown in Figures 34 and 34A, traverse hooks 175 may be connected to column member 162 and struts 174 connected to traverse hooks 175 using thread-forming fasteners 52 or thread-forming fasteners, of self-drilling 54. Strap hooks 173 and traverse hooks 175 may include pilot holes positioned for installation of thread forming fasteners 52 or thread forming fasteners,

-107 ΤΐΜ'ΐ / self-drilling 54. Pilot holes can be? provided in column element 162 and "he gage element 164 to connect belts 172, cross members 174, and eave pillars 176. Belts 172, cross members 174, and eave pillars 176 can be provided with through holes placed for alignment with pilot holes in corresponding hooks 173, 175, column element

162 and shim member 164 during the installation of fasteners 52 or 54. Thread-forming fasteners 52 can be placed through the through holes and the thread formed in the pilot holes to connect the elements to the frame. Alternatively, when self-drilling thread-forming fasteners 54 are used, straps 172 and crossbars 174 may be provided without through holes, and post hooks 173 and crossbar hooks 175 may be provided without pilot holes, and Self-drilling, thread-forming fasteners 54 can be installed by drilling and threading through the strap or traverse and hook. Fasteners 52, 54 for installing belts 172, cross members 174, and eaves abutments 176 may have a diameter greater than one inch (12.7 millimeters) and at least a portion of the threaded portion 64 meets the ASTM fastener standard.

A307, A354, or A325. Alternatively, the largest diameter 58

108

T? r ~ may be between, approximately 3/8 and 1 inch Sat00.52. and, 2.00rM ^ millimeters), as desired for connection size and load requirements.

Column member 162 may be propped up by one or more wide flange beam struts 144 between bracket 148 and cross member 174 using self-drilling thread-forming fastener 54. As shown in Figure 34A, Rigging element 164 may be propped up by one or more wide-edge beam struts 144 between bracket 148 and strap 172 using self-drilling thread-forming fastener 54.

<td colspan="2">How</td><td colspan="2">shown in</td><td>Figures 35 to 37,</td><td>the</td>

<td>crossbars</td><td> 174</td><td>can be</td><td>connect to</td><td>column element</td><td> 162</td>

<td>using</td><td colspan="2">hooks</td><td>crossbar</td><td>175 using</td><td>the</td>

<td>fasteners</td><td>of</td><td>training</td><td>threaded</td><td>self-drilling 54.</td><td>The</td>

<td>hook</td><td colspan="2">crossbar 175</td><td>It can</td><td>join the column</td><td> 162</td>

<td>using</td><td>the</td><td>bra</td><td colspan="3">thread forming, self-tapping</td>

<td>drilling</td><td> 54</td><td colspan="3">as shown in Figures 35 to 37.</td><td>The</td>

Transom hook 175 may be an L bracket having through holes in the first leg of the L bracket through which self-drilling thread forming fastener 54 can be installed in column member 162. Crossbars 174 may be attached to crossbar hook 175 through the second bracket leg in

109

L using the training bra of - Futbsg / ^

X. Ai drilling 54. Traversing hook 175 may not have pre-drilled holes in the second leg of the bracket in

L, and thread forming fastener, self-drilling

54 can be drilled and installed through traverse 174 and traverse hook 175. In Figure 35, traverse hook 175 can be installed on the column member

162, and support an overlapping connection of two crosspieces 174.

To form the overlapping connection, the end of a traverse

174 overlaps the end of a second crosspiece 174 and is clamped together with the self-drilling thread-forming fastener 54 or thread-forming fasteners 52 as described above. Alternatively, column member 162 may be provided to the construction site with crossbar hooks 175 welded in place. In yet another alternative, the traverse hooks can be omitted by bolting the traverse 174 directly to the column element 162 (not shown).

In the applications of Figures 35 and 37, the traverse hooks 175 are attached to the core of a beam in a double connection. The first traverse hook 175 can be installed using the thread forming fastener, self-drilling 54 or thread forming fasteners

52, as desired, to the core of beam 180. Then the second

110 ii. j .1 jJ traverse hook can be placed on them- / extremofc'T '

1λ ..Λ PE'x?;.r; '. “. Í) 33 * fNChJ /; Λ: λΙ · ** μ fasteners 52, 54 and secure to beam core 180 using nuts 86. A traverse 174 can be attached to each traverse hook 175 as desired, as shown in Figures 35 and 37.

A traverse corner connection, shown in FIG. 38, can be made using a traverse tie-rod hook 182 having through holes to install the self-drilling thread-forming fastener 54 therethrough. Self-drilling thread-forming fasteners 54 can be provided through the through holes in the crossbar tie hook

182 and installed on crossbars 174.

In some applications, a plurality of crosspieces 174 can be nested to obtain increased force. As shown in figure 39, a traverse

174 can be placed on a second crosspiece 174 'and can be fastened using a plurality of self-drilling thread-forming fasteners 54. Similarly, straps (not shown), and eave pillars (which not shown), secured by use of self-drilling thread-forming fastener

54, as described above.

As shown in Figure 40, for some

111 .

pitched roof applications, a 'Í7Á jpuedé crossbeam installed adjacent to the roof at the high eave using and »* self-drilling, thread-forming fasteners 54.

Webbing 172, Crossbars 174, and Eave Pillars

176 They can be provided in shorter lengths than required, and connected to form the desired lengths.

Typically, belts 172, cross members 174 and eave pillars 176 are formed of sheet metal having steel thicknesses between approximately 10 gauge and 16 gauge. As shown in Figure 41, two straps 172 may be overlapped and fastened with the fastener self-drilling, thread forming 54 as described above. In an alternative, belts 172 can form an overlapping connection on a strap hook 173 as shown in Figure 42A, and at least one end of strap 172 can be provided with a plurality of through holes larger than the largest diameter 58 of fastener 54, positioned to form an overlapping connection.

To connect the elements into an overlapping connection, as shown in Figures 41 and 42A, the through holes of one element are overlapped on a second element, and the self-drilling thread-forming fasteners 54 are placed through through holes and drilled and threaded in the second element and / or the hook

112

Í'MD® rrv® ·.

...., - ·; ** »strap 173. Alternatively, you can omit the1 tapped threads and thread forming fastener ”autcF drilling 54 drilled and threaded into the first and second members. For sheet metal connections between approximately 10-gauge and 14-gauge, the largest diameter of the self-drilling thread-forming fastener 54 may be between approximately 0.19 inches (4.82 millimeters) (such as a # 10 fastener, ASME Bl.l Standard

Unified Inch Screw Thread) and inch (12.7 mm). Threaded portion 64 can meet fastener standard

A307, A325, A354, or other fastener standard as desired.

As shown in Figure 42A, strap hook 173 may be an L bracket with through holes in the first leg of the L bracket through which the self-drilling thread forming clip 54 can be install on shim 164. Strap 172 can be attached to strap hook 173 through the second leg of the L-bracket using the self-drilling thread forming clip 54. The strap hook · 173 may not have pre-drilled holes in the second leg of the L-bracket, and the self-drilling thread forming clip 54 may drill and thread through strap 173 and the strap hook 173.

113 the hooks11'fie cor rea .'- .. /. j ;.' M / -. L

172 can be connected to

still alternative, the

As shown in FIG. 42B, straps and girth element 164 can be omitted. In other gage elements 164 they can be provided to the construction site with strap hooks 173 welded in place as shown in FIG. 42C.

Figure 43 shows a strap connection made with the self-drilling thread forming fastener in a roof valley. A valley gutter 184 may be provided with strap hooks 173 installed by welding. Alternatively, the strap hooks 173 can be attached to the gutter 184 using the self-drilling thread forming clip 54. In either case, a valley hook 186 is provided having a shape adapted to connect the end of one or more straps

172 to the valley turn 184. The valley hook 186, as shown in Figure 43, includes a hook mounting portion 188. The self-drilling thread forming fastener 54 can be installed via the strap hook 173 and hook mounting portion 188 for securing valley hook 186 to rake 184. The valley hook includes at least one. strap tab 190. The self-drilling thread forming fastener 54 can be provided through the strap tab 190 and the

114

strap 172 to install strap 172 to gSrleho de vallé ^^ 186. Through holes can be provided in either strap 172 or strap hook 173, as desired, to install strap 172 to strap hook

173, and either of the valley hook 186 or strap hook

<td>173 according</td><td>you want to</td><td>install the</td><td>hook</td><td>Valley</td><td>186 to</td>

<td>hook</td><td>strap 173.</td><td></td><td></td><td></td><td></td>

<td></td><td>Hooks</td><td>panel 178</td><td>can be</td><td>link</td><td>at</td>

<td colspan="2">172 straps using the</td><td>bra</td><td>training</td><td colspan="2">threaded</td>

self-drilling 54. Panel hooks 178 may be provided with through holes larger than the largest diameter 58 of fastener 54. Self-drilling, thread-forming fasteners 54 are installed through and through drilled holes and threaded into strap 172 as shown in Figure 34A.

Figures 44 and 45 show connections of a door swing 192 to a crosspiece 174 and a cab element

164. As shown in Figure 44, the flap 192 is attached to the flap hook 194 using the self-drilling thread forming fastener 54. The flap hook 194 can be fastened to the traverse 174 using the thread forming fastener , self-drilling 54.

The swing hook 194 can be dimensioned for installation in a rafter element using the fastener

115 thread forming, self-drilling 54 q ^ jSdÓ, se: shows in. 45 _ * * in Figure 45. The swing hook 194 may or may not include through holes for installing the self-drilling, thread-forming fastener 54 in the traverse 174 or shifter element 164. Door 192 may or may not be provided with through holes to install self-drilling thread-forming fastener 54 on swing hook 194. Alternatively, pilot holes can be provided in the flap hook 194 and thread forming clips 52 can be provided to attach the door flap 192 to the flap hook 194.

Other structural connections can be made using the thread-forming fasteners 52 and / or the self-drilling thread-forming fastener 54 as shown in Figures 46 to 61. An alternate structural link joint 170 is shown in the figure. 46. Column member 162 is connected to rake member 164 using thread forming fasteners 52. In the configuration of Figure 46, the stop plate 166 is provided with pilot holes and the end plate 168 is provided with through holes 72, and the thread-forming fasteners 52 are threaded into the stop plate.

Figure 47 shows the change element 164

116 '' -4 .7 ..... I Μ /// 4. / ί-r. \. supported by an inner column 196. The inner column

196 it has an upper plate 198 provided with through holes 72. In the application of Figure 47, the cage element 164 includes a lower flange 200 that has pilot holes corresponding in location with the through holes in the upper plate 198 of column 196. Thread forming fasteners 52 may be placed through through holes 72 and threaded into bottom flange 200 to connect column 196 to shim member 164. Alternatively, the top plate

198 can be provided with pilot holes and bottom flange 200 with through holes, and thread forming fasteners 52 can be installed through through holes 72 in bottom flange 200 and threaded into top plate 198 to connect column 196 to the element of change 164.

Mezzanine elements 202 that can be supported by interior column 196 are shown in FIG. 48. Mezzanine elements 202 have a bottom flange 200 provided with corresponding through holes 72 in location with pilot holes in top plate 198. The fasteners Thread forming 52 can be installed through the through holes 72 in the bottom flange 200 and threaded into the plate

117 κ /? · * '-------., upper 198 to connect the column 196 to the § glertientos d £ and j / p) mezzanine 202. Alternatively, the lower flange 200 can be provided with corresponding pilot holes in location with through holes in top plate

198 of column 196. Thread forming fasteners can be provided through through holes 72 and threaded into bottom flange 200 to connect mezzanine elements 202 to column 196.

Alternatively, the mezzanine elements 202 can be connected to the core 180 of the interior column 196 in a double connection as shown in Figure 49A. To meet OSHA safety requirements, the first mezzanine element 202 must be secured to column 196 before connecting the second mezzanine element 202 '. In the past, solder connections or bolt-and-nut connections 204 had to be made, as shown in Figure 49C, to hold the first element 202. The OSHA bolt and nut connection had to be placed so as not to interfere with the structural connection. It has been discovered that OSHA requirements can be achieved using thread forming fasteners 52 using the same components on both sides of the double connection as desired, as shown in Figure 49A.

118 j

As shown in Figures 4 9A and, U49B '·, al. .mepó-S ·. Di ΙΛ θύ'Μ'ν.ίί a mounting bracket 206 is attached to each mezzanine element 202. Mezzanine elements 202 can be provided to the construction site with mounting brackets 206 welded to their place. Alternatively, mounting brackets 206 may be attached to mezzanine members 202 using self-drilling thread-forming fastener 54 or thread-forming fasteners 52, as desired. In either case, the mounting bracket may be provided with through holes 72 larger than the largest diameter of fastener 54 to install the self-drilling thread forming fastener 54.

To secure the first mezzanine member 202, the self-drilling thread forming fastener 54 can be placed through the through holes 72 in the bracket 206 and drilled and threaded into the core

180 of inner column 196. When installed, self-drilling thread forming fastener 54 is threaded into core 180 to a desired seating torque, securing mezzanine member 202 to column without the need for foreign fasteners 204. Thereafter, the through holes of the mounting bracket 206 of the second mezzanine element 202 'are placed over the ends of the self-drilling thread-forming fastener 54 on the'> opposite side of the core 180, and are fastened to formation of

119 can thread,

Γ Μ P '·. / 7 tighten nut 'e' 8 6., over self-drilling e.iy 54 to catch second mounting bracket 206 against web 180.

Alternatively, pilot holes are pressed into the core corresponding to the through holes 72 in the mounting brackets so that the thread-forming fastener 52 can be placed through the bracket 206 and the core 180 of the inner column 196. The self-drilling thread-forming fastener 54 for figure application

49A can be between approximately M and k of an inch (6.35 and 12.7 millimeters) in greater diameter as desired for certain load requirements. Alternatively, the thread-forming fasteners 52 for the application of FIG. 4 9A may be between about M and 1 inch (6.35 and 38.1 millimeters), or greater, in the largest diameter for the load requirements as desired.

Alternatively, the mezzanine elements 202 can be connected to the flanges of the column 196 as shown in Figure 50. In this application, the flanges of the column 196 can be provided with pilot holes corresponding to through holes in the mounting bracket 206. Thread-forming fasteners 52 can be provided through the through holes in the mounting bracket 206 and installed in the pilot holes in

120 the column flanges.

Figure 51 shows cages 228 connected to the flanges of column 196. At least one mounting bracket

206 it is attached to each of the cleats 228. The cleats 228 can be provided to the construction site with the mounting brackets 206 welded in place.

Alternatively, mounting brackets 206 may be attached to shims 228 using self-drilling, thread-forming fastener 54 or thread-forming fasteners 52 as desired. In either case, mounting bracket 206 can be provided with through holes 72 larger than the largest diameter of the fastener to install thread forming fasteners 52 to column 196. In this application, the flanges of the column 196 can be provided with pilot holes corresponding to the through holes in the mounting bracket 206. The thread forming fasteners 52 can be installed through the through holes in the mounting bracket 206 and can thread into the pilot holes in the column flanges. Alternatively, pilot holes can be omitted from column flanges 196 and self-drilling thread forming fasteners used to connect mounting brackets

206 and the 228 changes to the column. The training bra

121

threaded, self-drilling 54 for the apfTdaióásáh '7, x

INDUSTRIAL figure 51 can be between approximately +3 and an inch (6.35 and 12.7 millimeters) in larger diameter as desired for certain load requirements. Alternatively, the thread-forming fasteners 52 for the application of Figure 51 may be between approximately k and 1 k of an inch (6.35 and 38.1 millimeters), or greater, in the larger diameter of fasteners for the load requirements as desired.

Alternatively, cage 228 may be provided with end plate 168, as shown in Figure 52, and fasteners 52, 54 as desired install through end plate 168 as discussed above with reference to Figures 34 and 46.

FIG. 53 shows an expandable end wall connection including column element 162 having an outer flange 218 and an end wall stub 216 having an inner flange 220. Outer flange 218 of column element 162 may be provided with pilot holes to install thread forming fasteners 52. Inner flange 220 of end wall stub 216 may be provided with through holes larger than the largest diameter of fastener 52 located corresponding to pilot holes in outer flange 218. Forming fasteners

122

J,

INrosca 52 can be provided through

through-holes and installed in holes p-ilntn oí exterior 218. Optionally, nuts can be provided at the ends of the thread-forming fasteners

52. Alternatively, pilot holes may be provided in inner flange 220 and through holes in outer flange 218, and thread-forming fasteners 52 threaded into inner flange 220. In yet another alternative, pilot holes may be omitted and self-drilling 54 thread forming fastener can be used to connect the end wall stub

216 to column member 162. A right angle impact pusher can be used to push thread forming fasteners 52 for certain applications when the spacing between the beam flanges is limited. The self-drilling thread forming fastener 54 for the application of FIG. 53 may be between approximately Myh inch (6.35 and 12.7 millimeters) in larger diameter as desired for certain load requirements. Alternatively, the thread-forming fasteners 52 for the application of Figure 53 may be between about M and 1 inch (6.35 and 38.1 millimeters), or greater, in the largest diameter for the load requirements as desired.

123

4Ί. -s. ·. £ 7:, 'j. .

End wall stub 21% 1 se.rlbuedéJ · * connect to end wall bracket 22 · ^ —- ^ ικλ

224 of the shim element 164. The end wall bracket

222 can be provided with pilot holes and core 224 provided with through holes through which self-drilling thread forming fastener 54 can be threaded into the end wall bracket

222. Then, the inner flange 220 can be connected to the end wall bracket 222 using thread-forming clips 52 or the self-drilling thread-forming clip 54, as desired. In some applications, the connection between the end wall bracket 222 and the inner flange 220 can be tightened to a low torque approximately equal to hand tightening, with a nut 86 tightened on the back of bracket 222 to secure the bra 52, 54, in place.

Alternatively, nut 86 can be omitted and a burr can be formed in fastener 52, 54 on the rear side of bracket 222 to secure fastener 52, 54 in place. As shown in figure 53, the change element

164 It can be propped up by one or more wide flange beam struts 144 between bracket 148 and a strap 172 using the self-drilling thread-forming fastener 54. The self-threading thread-fastener124

init; ; ·.

L (...

Drill 54 can be used to install an 8th camber angle 226 along the end of the straps. L

In some construction applications, an eave extension beam 230 may be connected to column element 162. As shown in Figure 54, column element 162 may include an upper flange 232, which may include pilot holes for connecting the eave extension beam 230. The eave extension beam 230 may include through holes larger than the largest diameter of the fastener 52 located corresponding to the pilot holes in the upper flange 232. Thread forming fasteners 52 can be placed through the through holes and threaded into the pilot holes in the top flange 232 to secure the eave extension beam 230 to the column member 162.

Alternatively, for certain load requirements, pilot holes may be omitted and self-drilling thread-forming fastener 54 may be provided to connect eave extension beam 230 to column member 162. In either case, nuts 86 can be tightened on fasteners 52, 54 (not shown) to further secure the eave extension beam 230 as desired.

An eave pillar hook 234 may be attached to

125 eave extension beam 230 using self-tapping ^ "<áei2í * self-drilling thread formation 54 conwgc muGst'ga — eft — figure 54. Eave pillar hook 234 may be a L-bracket having Through holes in the first leg of the L-bracket through which the self-drilling thread-forming fastener 54 can be installed in the eave extension beam 230. Eave pillar 176 may be attached to the eave pillar hook 234 through the second leg of the L-bracket using the self-drilling thread forming clip 54. The eave pillar hook 234 may not have Pre-drilled holes in the second leg of the L-bracket, and the self-drilling thread forming fastener 54 can be drilled and threaded through the eave pillar

176 and the eave pillar hook 234.

Figure 54 also shows that box beam members 236 can be provided adjacent to the eaves. The box beam members 236 can be attached to the eave extension beam 230 using the self-drilling thread forming fastener 54 as installation space permits. In some applications, bolt-and-nut connections can be used when there is not enough clearance for a right angle impact pusher.

126

Kc «* junatJn * m-snL.TuaL '« go ♦' - »··“ · * [í / ',

Figure 55A shows a double diagonal shoring connection that requires such a “· ΌθΗΑ ·.“ · “· ΊιΈτs diagonal struts 214 of Figure 55A can be connected to a joint 212. The joint 212 can be secured between a column 208 and a beam member 210. As shown in Figure 55B, a diagonal strut 214 can be provided on each side of fitting 212. In the past, to secure a diagonal strut on each side of the joint, OSHA assurance requirements required that the first diagonal strut

214 'was secured before attaching the second diagonal strut

214. As shown in FIG. 55C, these additional through holes required through the first diagonal strut 214 'to make a bolt-and-nut connection to splice 212 without interfering with the connection of the second diagonal strut 214. We have found that OSHA requirements can be achieved using self-drilling thread-forming fastener 54 as shown in figure

55B using the same diagonal strut 214 on both sides of the joint, as desired.

As shown in Figures 55A and 55B, each diagonal strut 214 can be provided with through holes 72 larger than the largest diameter of fastener • 54. The self-drilling thread forming fastener can be provided through the through holes

IJV ¡í'4

127 f IVJ?> 'on the diagonal strut 214 and installed in the flange' 2

Once installed, the training clip rrs ** ~ i ~ n ^ n «^ · —- hwhat self-drilling 54 is threaded into the joint

212 and tightened to a desired seating torque, securing the first diagonal strut 214 to the joint without the need for foreign fasteners 204. Thereafter, the through holes of the second diagonal strut 214 are placed on the ends of the self-drilling thread-forming fastener 54 on the opposite side of the fitting 212, and the nuts 86 are tightened on the self-tapping thread-forming fastener. perforation 54 to hold the second diagonal strut 214 against the joint 212. Alternatively, the pilot holes placed corresponding to the through holes 72 in the diagonal struts 214 can be provided through the fitting 212. The diagonal struts 214 can then be secured to the joint 212 using thread forming fasteners 52. The forming fasteners Threads 52 for the application of Figure 55A may be fasteners 52 of 1 inch (2.54 centimeters) of greater diameter. Alternatively, the thread-forming fasteners 52 for the application of Figure 55A may be between k and 1 k inches (6.35 and 38.1 millimeters), or larger, of larger diameter for the load requirements as desired. In applications where

128

I ϊL.

The self-drilling formation clamp 54 can be used, the self-drilling forming clamp 54 for the application of Figure 55A can be between approximately M and inches (6.35 and 12.7 millimeters) in larger diameter as want for certain charging requirements. Diagonal shoring 214 can have any desired cross-sectional shape, such as a U-channel as shown in Figure 55A, the channel

L as shown in figure 56, or other sectional shapes as desired.

Figure 56 shows an alternative shoring configuration that has diagonal shoring

214 and a tube pillar 238 installed between two columns 196.

A column bracket 240 is provided in the core 180 of each column 196 as shown in Figures 56 and 57. The tube column 238 is typically provided to the construction site with a mounting plate 242 welded in place at each end from tube post 238. Alternatively, mounting plates 242 can be attached to post 238 using thread-forming clips 52, as desired. Abutment bracket 240 is provided with pilot holes adapted to install thread forming fasteners 52, and abutment mounting plates 242 are provided with through holes larger than the

129 τ M m ®

Ji x? .i .1 kkrk * i lKSTvr,.! (or, <

larger diameter of fasteners 52 and colL ^ ^ ?? correspond with pilot holes in abutment bracket

240. Thread forming clips 52 can be provided through the through holes and threaded into the pilot holes in the abutment bracket. Thread forming fasteners 52 may have a diameter greater than 58 of 1 inch (2.54 centimeters). Alternatively, thread forming fasteners 52 may have a larger diameter 58 between approximately 1 inch and 1 k inches (6.35 and 38.1 millimeters) as desired for load requirements. Alternatively, pilot holes can be omitted from abutment brackets 240 and self-drilling thread forming fastener 54 used to connect mounting plates 242 to abutment brackets 240 as desired for particular load requirements.

As shown in Figure 56, the diagonal underpinning can form an X between columns 196. At least one diagonal strut 214 can extend from joint 212 in an upper corner to joint 212 in an opposite lower corner. Opposite diagonal strut 214 may include a flashing 244 where the diagonal struts cross. As shown in Figure 56, a piece of diagonal strut 214 can extend from joint 212 in

130 τ - ~ - .--, -, ι ... :: · υ 51 an upper corner of the joint cover 244 in the dénfJí.ój.

shoring X, and a second strut diagona-1— <2-14 - may extend from joint cover 244 to joint 212 in the opposite lower corner. Flashing 244 can be provided with pilot holes, and diagonal strut ends 214 provided with through holes larger than the largest diameter of fasteners 52. Thread-forming fastener 52 can be placed through the through hole, and formed threaded into pilot holes in joint cover 244. Alternatively, the pilot holes in flashing 244 can be omitted and the self-drilling thread forming fastener can be used to install diagonal strut 214 to flashing 244. A diagonal strut

214 It can be installed on each side of junction 212 in a double connection, as discussed above with reference to Figure 55A. Alternatively, the diagonal strut can be installed on one side of fitting 212 using thread-forming fasteners 52 or the self-drilling thread-forming fastener 54 as desired.

Typically, metal construction structures include shoring for wind loads. As shown in Figure 58, a C-channel strut pillar 246 can be connected to a connected strut pillar bracket 250

131

ΙΝόΙίΊ i ..,. ·. '·' · '· To a wind column 24 8, the prop pillar ~' give

6 extending adjacent to the chord ίπΐτ · ττστ-of-a-plurality of joists 40. The C-channel strut pillar 246 can be provided with through holes through which the self-drilling thread-forming fastener 54 can hold the pillar of C channel strut

246 to the strut column abutment 250. The strut column abutment 250 can be attached to the wind column 248 using the self-drilling 54 thread forming clamp. Alternatively, the wind column 248 can be drilled with pilot holes, and the strut pillar bracket 250 can have through holes corresponding to the pilot holes through which thread forming fasteners 52 can be installed to hold the bracket from strut pillar 250 to the wind column. The lower chords 142 can be connected to the C-channel strut pillar 246 with the self-drilling thread forming clamp 54.

Strut hooks 252 can be attached to the C channel strut pillar 246 using the self-drilling thread forming fastener 54 as shown in Figures 58 and 59. Struts 254, as shown in Figures 59A and 59B, are connected to strut hooks 252 and secured to columns or ramps, as

132

Known in the art for load shoring® / hM «óaví (not shown). _____________

Figures 60A and 60B are views showing a belt transition connection. In some applications, a second portion of a roof structure may be added adjacent to the ends of belts 172 of a first portion of the roof structure. As shown in FIG. 60A, belts 172 are installed on top of a shim element 164. A transition strap 256 may be attached transverse to the ends of the straps 172 of the first portion of the roof structure adapted to secure the straps 172 'of the second portion of the roof structure. The L-brackets 258 can be used to connect the transition strap 256 to the ends of the straps 172 as shown in the figures

60A and 60B. The L-bracket 258 can be attached to the straps using self-drilling thread-forming fasteners 54. Through holes may or may not be provided in the through-bracket to install self-drilling thread-forming fasteners 54 on the strap 172.

The self-drilling thread forming fasteners 54 can be installed through the transition strap 256 in the L-bracket 258 to secure the transition strap

256 to the L bracket and belts 172. The L brackets

133

Á-ib.iL.

258 can be provided to secure Ta &: Mp © ¿iñKaí from the second portion of the roof structure to the transition strap 256. Through holes may or may not be provided in the through bracket to install self-tapping fasteners. -drilling 54 into transition strap 256. Self-drilling thread-forming fasteners 54 can be installed through strap 172 'into bracket at

L 258 to secure strap 172 'to L-bracket and transition strap 256.

Thread-forming, self-drilling fasteners 54 or thread-forming fasteners 52 can be used to install a parapet as shown in Figure 61. A parapet stub 260 may have an inner flange 262 and column member 162 with outer flange 218. Inner flange 262 of parapet spindle 260 may be provided with through holes larger than the larger diameter of fastener 54 positioned to install self-drilling thread forming fasteners 54 into outer flange 218. Alternatively, the outer flange 218 of column member 162 may be provided with pilot holes for installing thread-forming fasteners 52 in pilot holes in outer flange 218. Optionally nuts 86 can be provided

134

AYA at the ends of bó-s'caí · 5? · Threading bolts, self-frotTf “ót'áot ón 54'.Alternatively, through holes can be provided in the outer flange 218 and fasteners 52 or 54 can thread within inner flange 262. A right angle impact pusher can be used to push fasteners 52, 54 for certain applications when the clearance between beam flanges is limited. The self-drilling thread-forming fastener 54 for the application of FIG. 61 can be between approximately M and inches (6.35 and 12.7 millimeters) in larger diameter as desired for certain load requirements.

Alternatively, the thread-forming fasteners 52 for the application of FIG. 61 may be between approximately is 1 inch (6.35 and 38.1 millimeters), or larger, of the largest diameter for load requirements, as desired.

A C 264 traverse can extend between two or more parapet 260 spindles, the C 264 traverse installed in an upper portion of the parapet truss.

260 using self-drilling thread-forming fasteners 54. Additionally, cross members 174 can be secured to parapet stub 260 and column member 162 as discussed above. The Bra

135

MEXICAN INSTITUTE 3F. THE FRCPISDAD,. , CF. THE FRCPI5EMD VSjs® »-.

thread forming, self-drilling 54 pw $ e · se-f ^ used to install a tilt angle · · 22Ό a ”í'ü1 length of strap end 172.

A table may include a plurality of vertical table elements 266 as shown in Figure 62.

Thread-forming, self-drilling fasteners 54 or thread-forming fasteners 52 can be used to install the board. One or more spacer elements 270 can be provided to install the board at a desired distance from column element 162. Each spacer can include a first end plate 272, and a second end plate 274 with through holes. As shown in FIG. 62, self-drilling thread forming fasteners 54 can be installed through through holes in the outer flange 218 of column member 162 and threaded into the first end plate 272. The vertical board elements 266 may have an inner flange 268, and self-drilling thread forming fasteners 54 may be installed through through holes in the second end plate 274 within the inner flange 268.

Alternatively, the pilot holes can be provided in the first end plate 272 and the corresponding inner flange 268 with the holes

136

Τ 'Τ

threads, and the thread forming fastener installed through the thru holes »?> - fOrmadosi an, .., ....

threads into pilot holes. Alternatively, fasteners 52, 54 can be threaded into the second end plate 274 and the outer flange 218 by providing through holes in the inner flange 268 and the first end plate 272 accordingly. Optionally, nuts 86 may be provided at the ends of self-drilling thread-forming fasteners 52 or thread-forming fasteners 54. A right angle impact pusher can be used to push fasteners 52, 54 for certain applications when the clearance between the beam flanges is limited. The self-drilling thread-forming fastener 54 for the application of Figure 62 may be between approximately +3 and inches (6.35 and 12.7 millimeters) in larger diameter, as desired for certain load requirements. Alternatively, the thread-forming fasteners 52 for the application of Figure 62 can be between about 1

<td>inches,</td><td>(6.35 and 38.1</td><td>millimeters),</td><td>or larger than</td>

<td>diameter</td><td>higher for</td><td>requirements</td><td>load, according to</td>

<td></td><td>The crossbar in</td><td>C 264 can</td><td>spread between two or</td>

plus 266 vertical table elements installed in one

137 upper portion of vertical tab members using self-drilling thread fasteners 54. Additionally, C-studs 264 can extend between two or more vertical board members

266 secured to the inner flanges 268 of the vertical table members 266.

In some construction structures it may be useful to support an overhead crane or other overhead system. A crane beam member 27 6 having a bottom flange

278 can be supported by a column element 280 having a top plate 282 as shown in the figure

63A. The bottom flange 278 of the crane girder element 276 can be provided with through holes larger than the diameter of the thread-forming fastener 52, and the top plate 282 provided with pilot holes, and the thread-forming fastener 52 installed at through the through holes and threaded into the pilot holes in the top plate 282. A rail plate 286 can be installed on top of the crane girder element 176 and a crane rail 284 attached to the crown channel 286 and the crane girder element 17 6 using thread-forming fasteners 52 as shown in the Figure 63B. Rail clamps 288 can be positioned to attach crane rail 284 and crown channel 286 to the

138 crane girder 176. Rail clamps

ΙΜΡΪΒ

MEXICAN INSTITUTE D £ LA PKOPÍrVOAD „„ „í'LUSTRIAL

288 and the channel '-2KTJ?

Crown 286 can be provided with through holes larger than the diameter of fasteners 52, and pilot holes can be provided on top of crane beam member 176. Thread forming fasteners 52 can be installed through the through holes of rail clamps 188 and crown channel 286 and threaded into pilot holes in the top of crane beam member 176 as shown in Figure 63B. The thread forming fasteners 52 for the application of Figure 63A can be between approximately 1 inch (19.05 and

38.1 millimeters), or larger, of the largest diameter for load requirements, as desired. At least a portion of the threaded portion 64 can comply with ASTM A325, A490, or another fastener standard as desired.

A concrete wall panel 380 can be attached to the rafter element 162 using a bracket 382 connected to a flush plate 384 in the concrete wall panel. Bracket 382 may be integral with flush plate 384, such as by welding. Alternatively, bracket 382 can be attached to flush plate 384. Bracket 382 can be installed to shim member 162 using thread-forming fasteners 52 or forming fastener

139 threaded, self-drilling 54 as shown-íiéftÁiáÓ

64. The bracket can be provided with through holes_ and the self-drilling thread-forming fastener installed through the shim element 164.

Alternatively, the pilot holes can be provided through the shim element 164 and the thread-forming fasteners 52 installed through the bracket in the pilot holes.

Panels 180, as shown in figure

65, are typically provided in various thicknesses, sizes, and cross-sectional shapes for use as sidewall cladding, roof cladding, decking, and other uses. Panels 180 and decking 42, as discussed with respect to FIG. 1, are formed of sheet metal having thicknesses of steel typically between about 10 gauge and 16 gauge. Panels 180 and decking 42 can be installed on lapped connections using the self-tapping thread-forming fastener 56. Alternatively, panels 180 and decking 42 can be installed on lapped connections using the self-tapping thread-forming fastener. 54. In an alternative, through holes larger than the largest diameter 58 of fastener 54, 56 may be provided along one or more edges of the

140 panels 42, 180. To make the overlapping connection ;, through holes of one panel are lapped on a second panel, and the self-drilling thread forming fastener 54, 56 is placed through the through holes and drilled and formed into thread inside the second panel.

Referring now to Figure 66, a filler panel 182 is provided between an edge of platform 42 and beam 46. In the past, as shown in Figure 67, filler panels had to be welded in place through of solder connections 184.

Weld connections 184 increased the complexity of the installation and required the presence of a trained welder on the job site and delays in the construction schedule to perform welds. The filler panel 182 present does not require welding and can be installed using the self-drilling thread-forming fastener 56 or self-drilling thread-forming fastener 54. Filler panel 182 is provided with a flange 186 having a plurality of through holes larger than the largest diameter 58 of the self-drilling thread-forming fastener 54, 56. The fasteners 54, 56 are placed through the through holes and drilled and threaded into the platform

Ι · ΛΒΜ »ΑΪΛ» «Ι» ε * ·· * ΛΓ ^ «·. »· Λ ^ Λί4

141

»Sstv'uto mixh

OF THE·. · Sor¡ £? · *. [>

42. The filler panel 182 can be of a '' '' shape as shown in Fig. 66. By providing the — the — rtíburtW 186 and fasteners 54, the filler panel 182 can be installed efficiently by an operator who is in platform 42. Alternatively, no through hole is provided and no self-drilling thread forming fastener 54, 56 is installed through both elements.

Joist 40 can be provided with L-bracket 154 for mounting utility pendant 188.

As shown in Figures 68 through 70, utility pendant 188 may include a modified self-drilling thread forming fastener 54 'where head 63' comprises a threaded bore 190 adapted to receive a threaded rod 192. The Threaded bore 190 can be cross drilled, i.e., transverse to the direction of threaded portion 64 as shown in Figure 70.

Optionally, the threaded bore may be drilled end aligned with the direction of threaded portion 64 (not shown). The threaded rod 192 corresponding to the threaded bore 190 can be rotated into the threaded bore after the self-drilling thread forming fastener 54 'is installed. Various pendants can be attached to threaded rod 192, such as a ring 194

142

I '7 -' 'Μ as shown in figure 68. Alternatively; ·. ja 'yai \ Ll'lar ^ 0 threaded 192 can be attached to a hook (which, j] Q.,, SP .. my ÍP.gTr.taú -— U -__ „» other pendant shapes as desired. To install utility pendant 188, the self-drilling thread forming fastener 54 is drilled and threaded into the L-bracket 154 or other support member as desired and tightened such that the threaded hole in the head 63 'is generally oriented in a vertical direction.

Then, threaded rod 192 is rotated toward the threaded coupling in threaded bore 190.

In the past, utility pendants have been installed using bolt-and-nut connections through pre-drilled holes. Past connections also included masonry screws pushed into the concrete slab on the top floor. In either case, the utility pendant described here that uses the self-drilling thread-forming fastener 54 can be installed efficiently in many applications. In an alternative, utility pendant 188 is installed on a bottom chord of a joist or beam (not shown) with the self-drilling thread forming clip 54.

In some joist load requirements, additional joist shoring may be required. The figure shows a lanyard strut 197 placed between the lanyard

143 c'- ~'. 'J ·, / upper 140 and lower chord 142 secured ^: á / 3 é a thread forming clamp, antn-pprfnrarión 54.

Lanyard strut 197 may be provided with a plurality of through holes larger than the largest diameter 58 of self-drilling thread-forming fastener 54. Self-drilling thread-forming fastener 54 may be provided through holes through and drilled and threaded inside the joist. By utilizing the self-drilling thread-forming fastener 54 present, bead strut 197 can be installed where needed along the joist without pre-drilling holes in the joist. The Lanyard Strut

197 it is installed faster and more efficiently with fasteners 54 than with previous connections.

Referring now to Figures 72 and 73, a plurality of lattice elements 290 can be secured to a support element 292 using brackets 294 and thread-forming, self-drilling 54 fasteners and / or thread-forming fasteners, self-drilling

56. Self-drilling thread forming fasteners 54, 56 can be installed through bracket 294 into one side of framing element 290 and through bracket 294 into support element

292. As shown in Figures 72 and 73, you can

144

Provide various configurations of menufTW ^^ í ^ you want. Thread-forming, self-drilling fasteners 54, 56 may have a larger diameter between approximately 0.19 inches (4.82 millimeters) (fastener # 10, ASME Bl.l Standard Unified Inch Screw Thread) to approximately 0.25 inches (6.35 millimeters) (fastener inch (6.35 mm) ASME Bl.l Standard Unified

Inch Screw Thread). In the past, pre-screws used to secure studs failed to disassemble and failed to provide a secure hold, and an extra number of pre-screws were typically used to accommodate a regular number of cut failures. Self-drilling thread forming fasteners 54, 56 provide a desired connection using between 25% and 60% fewer screws than in the past for the same load requirement. Alternatively, the connection can be secured using between 35% and 40% fewer screws than when using the previous screws. The reduction in the number of fasteners can provide significant savings in cost and time for installation.

Fig. 74 shows a locking element 296 secured between lattice element 290 that provides a closure. A strap element 298 can be provided transverse to the lattice element 290 positioned to

145 securing a portion of the Bl element locking element.

Locking imz.st-í 296 can be secured between the strap and support member 292 using a plurality of self-drilling thread-forming fasteners 56 and / or self-drilling thread-forming fasteners 54. Self-drilling thread forming fasteners 54, 56 can be installed through locking element 296 within strap element 298, and through locking element 296 within support element 292 as shown in Figure 74. Self-drilling thread-forming fasteners 54, 56 can have a larger diameter between approximately 0.19 inches (4.82 millimeters) (# 10 fastener) to approximately 0.25 inches (6.35 millimeters) (M-inch fastener). As discussed above, self-drilling thread forming fasteners 54, 56 provide a desired connection using between 25% and 60% fewer screws than in the past for the same load requirement. Alternatively, the connection can be secured using between 35% and 40% fewer screws than when using the previous screws, providing significant cost and time savings for installation.

A corner connection 300 can be connected to a beam truss 302 using strips 304 and a plurality

146

.......

self-drilling 54

Self-drilling 56 straps 304 may be vertical 306, and those for thread forming fasteners, and / or thread forming fasteners, as shown in Figure 75. Those provided around a core thread forming fasteners, Self-drilling 54, 56 can be installed through straps 304 into vertical core 306 and through straps 304 into corner connection 300. Self-drilling thread-forming fasteners 54, 56 may have a larger diameter between approximately 0.19 inches (4.82 millimeters) (# 10J fastener to approximately 0.25 inches (6.35 millimeters) (M inch fastener (6.35 millimeters)) .

Thread Forming Fasteners, Self-Drilling

54, 56 present provide a desired connection using between 25% and 60% fewer screws than in the past for the same load requirement. Alternatively, the connection can be secured using between 35% and 40% fewer screws than when using the previous screws, providing significant cost and time savings for installation.

A plurality of studs 308 may be secured to a flange stud 310 using L-brackets 312 and a plurality of self-drilling thread-forming fasteners 54 and / or thread-forming fasteners of

147 self-drilling 56 as shown in f ¥ $ ^ $ £ 23 6 thread forming fasteners, from antn-ppr.fnrar.ión 54.,. 56 can be installed through L-bracket 312 within one side of cage 308 and through L-bracket 312 into flange cage 310. Self-tapping thread-forming fasteners 54, 56 can have a larger diameter between approximately 0.19 inches (4.82 millimeters) (# 10 fastener) to approximately 0.25 inches (6.35 millimeters) (H-inch fastener (6.35 millimeters) ).

Thread Forming Fasteners, Self-Drilling

Roof decking 314 can be secured to a truss wall frame 316 as shown in Figure 77 using a stringer angle 318 and a plurality of thread-forming, self-drilling 56 fasteners and / or thread-forming fasteners , self-drilling 54. Self-drilling thread fasteners 54, 56 can be installed through the

148

316 truss along desired ceiling clearance.

Roof decking 314 can be secured to stringer angle 318 using self-drilling thread-forming fasteners 54, 56. Self-drilling thread-forming fasteners 54, 56 may have a larger diameter between approximately 0.19 inch (4.82 mm) (# 10 / a bra about 0.25 inch (6.35 mm) (M inch (6.35 mm) / bra. The self-tapping thread forming fasteners 54, 56 present provide a desired connection using between 25% and 60% fewer screws than in the past for the same load requirement.

Alternatively, the connection can be secured using between 35% and 40% fewer screws than when using the previous screws, providing significant cost and time savings for installation. ·

Figure 78 shows a truss wall frame 320 attached to a concrete slab 322 in a bearing wall configuration. Diagonal straps 324 and a clamping joint 326 are secured to the truss wall frame 320. A plurality of self-drilling thread-forming fasteners 56 and / or self-drilling thread-forming fasteners 54 may be used. .

ϊ. * ΛΕΛ. · ϋτ · VIlVJlu.

149

1177

I?. '3TiT .. I'. ·

Thread Forming Fasteners, Self-DrillingTT · '

54, 56 to install the 378 — s. — efi'ti? Awtadoo steel straps 328 and bottom rail 330 of the truss wall 320. The fastening joint 326 can be attached to the 328 steel truss using fasteners. self-drilling thread forming 54, 56. As shown in Figures 78 and 79, various fastening joint configurations 326 can be provided as desired. Self-drilling thread-forming fasteners 54, 56 may have a larger diameter between approximately 0.19 inches (4.82 millimeters) (fastener # 10? To approximately

0.25 inch (6.35 mm) (inch (6.35 mm) fastener.) As discussed earlier, the self-drilling, thread-forming fasteners 54, 56 present provide a desired connection using between

25% and 60% fewer screws than in the past for the same load requirement. Alternatively, the connection can be secured using between 35% and 40% fewer screws than when using the previous screws, providing significant cost and time savings for installation.

A broach element 332 can be secured to support struts 328 using an L-bracket 334 and a plurality of self-drilling thread-forming fasteners 54 and / or thread-forming fasteners of

44 · '. . ' ·. . • Γ; »: '* ,, ¿n

150

self-drilling 56, as shown in the ^ 'fa ^ raj ^ O brochal element 332 may be an I-beam fabricated by welding top and bottom plates 336 to the core element 338. Thread Forming Fasteners , self-drilling 54, 56 can be installed through L-bracket 334 inside web element 338 and through L-bracket 334 within adjacent strut

328. Self-drilling thread-forming fasteners 54, 56 can be installed through bottom plate 336 into adjacent strut 328. Self-drilling thread-forming fasteners 54, 56 may have a larger diameter between approximately 0.19 inches (4.82 mm) (# 10 bra / to about 0.25 inch (6.35 mm) (H inch bra (6.35 mm) /. As discussed above, the self-drilling thread forming fasteners 54, 56 present provide a desired connection using between 25% and 60% fewer screws than in the past for the same load requirement. Alternatively, the connection can be secured using between 35% and 40% fewer screws than when using the previous screws, providing significant cost and time savings for installation.

As shown in Fig. 81, the brochal element may be a box head 340 secured to struts

151

Support 328 using a 342 plate and a spike ^ §Ji, .pfad4i thread-forming fasteners, from anto-perfón 54 and/n self-drilling thread forming fasteners 56. The box head 340 may include a bottom rail 344 and a corresponding top rail 346 and a plurality of steel struts 348 assembled on a box beam as shown in Figure 81 . Box head 340 can be secured to support struts 328 by installing self-tapping, thread-forming fasteners 54, 56 through plate 342 into box head 340 and through plate 342 into strut adjacent 328. Self-tapping thread-forming fasteners 54, 56 can have a larger diameter between approximately 0.19 inches (4.82 millimeters) (fastener # 10) to approximately 0.25 inches (6.35 millimeters) (M-inch fastener (6.35 millimeters) ).

Thread Forming Fasteners, Self-Drilling

152

figure 82 is a view in se cc.i ^ ftvApaahpi exterior wall seeing a network of nj so 350 ..

oiso 350 is supported at one end by the

The through

Bottom wall truss 352. Floor truss 350 is secured to bottom wall 352 using L-bracket 358 and a plurality of self-drilling, thread-forming fasteners 54 and / or self-drilling thread-forming fasteners 54. Self-drilling thread forming fasteners 54, 56 can be installed through L-bracket 358 into floor truss 350 and through L-bracket 358 into upper track 356 from bottom wall 352 The floor frame 350 supports an upper wall 354. The upper wall 354 is secured to the floor frame 350 using self-drilling thread forming fasteners 54 through the bottom rail.

330 from top wall 354 and into floor truss

350. A side member 360 may be provided between adjacent floor trusses 350. Self-drilling thread forming fasteners 54, 56 can be installed through the side member 360 in the floor truss. Self-tapping thread-forming fasteners 54, 56 can have a larger diameter between approximately 0.19 inches (4.82 millimeters) (fastener # 10) to approximately 0.25 inches (6.35 millimeters)

153 u (inch (6.35 mm ')' fastener /

'Self-drilling thread forming fasteners 54, 56 present provide a desired connection using between

As shown in Figure 83, a framing member 362 can be connected to a steel strut 364 using a plurality of self-drilling thread-forming fasteners 54 and / or self-drilling thread-forming fasteners 56. Self-drilling thread forming fasteners 54, 56 can be installed through a vertical member 368 of the stud member

362 inside the steel strut 364. Additionally, an angle bracket 370 can be installed below the framing element 362, and optionally an angle bracket 366 can be installed above the framing element 362. Thread-forming fasteners, auto -perforation 54, 56 can be installed through angle brackets 366,

370 inside the steel strut 364, and through the angle brackets 366, 370 inside the truss element

362. Thread Forming Fasteners, Auto154 ζ ζ E% Tf; .íu ::, ':. -, Λ perforation 54, 56 can have a diameter of about 0.19 inches (4.82 millimeters) (, spj ^ -t, ado, r, # 10) to 'about 0.25 inches (6.35 millimeters) (M-inch (6.35 fastener) millimeters)). The self-drilling thread forming fasteners 54, 56 present provide a desired connection using between

Alternatively, the truss member 362 can be secured to a beam truss 372. As shown in Figure 84, the truss member 362 can be secured to the beam truss 372 using the L-brackets 374 and a plurality of fasteners. thread forming, self drilling 54 and / or thread forming fasteners, self drilling 56. Self-drilling thread forming fasteners 54, 56 can be installed through L-bracket 374 within stud element 362 and through L-bracket 37 4 within beam stud

372. Thread-forming, self-drilling fasteners 54, 56 may have a larger diameter between approximately 0.19 inches (4.82 millimeters) (fastener

155

ϊ ζ ΐΛίϊϊτ · ϊΓΌ ζ \ # 10; to approximately 0.25 inches (6.35 hUs & Srtóít (inch fastener (6.35 milli ^ tc / as) 4, ....... 1.1¾¾.

Self-drilling thread forming fasteners 54, 56 present provide a desired connection using between

A method of connecting a plurality of elements in a construction connection is disclosed including the steps of providing a first element having a first mounting surface and a second mounting surface opposite the first mounting surface and a first element thickness in means, providing at least one fastener having a thread forming portion and a threaded portion, placing a second element having a first opening adjacent to the first mounting surface, installing the fastener through the first opening, and threading a fastener opening through the thickness of the first element connecting the second element to the first element with the thread forming portion extending through the second mounting surface, place a third element having a second

156

opening larger than the largest diameter of the threaded portion adjacent to the second mounting surface, so that the second opening is placed on the threaded portion, and install a nut on the threaded portion to connect the third element to the first element.

Although the invention has been described with reference to certain embodiments, those skilled in the art will understand that various changes can be made and equivalents can be substituted without departing from the scope of the invention. Furthermore, many modifications can be made to adapt a particular situation or material to the teachings of the invention without departing from its scope. Therefore, it is intended that the invention is not limited to the particular embodiments that fall within the scope of the appended claims.

157

NOVELTY OF THE INVENTION P or. / 3

Having described the present invention, it is considered as a novelty and, therefore, the content of the following is claimed as a priority:

30 members in 5 offices

This recordMember, by publication datePriority claim

Priority claims7

Priority claims
Document	Office	Kind	Date
30630910	United States of America	P	2010-02-19
61306309	United States of America	–	2010-02-19
2011025568	United States of America	W	2011-02-19
61306309	–	–	–
PCTUS2011025568	–	–	–
US20100306309P	–	–	–
WO2011US25568	–	–	–

Members30

Family members, oldest first
Document	Office	Kind
CA2784843A1	Canada	A1	2011-08-25
US2011203217A1	United States of America	A1	2011-08-25
WO2011103522A2	World Intellectual Property Organization (WIPO)	A2	2011-08-25
WO2011103522A3	World Intellectual Property Organization (WIPO)	A3	2011-12-29
AU2011217880A1	Australia	A1	2012-10-11
US2013192159A1	United States of America	A1	2013-08-01
US8529178B2	United States of America	B2	2013-09-10
US2013340382A1	United States of America	A1	2013-12-26
US8636456B2	United States of America	B2	2014-01-28
MX2012009571A	Mexico	A	2014-02-27
US2014075875A1	United States of America	A1	2014-03-20
WO2015035374A1	World Intellectual Property Organization (WIPO)	A1	2015-03-12
US9004835B2	United States of America	B2	2015-04-14
US9267527B2	United States of America	B2	2016-02-23
AU2011217880B2	Australia	B2	2016-07-14
US2016252126A1	United States of America	A1	2016-09-01
AU2016231544A1	Australia	A1	2016-10-13
CA2784843C	Canada	C	2016-10-18
MX345851B	Mexico	B	2017-02-20
MX351256B	Mexico	B	2017-10-06
US9797430B2	United States of America	B2	2017-10-24
AU2017248574A1	Australia	A1	2017-11-09
AU2016231544B2	Australia	B2	2017-11-23
US2018073541A1	United States of America	A1	2018-03-15
MX355145BThis record	Mexico	B	2018-04-06
AU2017248574B2	Australia	B2	2018-05-10
AU2018208636A1	Australia	A1	2018-08-09
AU2017248574B9	Australia	B9	2018-09-13
AU2018208636B2	Australia	B2	2019-05-02
US10371192B2	United States of America	B2	2019-08-06

Weldless building structures.

Abstract

Term

THE DIVISIONAL DIRECTOR OF PATENTS

NAHANNY CANAL REYES

MX / 2018/28586

CONSTRUCTION STRUCTURES WITHOUT WELDING

-IMS

FIELD OF THE INVENTION

BACKGROUND OF THE INVENTION

SUMMARY OF THE INVENTION

BRIEF DESCRIPTION OF THE FIGURES

II

J 1

V

DETAILED DESCRIPTION OF

THE INVENTION

OF THE P '

ILIL

TABLE I

I

MSXJCANO PROPERTY INSTITUTE

TABLE 2

TABLE 3

INSTITUTE

TABLE 5

INSTITUTE W:

INDUSTRIAL

I

J,

Priority claims7

Members30

Numbers

Titles3

Classification