QuickTie System (QTS) TER No

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1 QuickTie System (QTS) TER No QuickTie Products, Inc Vantage Way Jacksonville, FL (fax) quicktieproducts.com Issue Date: October 20, 2009 Updated: January 31, 2019 Subject to Renewal: April 1, 2019 DIVISION: WOOD AND PLASTICS Section: Wood and Plastic Fastenings 1. Products Evaluated: 1.1. QuickTie System (QTS): QTA(L) Aqua 1 /8" QuickTie QTB(L) Blue 3 /16" QuickTie QTG(L) Green 1 /4" QuickTie QTO(L) Orange 5 /16" QuickTie QTR(L) Red 3 /8" QuickTie 1.2. Quick Connectors: HA4 and HA8 Hurricane and Seismic Clips MS and LS Straps MTS and HTS Twist Straps CS20-250, CS18-200, and CS Coiled Straps SC35 Framing Angle and SC35F Framing Plate HGA Gusset Angle 1.3. For the most recent version of this Technical Evaluation Report (TER), visit drjengineering.org. For more detailed state professional engineering and code compliance legal requirements and references, visit drjengineering.org/statelaw. DrJ is fully compliant with all state professional engineering and code compliance laws. DrJ is an ISO/IEC accredited product certification body through ANSI Accreditation Services. DrJ provides certified evaluations that are signed and sealed by a P.E. DrJ s work is backed up by professional liability insurance. DrJ is fully compliant with IBC Section Copyright Enterprise Lane Madison WI drjengineering.org

2 1.4. This TER can be used to obtain product approval in any country that is an IAF MLA Signatory (all countries found here) and covered by an IAF MLA Evaluation per the Purpose of the MLA (as an example, see letter to ANSI from the Standards Council of Canada). Manufacturers can go to jurisdictions in the U.S., Canada and other IAF MLA Signatory Countries and have their products readily approved by authorities having jurisdiction (AHJ) using DrJ s ANSI accreditation Building code regulations require that evaluation reports are provided by an approved agency meeting specific requirements, such as those found in IBC Section Any agency accredited in accordance with ANSI ISO/IEC meets this requirement within ANSI s scope of accreditation. For a list of accredited agencies, visit ANSI s website. For more information, see drjcertification.org Requiring an evaluation report from a specific private company (i.e., ICC-ES, IAPMO, CCMC, DrJ, etc.) can be viewed as discriminatory and is a violation of international, federal, state, provincial and local anti-trust and free trade regulations DrJ s code compliance work: Conforms to code language adopted into law by individual states and any relevant consensus based standard such as an ANSI or ASTM standard Complies with accepted engineering practice, all professional engineering laws and by providing an engineer s seal DrJ takes professional responsibility for its specified scope of work. 2. Applicable Codes and Standards: , 2015 and 2018 International Building Code (IBC) , 2015 and 2018 International Residential Code (IRC) and 2017 Florida Building Code (FBC) North Carolina Building Code (NCBC), with Supplements thru June AISC 360 Specification for Structural Steel Buildings 2.6. AISI-S100 North American Specification for the Design of Cold-formed Steel Structural Members 2.7. ASCE 7 Minimum Design Loads for Buildings and Other Structures 2.8. ASCE 19 Structural Applications of Steel Cables for Buildings 2.9. ASTM A36 Standard Specification for Carbon Structural Steel ASTM A283 Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates ASTM A284 Specification for Low and Intermediate Tensile Strength Carbon-Silicon Steel Plates for Machine Parts and General Construction ASTM A653 Standard Specification for Steel Sheet, Zinc Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process ASTM A1011/A1011M 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 (replaces ASTM A570) ASTM A1023/1023M Standard Specification for Stranded Carbon Steel Wire Ropes for General Purposes ASTM F1667 Standard Specification for Driven Fasteners: Nails, Spikes, and Staples AWC NDS National Design Specification (NDS) for Wood Construction 1 Unless otherwise noted, all references in this code compliant technical evaluation report (TER) are from the 2018 version of the codes and the standards referenced therein, including, but not limited to, ASCE 7, SDPWS and WFCM. This product also complies with the versions of the IBC and IRC and the standards referenced therein. As required by law, where this TER is not approved, the building official shall respond in writing, stating the reasons this TER was not approved. For variations in state and local codes, if any see Section 8. TER No Page 2 of 31

3 3. Performance Evaluation: 3.1. Performance for use in buildings of light-frame construction and masonry in accordance with the codes listed in Section Structural performance of connectors under uplift and lateral load conditions Compliance for use in buildings assigned to Seismic Design Categories A through E Compliance for use in buildings located where the design wind speed is less than or equal to 170 mph, in accordance with ASCE/SEI 7-05 and 215 mph in accordance with ASCE/SEI 7-10 and ASCE/SEI Compliance for use as an alternative to the Portal Frame with Hold-Down (PFH) as prescribed in IRC Section R Any code compliance issues not specifically addressed in this section are outside the scope of this TER. 4. Product Description and Materials: 4.1. QuickTie System (QTS) Description The QTS is a wall anchoring system for conventional light-frame construction and masonry projects that involve a Registered Design Professional (RDP) 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 The QTS consists of a wire rope with threaded studs swaged to each end Primary Connection: QuickTie cables with threaded bottoms will be connected to the foundation via an embedded anchor bolt cast in place. The QuickTie cable will be attached to the anchor bolt by a mechanical coupling The other threaded stud is extended vertically within the interior of the masonry units or 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 and nut placed on the top surface of the very top plate on the wall. The nut is then tightened to post-tension the QTS Alternative Connection: The end of the QuickTie cable with longer threads and no plate washers will be connected to the foundation via a formed or drilled hole in the foundation. The hole is filled with epoxy and the QuickTie cable is inserted into the hole and left to set The other threaded stud is extended vertically within the interior of the masonry units or 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 and nut placed on the top surface of the very top plate on the wall. The nut is then tightened to post-tension the QTS Trusses, headers and bottom plates are connected with Quick Connectors to provide distribution of load through the QTS to the foundation 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 QuickTie System (QTS) Materials QuickTie QT_M(L) masonry connectors and QT_(L) wood frame connectors (note that the L indicates length in feet): PVC coated (masonry only), galvanized aircraft wire rope, 1 /8" diameter, 3 /16" diameter, 1 /4" diameter, 5 /16" diameter, or 3 /8" diameter. Threaded studs in the following sizes are swaged onto each end of the wire rope: Primary Connection Cast-In-Place Anchor Bolts QTBM(L) Blue 3 /16" diameter wire rope Top: 3 /8" x 6 1 /4" with 4" of threads; Bottom: 3 /8" x 3 1 /4" with 1" of threads TER No Page 3 of 31

4 QTGM(L) Green 1 /4" diameter wire rope Top: 1 /2" x 6 1 /4" with 4" of threads; Bottom: 1 /2" x 3 1 /4" with 1" of threads QTOM(L) Orange 5 /16" diameter wire rope Top: 5 /8" x 6 3 /4" with 3 5 /8" of threads; Bottom: 5 /8" x 4 1 /8" with 1" of threads QTRM(L) Red 3 /8" diameter wire rope Top: 3 /4" x 9" with 6" of threads; Bottom: 3 /4" x 4" with 1" of threads Alternative Connection Epoxy QTA(L) Aqua 1 /8" diameter wire rope Top: 3 /8" x 4" with 1 1 /4" of threads; Bottom: 3 /8" x 6 1 /4" with 2 5 /8" of threads QTB(L) Blue 3 /16" diameter wire rope Top: 3 /8" x 6¼" with 4" of threads; Bottom: 3 /8" x 6 ¼" with 4" of threads QTG(L) Green 1 /4" diameter wire rope Top: 1 /2" x 6¼" with 4" of threads; Bottom: 1 /2" x 6 ¼" with 4" of threads QTO(L) Orange 5 /16" diameter wire rope Top: 5 /8" x 6 3 /4" with 3 5 /8" of threads; Bottom: 5 /8" x 8 3 /4" with 6 5 /8" of threads QTR(L) Red 3 /8" diameter wire rope Top: 3 /4" x 9" with 6" of threads; Bottom: 3 /4" x 9" with 6 3 /4" of threads Individual wires are 0.030" diameter, or smaller, with minimum Fu = 268,000 psi. The length varies in 1" increments from 2' to 60' QTA(L) Aqua ( 1 /8" aircraft wire rope): 1 /8" diameter, 7x19 PVC coated (masonry only), galvanized steel wire with a minimum nominal strength of 2,000 lbs. per ASTM A1023/A1023M. Individual wires in the wire rope are galvanized with a minimum of 0.10 ounces per square foot of uncoated wire surface (see Figure 1). Figure 1: Typical QuickTie Part Detail QTA(L) Aqua 1 /8 Diameter QTBM(L) and QTB(L) Blue ( 3 / 16" aircraft wire rope): 3 /16" diameter, 7x19, hot-dipped, galvanized steel wire with a minimum nominal strength of 4,200 lbs. per ASTM A1023/A1023M. Individual wires in the wire rope are galvanized with a minimum of 0.10 ounces per square foot of uncoated wire surface; a PVC vinyl coating (masonry only) is added to a final diameter of ¼" (see Figure 2 and 2a). TER No Page 4 of 31

5 Figure 2: Typical QuickTie Part Detail QTBM(L) Blue 3 /16 Diameter Figure 2a: Typical QuickTie Part Detail QTB(L) Blue 3 /16 Diameter (Alternative Connection - Epoxy) QTGM(L) and QTG(L) Green ( 1 / 4" aircraft wire rope): 1 /4" diameter, 7x19, hot-dipped, galvanized steel wire with a minimum nominal strength of 7,000 lbs. per ASTM A1023/A1023M. Individual wires in the wire rope are galvanized with a minimum of 0.10 ounces per square foot of uncoated wire surface; a PVC vinyl coating (masonry only) is added to a final diameter of 5 /16" (see Figure 3 and 3a). Figure 3: Typical QuickTie Part Detail QTGM(L) Green 1 /4 Diameter TER No Page 5 of 31

6 Figure 3a: Typical QuickTie Part Detail QTG(L) Green 1 /4 Diameter (Alternative Connection - Epoxy) QTOM(L) and QTO(L) Orange ( 5 / 16" aircraft wire rope): 5 /16" diameter, 7x19, hot-dipped, galvanized steel wire with a minimum nominal strength of 9,800 lbs. per ASTM A1023/A1023M. Individual wires in the wire rope are galvanized with a minimum of 0.10 ounces per square foot of uncoated wire surface; a PVC vinyl coating (masonry only) is added to a final diameter of ⅜" (see Figure 4 and 4a). Figure 4: Typical QuickTie Part Detail QTOM(L) Orange 5 /16 Diameter Figure 4a: Typical QuickTie Part Detail QTO(L) Orange 5 /8 Diameter (Alternative Connection - Epoxy) QTRM(L) and QTR(L) Red ( 3 / 8" aircraft wire rope): 3 /8" diameter, 7x19, hot-dipped, galvanized steel wire with a minimum nominal strength of 14,400 lbs. per ASTM A1023/A1023M. Individual wires in the wire rope are galvanized with a minimum of 0.10 ounces per square foot of uncoated wire surface; a PVC vinyl coating (masonry only) is added to a final diameter of 7 /16" (see Figure 5 and 5a). TER No Page 6 of 31

7 Figure 5: Typical QuickTie Part Detail QTRM(L) Red 3 /8 Diameter Figure 5a: Typical QuickTie Part Detail QTR(L) Red 3 /8 Diameter (Alternative Connection - Epoxy) Steel Plate Washers: Washers are made from the following materials: " x 2" x 1 /8" ASTM A36, A283/284 or A570 steel plate, with a minimum yield strength of 33 ksi and a minimum ultimate strength of 45 ksi [QTAM(L) and QTA(L) Aqua 1 /8" diameter wire rope] /4" x 2 3 /4" x ¼" (masonry); 2 1 /4" x 2 1 /4" x 3 /16" (wood) ASTM A36, A283/284 or A570 steel plate, with a minimum yield strength of 33 ksi and a minimum ultimate strength of 45 ksi [QTBM(L) and QTB(L) Blue 3 /16" diameter wire rope] ½" x 3½" x ⅜" (masonry); 3" x 3" x 1 /4" (wood) ASTM A36, A283/284 or A570 steel plates, with a minimum yield strength of 33 ksi and a minimum ultimate strength of 45 ksi [QTGM(L) and QTG(L) Green 1 /4" diameter wire rope] " x 4" x ⅜" (masonry); 3" x 3" x 1 /4" (wood) ASTM A36, A283/284 or A570 steel plates, with a minimum yield strength of 33 ksi and a minimum ultimate strength of 45 ksi [QTOM(L) and QTO(L) Orange 5 /16" diameter wire rope] " x 6" x ⅝" (masonry); 3" x 4½" x 1 /2" (wood) ASTM A36, A283/284 or A570 steel plate, with a minimum yield strength of 33 ksi and a minimum ultimate strength of 45 ksi [QTRM(L) and QTR(L) Red 3 /8" diameter wire rope] Tension Indicator Device: Tension Indicator Devices (TIDs) are made from the following materials: Blue: ASTM A653, Grade 33 structural steel, 14 gauge, min. thickness ", painted Green: ASTM A653, Grade 33 structural steel, 12 gauge, min. thickness ", painted Orange: ASTM A653, Grade 33 structural steel, 10 gauge, min. thickness ", painted Red: ASTM A653, Grade 33 structural steel, 8 gauge, min. thickness ", painted. TER No Page 7 of 31

8 Nuts: /8" Grade 2 Hex Nuts [QTAM(L) and QTA(L) Aqua 1 /8" diameter wire rope] /8" Grade 2 Hex Nuts [QTBM(L) and QTB(L) Blue 3 /16" diameter wire rope] /2" Grade 2 Hex Nuts [QTGM(L) and QTG(L) Green 1 /4" diameter wire rope] /8" Grade 2 Hex Nuts [QTOM(L) and QTO(L) Orange 5 /16" diameter wire rope] /4" Grade 2 Hex Nuts [QTRM(L) and QTR(L) Red 3 /8" diameter wire rope] Quick Connectors Description: 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 Materials Making up the Quick Connectors: Quick Connector HA4 and HA8 Hurricane & Seismic Clips: 18 gauge (minimum thickness with coating ") 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 4 1 /2" long and the HA8 is 8" 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 zinc coating (see Figure 6 and Figure 7). Figure 6: HA4 Hurricane/Seismic Clip Figure 7: HA8 Hurricane/Seismic Clip Quick Connector LS & MS Series Straps: Light Straps (LS) are 20 gauge (minimum thickness with coating ") steel; Medium Straps (MS) are 16 gauge (0.0575") steel. The straps are manufactured in lengths varying from 9 5 /8" to 48 5 /8". Each strap is 1 1 /4" wide with nail holes punched at intervals of 1 1 /2" 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 1 1 /2" 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 3 /4" 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 zinc coating (see Figure 8). TER No Page 8 of 31

9 Figure 8: LS & MS Strap Quick Connector MTS and 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 1 1 /4" 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 "). The HTS16, HTS20, HTS24, and HTS28 are 14 gauge (minimum thickness with coating "). 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 zinc coating (see Figure 9). Figure 9: MTS & HTS Twist Strap TER No Page 9 of 31

10 CS20-250, CS and CS Coiled Straps: Coiled Straps (CS) are either 20 gauge (minimum thickness with coating ") steel (CS20-250), 18 gauge (minimum thickness with coating ") steel (CS18-200), or 16 gauge (minimum thickness with coating ") steel (CS16-150). Each strap is 1 1 /4" wide with nail holes punched at intervals of 1 1 /2" along its length. The straps are manufactured from ASTM A653, Structural Steel, Grade 50 (Fu = 70 ksi, Fy = 50 ksi) steel galvanized with a G90 zinc coating. The CS is manufactured from a 250 coil, the CS is manufactured from a 200 coil, and the CS is manufactured from a 150 coil (see Figure 10). Figure 10: CS16-150, CS & CS Coiled Straps SC35 Framing Angle and 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 zinc coating (see Figure 11). Figure 11: SC35 Framing Angle & SC35F Framing Plate TER No Page 10 of 31

11 HGA Gusset Angle: The HGA is a 90 framing angle used to connect truss/rafter joists to wall top plates. The HGA is 14 gage (minimum thickness with coating is ) steel manufactured from ASTM A653, Structural Steel, Grade 50, Class 3 (Fu = 70 ksi, Fy = 50 ksi) steel galvanized with G90 zinc coating (see Figure 12). The HGA is anchored to the joist with four ¼ diameter x 1-½ long screws and to the top plate with four ¼ diameter x 3 long screws. See the notes on Table 13 for minimum screw requirements. Figure 12: HGA Gusset Angle (Dimensions in Inches) 5. Applications: 5.1. The QTS is used to anchor walls and floors to the foundation Where the application exceeds the limitations set forth herein, design shall be permitted in accordance with accepted engineering procedures, experience and technical judgment QuickTie System (QTS): 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 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: Type of anchorage system used Foundation strength Anchorage embedment, as applicable Wall construction Edge distances and spacing of anchorage Maximum allowable tensile loads of the QTS TER No Page 11 of 31

12 The connection between the QTS and foundation is applied/installed per the RDP s specifications Design: 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 maximum allowable tensile capacity of the QTS listed in Section 5.4 of this TER 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 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 Table 1 lists the maximum allowable tensile loads (based on Allowable Stress Design (ASD) basis) of the QTS. Table 1: Maximum Allowable Tensile Loads of the QTS Cable Type Cable Diameter (in.) Ultimate Tensile Capacity (lbs.) Allowable Tensile Capacity 1 (lbs.) QTA(L) Aqua 1 /8 2, QTB(L) Blue 3 /16 4,200 1,910 QTG(L) Green 1 /4 7,000 3,180 QTO(L) Orange 5 /16 9,800 4,455 QTR(L) Red 3 /8 14,400 6, Allowable loads determined in accordance with ASCE 19 and a safety factor of Multiple QTS cables of the same type may be used together to transfer the applied load, where one QTS cable is not sufficient Allowable loads are based on the published strength of the cables per ASTM 1023A using a safety factor of Construction documents shall include the information required by ASCE 19 Section 2 (see Appendix B) See Appendix C for additional details on design loads for uplift resistance. TER No Page 12 of 31

13 Quick Connector HA4 and HA8 Hurricane & Seismic Clip: Allowable loads and fastener schedules for the HA4 clip are provided in Table 2. Allowable loads and fastener schedules for the HA8 clip are provided in Table 3. Species Group (Specific Gravity) So Pine (0.55) Douglas Fir-Larch (0.50) Spruce-Pine-Fir (0.42) Table 2: HA4 Hurricane & Seismic Clip Allowable Loads 1,2,3 (lbs.) Lateral F1 Lateral F2 Fasteners Uplift Load Direction 6 Load Direction 7 Load Duration Load Duration Factor Factor Type To Rafter/Truss 4 To Plates d x 1 1 /2 (0.131 x 1.5") d x 1 1 /2 (0.131 x 1.5") d x 1 1 /2 (0.131 x 1.5") Clips may be installed on both sides of the framing member for twice the load. 2. 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. 3. Refer also to the Appendix A for additional information. 4. Nails attaching clip to rafter or truss are 8d x 1 1 /2" (0.131 x 1.5") or " nails. 5. Nails attaching clip to wall plates are 8d (0.131 x 2.5") or nails. 6. Loading in the F1 direction indicates shear forces perpendicular to the plane of the wall. Refer to manufacturer s literature for further details. 7. Loading in the F2 direction indicates shear forces parallel to the plane of the wall. Refer to manufacturer s literature for further details. Species Group (Specific Gravity) So Pine (0.55) Douglas Fir-Larch (0.50) Spruce-Pine-Fir (0.42) Table 3: HA8 Hurricane & Seismic Clip Allowable Loads 1,2,3 (lbs.) Fasteners Load Direction Uplift Load Direction F2 6 Load Duration Factor Load Duration Factor Type To Rafter/Truss 4 To Plates d x 1 1 /2 (0.131 x 1.5") d x 1 1 /2 (0.131 x 1.5") d x 1 1 /2 (0.131 x 1.5") Clips may be installed on both sides of the framing member for twice the load. 2. 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. 3. Refer also to Appendix A for additional information. 4. Nails attaching clip to rafter or truss are 8d x 1 1 /2" (0.131 x 1.5") or " nails. 5. Nails attaching clip to wall plates are 8d (0.131 x 2.5") or nails. 6. Loading in the F2 direction indicates shear forces parallel to the plane of the wall. Refer to manufacturer s literature for further details. TER No Page 13 of 31

14 Quick Connector LS & MS Series Straps and MTS and HTS Series Twist Straps: Allowable loads for the LS & MS straps and the MTS & HTS twist straps are provided in Table 4 through Table 7. The nail sizes and nailing schedules are provided in Table 4 for the LS Series Straps, Table 5 for the MS Series Straps, Table 6 for the MTS Series Twist Straps, and Table 7 for the HTS Series Twist Straps. Model Number LS9 Size Fasteners Number of Nails Each End of Strap Table 4: LS Series Strap Allowable Tension Loads 1,3 (lbs.) Southern Pine (SG=0.55) Douglas Fir - Larch(SG=0.50) SPF (SG=0.42) Load Duration Factor LS d (0.131 x 2.5") LS , , LS ,107 1, ,021 1, ,050 LS ,245 1, ,149 1, ,181 LS LS , LS ,164 1, ,071 1, ,098 LS21 8 1,000 1,295 1, ,224 1, ,043 1,254 LS24 9 1,125 1,295 1,295 1,035 1,295 1, ,173 1,295 LS LS , LS ,173 1, ,080 1, ,109 LS21 8 1,008 1,295 1, ,234 1, ,053 1,267 LS24 9 1,134 1,295 1,295 1,044 1,295 1, ,185 1, Allowable tension loads apply for uplift when the straps are installed vertically. 2. 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. 3. Refer to Appendix A for additional information. TER No Page 14 of 31

15 Model Number MS24 Size Fasteners Number of Nails Each End of Strap Table 5: MS Series Strap Allowable Tension Loads 1,3 (lbs.) Southern Pine (SG=0.55) Douglas Fir - Larch (SG=0.50) SPF (SG=0.42) Load Duration Factor ,305 1, ,209 1, ,041 1,253 MS ,090 1,450 1,744 1,010 1,343 1, ,157 1,392 8d (0.131 x 2.5") MS ,199 1,595 1,918 1,111 1,478 1, ,273 1,531 MS ,417 1,885 2,118 1,313 1,746 2,101 1,131 1,504 1,810 MS ,526 2,030 2,118 1,414 1,881 2,118 1,218 1,620 1,949 MS ,526 2,030 2,118 1,414 1,881 2,118 1,218 1,620 1,949 MS24 9 1,152 1,532 1,843 1,062 1,412 1, ,209 1,454 MS ,280 1,702 2,048 1,180 1,569 1,888 1,010 1,343 1,616 MS ,408 1,873 2,118 1,298 1,726 2,077 1,111 1,478 1,778 MS ,664 2,118 2,118 1,534 2,040 2,118 1,313 1,746 2,101 MS ,792 2,118 2,118 1,652 2,118 2,118 1,414 1,881 2,118 MS ,792 2,118 2,118 1,652 2,118 2,118 1,414 1,881 2,118 MS24 9 1,179 1,568 1,886 1,089 1,448 1, ,245 1,498 MS ,310 1,742 2,096 1,210 1,609 1,936 1,040 1,383 1,664 MS ,441 1,917 2,118 1,331 1,770 2,118 1,144 1,522 1,830 MS ,703 2,118 2,118 1,573 2,092 2,118 1,352 1,798 2,118 MS ,834 2,118 2,118 1,694 2,118 2,118 1,456 1,936 2,118 MS ,834 2,118 2,118 1,694 2,118 2,118 1,456 1,936 2, Allowable tension loads apply for uplift when the straps are installed vertically. 2. 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. 3. Refer to Appendix A for additional information. TER No Page 15 of 31

16 Species Group (Specific Gravity) So Pine (0.55) Douglas Fir-Larch (0.50) Spruce-Pine-Fir (0.42) Model Number MTS12 MTS16 MTS20 MTS24 MTS12 MTS16 MTS20 MTS24 MTS12 MTS16 MTS20 MTS24 MTS12 MTS16 MTS20 MTS24 MTS12 MTS16 MTS20 MTS24 MTS12 MTS16 MTS20 MTS24 Table 6: MTS Twist Strap Allowable Tension Loads 1,2,4 (lbs.) Type Fasteners Minimum Required No. of Nails per Strap 3 Minimum No. of Nails at Each End 1. Straps do not have to be wrapped over the truss or rafter to achieve the loads shown. 2. Straps may be installed on either side of the framing member. 3. The number of fasteners shown in the table is the minimum required to achieve the loads shown. 4. Refer to the Appendix A for additional information. Load Duration Factor TER No Page 16 of 31

17 Species Group (Specific Gravity) So Pine (0.55) Douglas Fir-Larch (0.50) Spruce-Pine-Fir (0.42) Table 7: HTS Twist Strap Allowable Tension Loads 1,2,4 (lbs.) Model Number HTS16 HTS20 HTS24 HTS28 HTS16 HTS20 HTS24 HTS28 HTS16 HTS20 HTS24 HTS28 HTS16 HTS20 HTS24 HTS28 HTS16 HTS20 HTS24 HTS28 HTS16 HTS20 HTS24 HTS28 Type Fasteners Minimum Minimum Required No. No. of of Nails per Nails at Strap 3 Each End 1. Straps do not have to be wrapped over the truss or rafter to achieve the loads shown. 2. Straps may be installed on either side of the framing member. 3. The number of fasteners shown in the table is the minimum required to achieve the loads shown. 4. Refer to the Appendix A for additional information. Load Duration Factor ,257 1,257 1, ,262 1,262 1, ,257 1,257 1, ,262 1,262 1, ,064 1,064 1, ,056 1,056 1, Quick Connector CS20-250, CS & CS Coiled Straps: Allowable loads for the CS20-250, CS and CS Coiled Straps are provided in Table 8 through Table 10. The nail sizes and nailing schedules are provided in Table 8 for the CS20-250, Table 9 for the CS18-200, and Table 10 for the CS TER No Page 17 of 31

18 Size 8d x 1½ (0.131 x 1.5") 8d (0.131 x 2.5") x 1½ Fasteners # Each End of Strap Table 8: CS Coiled Strapping Allowable Tension Load 1,4 (lbs.) Minimum Required Strap Length 2 (in.) Southern Pine (SG=0.55) Douglas Fir -Larch (SG=0.50) SPF (SG=0.42) Load Duration Factor ¼ ¾ ¼ ¾ ¼ ¾ , , ¼ 832 1,107 1, ,021 1, , ¾ 936 1,245 1, ,149 1, , ¼ 1,040 1,295 1, ,277 1, ,091 1, ¾ 1,144 1,295 1,295 1,056 1,295 1, ,200 1, ¼ 1,248 1,295 1,295 1,152 1,295 1, ,295 1, ¾ 1,295 1,295 1,295 1,248 1,295 1,295 1,066 1,295 1, ¼ ¾ ¼ ¾ ¼ ¾ , , ¼ 832 1,107 1, ,021 1, , ¾ 936 1,245 1, ,149 1, , ¼ 1,040 1,295 1, ,277 1, ,091 1, ¾ 1,144 1,295 1,295 1,056 1,295 1, ,200 1, ¼ ¾ ¼ ¾ , ¼ , , ¾ 875 1,164 1, ,071 1, , ¼ 1,000 1,295 1, ,224 1, ,043 1, ¾ 1,125 1,295 1,295 1,035 1,295 1, ,173 1, ¼ 1,250 1,295 1,295 1,150 1,295 1, ,295 1, ¾ 1,295 1,295 1,295 1,265 1,295 1,295 1,078 1,295 1, ¼ 1,295 1,295 1,295 1,295 1,295 1,295 1,176 1,295 1, ¼ ¾ ¼ ¾ , ¼ 756 1,005 1, , ¾ 882 1,173 1, ,080 1, , ¼ 1,008 1,295 1, ,234 1, ,053 1, ¾ 1,134 1,295 1,295 1,044 1,295 1, ,185 1, Allowable tension loads apply for uplift when the straps are installed vertically. 2. Minimum required strap lengths include a nail hole located at mid-length, which is to be left unfilled. 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. 4. Refer to Appendix A for additional information. TER No Page 18 of 31

19 Size 8d x 1½ (0.131 x 1.5") 8d (0.131 x 2.5") x 1½ Table 9: CS Coiled Strapping Allowable Tension Load 1,4 (lbs.) Minimum Southern Pine (SG=0.55) Douglas Fir - Larch (SG=0.50) SPF (SG=0.42) Fasteners Required Load Duration Factor 3 Strap Length 2 # Each End of Strap (in.) ¼ ¼ ¼ , ¼ 848 1,128 1, ,043 1, , ¼ 1,060 1,410 1, ,303 1, ,117 1, ¼ 1,272 1,688 1,688 1,176 1,564 1,688 1,008 1,341 1, ¼ 1,484 1,688 1,688 1,372 1,688 1,688 1,176 1,564 1, ¼ 1,688 1,688 1,688 1,568 1,688 1,688 1,344 1,688 1, ¾ 1,688 1,688 1,688 1,666 1,688 1,688 1,428 1,688 1, ¼ 1,688 1,688 1,688 1,688 1,688 1,688 1,512 1,688 1, ¾ 1,688 1,688 1,688 1,688 1,688 1,688 1,596 1,688 1, ¼ 1,688 1,688 1,688 1,688 1,688 1,688 1,680 1,688 1, ¾ 1,688 1,688 1,688 1,688 1,688 1,688 1,688 1,688 1, ¼ ¼ ¼ , ¼ 848 1,128 1, ,043 1, , ¼ 1,060 1,410 1, ,303 1, ,117 1, ¼ 1,272 1,688 1,688 1,176 1,564 1,688 1,008 1,341 1, ¼ 1,484 1,688 1,688 1,372 1,688 1,688 1,176 1,564 1, ¾ 1,590 1,688 1,688 1,470 1,688 1,688 1,260 1,676 1, ¼ 1,688 1,688 1,688 1,568 1,688 1,688 1,344 1,688 1, ¾ 1,688 1,688 1,688 1,666 1,688 1,688 1,428 1,688 1, ¼ 1,688 1,688 1,688 1,688 1,688 1,688 1,512 1,688 1, ¼ ¼ ¼ 756 1,005 1, , ¼ 1,008 1,341 1, ,234 1, ,053 1, ¼ 1,260 1,676 1,688 1,160 1,543 1, ,317 1, ¼ 1,512 1,688 1,688 1,392 1,688 1,688 1,188 1,580 1, ¼ 1,688 1,688 1,688 1,624 1,688 1,688 1,386 1,688 1, ¼ 1,688 1,688 1,688 1,688 1,688 1,688 1,584 1,688 1, ¾ 1,688 1,688 1,688 1,688 1,688 1,688 1,683 1,688 1, ¼ 1,688 1,688 1,688 1,688 1,688 1,688 1,688 1,688 1, ¾ 1,688 1,688 1,688 1,688 1,688 1,688 1,688 1,688 1, ¼ ¼ ¼ 768 1,021 1, , ¼ 1,024 1,362 1, ,256 1, ,075 1, ¼ 1,280 1,688 1,688 1,180 1,569 1,688 1,010 1,343 1, ¾ 1,408 1,688 1,688 1,298 1,688 1,688 1,111 1,478 1, ¼ 1,536 1,688 1,688 1,416 1,688 1,688 1,212 1,612 1, ¾ 1,664 1,688 1,688 1,534 1,688 1,688 1,313 1,688 1, ¼ 1,688 1,688 1,688 1,652 1,688 1,688 1,414 1,688 1, ¾ 1,688 1,688 1,688 1,688 1,688 1,688 1,515 1,688 1, Allowable tension loads apply for uplift when the straps are installed vertically. 2. Minimum required strap lengths include a nail hole located at mid-length, which is to be left unfilled. 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 1,688 lbs. 4. Refer to Appendix A for additional information. TER No Page 19 of 31

20 Size 8d x 1½ (0.131 x 1.5") 8d (0.131 x 2.5") x 1½ Fasteners # Each End of Strap Table 10: CS Coiled Strapping Allowable Tension Load 1,4 (lbs.) Minimum Required Strap Length 2 (in.) Southern Pine (SG=0.55) Douglas Fir - Larch (SG=0.50) SPF (SG=0.42) Load Duration Factor ¼ ¼ ¼ , ¼ 872 1,160 1, ,075 1, , ¼ 1,090 1,450 1,744 1,010 1,343 1, ,157 1, ¼ 1,308 1,740 2,093 1,212 1,612 1,939 1,044 1,389 1, ¼ 1,526 2,030 2,118 1,414 1,881 2,118 1,218 1,620 1, ¼ 1,744 2,118 2,118 1,616 2,118 2,118 1,392 1,851 2, ¾ 1,853 2,118 2,118 1,717 2,118 2,118 1,479 1,967 2, ¼ 1,962 2,118 2,118 1,818 2,118 2,118 1,566 2,083 2, ¾ 2,071 2,118 2,118 1,919 2,118 2,118 1,653 2,118 2, ¼ 2,118 2,118 2,118 2,020 2,118 2,118 1,740 2,118 2, ¾ 2,118 2,118 2,118 2,118 2,118 2,118 1,827 2,118 2, ¼ ¼ ¼ , ¼ 872 1,160 1, ,075 1, , ¼ 1,090 1,450 1,744 1,010 1,343 1, ,157 1, ¼ 1,308 1,740 2,093 1,212 1,612 1,939 1,044 1,389 1, ¼ 1,526 2,030 2,118 1,414 1,881 2,118 1,218 1,620 1, ¾ 1,635 2,118 2,118 1,515 2,015 2,118 1,305 1,736 2, ¼ 1,744 2,118 2,118 1,616 2,118 2,118 1,392 1,851 2, ¾ 1,853 2,118 2,118 1,717 2,118 2,118 1,479 1,967 2, ¼ 1,962 2,118 2,118 1,818 2,118 2,118 1,566 2,083 2, ¼ ¼ ¼ 768 1,021 1, , ¼ 1,024 1,362 1, ,256 1, ,075 1, ¼ 1,280 1,702 2,048 1,180 1,569 1,888 1,010 1,343 1, ¼ 1,536 2,043 2,118 1,416 1,883 2,118 1,212 1,612 1, ¼ 1,792 2,118 2,118 1,652 2,118 2,118 1,414 1,881 2, ¼ 2,048 2,118 2,118 1,888 2,118 2,118 1,616 2,118 2, ¾ 2,118 2,118 2,118 2,006 2,118 2,118 1,717 2,118 2, ¼ 2,118 2,118 2,118 2,118 2,118 2,118 1,818 2,118 2, ¾ 2,118 2,118 2,118 2,118 2,118 2,118 1,919 2,118 2, ¼ ¼ ¼ 786 1,045 1, , ¼ 1,048 1,394 1, ,287 1, ,107 1, ¼ 1,310 1,742 2,096 1,210 1,609 1,936 1,040 1,383 1, ¾ 1,441 1,917 2,118 1,331 1,770 2,118 1,144 1,522 1, ¼ 1,572 2,091 2,118 1,452 1,931 2,118 1,248 1,660 1, ¾ 1,703 2,118 2,118 1,573 2,092 2,118 1,352 1,798 2, ¼ 1,834 2,118 2,118 1,694 2,118 2,118 1,456 1,936 2, ¾ 1,965 2,118 2,118 1,815 2,118 2,118 1,560 2,075 2, Allowable tension loads apply for uplift when the straps are installed vertically. 2. Minimum required strap lengths include a nail hole located at mid-length, which is to be left unfilled. 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. 4. Refer to Appendix A for additional information. TER No Page 20 of 31

21 Quick Connector SC35 Framing Angle & SC35F Framing Plate: Allowable loads for the SC35 Framing Angle and SC35F Framing Plate are provided in Table 11 and Table 12.The nail sizes and nailing schedules are provided in Table 11 for the SC35 and Table 12 for the SC35F. Table 11: SC35 Framing Angle Allowable Loads 1,3,4 (lbs.) Species Group (Specific Gravity) Load Direction F1 Load Direction F2 Load Direction F3 2 Fasteners Load Duration Factor Load Duration Factor Load Duration Factor Type Total So Pine (0.55) Douglas Fir-Larch (0.50) Spruce-Pine-Fir (0.42) ,005 1, ,013 1, Tabulated loads are per connector. 2. Connectors are required on both sides of the joist to achieve the F3 loads in both directions. 3. 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. 4. Refer to Appendix A for additional information. Species Group (Specific Gravity) Table 12: SC35F Framing Plate Allowable Loads 1 (lbs.) Uplift F5 Lateral F4 Fasteners Load Duration Factor Load Duration Factor Type Total So Pine (0.55) Douglas Fir-Larch (0.50) Spruce-Pine-Fir (0.42) Refer to the Appendix A for additional information. TER No Page 21 of 31

22 Quick Connector HGA Gusset Angle: The screw sizes, screw schedules, and allowable loads for the HGA gusset angle are provided in Table 13. Species Group (Specific Gravity) To Rafter/Truss Table 13: HGA Gusset Angle Allowable Loads Fasteners 4 To Plates Load Direction Uplift Load Duration Factor HGA Gusset Angle Allowable Loads (lbs.) Load Direction 1 F1 Load Duration Factor Load Direction 2 F2 Load Duration Factor Load Direction 3 F3 Load Duration Factor Type 6 Quantity Type 7 Quantity Douglas Fir-Larch (0.50) 1/4" x 1-1/2" (Note 8) 4 1/4" x 3" (Note 10) Spruce-Pine-Fir (0.42) 1/4" x 1-1/2" (Note 9) 4 1/4" x 3" (Note 11) Loading in the F1 direction indicates shear forces parallel to the plane of the wall. 2. Loading in the F2 direction indicates shear forces perpendicular to the plane of the wall, acting away from the gusset angle. 3. Loading in the F3 direction indicates shear forces perpendicular to the plane of the wall, acting towards the gusset angle. 4. Minimum fastener penetration must be equal to the screw length less the thickness of the metal side plate. 5. Refer to Appendix A for additional information. 6. Minimum Specified 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 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 Reference Lateral Design Value (Z) = 182 lbs, Minimum Reference Withdrawal Value (W) = 164 lbs/in 9. Minimum Reference Lateral Design Value (Z) = 136 lbs, Minimum Reference Withdrawal Value (W) = 103 lbs/in 10. Minimum Reference Lateral Design Value (Z) = 244 lbs, Minimum Reference Withdrawal Value (W) = 179 lbs/in 11. Minimum Reference Lateral Design Value (Z) = 210 lbs, Minimum Reference Withdrawal Value (W) = 126 lbs/in 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 Portal Frame with Hold-Downs (PFH) Use of Method PFH shall be in accordance with IRC Section R and R The maximum allowable tensile loads (based on Allowable Stress Design, ASD basis) of the QTS are presented in Table Two QuickTie Orange cables shall be used to meet the required (2) 3500-lb. hold-downs, with (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 (see Figure 13). TER No Page 22 of 31

23 Figure 13: Design for Portal Frame with QuickTie Cables (continued on next page) TER No Page 23 of 31

24 Figure 13: Design for Portal Frame with QuickTie Cables (continued from previous page) 6. Installation: 6.1. The QTS and Quick Connectors shall be installed in accordance with the manufacturer s published installation instructions and this TER A copy of the manufacturer s published installation instructions shall be available at all times on the jobsite during installation In the event of a conflict between the manufacturer s instructions and this TER, the more restrictive instructions shall govern. 7. Test and 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) under contract with Qualtim, Inc Engineering calculations and Allowable Load Verification Reports on the QuickTie System (QTS) for Allowable Design Loads, prepared by Qualtim, Inc Letter of Justification for HA8 Seismic & Hurricane Clip Allowable Load Engineering report for QuickTie used in a portal frame application, prepared by Qualtim, Inc The product(s) evaluated by this TER fall within the scope of one or more of the model, state or local building codes for building construction. The testing and/or substantiating data used in this TER is limited to buildings, structures, building elements, construction materials and civil engineering related specifically to buildings The provisions of model, state or local building codes for building construction do not intend to prevent the installation of any material or to prohibit any design or method of construction. Alternatives shall use consensus standards, performance-based design methods or other engineering mechanics based means of compliance. This TER assesses compliance with defined standards, accepted engineering analysis, performance-based design methods, etc. in the context of the pertinent building code requirements Some information contained herein is the result of testing and/or data analysis by other sources, which DrJ relies on to be accurate, as it undertakes its engineering analysis DrJ has reviewed and found the data provided by other professional sources are credible. The information in this TER conforms with DrJ s procedure for acceptance of data from approved sources. TER No Page 24 of 31

25 7.9. DrJ s responsibility for data provided by approved sources conforms with IBC Section 1703 and any relevant professional engineering law Where appropriate, DrJ relies on the derivation of design values, which have been codified into law through codes and standards (e.g., IRC, WFCM, IBC, SDPWS, NDS, ACI, AISI, PS-20, PS-2, etc.). This includes review of code provisions and any related test data that aids 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, concrete, etc.), DrJ relies upon grade/properties provided by the raw material supplier to be accurate and conforming to the mechanical properties defined in the relevant material standard. 8. Findings: 8.1. Data and engineering analysis review has found that the QTS and Quick Connectors, as described in this TER, conform to that specified in the code references listed in Section QTS and Quick Connectors are approved for use in Seismic Design Categories A through E 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 IBC Section (IRC Section R and IFC Section are similar) states: 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 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 that are applicable to this evaluation, they are listed here: No known variations 8.6. This TER uses professional engineering law, the building code, ANSI/ASTM consensus standards and generally accepted engineering practice as its criteria for all testing and engineering analysis. DrJ s professional engineering work falls under the jurisdiction of each state Board of Professional Engineers, when signed and sealed. 9. Conditions of Use: 9.1. Where required by 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 Any generally accepted engineering calculations needed to show compliance with this TER shall be submitted to the code official for review and approval 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, Registered Design Professional, etc.) 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 Loads applied shall not exceed those recommended by the manufacturer or as defined in this TER 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 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. TER No Page 25 of 31

26 9.7. The QTS shall be installed by contractors trained and certified by QuickTie Products, Inc 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 Design Building Designer Responsibility Unless the AHJ allows otherwise, the Construction Documents shall be prepared by a Building Designer for the Building and shall be in accordance with IRC Section R106 and IBC Section The Construction Documents shall be accurate and reliable and shall provide the location, direction and magnitude of all applied loads and shall be in accordance with IRC Section R301 and IBC Section Construction Documents Construction Documents shall be submitted to the Building Official for approval and shall contain the plans, specifications and details needed for the Building Official to approve such documents Responsibilities The information contained herein is a product, material, detail, design and/or application TER evaluated in accordance with the referenced building codes, testing and/or analysis through the use of accepted engineering practice, experience and technical judgment DrJ TERs provide an assessment of only those attributes specifically addressed in the Products Evaluated or Code Compliance Process Evaluated sections The engineering evaluation was performed on the dates provided in this TER, within DrJ's professional scope of work This product is manufactured under a third-party quality control program in accordance with IRC Section R104.4 and R109.2 and IBC Section and 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, and the TER shall be reviewed for code compliance by the Building Official The use of this TER is dependent on the manufacturer s in-plant QC, the ISO/IEC 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. 10. Identification: Each QTS and Quick Connector described in this TER is identified by a label on the product or packaging material bearing the manufacturer s name, product name, TER number, and other information to confirm code compliance Additional technical information can be found at quicktieproducts.com. 11. Review Schedule: This TER is subject to periodic review and revision. For the most recent version of this TER, visit drjengineering.org For information on the current status of this TER, contact DrJ Engineering. Mission and Professional Responsibilities Product Evaluation Policies Product Approval Building Code, Administrative Law and P.E. Law TER No Page 26 of 31