Technical Evaluation Report TER 0910-01 - DrJ Certification · Technical Evaluation Report TER 0910-01 QuickTie™ System (QTS) QuickTie™ Products, Inc. Product: QuickTie™ System

Technical Evaluation Report

TER 0910-01

QuickTie™ System (QTS)

QuickTie™ Products, Inc.

Product:

QuickTie™ System (QTS)

Issue Date:

October 20, 2009

Revision Date:

June 29, 2020

Subject to Renewal:

April 1, 2021

TER 0910-01: QUICKTIE™ SYSTEM (QTS)

SUBJECT TO RENEWAL 4/1/2021

© 2020 DRJ ENGINEERING, LLC

PAGE 2 OF 48

COMPANY

INFORMATION:

QuickTie™ Products, Inc.

13300 Vantage Way Jacksonville, FL 32218-2378

904-281-0525

904-281-0526 (fax)

quicktieproducts.com

DIVISION: 06 00 00 - WOOD, PLASTICS AND COMPOSITES

SECTION: 06 05 23 - Wood, Plastic, and Composite Fastenings

1 PRODUCTS EVALUATED1

1.1 QuickTie™ System (QTS)

1.1.1 QTB(L) Blue 3/16" QuickTie™

1.1.2 QTG(L) Green ¼" QuickTie™

1.1.3 QTO(L) Orange 5/16" QuickTie™

1.1.4 QTR(L) Red 3/8" QuickTie™

1.2 Quick Connectors

1.2.1 HA4, HA6, HA8, and HA10 Hurricane and Seismic Anchors

1.2.2 MS and LS Straps

1.2.3 MTS and HTS Twist Straps

1.2.4 CS20-250, CS18-200, CS16-150, and CS14-100 Coiled Straps

1.2.5 CMST16-54, CMST14-52.5, and CMST12-40 Coiled Straps

1.2.6 SC35 Framing Angle and SC35F Framing Plate

1.2.7 HGA and HGAM Gusset Angles

1.2.8 PBA44, PBA46, PBA66, PBA77, and PBA88 Post Base Anchors

1.2.9 SPArtan™ Sill Plate Anchor

1.2.10 PCM and EPCM Post Caps

1.2.11 QGC QuickTie™ Girder Connector

1 Building codes require data from valid research reports be obtained from approved sources. Agencies who are accredited through ISO/IEC 17065 have met the code requirements for

approval by the building official. DrJ is an ISO/IEC 17065 ANAB-Accredited Product Certification Body – Accreditation #1131.

Through ANAB accreditation and the IAF MLA, DrJ certification can be used to obtain product approval in any jurisdiction or country that has IAF MLA Members & Signatories to meet the Purpose of the MLA – “certified once, accepted everywhere.”

Building official approval of a licensed registered design professional (RDP) is performed by verifying the RDP and/or their business entity complies with all professional engineering laws of the relevant jurisdiction. Therefore, the work of licensed RDPs is accepted by building officials, except when plan (i.e., peer) review finds an error with respect to a specific section of the code. Where this TER is not approved, the building official responds in writing stating the reasons for disapproval.

For more information on any of these topics or our mission, product evaluation policies, product approval process, and engineering law, visit drjcertification.org or call us at 608-310-6748.

http://quicktieproducts.com/

https://www.drjcertification.org/2018/ibc/section-1703.4.2/research-report

https://www.drjcertification.org/2018/ibc/chapter-2/approved-source

https://www.drjcertification.org/2018/ibc/section-1703.1

https://www.drjcertification.org/2018/ibc/chapter-2/building-official

https://www.ansi.org/Accreditation/product-certification/DirectoryListingAccredited?menuID=1&prgID=1

https://www.ansi.org/Accreditation/product-certification/AllDirectoryDetails?&prgID=1&OrgId=2125&statusID=4

https://www.iaf.nu/articles/IAF_MLA/14

https://www.drjcertification.org/2018/ibc/chapter-2/jurisdiction

https://www.iaf.nu/articles/IAF_MEMBERS_SIGNATORIES/4

https://www.iaf.nu/articles/Purpose/15

https://www.drjcertification.org/2018/ibc/chapter-2/registered-design-professional





https://www.drjcertification.org/




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1.2.12 LTT20B Light Tension Tie

2 APPLICABLE CODES AND STANDARDS2,3

2.1 Codes

2.1.1 IBC—12, 15, 18: International Building Code®

2.1.2 IRC—12, 15, 18: International Residential Code®

2.1.3 FBC-B—17: Florida Building Code – Building

2.1.4 NCBC—18: North Carolina Building Code

2.2 Standards and Referenced Documents

2.2.1 ACI 318: Building Code Requirements for Structural Concrete and Commentary

2.2.2 ACI 355.2: Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary

2.2.3 AISI S100: North American Specification for the Design of Cold-Formed Steel Structural Members

2.2.4 AISI S904: Test Standard for Determining the Tensile and Shear Strengths of Steel Screws

2.2.5 ANSI/AISC 360: Specification for Structural Steel Buildings

2.2.6 ANSI/AWC NDS: National Design Specification (NDS) for Wood Construction

2.2.7 ASCE/SEI 19: Structural Applications of Steel Cables for Buildings

2.2.8 ASCE/SEI 7: Minimum Design Loads and Associated Criteria for Buildings and Other Structures

2.2.9 ASTM A1011: Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-

Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength

2.2.10 ASTM A1023: Standard Specification for Carbon Steel Wire Ropes for General Purposes

2.2.11 ASTM A36: Standard Specification for Carbon Structural Steel

2.2.12 ASTM A653: Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated

(Galvannealed) by the Hot-Dip Process

2.2.13 ASTM D7147: Standard Specification for Testing and Establishing Allowable Loads of Joist Hangers

2.2.14 ASTM F1575: Standard Test Method for Determining Bending Yield Moment of Nails

2.2.15 ASTM F1667: Standard Specification for Driven Fasteners: Nails, Spikes, and Staples

3 PERFORMANCE EVALUATION

3.1 Performance for use in buildings of light-frame construction and masonry in accordance with the codes listed in

Section 2.

3.2 Structural performance of connectors under uplift and lateral load conditions.

3.3 Compliance for use in buildings assigned to Seismic Design Categories A through E.

3.4 Compliance for use in buildings located where the design wind speed is less than or equal to 170 mph in

accordance with ASCE 7-05 and 215 mph in accordance with ASCE 7-10 and ASCE 7-16.

3.5 Compliance for use as an alternative to the Portal Frame with Hold-Down (PFH) as prescribed in IRC Section

R602.10.6.2.

3.6 Any code compliance issues not specifically addressed in this section are outside the scope of this TER.

2 Unless otherwise noted, all references in this TER are from the 2018 version of the codes and the standards referenced therein (e.g., ASCE 7, NDS, ASTM). This material, design, or

method of construction also complies with the 2000-2015 versions of the referenced codes and the standards referenced therein.

3 All terms defined in the applicable building codes are italicized.

https://www.drjcertification.org/2018/irc/section-R602.10.6.2





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3.7 Any engineering evaluation conducted for this TER was performed on the dates provided in this TER and within

DrJ’s professional scope of work.

4 PRODUCT DESCRIPTION AND MATERIALS

4.1 QuickTie™ System (QTS) - Description

4.1.1 The QTS is a wall anchoring system for conventional light-frame construction and masonry projects that

involve a Registered Design Professional (RDP).

4.1.1.1 For use of the QTS wall anchoring system in masonry construction, see TER 1404-06.

4.1.2 The QTS provides a continuous load path from the top of the wall to the foundation by resisting and

transferring wind uplift and/or laterally applied loads that result in overturning uplift forces.

4.1.3 The QTS consists of a galvanized aircraft wire rope (cable) with threaded studs swaged to each end.

4.1.4 Primary Connection (Epoxy):

4.1.4.1 QuickTie™ cable with threaded stud at bottom is connected to the foundation via a formed or drilled hole

in the foundation. The hole is filled with epoxy and the QuickTieTM cable is inserted into the hole and left

to set.

4.1.4.2 The other end of QuickTie™ with threaded stud is extended vertically within the wood stud wall to the top

of the wall, inserted through a hole drilled through the wood top plate(s) and attached to a steel plate

washer using a nut. The nut is tightened to post-tension the QTS.

4.1.5 Alternative Connection (Mechanical):

4.1.5.1 QuickTie™ cable with threaded stud at bottom is connected to the foundation via a cast-in-place

embedded anchor bolt or embedded steel plate with headed studs. The QuickTie™ cable is attached to

the embedded anchor bolt or steel plate by a mechanical coupling.

4.1.5.2 The other end of QuickTieTM cable with threaded stud is extended vertically within the wood stud wall to

the top of the wall, inserted through a hole drilled through the wood top plate(s) and attached to a steel

plate washer using a nut. The nut is tightened to post-tension the QTS.

4.1.6 Trusses, headers, and bottom plates are connected with Quick Connectors to provide distribution of load

through the QTS to the foundation.

4.1.7 Where one QuickTie™ cable does not provide sufficient capacity, multiple cables of the same type may be

installed to increase the pre-stressing force and transfer of accumulated loads to the foundation.

4.2 QuickTie™ System (QTS) – Types & Materials

4.2.1 The QTS consists of the following wood frame QuickTieTM [QTX(L), where X is the QuickTieTM type/cable

diameter and L is the length in feet]:

4.2.1.1 QTB(L) – QuickTieTM Blue, 3/16” diameter made of 7x19, galvanized steel wire rope with a minimum

breaking force of 4,200 lb per ASTM A1023. Refer to Figure 1 for the details of swaged threaded studs,

steel plate washer and nut.

https://www.drjcertification.org/node/669




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FIGURE 1. TYPICAL QUICKTIE™ PART DETAIL – QTB(L) BLUE, 3/16" DIAMETER

4.2.1.2 QTG(L) – QuickTieTM Green, 1/4″ diameter made of 7x19, galvanized steel wire rope with a minimum


steel plate washers and nut.

FIGURE 2. TYPICAL QUICKTIE™ PART DETAIL – QTG(L) GREEN, 1/4" DIAMETER

4.2.1.3 QTO(L) – QuickTieTM Orange, 5/16" diameter made of 7x19, galvanized steel wire rope with a minimum


steel plate washers and nut.

FIGURE 3. TYPICAL QUICKTIE™ PART DETAIL – QTO(L) ORANGE, 5/16" DIAMETER




PAGE 6 OF 48

4.2.1.1 QTR(L) – QuickTieTM Red, 3/4" diameter made of 7x19, galvanized steel wire rope with a minimum


steel plate washer and nut.

FIGURE 4. TYPICAL QUICKTIE™ PART DETAIL – QTR(L) RED, 3/4" DIAMETER

4.2.2 Individual wires of the rope (cable) are 0.030″ diameter, or smaller, with minimum Fu = 268,000 psi and

galvanized with a minimum of 0.10 ounces per square foot of uncoated wire surface.

4.2.3 The steel plate washers are made of ASTM A36 or A653, Grade 33 steel, with a minimum yield and ultimate

strengths of 33 ksi and 45 ksi, respectively

4.2.4 The hex nuts are made of SAE J995 Grade 2 or equivalent material.

4.2.5 The length of QTS varies in 1″ increments from 2' to 62'.

4.2.6 Tension Indicator Device: Tension Indicator Devices (TIDs) are inserted between the steel plate washer and

the hex nut for visually identifying the pre-tension in the cable. TIDs are made from the following materials.

4.2.6.1 Blue: ASTM A653, Grade 33 structural steel, 14 gauge, min. thickness 0.0821″, painted

4.2.6.2 Green: ASTM A653, Grade 33 structural steel, 12 gauge, min. thickness 0.1120″, painted

4.2.6.3 Orange: ASTM A653, Grade 33 structural steel, 10 gauge, min. thickness 0.1419″, painted

4.2.6.4 Red: ASTM A653, Grade 33 structural steel, 8 gauge, min. thickness 0.1718″, painted

4.2.7 Quick Connectors Description:

4.2.7.1 Trusses, joists, rafters, headers, beams, studs, and plates are connected with manufactured Quick

Connector anchors and straps to provide a load path from the roof through to the foundation.

4.2.8 Quick Connectors:

4.2.8.1 HA4, HA6, HA8, and HA10 Hurricane & Seismic Anchors: These 18 gauge (minimum thickness with

coating 0.0466″) steel clips are used to fasten rafters and trusses to wall top plates. The clips resist uplift

loads and forces applied parallel to and perpendicular to the top plates. The HA4 clip is 4½″ long, the HA6

clip is 6¼" long, the HA8 is 8″, and the HA10 is 6½" in length. The clips are manufactured from ASTM

A653, Structural Steel, Grade 50, Class 3 (Fu = 70 ksi, Fy = 50 ksi) steel galvanized with a G90 or better

zinc coating (Figure 5 and Figure 6).




PAGE 7 OF 48

FIGURE 5. HA4, HA6, AND HA8 HURRICANE/SEISMIC ANCHORS

FIGURE 6. HA10 HURRICANE/SEISMIC ANCHOR

4.2.8.2 LS & MS Series Straps: Light Straps (LS) are 20 gauge (minimum thickness with coating 0.0356″) steel;

Medium Straps (MS) are 16 gauge (0.0575″) steel. The straps are manufactured in lengths varying from

95/8″ to 485/8″. Each strap is 1¼″ wide with nail holes punched at intervals of 1½″ along its length. The nail

holes are staggered across the width of the strap. At the mid-length of each strap is a 3″ long area without

any holes. The purpose of this space is to provide a distance of 1½″ between the joint in the wood being

joined and the first nail hole on either side of the joint. The last three nails on each end of the strap are

spaced ¾″ apart and are staggered across the width of the strap. The straps are manufactured from

ASTM A653, Structural Steel, Grade 50, Class 3 (Fu = 70 ksi, Fy = 50 ksi) steel galvanized with a G90 or

better zinc coating (Figure 7).




PAGE 8 OF 48

FIGURE 7. LS AND MS STRAP

4.2.8.3 MTS & HTS Series Twist Straps: The Medium Twist Straps (MTS) are manufactured in a length of 12″

and the Heavy Twist Straps (HTS) are manufactured in lengths of 16″, 20″, 24″, and 28″. The straps have

an offset shape to allow for twisting and bending. Each strap is 1¼″ wide with nail holes punched at

intervals of 1″ along its length. The nail holes are staggered across the width of the strap. The MTS12 is

16 gauge (minimum thickness with coating 0.0575″). The HTS16, HTS20, HTS24, and HTS28 are 14

gauge (minimum thickness with coating 0.0705″). The straps are manufactured from minimum ASTM

A653, Structural Steel, Grade 50, Class 3 (Fu = 70 ksi, Fy = 50 ksi) steel galvanized with a G90 or better

zinc coating (Figure 8).

FIGURE 8. MTS AND HTS TWIST STRAP

4.2.8.4 CS20-250, CS18-200, CS16-150, and CS14-100 Coiled Straps: Coiled Straps (CS) are either 20 gauge

(minimum thickness with coating 0.0356″) steel (CS20-250), 18 gauge (minimum thickness with coating

0.0466″) steel (CS18-200), 16 gauge (minimum thickness with coating 0.0575″) steel (CS16-150), or 14

gauge (minimum thickness with coating 0.0705″) steel (CS14-100). Each strap is 1¼″ wide with 0.177″

diameter nail holes punched at ¾″ intervals along its length. The straps are manufactured from ASTM

A653 Grade 50, Class 3 (Fu = 70 ksi, Fy = 50 ksi) steel galvanized with a G90 or better zinc coating. The

CS20-250 is manufactured from a 250′ coil, the CS18-200 is manufactured from a 200′ coil, the CS16-150

is manufactured from a 150′ coil, and the CS14-100 is manufactured from a 100’ coil (Figure 9).




PAGE 9 OF 48

FIGURE 9. CS20-250, CS18-200, CS16-150, AND CS14-100 COILED STRAPS

4.2.8.5 CMST16-54, CMST14-52.5, and CMST12-40 Coiled Straps: Coiled Straps (CMST) are either 16 gauge

(minimum thickness with coating 0.0575″) steel (CMST16-54), 14 gauge (minimum thickness with coating

0.0705″) steel (CMST14-52.5), or 12 gauge (minimum thickness with coating 0.0994″) steel (CMST12-

40). Each strap is 3″ wide with 0.177″ diameter nail holes punched at 1½″ intervals along its length

(Figure 10). The straps are manufactured from ASTM A653, Structural Steel, Grade 50, Class 3 (Fu = 70

ksi, Fy = 50 ksi) steel galvanized with a G90 or better zinc coating. The CMST16-54 is manufactured from

a 54′ coil, the CMST14-52.5 is manufactured from a 52.5’ coil, and the CMST12-40 is manufactured from

a 40′ coil.

FIGURE 10. CMST16-54, CMST14-52.5, AND CMST12-40 COILED STRAPS

4.2.8.6 SC35 Framing Angle & SC35F Framing Plate: The SC35 anchors floor and ceiling joists to headers while

the SC35F anchors solid blocking to top plates. The SC35 uses a 90° framing angle to join posts to

beams and to make other right-angle connections. The anchors are 18 gauge (0.0466″) steel

manufactured from ASTM A653, Structural Steel, Grade 50, Class 3 (Fu = 70 ksi, Fy = 50 ksi) steel

galvanized with a G90 or better zinc coating (Figure 11).




PAGE 10 OF 48

FIGURE 11. SC35 FRAMING ANGLE AND SC35F FRAMING PLATE

4.2.8.7 HGA & HGAM Gusset Angles: The HGA and HGAM are 90° framing angles used to connect truss/rafter

joists to wall top plates (HGA) and the top of masonry walls (HGAM). The HGA and HGAM are 14 gauge

(minimum thickness with coating is 0.0705″) steel manufactured from ASTM A653, Structural Steel,

Grade 50, Class 3 (Fu = 70 ksi, Fy = 50 ksi) steel galvanized with a G90 or better zinc coating (Figure 12).

The HGA is anchored to the joist with four ¼″ diameter x 1½″ long screws and to the top plate with four

¼″ diameter x 3″ long screws. The HGAM is anchored to the joist with four ¼″ diameter x 1½″ long screws

and to the masonry block wall with four ¼″ x 2¼″ concrete screws. See the notes on Table 19 for

minimum screw requirements.

FIGURE 12. HGA AND HGAM GUSSET ANGLE




PAGE 11 OF 48

4.2.8.8 PBA Post Base Anchor: Post Base Anchors (PBAs) are used to attach the base of a wood post to a

concrete foundation. The PBAs are comprised of a Post Base Strap and Stand-Off (SO) plate (Figure 13

and Figure 14). The SO plate is designed to provide a 1" clearance between the bottom of the wood post

and top of foundation in order to meet IBC Section 2304.124 and IRC Section R317 requirements for

protection of wood-based products against decay. The PBA44, PBA77, and PBA88 Post Base Strap and

SO Plate are 12 gauge steel (minimum thickness with coating is 0.0994″). The PBA46 and PBA66 Post

Base Strap is 10 gauge steel (minimum thickness with coating is 0.1250″) and the SO Plate is 12 gauge

steel (minimum thickness with coating is 0.0994″). The PBA is manufactured from ASTM A653, Structural

Steel, Grade 50, Class 3 (Fu = 70 ksi, Fy = 50 ksi) steel galvanized with G185 (min.) zinc coating. See

Table 20 for fastening schedules.

FIGURE 13. PBA44, PBA46, AND PBA6

FIGURE 14. PBA77 AND PBA88

4 2012 IBC Section 2304.11


https://www.drjcertification.org/2018/irc/section-R317





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4.2.8.9 SPArtan™ Sill Plate Anchor: SPArtan™ Sill Plate Anchors are post-installed anchors used to attach the

sill plate of a wood framed wall to a concrete foundation. SPArtan™ anchors are designed to resist shear

loads due to wind and seismic forces. The SPArtan™ are 7.5″ long and manufactured from AISI 1018

carbon steel, hot dipped galvanized (HDG) or equivalent to meet ASTM A153, Class C. The diameter of

the portion of the anchor that embeds in concrete is 3/8″. The diameter of the portion of the anchor in

contact with the sill plate is 5/8″ (Figure 15 and Figure 16). SPArtan™ anchors are compliant with IBC

Section 1901.3. See Table 21 for allowable shear resistance values.

FIGURE 15. SPARTAN™ SILL PLATE ANCHOR MEASUREMENTS

FIGURE 16. SPARTAN™ SILL PLATE ANCHOR SECTION AND PLAN VIEWS

4.2.8.10 Post Cap (PCM) & End Post Cap (EPCM): Post Cap (PCM) and End Post Cap (EPCM) connectors are

used for post-to-beam connection applications. PCM and EPCMs are designed to resist uplift and shear

loads due to wind and seismic forces. The PCM and EPCM are 16 gauge (minimum thickness with

coating is 0.0575) and 12 gauge (minimum thickness with coating is 0.0994) steel manufactured from

ASTM A653, Structural Steel, Grade 50, Class 3 (Fu = 70 ksi, Fy = 50 ksi) steel galvanized with G185

(min.) zinc coating (Figure 17). The PCM and EPCM are attached to the post and beam with 16d nails.

See Table 22 for fastener schedules.

FIGURE 17. POST CAP (PCM) AND END POST CAP (EPCM)






PAGE 13 OF 48

4.2.8.11 QuickTie™ Girder Connector (QGC): QuickTie™ Girder Connectors are used for truss and rafter to top

plate connections where uplift load design requirements are high. The QGC is 12 gauge (minimum

thickness with coating is 0.0994") steel manufactured from ASTM A653, Structural Steel, Grade 40 (Fu =

55 ksi, Fy = 40 ksi) steel galvanized with G90 or better zinc coating (Figure 18). The QGC is attached to

the top plate with a 5/8" threaded rod or QuickTie™ Orange Cable [QTO(L)] and is attached to the

truss/rafter with ¼" screws. See Table 23 for fastener schedules and minimum fastener requirements.

FIGURE 18. QUICKTIE™ GIRDER CONNECTOR (QGC)

4.2.8.12 Light Tension Tie (LTT20B): Light Tension Tie (LTT) is manufactured in a length of 20″. The ties are used

to connect wall bottom plates to studs or joist/purlin-to-wall attachment applications. Each strap is 2″ wide

with nail holes. The LTT is 12 gauge (minimum thickness with coating 0.0994″). The LTT20B is

manufactured from minimum ASTM A653, Structural Steel, Grade 50, Class 3 (Fu = 70 ksi, Fy = 50 ksi)

steel galvanized with G90 or better zinc coating (Figure 19). See Table 24 for fastener schedules.

FIGURE 19. LIGHT TENSION TIE (LTT20B)




PAGE 14 OF 48

5 APPLICATIONS

5.1 The QTS is used to anchor walls and floors to the foundation.

5.2 Where the application exceeds the limitations set forth herein, design shall be permitted in accordance with

accepted engineering procedures, experience, and technical judgment.

5.3 QuickTie™ System (QTS)

5.3.1 The RDP responsible for the design of the building shall provide a connection to attach the QTS to the

foundation. The anchorage shall be sufficient to resist the design loads imposed by uplift and/or overturning

plus the pre-stress tension in the cable.

5.3.2 Installation of the QTS to the foundation will depend on the connection design chosen by the RDP. The QTS-

to-foundation design considerations include but are not limited to the following:

5.3.2.1 The connection between the QTS and foundation is applied/installed per the RDP’s specifications.

5.3.2.2 The QTS is pre-tensioned as specified per the QuickTie™ published installation instructions. The pre-

tensioned level is dependent on the uplift requirements determined by the RDP but shall not exceed the

allowable tensile capacity of the QTS listed in Section 5.4 of this TER.

5.3.2.3 In addition to providing positive anchorage for the walls and floors, the pre-tensioning of the QTS provides

immediate verification of the adequacy of the connection between the QTS and the foundation, because

the initial pre-tension load provides a proof test verification of this connection.

5.3.2.4 The RDP shall verify that the structural framing material is adequate to resist the compression forces

induced by the pre-stressing of the QTS. In some locations, additional framing or reinforcement may be

required.

5.4 Design

5.4.1 Where the application exceeds the limitations set forth herein, design shall be permitted in accordance with

accepted engineering procedures, experience, and technical judgment.

5.4.2 Table 1 lists the allowable tensile loads (based on Allowable Stress Design (ASD) basis) of the QTS. See

Figure 20 for concrete connection details.

TABLE 1. ALLOWABLE TENSILE LOADS OF THE QTS

Cable Type Cable Diameter (in) Minimum Edge

Distance (ca1) (in) Minimum Embedment

Depth (hef) (in) Allowable QTS Tension

Loads1,2,3 (lbs)

QTB(L) Blue 3/16 2¼ 4 1,910

QTG(L) Green ¼ 2¼ 4 3,180

QTO(L) Orange 5/16 3 65/8 4,455

QTR(L) Red 3/8 3½ 75/8 6,545

SI: 1 in = 25.4 mm, 1 lb = 4.45 N

1. Allowable QTS loads are based on cables installed in uncracked concrete with no supplementary reinforcement in accordance with ASCE 19.

2. Minimum end distance (ca2) is 6 inches (See Figure 20).

3. Minimum 28-day concrete compressive strength is 2,500 psi.




PAGE 15 OF 48

Elevation View Plan View

FIGURE 20. CONCRETE CONNECTION DETAIL

5.4.2.1 Multiple QTS cables may be used together to transfer the applied load, where one QTS cable is not

sufficient.

5.4.2.2 Allowable loads are based on the published strength of the cables per ASTM A1023 using a safety factor

of 2.2.

5.4.2.3 Construction documents shall include the information required by ASCE 19 Section 2 (Appendix B: ASCE

19 Section 2 Contract Documents and Shop Drawings).

5.4.2.4 See “Appendix C: Design Loads for QTB(L) and QTG(L)” for additional details on design loads for uplift

resistance.




PAGE 16 OF 48

5.4.3 Quick Connector HA4, HA6, HA8, and HA10 Hurricane & Seismic Anchor: Allowable loads and fastener

schedules for the HA4 anchor are provided in Table 2. Allowable loads and fastener schedules for the HA6

anchor are provided in Table 3. Allowable loads and fastener schedules for the HA8 anchor are provided in

Table 4. Allowable loads and fastener schedules for the HA10 anchors are provided in Table 5.

TABLE 2. HA4 HURRICANE & SEISMIC ANCHOR ALLOWABLE LOADS

Species (Specific Gravity)

Fasteners Allowable Load1,2,3 (lbs)

Uplift Lateral – F16 Lateral – F27

Type To Rafter/Truss4 To Plates5 Load Duration Factor, 1.60

Southern Pine (SP) (0.55)

8d x 11/2 (0.131 x 1.5″)

5 4 662 180 120

10d x 11/2 (0.148 x 1.5″)

5 4 662 180 120

Douglas Fir-Larch (DF-L) (0.50)

8d x 11/2 (0.131 x 1.5″)

5 4 599 158 120

10d x 11/2 (0.148 x 1.5″)

5 4 599 158 120

Spruce-Pine-Fir (SPF) (0.42)

8d x 11/2 (0.131 x 1.5″)

5 4 514 135 106

10d x 11/2 (0.148 x 1.5″)

5 4 514 135 106

SI: 1 in = 25.4 mm, 1 lb = 4.45 N

1. Refer also to Appendix A: General Notes for Tables.

2. Clips may be installed on both sides of the framing member for twice the load.

3. The tabulated loads are valid for clips installed on the inside or the outside of the wall. However, to maintain a continuous load path for uplift connections in close proximity to one another, such as truss-to-plate and plate-to-stud, clips should be installed on the same side of the wall.

4. Nails attaching clip to rafter or truss are 8d x 1½″ (0.131 x 1.5″) or 10d x 1½″ (0.148 x 1.5″) nails.

5. Nails attaching clip to wall plates are 8d (0.131 x 2.5″) or 10d (0.148 x 3″) nails.

6. Loading in the F1 direction indicates shear forces parallel to the plane of the wall. Refer to manufacturer’s literature for further details (See Figure 21).

7. Loading in the F2 direction indicates shear forces perpendicular to the plane of the wall. Refer to manufacturer’s literature for further details (See Figure 21).

FIGURE 21. HA4 LOAD DIRECTIONS




PAGE 17 OF 48



Fasteners Allowable Load1,2,3,4 (lbs)

Uplift Lateral – F15 Lateral – F26 Lateral – F37 Lateral – F48

Type To Rafter/Truss4 To Plates5 Load Duration Factor

1.00 1.60

SP (0.55)

8d x 1½ (0.131 x 1.5″)

5 5

520 650 145 140 70 90

DF-L (0.50) 480 600 125 125 60 80

SPF (0.42) 415 515 80 100 45 65

SI: 1 in = 25.4 mm, 1 lb = 4.45 N



6. The tabulated loads are valid for clips installed on the inside or the outside of the wall. However, to maintain a continuous load path for uplift connections in close proximity to one another, such as truss-to-plate and plate-to-stud, clips should be installed on the same side of the wall.

7. Allowable loads are provided for load duration factor (CD) of 1.60. No further increase is permitted.

8. Loading in the F1 direction indicates shear forces parallel to the plane of the wall, connection to rafter in withdrawal (See Figure 22).

9. Loading in the F2 direction indicates shear forces parallel to the plane of the wall, connection to rafter in compression (See Figure 22).

10. Loading in the F3 direction indicates shear forces perpendicular to the plane of the wall, connection to top plate in withdrawal (See Figure 22).

11. Loading in the F4 direction indicates shear forces perpendicular to the plane of the wall, connection to top plate in compression (See Figure 22).





PAGE 18 OF 48




Uplift Lateral – F16 & F27

Type To Rafter/Truss4 To Plates5 Load Duration Factor, 1.60

SP (0.55)

8d x 11/2 (0.131 x 1.5″)

5 5 600 61

10d x 11/2 (0.148 x 1.5″)

5 5 815 94

DF-L (0.50)

8d x 11/2 (0.131 x 1.5″)

5 5 600 61

10d x 11/2 (0.148 x 1.5″)

5 5 705 69

SPF (0.42)

8d x 11/2 (0.131 x 1.5″)

5 5 485 61

10d x 11/2 (0.148 x 1.5″)

5 5 540 69

SI: 1 in = 25.4 mm, 1 lb = 4.45 N



3. The tabulated loads are valid for clips installed on the inside or the outside of the wall. However, to maintain a continuous load path for uplift, connections in close proximity to one another, such as truss-to-plate and plate-to-stud, clips should be installed on the same side of the wall.

4. Nails attaching clip to rafter or truss are 8d x 1½″ (0.131 x 1.5″) or 10d x 1½″ (0.148 x 1.5″) nails.

5. Nails attaching clip to wall plates are 8d (0.131 x 2.5″) or 10d (0.148 x 3″) nails.

6. Loading in the F1 direction indicates shear forces parallel to the plane of the wall. Refer to manufacturer’s literature for further details (See Figure 23).

7. Loading in the F2 direction indicates shear forces perpendicular to the plane of the wall. Refer to manufacturer’s literature for further details (See Figure 23).





PAGE 19 OF 48

TABLE 5. HA10, HA10-2, AND HA10R HURRICANE & SEISMIC ANCHOR ALLOWABLE LOADS


Fasteners Allowable Load2 (lbs)

Rafter/Truss Top Plates Uplift Lateral – F13 Lateral – F24

Type Quantity Type Quantity 1.0 1.6 1.6 1.6

SP (0.55)

10d x 11/2 (0.148 x 1.5″)

9

10d x 11/2 (0.148 x 1.5″)

8 1,005

1,140

560

335

10d common (0.148 x 3")

1,350 300

DF-L (0.50) 9

10d x 11/2 (0.148 x 1.5″)

8 930

1,055

515

310

10d common (0.148 x 3")

1,245 280

SPF (0.42) 9

10d x 11/2 (0.148 x 1.5″)

8 800

910

335

220

10d common (0.148 x 3")

1,075 230

SI: 1 in = 25.4 mm, 1 lb = 4.45 N


2. Allowable loads are provided for load duration factor (CD) of 1.6. No further increase is permitted.

3. Loading in the F1 direction indicate shear forces parallel to the plane of the wall, one side of connection to rafter/truss in withdrawal (see Figure 24).

4. Loading in the F2 direction indicate shear forces perpendicular to the plane of the wall, connection to top plate in withdrawal (see Figure 24).





PAGE 20 OF 48

5.4.4 Quick Connector LS & MS Series Straps, and MTS & HTS Series Twist Straps: Allowable loads for the LS &

MS straps and the MTS & HTS twist straps are provided in Table 6 through Table 9. The nail sizes and nailing

schedules are provided in Table 6 for the LS Series Straps, Table 7 for the MS Series Straps, Table 8 for the

MTS Series Twist Straps, and Table 9 for the HTS Series Twist Straps.

TABLE 6. LS SERIES STRAP ALLOWABLE TENSION LOADS

Model Number

Fasteners Allowable Tension Load1,2,3 (lbs)

SP (0.55) DF-L (0.50) SPF (0.42)

Size Number of Nails

Each End of Strap

Load Duration Factor2

1.00 1.60 1.00 1.60 1.00 1.60

LS9

8d

(0.1

31 x

2.5

")

4 416 666 384 614 328 525

LS12 5 520 832 480 768 410 656

LS18 7 728 1,165 672 1,075 574 918

LS21 8 832 1,295 768 1,229 656 1,050

LS24 9 936 1,295 864 1,295 738 1,181

LS9

10d

x 1½

(0.1

48 x

1.5

")

4 500 800 460 736 392 627

LS12 5 625 1,000 575 920 490 784

LS18 7 875 1,295 805 1,288 686 1,098

LS21 8 1,000 1,295 920 1,295 784 1,254

LS24 9 1,125 1,295 1,035 1,295 882 1,295

LS9

10d

(0.1

48 x

3")

4 504 806 464 742 396 634

LS12 5 630 1,008 580 928 495 792

LS18 7 882 1,295 812 1,295 693 1,109

LS21 8 1,008 1,295 928 1,295 792 1,267

LS24 9 1,134 1,295 1,044 1,295 891 1,295

SI: 1 in = 25.4 mm, 1 lb = 4.45 N

1. Refer to Appendix A: General Notes for Tables.

2. Allowable tension loads apply for uplift when the straps are installed vertically.

3. Allowable tension loads for load durations of two months (i.e., 115%) and seven days (i.e., 125%) may be obtained by multiplying the corresponding allowable tension load in the load duration factor column marked “1.00” by 1.15 or 1.25 respectively, with a maximum of 1,295 lbs.




PAGE 21 OF 48

TABLE 7. MS SERIES STRAP ALLOWABLE TENSION LOADS

Model Number

Fasteners Allowable Tension Load1,2,3 (lbs)

SP (0.55) DF-L (0.50) SPF (0.42)

Size Number of Nails

Each End of Strap


1.00 1.60 1.00 1.60 1.00 1.60

MS24

8d

(0.1

31 x

2.5

″)

9 981 1,570 909 1,454 783 1,253

MS27 10 1,090 1,744 1,010 1,616 870 1,392

MS30 11 1,199 1,918 1,111 1,778 957 1,531

MS36 13 1,417 2,118 1,313 2,101 1,131 1,810

MS39 14 1,526 2,118 1,414 2,118 1,218 1,949

MS48 14 1,526 2,118 1,414 2,118 1,218 1,949

MS24

10d

x 11 /

2

(0.1

48 x

1.5

″)

9 1,152 1,843 1,062 1,699 909 1,454

MS27 10 1,280 2,048 1,180 1,888 1,010 1,616

MS30 11 1,408 2,118 1,298 2,077 1,111 1,778

MS36 13 1,664 2,118 1,534 2,118 1,313 2,101

MS39 14 1,792 2,118 1,652 2,118 1,414 2,118

MS48 14 1,792 2,118 1,652 2,118 1,414 2,118

MS24

10d

(0.1

48 x

3″)

9 1,179 1,886 1,089 1,742 936 1,498

MS27 10 1,310 2,096 1,210 1,936 1,040 1,664

MS30 11 1,441 2,118 1,331 2,118 1,144 1,830

MS36 13 1,703 2,118 1,573 2,118 1,352 2,118

MS39 14 1,834 2,118 1,694 2,118 1,456 2,118

MS48 14 1,834 2,118 1,694 2,118 1,456 2,118

SI: 1 in = 25.4 mm, 1 lb = 4.45 N



3. Allowable tension loads for load durations of two months (i.e., 115%) and seven days (i.e., 125%) may be obtained by multiplying the corresponding allowable tension load in the load duration factor column marked “1.00” by 1.15 or 1.25 respectively, with a maximum of 2,118 lbs.




PAGE 22 OF 48

TABLE 8. MTS TWIST STRAP ALLOWABLE TENSION LOADS

Model Number


SP (0.55) DF-L (0.50) SPF (0.42)

Type Min No. of Nails per

Strap4

Min No. of Nails at Each

End

Load Duration Factor

1.00 1.60 1.00 1.60 1.00 1.60

MTS12 10d x 11/2 (0.148 x 1.5″)

14 7 895 1085 825 1000 715 865 MTS16

MTS20 10d (0.148 x 3″) MTS24

SI: 1 in = 25.4 mm, 1 lb = 4.45 N


2. Straps do not have to be wrapped over the truss or rafter to achieve the loads shown.

3. Straps may be installed on either side of the framing member.

4. The number of fasteners shown in the table is the minimum required to achieve the loads shown.

TABLE 9. HTS TWIST STRAP ALLOWABLE TENSION LOADS

Model Number


SP (0.55) DF-L (0.50) SPF (0.42)

Type Min No. of Nails per

Strap4

Min No. of Nails at Each

End

Load Duration Factor

1.00 1.60 1.00 1.60 1.00 1.60

HTS16 10d x 11/2 (0.148 x 1.5″)

22 11 1445 1665 1340 1540 1160 1330 HTS20

HTS24 10d (0.148 x 3″) HTS28

SI: 1 in = 25.4 mm, 1 lb = 4.45 N


2. Straps do not have to be wrapped over the truss or rafter to achieve the loads shown.

3. Straps may be installed on either side of the framing member.

4. The number of fasteners shown in the table is the minimum required to achieve the loads shown.




PAGE 23 OF 48

5.4.5 Quick Connector CS20-250, CS18-200, S16-150, and CS14-100 Coiled Straps: Allowable loads for the

CS20-250, CS18-200, CS16-150, and CS14-100 Coiled Straps are provided in Table 10 through Table 13.

The nail sizes and nailing schedules are provided in Table 10 for the CS20-250, Table 11 for the CS18-200,

Table 12 for the CS16-150, and Table 13 for the CS14-100.

TABLE 10. CS20-250 COILED STRAPS ALLOWABLE TENSION LOAD

Fasteners Minimum Required End

Length3 (in)

Allowable Tension Load1,2 (lbs)

SP (0.55) DF-L (0.50) SPF (0.42)

Size # Each End of

Strap


1.00 1.60 1.00 1.60 1.00 1.60

8d x 1½ (0.131 x 1.5")

& 8d Common (0.131 x 2.5")

4 3 417 668 385 615 331 530

6 41/2 626 1001 577 923 497 794

8 6 834 1335 769 1231 662 1059

10 71/2 1043 1343 962 1343 828 1324

11 81/4 1147 1343 1058 1343 910 1343

12 9 1252 1343 1154 1343 993 1343

13 93/4 1343 1343 1250 1343 1076 1343

14 101/2 1343 1343 1343 1343 1159 1343

15 111/4 1343 1343 1343 1343 1241 1343

16 12 1343 1343 1343 1343 1324 1343

17 123/4 1343 1343 1343 1343 1343 1343

10d x 1½ (0.148 x 1.5")

& 10d Common (0.148 x 3")

4 3 504 806 464 743 399 639

6 41/2 755 1209 696 1114 599 958

8 6 1007 1343 928 1343 799 1278

9 63/4 1133 1343 1044 1343 898 1343

10 71/2 1259 1343 1160 1343 998 1343

11 81/4 1343 1343 1277 1343 1098 1343

12 9 1343 1343 1343 1343 1198 1343

13 93/4 1343 1343 1343 1343 1298 1343

14 101/2 1343 1343 1343 1343 1343 1343

SI: 1 in = 25.4 mm, 1 lb = 4.45 N



3. The total strap cut length is equal to the Clear Span + 2 x End Length. See Figure 25 for more detail.




PAGE 24 OF 48

FIGURE 25. COILED STRAPS – TOTAL CUT LENGTH




PAGE 25 OF 48



Length3 (in)


SP (0.55) DF-L (0.50) SPF (0.42)

Size # Each End of

Strap


1.00 1.60 1.00 1.60 1.00 1.60

8d x 1½ (0.131 x 1.5")

& 8d Common (0.131 x 2.5")

4 3 426 682 393 629 339 543

6 41/2 639 1022 590 944 509 814

8 6 852 1363 787 1258 678 1085

10 71/2 1065 1704 983 1573 848 1356

12 9 1278 1777 1180 1777 1017 1628

14 101/2 1491 1777 1376 1777 1187 1777

16 12 1704 1777 1573 1777 1356 1777

17 123/4 1777 1777 1671 1777 1441 1777

18 131/2 1777 1777 1770 1777 1526 1777

19 141/4 1777 1777 1777 1777 1611 1777

20 15 1777 1777 1777 1777 1695 1777

21 153/4 1777 1777 1777 1777 1777 1777

10d x 1½ (0.148 x 1.5")

& 10d Common (0.148 x 3")

4 3 512 820 473 757 408 652

6 41/2 769 1230 709 1135 611 978

8 6 1025 1640 946 1513 815 1304

10 71/2 1281 1777 1182 1777 1019 1630

11 81/4 1409 1777 1300 1777 1121 1777

12 9 1537 1777 1419 1777 1223 1777

13 93/4 1665 1777 1537 1777 1324 1777

14 101/2 1777 1777 1655 1777 1426 1777

15 111/4 1777 1777 1773 1777 1528 1777

16 12 1777 1777 1777 1777 1630 1777

17 123/4 1777 1777 1777 1777 1732 1777

18 131/2 1777 1777 1777 1777 1777 1777

SI: 1 in = 25.4 mm, 1 lb = 4.45 N







PAGE 26 OF 48



Length3 (in)


SP (0.55) DF-L (0.50) SPF (0.42)

Size # Each End of

Strap


1.00 1.60 1.00 1.60 1.00 1.60

8d x 1½ (0.131 x 1.5")

& 8d Common (0.131 x 2.5")

4 3 438 701 405 648 350 560

6 41/2 658 1052 608 972 525 840

8 6 877 1403 810 1296 700 1120

10 71/2 1096 1754 1013 1621 875 1400

12 9 1315 2104 1215 1945 1050 1679

14 101/2 1534 2206 1418 2206 1225 1959

16 12 1754 2206 1621 2206 1400 2206

18 131/2 1973 2206 1823 2206 1575 2206

20 15 2192 2206 2026 2206 1749 2206

21 153/4 2206 2206 2127 2206 1837 2206

22 161/2 2206 2206 2206 2206 1924 2206

24 18 2206 2206 2206 2206 2099 2206

26 191/2 2206 2206 2206 2206 2206 2206

10d x 1½ (0.148 x 1.5")

& 10d Common (0.148 x 3")

4 3 525 840 485 776 419 670

6 41/2 788 1261 728 1164 628 1005

8 6 1050 1681 970 1553 838 1340

10 71/2 1313 2101 1213 1941 1047 1675

12 9 1576 2206 1456 2206 1256 2010

14 101/2 1838 2206 1698 2206 1466 2206

16 12 2101 2206 1941 2206 1675 2206

18 131/2 2206 2206 2183 2206 1885 2206

20 15 2206 2206 2206 2206 2094 2206

22 161/2 2206 2206 2206 2206 2206 2206

SI: 1 in = 25.4 mm, 1 lb = 4.45 N







PAGE 27 OF 48



Length3 (in)


SP (0.55) DF-L (0.50) SPF (0.42)

Size # Each End of

Strap


1.00 1.60 1.00 1.60 1.00 1.60

8d x 1½ (0.131 x 1.5")

& 8d Common (0.131 x 2.5")

4 3 457 732 423 677 366 586

6 41/2 686 1098 635 1015 549 878

8 6 915 1464 846 1354 732 1171

10 71/2 1143 1829 1058 1692 915 1464

12 9 1372 2195 1269 2031 1098 1757

14 101/2 1601 2561 1481 2369 1281 2050

16 12 1829 2718 1692 2708 1464 2343

18 131/2 2058 2718 1904 2718 1647 2635

20 15 2287 2718 2115 2718 1830 2718

22 161/2 2515 2718 2327 2718 2013 2718

24 18 2718 2718 2539 2718 2196 2718

25 183/4 2718 2718 2644 2718 2288 2718

26 191/2 2718 2718 2718 2718 2379 2718

27 201/4 2718 2718 2718 2718 2471 2718

28 21 2718 2718 2718 2718 2562 2718

29 213/4 2718 2718 2718 2718 2654 2718

30 221/2 2718 2718 2718 2718 2718 2718

10d x 1½ (0.148 x 1.5")

& 10d Common (0.148 x 3")

4 3 545 872 504 806 436 697

6 41/2 818 1308 756 1210 654 1046

8 6 1090 1744 1008 1613 872 1395

10 71/2 1363 2180 1260 2016 1090 1743

12 9 1635 2616 1512 2419 1307 2092

14 101/2 1908 2718 1764 2718 1525 2441

16 12 2180 2718 2016 2718 1743 2718

18 131/2 2453 2718 2268 2718 1961 2718

20 15 2718 2718 2520 2718 2179 2718

21 153/4 2718 2718 2646 2718 2288 2718

22 161/2 2718 2718 2718 2718 2397 2718

23 171/4 2718 2718 2718 2718 2506 2718

24 18 2718 2718 2718 2718 2615 2718

25 183/4 2718 2718 2718 2718 2718 2718




PAGE 28 OF 48


Length3 (in)


SP (0.55) DF-L (0.50) SPF (0.42)

Size # Each End of

Strap


1.00 1.60 1.00 1.60 1.00 1.60

SI: 1 in = 25.4 mm, 1 lb = 4.45 N




5.4.6 Quick Connector CMST16-54, CMST14-52.5, and CMST12-40 Coiled Straps: Table 14, Table 15, and Table

16 provide allowable loads for the CMST16-54, CMST14-52.5, and CMST12-40 Coiled Straps. The nail sizes

and nailing schedules are provided in Table 14 for the CMST16-54, Table 15 for the CMST14-52.5, and Table

16 for the CMST12-40.

TABLE 14. CMST16-54 COILED STRAPS ALLOWABLE TENSION LOAD


Length3 (in)


SP (0.55) DF-L (0.50) SPF (0.42)

Size # Each End of

Strap


1.00 1.60 1.00 1.60 1.00 1.60

10d Common (0.148 x 3")

6 41/2 788 1,261 728 1,164 628 1,005

12 9 1,576 2,521 1,456 2,329 1,256 2,010

18 131/2 2,364 3,782 2,183 3,493 1,885 3,015

24 18 3,151 5,042 2,911 4,658 2,513 4,021

30 221/2 3,939 5,295 3,639 5,295 3,141 5,026

36 27 4,727 5,295 4,367 5,295 3,769 5,295

42 311/2 5,295 5,295 5,095 5,295 4,397 5,295

48 36 5,295 5,295 5,295 5,295 5,026 5,295

54 401/2 5,295 5,295 5,295 5,295 5,295 5,295

16d Common (0.162 x 3.5")

6 41/2 933 1,493 861 1,378 743 1,189

12 9 1,866 2,985 1,723 2,757 1,486 2,378

18 131/2 2,799 4,478 2,584 4,135 2,229 3,567

24 18 3,732 5,295 3,446 5,295 2,972 4,755

30 221/2 4,665 5,295 4,307 5,295 3,715 5,295

36 27 5,295 5,295 5,169 5,295 4,458 5,295

42 311/2 5,295 5,295 5,295 5,295 5,201 5,295

48 36 5,295 5,295 5,295 5,295 5,295 5,295

SI: 1 in = 25.4 mm, 1 lb = 4.45 N







PAGE 29 OF 48

TABLE 15. CMST14-52.5 COILED STRAPS ALLOWABLE TENSION LOAD


Length3 (in)


SP (0.55) DF-L (0.50) SPF (0.42)

Size # Each End of

Strap


1.00 1.60 1.00 1.60 1.00 1.60

10d Common (0.148 x 3")

6 41/2 818 1,308 756 1,210 654 1,046

12 9 1,635 2,616 1,512 2,419 1,307 2,092

18 131/2 2,453 3,925 2,268 3,629 1,961 3,138

24 18 3,270 5,233 3,024 4,839 2,615 4,184

30 221/2 4,088 6,524 3,780 6,049 3,269 5,230

36 27 4,906 6,524 4,536 6,524 3,922 6,276

42 311/2 5,723 6,524 5,293 6,524 4,576 6,524

48 36 6,524 6,524 6,049 6,524 5,230 6,524

54 401/2 6,524 6,524 6,524 6,524 5,884 6,524

60 45 6,524 6,524 6,524 6,524 6,524 6,524

16d Common (0.162 x 3.5")

6 41/2 962 1,540 889 1,423 768 1,229

12 9 1,924 3,079 1,779 2,846 1,537 2,459

18 131/2 2,887 4,619 2,668 4,269 2,305 3,688

24 18 3,849 6,158 3,558 5,692 3,074 4,918

30 221/2 4,811 6,524 4,447 6,524 3,842 6,147

36 27 5,773 6,524 5,336 6,524 4,611 6,524

42 311/2 6,524 6,524 6,226 6,524 5,379 6,524

48 36 6,524 6,524 6,524 6,524 6,147 6,524

54 401/2 6,524 6,524 6,524 6,524 6,524 6,524

SI: 1 in = 25.4 mm, 1 lb = 4.45 N







PAGE 30 OF 48

TABLE 16. CMST12-40 COILED STRAPS ALLOWABLE TENSION LOAD


Length3 (in)


SP (0.55) DF-L (0.50) SPF (0.42)

Size # Each End of

Strap


1.00 1.60 1.00 1.60 1.00 1.60

10d Common (0.148 x 3")

6 41/2 906 1,449 839 1,342 727 1,164

12 9 1,811 2,898 1,678 2,684 1,455 2,328

18 131/2 2,717 4,347 2,517 4,027 2,182 3,492

24 18 3,622 5,795 3,356 5,369 2,910 4,656

30 221/2 4,528 7,244 4,194 6,711 3,637 5,820

36 27 5,433 8,693 5,033 8,053 4,365 6,984

42 311/2 6,339 9,256 5,872 9,256 5,092 8,148

48 36 7,244 9,256 6,711 9,256 5,820 9,256

54 401/2 8,150 9,256 7,550 9,256 6,547 9,256

60 45 9,055 9,256 8,389 9,256 7,275 9,256

66 491/2 9,256 9,256 9,228 9,256 8,002 9,256

72 54 9,256 9,256 9,256 9,256 8,730 9,256

78 581/2 9,256 9,256 9,256 9,256 9,256 9,256

16d Common (0.162 x 3.5")

6 41/2 1,051 1,681 973 1,557 843 1,349

12 9 2,102 3,363 1,946 3,114 1,687 2,698

18 131/2 3,153 5,044 2,919 4,671 2,530 4,048

24 18 4,204 6,726 3,892 6,228 3,373 5,397

30 221/2 5,254 8,407 4,866 7,785 4,216 6,746

36 27 6,305 9,256 5,839 9,256 5,060 8,095

42 311/2 7,356 9,256 6,812 9,256 5,903 9,256

48 36 8,407 9,256 7,785 9,256 6,746 9,256

54 401/2 9,256 9,256 8,758 9,256 7,589 9,256

60 45 9,256 9,256 9,256 9,256 8,433 9,256

66 491/2 9,256 9,256 9,256 9,256 9,256 9,256

SI: 1 in = 25.4 mm, 1 lb = 4.45 N







PAGE 31 OF 48

5.4.7 Quick Connector SC35 Framing Angle & SC35F Framing Plate: Allowable loads for the SC35 Framing Angle

and SC35F Framing Plate are provided in Table 17 and Table 18. The nail sizes and nailing schedules are

provided in Table 17 for the SC35 and Table 18 for the SC35F.

TABLE 17. SC35 FRAMING ANGLE ALLOWABLE LOADS



Load Direction F1 Load Direction F2 Load Direction F32

Type Total Load Duration Factor

1.00 1.60 1.00 1.60 1.00 1.60

SP (0.55)

10d x 11/2 (0.148 x 1.5″)

12 756 842 294 294 756 1,075

10d (0.148 x 3″)

12 768 942 262 262 768 1,013

DF-L (0.50)

10d x 11/2 (0.148 x 1.5″)

12 696 763 267 267 696 974

10d (0.148 x 3″)

12 708 842 234 234 708 905

SPF (0.42)

10d x 11/2 (0.148 x 1.5″)

12 594 651 201 228 594 831

10d (0.148 x 3″)

12 606 721 200 200 606 775

SI: 1 in = 25.4 mm, 1 lb = 4.45 N


2. Tabulated loads are per connector.

3. Connectors are required on both sides of the joist to achieve the F3 loads in both directions.

4. When connectors are installed directly across from each other on both sides of the joist, the thickness of the joist should be twice the length of the fastener.

5. Refer to Figure 26 for an illustration of directions F1, F2, & F3.

FIGURE 26. ILLUSTRATION OF LOAD DIRECTIONS F1, F2, & F3 FOR THE SC35 FRAMING ANGLE




PAGE 32 OF 48

TABLE 18. SC35F FRAMING PLATE ALLOWABLE LOADS


Fasteners Allowable Load1,2 (lbs)

Uplift – F5 Lateral – F4

Type Total Load Duration Factor

1.00 1.60 1.00 1.60

SP (0.55)

10d x 11/2 (0.148 x 1.5″)

12 502 502 756 773

10d (0.148 x 3″)

12 552 552 733 733

DF-L (0.50)

10d x 11/2 (0.148 x 1.5″)

12 431 431 655 655

10d (0.148 x 3″)

12 468 468 614 614

SPF (0.42)

10d x 11/2 (0.148 x 1.5″)

12 368 368 559 559

10d (0.148 x 3″)

12 401 401 525 525

SI: 1 in = 25.4 mm, 1 lb = 4.45 N


2. Refer to Figure 27 for an illustration of directions F4 & F5.

FIGURE 27. ILLUSTRATION OF LOAD DIRECTIONS F4 & F5 FOR THE SC35F FRAMING PLATE




PAGE 33 OF 48

5.4.8 Quick Connector HGA Gusset Angle: The screw sizes, screw schedules, and allowable loads for the HGA

and HGAM gusset angles are provided in Table 19.

TABLE 19. HGA & HGAM GUSSET ANGLE ALLOWABLE LOADS


Fasteners Allowable Load1 (lbs)

Uplift F12 F23 F34

To Rafter/Truss To Wood or Concrete Load Duration Factor

Type Quantity Type Quantity 1.00 1.60 1.60 1.60

DF-L (0.50) 1/4″ x 11/2″

(Note 9) 4

Wood, 1/4″ x 3″ (Note 11)

4 1085 1160 955 1150

Concrete, 1/4″ x 21/4″ (Note 13)

4 815 1005 955 1005

SPF (0.42) 1/4″ x 11/2″ (Note 10)

4

Wood, 1/4″ x 3″ (Note 12)

4 740 805 505 825

Concrete, 1/4″ x 21/4″ (Note 13)

4 815 805 505 825

SI: 1 in = 25.4 mm, 1 lb = 4.45 N


2. Loading in the F1 direction indicates shear forces parallel to the plane of the wall (Figure 28).

3. Loading in the F2 direction indicates shear forces perpendicular to the plane of the wall, acting towards the gusset angle (Figure 28).

4. Loading in the F3 direction indicates shear forces perpendicular to the plane of the wall, acting away from the gusset angle (Figure 28).

5. Minimum fastener penetration must be equal to the screw length less the thickness of the metal side plate.

6. Minimum Specified Wood Screw Requirements: Major Diameter = 0.25″, Minor (Root) Diameter = 0.185″, Thread Length (including tip) = 1.25″, Bending Yield Strength = 180,000 psi

7. Minimum Specified Wood Screw Requirements: Major Diameter = 0.25″, Minor (Root) Diameter = 0.185″, Thread Length (including tip) = 2.25″, Bending Yield Strength = 180,000 psi

8. Minimum Specified Masonry screws Requirements: Major Diameter = 0.25″, Thread Length = 1.75″, Min. Fy and Fu = 80,000 psi and 100,000 psi

9. Minimum Reference Lateral Design Value (Z) = 182 lbs, Minimum Reference Withdrawal Value (W) = 164 lbs/in




13. Minimum Allowable Tension (T) and Shear (S) Capacities When Installed in Concrete, T = 204 lb and S = 219 lb, Min. Edge Distance = 2″, Min. Spacing = 1″, Min End Distance = 2.65″, Min. Embedment = 1½″, Min. Concrete Compression Strength, f'c = 2,500 psi, Load combination 1.2D+1.6L with D = 0.3, L = 0.7 and α = 1.48.

FIGURE 28. HGAM LOAD DIRECTIONS FOR WOOD & MASONRY APPLICATIONS




PAGE 34 OF 48

5.4.9 Quick Connector PBA Post Base Anchor: The PBA Post Base Anchor dimensions, nails schedules, anchor

schedules, and allowable loads are provided in Table 20.

TABLE 20. PBA POST BASE ANCHOR ALLOWABLE LOADS


Part No.

Strap Dimensions (in) Stand-Off Dimensions

(in) Nominal Post Size

Steel Thickness

(gauge) Fasteners

Allowable Loads1,2,3 (lb)

Width (W)

Length (L)

Height (H)

Width (W)

Length (L)

Height (H)

Strap Stand-

Off

Post Anchor Bearing Uplift

Qty Size Qty Size CD=1.0 CD=1.6

SP (0.55) or

DF-L (0.50)

PBA44 39/16 31/2 51/2 31/2 35/16 1 4x4 12 12 12 16d 1 5/8 11,140 2,335

PBA46 39/16 5 6 31/2 43/4 1 4x6 10 12 12 16d 1 5/8 13,000 2,335

PBA66 51/2 5 6 57/16 43/4 1 6x6 10 12 12 16d 1 5/8 16,485 2,545

PBA77 71/8 71/16 71/4 7 67/8 1 7x7 12 12 14 16d 2 5/8 16,485 3,590

PBA88 71/2 71/16 71/16 73/8 67/8 1 8x8 12 12 14 16d 2 5/8 27,065 3,590

SI: 1 in = 25.4 mm, 1 lb = 4.45 N


2. Allowable load values provided are for wet service condition, no further reduction required.

3. The square washer shall be installed below the heavy hex nut. The heavy hex nut shall be installed flush with the bottom of the stand-off plate. See Section 6.4 for installation instructions. See Figure 29 for three-dimensional view of post base installed in concrete.

FIGURE 29. PBA POST BASE ANCHOR (PBA 77 & PBA 88 SHOWN)




PAGE 35 OF 48

5.4.10 Quick Connector SPArtan™ Sill Plate Anchor: The SPArtan™ anchor allowable shear loads for concrete and

wood are provided in Table 21.

TABLE 21. SPARTAN™ ANCHOR ALLOWABLE SHEAR VALUES (ASD) – CONCRETE & WOOD

Applied Load on Sill Plate

Allowable Shear Resistance (lb)

Concrete (f'c = 2,500 psi)1,2,3 Wood4,5,6

Edge Distance (in) Uncracked Cracked Southern Pine (0.55) Douglas Fir-Larch (0.50)

F1 (Parallel) 21/4

1,395 800 1,320 1,275 31/4

F2 (Perpendicular) 21/4 725 520

610 530 31/4 1,260 900

SI: 1 in = 25.4 mm, 1 lb = 4.45 N

1. Allowable shear resistance determined using a conversion factor (αASD) of 1.48. The conversion factor is based on the controlling load case: 1.2D + 1.6L, where Dead Load (D) = 30% and Live Load (L) = 70%. Adjustments shall be made where other load combinations control.

2. Minimum end distance = 6 inches. Minimum anchor spacing = 6.75 inches. Minimum embedment = 6 inches

3. Anchor design conforms to ACI 318 with no supplementary reinforcement considered.

4. Allowable anchor lateral resistance calculated per NDS Part 12.3.

5. Anchor bending yield strength, Fyb = 100,000 psi & Concrete dowel bearing strength = 7,500 psi.

6. Load duration factor 1.0. Appropriate reduction factors per NDS shall be taken for treated or wet (moisture content greater than 19%) wood.

7. See Figure 30 for load directions.

FIGURE 30. SILL PLATE ANCHOR LOAD DIRECTIONS (F1 & F2)




PAGE 36 OF 48

5.4.11 Quick Connector Post Caps (PCM) and End Post Caps (EPCM): The PCM and EPCM dimensions, nails

schedules, and allowable loads are provided in Table 22.

TABLE 22. PCM & EPCM ALLOWABLE LOADS

Part Name

Part No. Member Size Post Cap Dimensions (in)

Fasteners Allowable Load (lb)

Beam Post SP (0.55) DF-L (0.50)

Beam Post W1 W2 H1 L1 L2 Qty Size Qty Size Uplift F1 F2 Uplift F1 F2

12 g

a P

ost C

ap

PCM44

4x

4x

3-9/16

3-9/16

3-9/16 2-

7/16

11

12 16d 8 16d 2120 2050 1955 2085 1855 1795

PCM46 6x 5-9/16 13

PCM48 8x 7-9/16 15

PCM64

6x

4x

5-1/2

3-9/16

3-1/2 3-

13/16

11

PCM66 6x 5-9/16 13

PCM68 8x 7-9/16 15

PCM77 7-1/8 7-1/8 7-1/8 7-1/8 3-11/16 5-5/8 14-9/16

PCM84

8x

4x

7-1/2

3-9/16 3-1/2

5-5/8

11

PCM86 6x 5-9/16 3-3/8 13

PCM88 8x 7-9/16 3-1/2 15

16 g

a P

ost C

ap

PCM44-16

4x

4x

3-9/16

3-9/16

3-9/16 2-

7/16

11

12 16d 8 16d 1875

1815

1730

1845

1640

1590

PCM46-16 6x 5-9/16 13

PCM48-16 8x 7-9/16 15

PCM64-16

6x

4x

5-1/2

3-9/16

3-1/2 3-

13/16

11

PCM66-16 6x 5-9/16 13

PCM68-16 8x 7-9/16 15

PCM84-16 8x 4x 7-1/2 3-9/16 3-1/2 5-5/8 11

PCM86-16

4x

6x

3-9/16

5-9/16 3-3/8 2-

7/16

13

PCM88-16 8x 7-9/16 3-1/2 15

PCM44-16 4x 3-9/16 3-9/16 11

12 g

a E

nd P

ost

Cap

EPCM44

4x

4x

3-9/16

3-9/16

3-9/16 2-

7/16

7-1/4

8 16d 8 16d 2120 2050 1955 2085 1855 1795

EPCM46 6x 5-9/16 9-1/4

EPCM48 8x 7-9/16 11-1/4

EPCM64

6x

4x

5-1/2

3-9/16

3-1/2 3-

13/16

7-1/4

EPCM66 6x 5-9/16 9-1/4

EPCM68 8x 7-9/16 11-1/4

EPCM77 7-1/8 7-1/8 7-1/8 7-1/8 3-11/16 5-5/8 10-

13/16

EPCM84

8x

4x

7-1/2

3-9/16 3-1/2

5-5/8

7-1/4

EPCM86 6x 5-9/16 3-3/8 9-1/4

EPCM88 8x 7-9/16 3-1/2 11-1/4




PAGE 37 OF 48

Part Name

Part No. Member Size Post Cap Dimensions (in)

Fasteners Allowable Load (lb)

Beam Post SP (0.55) DF-L (0.50)

Beam Post W1 W2 H1 L1 L2 Qty Size Qty Size Uplift F1 F2 Uplift F1 F2

16 g

a E

nd P

ost

Cap

EPCM44-16

4x

4x

3-9/16

3-9/16

3-9/16 2-

7/16

7-1/4

8 16d 8 16d 1875

1815

1730

1845

1640

1590

EPCM46-16

6x 5-9/16 9-1/4

EPCM48-16

8x 7-9/16 11-1/4

EPCM64-16

6x

4x

5-1/2

3-9/16

3-1/2 3-

13/16

7-1/4

EPCM66-16

6x 5-9/16 9-1/4

EPCM68-16

8x 7-9/16 11-1/4

EPCM84-16

8x

4x

7-1/2

3-9/16 3-1/2

5-5/8

7-1/4

EPCM86-16

6x 5-9/16 3-3/8 9-1/4

EPCM88-16

8x 7-9/16 3-1/2 11-1/4

SI: 1 in = 25.4 mm, 1 lb = 4.45 N


2. Nails designated as 16d shall be 16d common nails (0.162" x 3.5", Fyb = 90,000 psi).

3. Allowable load values provided are for wet service condition and for a load duration factor (CD) of 1.60, no further reduction required.

4. Loading in the F1 direction indicates shear forces parallel to the beam (Figure 31).

5. Loading in the F2 direction indicates shear forces perpendicular to the beam (Figure 31).

FIGURE 31. PCM & EPCM LOAD DIRECTIONS (UPLIFT, F1 & F2)




PAGE 38 OF 48

5.4.12 Quick Connector QuickTie™ Girder Connector (QGC): Allowable uplift and lateral loads, and fastener

schedules for the QGC are provided in Table 23.

TABLE 23. QGC ALLOWABLE LOADS



Rafter/Truss Top Plates Uplift Lateral – F1 Lateral – F2

Type4,5,6 Quantity Type7,8,9 Quantity 1.0 1.6 1.0 1.6 1.0 1.6

SP (0.55)

¼" x 3" (wood screw)

16

QTO

1

4,350 4,455 1,665 2,040 935 935

5/8" TR 5,445 770 1,235 480 770

DF-L (0.50) QTO

4,015 4,455 1,630 1,910 885 885

5/8" TR 5,085 740 1,185 440 705

SPF (0.42) QTO

3,465 4,390 1,370 1,570 765 765

5/8" TR 4,455 685 1,090 345 550

SI: 1 in = 25.4 mm, 1 lb = 4.45 N

1. Refer to Appendix A: General Notes for Tables

2. Loading in the F1 direction indicates shear forces parallel to the plane of the wall, connection to truss/rafter in withdrawal (see Figure 32).

3. Loading in the F2 direction indicates shear forces perpendicular to the plane of the wall, connection to truss/rafter in shear (see Figure 32).

4. Minimum specified screw requirements: Major diameter = 0.24", Minor (root) diameter = 0.185", Thread length (including tip) = 2.25" & Bending yield strength = 180,000 psi

5. Minimum reference lateral design value for wood screws, Z = 272 lb (SP), 251 lb (DF-L) & 217 lb (SPF)

6. Minimum reference withdrawal value for wood screws, W = 168 lb (SP), 132 lb (DF-L) & 86 lb (SPF)

7. The minimum allowable tensile strength of QTO (5/16" QuickTie™ Orange Cable) is 4,455 lbs and threaded rod is 5,445 lbs.

8. QTO cable shall be installed per QuickTie™ installation instructions. 5/8" threaded rod and nut at top shall be finger tight at a minimum.

9. QTO cable or threaded rod shall be installed before connecting QGC to truss/rafter.

10. Tabulated values are applicable to a single sided connection, as shown in Figure 32.

FIGURE 32. QGC LOAD DIRECTIONS UPLIFT, F1 & F2)




PAGE 39 OF 48

5.4.13 Quick Connector Light Tension Tie (LTT): Allowable uplift loads and fastener schedules for the LTT20B are

provided in Table 24. LTT20B Allowable Loads. Figure 33 shows the LTT20B in the installed condition.

TABLE 24. LTT20B ALLOWABLE LOADS



Nail Anchor Bolt5,6 Uplift

Type Quantity Type Quantity 1.0 1.6

SP (0.55)

10d x 11/2 (0.148 x 1.5″)

10 ¾" 1"

1,120 1,120

DF-L (0.50) 1,050 1,050

SPF (0.42) 920 920

SI: 1 in = 25.4 mm, 1 lb = 4.45 N


2. Allowable loads based on connector attached to 2x4 member from 1" above the base (i.e. no resistance from prying action).

3. Total deflection of connector assembly at allowable loads are 0.153" (SP), 0.148" (DF-L), and 0.138" (SPF).

4. Anchor bolt installation into any substrates should be designed to resist the allowable uplift loads.

5. Washer size is 2¼" x 2" x 3/16" with a 13/16" diameter hole.

FIGURE 33. INSTALLED LTT20B

5.4.14 The allowable loads provided in this TER are for the QTS only. The adequacy of the connected structural

framing members to resist the loads applied to them by the QTS, building type and occupancy and/or the

environment shall be verified in accordance with the requirements of the building code adopted by the

jurisdiction in which the project is to be constructed.

5.4.15 Portal Frame with Hold-Downs (PFH)

5.4.15.1 Use of Method PFH shall be in accordance with IRC Section R602.10 and Section R602.10.6.2.

5.4.15.2 The maximum allowable tensile loads (based on Allowable Stress Design) of the QTS are presented in

Table 1.

5.4.15.3 Two QuickTie™ Orange cables shall be used to meet the required two (2) 3500 lb hold-downs, with one

(1) QuickTie™ Orange on each side of the pier. QuickTie™ Blue cables shall be used on the non-pier

end of the portal frame where only a single 1000 lb hold-down is required. The detail below using QTS is

considered equivalent to the Method PFH detail of the IRC (Figure 34).

https://www.drjcertification.org/2018/irc/section-R602.10





PAGE 40 OF 48

FIGURE 34. DESIGN FOR PORTAL FRAME WITH QUICKTIE™ CABLES




PAGE 41 OF 48

6 INSTALLATION

6.1 The QTS and Quick Connectors shall be installed in accordance with the manufacturer’s published installation

instructions and this TER. In the event of a conflict between the manufacturer’s installation instructions and this

TER, the more restrictive shall govern.

6.2 A copy of the manufacturer’s published installation instructions shall be available at all times on the jobsite during

installation.

6.3 SPArtan™ Sill Plate Anchor Installation:

6.3.1 Clean the top surface of sill plate and mark the SPArtan™ anchor location(s).

6.3.2 Use a rotary hammer drill and SPArtan™ stepped drill bit (sold by QuickTie™ Products, Inc., see Figure 35)

to drill a hole in the sill plate. Stop and remove wood dust as necessary (see Figure 36).

FIGURE 35. PROPRIETARY SPARTAN™ DRILL BIT (SUPPLIED BY QUICK TIE PRODUCTS, INC.)

FIGURE 36. INSTALLATION OF SPARTAN™

6.3.3 Once the drill bit hits concrete, take precaution not to overwork the drill and/or drill bit. Intermittently, stop and

clean concrete dust from the hole. If necessary, use compressed air (or other means) to remove debris

around hole. Stop drilling when the wood bit stopper hits the top surface of sill plate. Over drilling may

damage the carbide tips of wood bit.

6.3.4 Install SPArtan™ anchor using an impact gun with square drive bit. Stop once the anchor flange hits the top

surface of sill plate. Note: Appropriate Personal Protection Equipment (PPE) must be worn.

6.4 PBA (Post Base Anchor) Installation:

6.4.1 Use all fasteners as specified in Table 18 to achieve the full capacity.

6.4.2 The designer or specifier shall check the requirements and capacity of wood post and concrete (embedment,

edge distance, and end distance) for resisting uplift loads.

6.4.3 Nails (16d common) and fastener assembly [⅝″ threaded rod with heavy hex nut (or anchor bolt) and washer

(2¾″ x 2¾″ x ⅜″)] are not included.

6.4.4 Clean concrete surface, place PBA Strap, and install fastener assembly.




PAGE 42 OF 48

6.4.5 Place stand-off plate and then the wood post. The top of the heavy hex nut must be installed flush with

underside of stand-off plate with a square washer below the hex nut.

6.4.6 Use specified fasteners to attach wood post to PBA Strap.

6.5 QuickTie™ Girder Connector (QGC):

6.5.1 The QTO cable shall be installed per manufacturer installation instructions.

6.5.2 Threaded rod and nut shall be installed finger tight, at a minimum.

6.5.3 QTO cable or threaded rod shall be connected to the top plate prior to fastening the QGC to the truss/rafter.

7 TEST ENGINEERING SUBSTANTIATING DATA

7.1 Test Reports for Evaluation of QuickTie™ (QT) System and Quick Connectors for QT Assembly’s Tension Load

Strength and Elongation Properties (Pre-load and 30+ Day Relaxation), by SBC Research Institute (SBCRI).

7.2 Engineering calculations and Allowable Load Verification Reports on the QuickTie™ System (QTS) for Allowable

Design Loads, prepared by Qualtim, Inc.

7.3 Letter of Justification for HA8 Seismic & Hurricane Clip Allowable Load.

7.4 Engineering report for QuickTie™ used in a portal frame application, prepared by Qualtim, Inc.

7.5 Test Reports for Evaluation of HTS and MTS connectors by Product Testing, Inc.

7.6 Test Reports for connector uplift and lateral loads by SBCRI.

7.7 Test report for QTS assemblies by Adhesives Technology Corporation.

7.8 Some information contained herein is the result of testing and/or data analysis by other sources which conform to

IBC Section 1703 and relevant professional engineering law. DrJ relies on accurate data from these sources to

perform engineering analysis. DrJ has reviewed and found the data provided by other professional sources to be

credible.

7.9 Where appropriate, DrJ’s analysis is based on design values that have been codified into law through codes and

standards (e.g., IBC, IRC, NDS®, and SDPWS). This includes review of code provisions and any related test data

that aids in comparative analysis or provides support for equivalency to an intended end-use application. Where

the accuracy of design values provided herein is reliant upon the published properties of commodity materials

(e.g., lumber, steel, and concrete), DrJ relies upon the grade mark, stamp, and/or design values provided by raw

material suppliers to be accurate and conforming to the mechanical properties defined in the relevant material

standard.

8 FINDINGS

8.1 When used and installed in accordance with this TER and the manufacturer’s installation instructions, the

product(s) listed in Section 1.1 are approved for the following:

8.1.1 QTS and Quick Connectors are approved for use in Seismic Design Categories A through E.

8.1.2 QTS and Quick Connectors are approved for use where the maximum wind speed is not more than 170 mph,

in accordance with ASCE/SEI 7-05, and 215 mph, in accordance with ACSE/SEI 7-10 and ASCE/SEI 7-16.

8.2 IBC Section 104.11 (IRC Section R104.11 and IFC Section 104.9 are similar) states:

104.11 Alternative materials, design and methods of construction and equipment. The provisions of this code are not

intended to prevent the installation of any material or to prohibit any design or method of construction not specifically prescribed

by this code, provided that any such alternative has been approved. An alternative material, design or method of construction

shall be approved where the building official finds that the proposed design is satisfactory and complies with the intent of the

provisions of this code, and that the material, method or work offered is, for the purpose intended, not less than the equivalent

of that prescribed in this code…Where the alternative material, design or method of construction is not approved, the building

official shall respond in writing, stating the reasons the alternative was not approved.

https://www.drjcertification.org/2018/IBC/section-1703

https://www.nspe.org/resources/licensure/licensing-boards



https://www.drjcertification.org/2018/ifc/section-104.9




PAGE 43 OF 48

8.3 This product has been evaluated in the context of the codes listed in Section 2 and is compliant with all known

state and local building codes. Where there are known variations in state or local codes applicable to this TER,

they are listed here.

8.3.1 No known variations

9 CONDITIONS OF USE

9.1 Loads applied shall not exceed those recommended by the manufacturer or as defined in this TER.

9.2 Structural framing members (e.g., wood, masonry, concrete, steel, etc.) connected with the QTS and Quick

Connectors shall be designed in accordance with the requirements of their specific design standards/

specifications as referenced in the building code adopted by the jurisdiction in which the project is to be

constructed.

9.3 Each QTS and/or Quick Connector shipment shall contain the manufacturer’s installation instructions. A copy of

the installation instructions must be available at the jobsite at all times during installation.

9.4 The QTS shall be installed by contractors trained and certified by QuickTie™ Products, Inc.

9.5 Each QTS and Quick Connectors that are exposed directly to weather, or subject to salt corrosion in coastal

areas, as determined by the local building official, shall be protected in accordance with the building code adopted

by the jurisdiction in which the project is to be constructed.

9.6 Where required by the building official, also known as the authority having jurisdiction (AHJ) in which the project is

to be constructed, this TER and the installation instructions shall be submitted at the time of permit application.

9.7 Any generally accepted engineering calculations needed to show compliance with this TER shall be submitted to

the AHJ for review and approval.

9.8 Design loads shall be determined in accordance with the building code adopted by the jurisdiction in which the

project is to be constructed and/or by the Building Designer (e.g., owner or registered design professional).

9.8.1 Design loads on the QuickTie™ System (QTS) and Quick Connectors are determined based on the most

critical load combination resulting from the load combinations in IBC Section 1605.3.1.

9.9 At a minimum, this product shall be installed per Section 6 of this TER.

9.10 This product is manufactured under a third-party quality control program in accordance with IBC Section 104.4

and 110.4 and IRC Section R104.4 and R109.2.

9.11 The actual design, suitability, and use of this TER, for any particular building, is the responsibility of the owner or

the owner's authorized agent. Therefore, the TER shall be reviewed for code compliance by the building official

for acceptance.

9.12 The use of this TER is dependent on the manufacturer’s in-plant QC, the ISO/IEC 17020 third-party quality

assurance program and procedures, proper installation per the manufacturer’s instructions, the building official’s

inspection, and any other code requirements that may apply to demonstrate and verify compliance with the

applicable building code.


https://www.drjcertification.org/2018/ibc/chapter-2/permit

https://www.drjcertification.org/2018/ibc/section-1603.1/general


https://www.drjcertification.org/2018/ibc/chapter-2/owner

https://www.drjcertification.org/2018/ibc/chapter-2/registered-design-professional

https://www.drjcertification.org/2018/ibc/section-1605.3.1





https://www.drjcertification.org/2018/ibc/chapter-2/owner






PAGE 44 OF 48

10 IDENTIFICATION

10.1 The product(s) listed in Section 1.1 are identified by a label on the board or packaging material bearing the

manufacturer’s name, product name, TER number, and other information to confirm code compliance.

10.2 Additional technical information can be found at quicktieproducts.com.

11 REVIEW SCHEDULE

11.1 This TER is subject to periodic review and revision. For the most recent version of this TER, visit

drjcertification.org.

11.2 For information on the current status of this TER, contact DrJ Certification.

http://quicktieproducts.com/

https://www.drjcertification.org/

http://www.drjcertification.org/contact-drj




PAGE 45 OF 48

APPENDIX A: GENERAL NOTES FOR TABLES

1. Allowable loads are in pounds.

2. Unless noted otherwise, nails are common wire nails of the pennyweight noted in the tables. Nails shall

comply with ASTM F1667 and shall have the following minimum bending yield strengths, Fyb.

8𝑑, 𝐷 = 0.131 𝑖𝑛. , 𝐹𝑦𝑏 = 100,000 𝑝𝑠𝑖

10𝑑, 𝐷 = 0.148 𝑖𝑛. , 𝐹𝑦𝑏 = 90,000 𝑝𝑠𝑖

16𝑑, 𝐷 = 0.162 𝑖𝑛. , 𝐹𝑦𝑏 = 90,000 𝑝𝑠𝑖

3. Nails designated as 8d x 1½ are assumed to be 0.131″ x 1.5″ nails, nails designated as 8d are assumed to be

0.131″ x 2.5″ nails, nails designated as 10d x 1½ are assumed to be 0.148″ x 1.5″ nails, and nails designated

as 10d are assumed to be 0.148″ x 3″ nails. The number of fasteners shown is the minimum required to

achieve the loads shown.

4. Tabulated allowable loads listed for a load duration factor of 1.00 (i.e. “Normal” load duration) are to be used

in applications in which the shortest load duration in the combination of loads is 10 years. These values may

be increased for applications in which the governing load duration factor is 1.15 or 1.25 in accordance with

NDS up to the tabulated allowable loads for load duration factors of 1.33 and 1.60 or in accordance with the

building code adopted by the jurisdiction in which the project is to be constructed.

5. The allowable loads included in this Technical Evaluation Report are for QuickTie™ Connectors only. All

framing members shall be designed in accordance with the building code adopted by the jurisdiction in which

the project is to be constructed.

6. Load capacities in the design tables are valid for the species shown. For other species, adjust values in

accordance with NDS.

7. Unless indicated otherwise, the allowable loads provided in these tables assume the connector is attached to

a wood member with a minimum nominal thickness of 2″.

8. Allowable simultaneous loads in more than one direction on a single connector must be evaluated using the

following equation:

𝐷𝑒𝑠𝑖𝑔𝑛 𝐿𝑜𝑎𝑑 𝑈𝑝𝑙𝑖𝑓𝑡

𝐴𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒 𝐿𝑜𝑎𝑑 𝑈𝑝𝑙𝑖𝑓𝑡+

𝐷𝑒𝑠𝑖𝑔𝑛 𝐿𝑜𝑎𝑑 𝑃𝑎𝑟𝑎𝑙𝑙𝑒𝑙 𝑡𝑜 𝑊𝑎𝑙𝑙 𝑃𝑙𝑎𝑡𝑒

𝐴𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒 𝐿𝑜𝑎𝑑 𝑃𝑎𝑟𝑎𝑙𝑙𝑒𝑙 𝑡𝑜 𝑊𝑎𝑙𝑙 𝑃𝑙𝑎𝑡𝑒+

𝐷𝑒𝑠𝑖𝑔𝑛 𝐿𝑜𝑎𝑑 𝑃𝑒𝑟𝑝𝑒𝑛𝑑𝑖𝑐𝑢𝑙𝑎𝑟 𝑡𝑜 𝑊𝑎𝑙𝑙 𝑃𝑙𝑎𝑡𝑒

𝐴𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒 𝐿𝑜𝑎𝑑 𝑃𝑒𝑟𝑝𝑒𝑛𝑑𝑖𝑐𝑢𝑙𝑎𝑟 𝑡𝑜 𝑊𝑎𝑙𝑙 𝑃𝑙𝑎𝑡𝑒< 1.0

9. The building designer is responsible for determining the simultaneous loading conditions.

10. When cross-grain bending or cross-grain tension cannot be avoided in the members, mechanical

reinforcement to resist such forces should be considered.




PAGE 46 OF 48

APPENDIX B: ASCE 19 SECTION 2 CONTRACT DOCUMENTS AND SHOP DRAWINGS

2.1 Contract Documents

2.1.1 Contract drawings. The Contract Drawings shall indicate the horizontal and vertical location of the cables and their

connections for a specified load and temperature, typically the final dead load condition at the ambient temperature.

Dimensions and loading data shall be shown to enable the computation of cable lengths under the specified condition. Required

prestressing at erection shall be shown.

Terminations, fittings, anchorages, and other support details shall be fully detailed or sufficient data shall be provided to enable

their selection and procurement. The required camber of supporting structural members and the required initial out-of-plumb

of columns shall be shown on the drawings. The erection procedure modeled in the structural analysis and design shall be

outlined in the contract documents with a statement indicating whether it is a suggested procedure or is mandatory because

of controlling loadings or displacements of the cables or the supporting structure.

2.1.2 Contract specifications. For each cable in the proposed cable structure, the Contract Specifications shall indicate the

diameter (size), the type of cable, the wire coating, the grade of cable, prestretching requirements and the applicable material

or testing specification. If there are additional design requirements for cables, they shall be included in the contract

specifications. The required tension on the cables when length and diameter measurements are made shall be indicated. Cable

and fitting manufacturing tolerances required for design or erection conditions shall also be given. The Construction Documents

shall also state the erection tolerances, both for the final geometry of the system and the prestressing forces. The Contract

Specifications shall identify all other required submittals, including shop drawings and test reports.

2.2 Shop Drawings

Drawings for the fabrication of cables and fittings shall reflect the requirements indicated in the Contract Documents. Exact

locations, material, sizes, and lengths of all cables and fittings shall be shown, as well as fabrication and preparation procedures

for cables and fittings. Where approved substitutions or changes from the contract documents are made, an alternate member

or fitting shall be detailed, that will satisfy the loading and configurations indicated in the Contract Documents

As part of the Shop Drawings, Separate erection drawings shall be prepared to show the critical sequence, procedures, and

methods of erection. The Erection Drawings shall be accompanied by an erection analysis; see section 3.4.5.

Shop Drawings and test reports shall be submitted to the Engineer for review.

3.4.5 Erection Analysis

A structural analysis shall be performed for the suggested or mandatory erection procedure considering the effects listed in

section 3.4.1. Should deviations be made in the suggested erection procedure, the erector shall have an independent

professional engineer experienced in cable-system erection perform an erection analysis to match the revised methods,

equipment, and sequence.




PAGE 47 OF 48

APPENDIX C: DESIGN LOADS FOR QTB(L) AND QTG(L)

For uplift resistance, on-center spacing, allowable loads and design notes are provided in Table 25 and Figure 37 for the

QTB(L) Blue 3/16″ System and the QTG(L) Green ¼″ System.

TABLE 25. QUICKTIE™ SYSTEM (QTS) ALLOWABLE LOADS FOR UPLIFT RESISTANCE

Uplift (lbs) per Truss (assumes trusses @ 2 ft o.c.)

QTB(L) Blue 3/16″ Spacing1 QTG(L) Green ¼″ Spacing1

3,180 N/A 2'-0"

2,800 N/A 2'-3"

2,600 N/A 2'-5"

2,400 N/A 2'-8"

2,200 N/A 2'-11"

2,000 N/A 3'-2"

1,910 2'-0" 3'-4"

1,800 2'-1" 3'-6"

1,700 2'-3" 3'-9"

1,600 2'-5" 4'-0"

1,500 2'-7" 4'-3"

1,400 2'-9" 4'-3"

1,300 2'-11" 4'-5"

1,200 3'-2" 4'-7"

1,100 3'-6" 4'-10"

1,000 3'-10" 5'-1"

950 4'-0" 5'-2"

900 4'-3" 5'-4"

850 4'-6" 5'-6"

800 4'-9" 5'-8"

775 4'-11" 5'-9"

750 5'-1" 5'-10"

725 5'-3" 5'-11"

700 5'-5" 6'-1"

675 5'-8" 6'-2"

650 5'-11" 6'-3"

625 6'-1" 6'-5"

600 6'-4" 6'-6"

575 6'-8" 6'-8"

550 6'-10" 6'-10"




PAGE 48 OF 48

Uplift (lbs) per Truss (assumes trusses @ 2 ft o.c.)

QTB(L) Blue 3/16″ Spacing1 QTG(L) Green ¼″ Spacing1

525 7'-0" 7'-0"

500 7'-2" 7'-2"

475 7'-4" 7'-4"

450 7'-7" 7'-7"

425 7'-9" 7'-9"

≤ 400 8'-0" 8'-0"

SI: 1 in = 25.4 mm, 1 lb = 4.45 N

1. The exact location can change slightly if the maximum spacing between any two QuickTie™ Systems does not exceed 8′ +/- 3″ on either side. Therefore, an absolute maximum spacing of 8′ – 6″ is acceptable.

2. The allowable design load with edge distance equal to or greater than 2-1/4″: QTB(L) Blue 3/16″ QuickTie™ = 1,910 lbs. / QTG(L) Green ¼″ QuickTie™ = 3,180 lbs.

3. Space all QuickTie™ Systems as specified in this table for all walls subject to uplift loads.

4. All QuickTie™ Systems shall be installed according to these specifications unless designed and certified by a registered design professional.

5. QTB(L) Blue 3/16″ QuickTie™ / QTG(L) Green ¼″ QuickTie™ specified in this table are embedded 4″ into minimum 2,500 psi concrete using an epoxy capable of resisting the given loads.

6. Loads require a minimum ½″ thick gypsum wall board on each side of the wall fastened to studs with 1½″ long wallboard nails spaced at 6″ o.c. at edges and 12″ o.c. in the field.

7. Use only QuickTie™ System materials as specified and supplied by QuickTie™ Products, Inc.

FIGURE 37. QUICKTIE™ SYSTEM (QTS) ALLOWABLE LOADS FOR UPLIFT RESISTANCE