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Most Widely Accepted and Trusted 

ICC‐ES Evaluation Report ESR‐1161Reissued 07/2017

This report is subject to renewal 07/2018.ICC‐ES | (800) 423‐6587 | (562) 699‐0543 | www.icc‐es.org

ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report.

Copyright © 2018 ICC Evaluation Service, LLC.  All rights reserved.

“2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence” 

DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES 

SECTION: 06 05 23—WOOD, PLASTIC AND COMPOSITE FASTENINGS 

 

REPORT HOLDER:  

SIMPSON STRONG‐TIE COMPANY INC.  

5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 

EVALUATION SUBJECT:  

SIMPSON STRONG‐TIE CONTINUOUS ROD TIE‐DOWN SYSTEM UTILIZING SIMPSON STRONG‐TIE URS UPLIFT ROD RUNS 

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ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed

as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as

to any finding or other matter in this report, or as to any product covered by the report.

Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 11

ICC-ES Evaluation Report ESR-1161 Reissued July 2017

Revised February 2018

This report is subject to renewal July 2018.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®

DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES

Section: 06 05 23—Wood, Plastic and Composite Fastenings

REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG-TIE CONTINUOUS ROD TIE-DOWN SYSTEM UTILIZING SIMPSON STRONG-TIE URS UPLIFT ROD RUNS 1.0 EVALUATION SCOPE

Compliance with the following codes:

2018, 2015, 2012, 2009 and 2006 International Building Code

® (IBC)

2018, 2015, 2012, 2009 and 2006 International Residential Code

® (IRC)

Property evaluated:

Structural

2.0 USES

The Simpson Strong-Tie continuous rod tie-down system utilizes Simpson Strong-Tie URS uplift rod runs, and is used to resist wind uplift loads applied at the top of wood light-frame walls by hurricane ties or similar devices connecting the roof framing members to the top plate of the wall. The system provides a continuous load path from one end at the top of the wall to the other end that terminates at the foundation or to other resisting elements, in order to resist wind-induced uplift forces from the roof. The system is an alternative to systems designed in accordance with IBC Section 2306. When the system is used in conventional light-frame wood construction, IBC Section 2308.1.1 and IRC Section R301.1.3 apply, and an engineered design must be submitted to the code official for approval in accordance with Section 5.2 of this report.

3.0 DESCRIPTION

3.1 Simpson Strong-Tie Continuous Rod Tie-Down System:

The Simpson Strong-Tie continuous rod tie-down system is a wood light-frame wall system containing Simpson Strong-Tie URS uplift rod runs at specified spacing intervals. The URS uplift rod run components are described in Section 3.2. Descriptions of the wood framing members (not provided by Simpson Strong-Tie) and framing connections that must be used within the system are given in Sections 3.3 and 3.4, respectively. Figure 1 illustrates a typical Simpson Strong-Tie continuous rod tie-down system with Simpson Strong-Tie URS uplift rod runs.

3.2 Simpson Strong-Tie URS Uplift Rod Runs:

Each URS uplift rod run consists of the components described in Sections 3.2.1 through 3.2.4. Use of shrinkage compensating devices, as described in Section 3.2.5, to remove slack from the system by compensating for wood shrinkage and building settlement, is at the option of the registered design professional. The URS uplift rod runs used within the Simpson Strong-Tie continuous rod tie-down system are designated with the model numbers URS3, URS4, URS5, and URS6, and have corresponding component model numbers and sizes as specified in Table 1. At the lower end, each URS uplift rod run must be connected either: (a) to the foundation, through a cast-in-place anchor or other approved concrete/masonry anchor; or (b) to a supporting wood framing member, through appropriately sized bearing plates and nuts, as specified in Table 1. At the top end, each URS uplift rod run must be connected to the wood top plate using the appropriately sized bearing plates and nuts, as specified in Table 1 and as shown in Figure 1. The maximum center-to-center spacing intervals between URS uplift rod runs must be in accordance with Table 4a, 4b, 4c or 4d, as applicable.

3.2.1 Steel Threaded Rods: The steel threaded rods

used with the URS uplift rod runs have diameters of 3/8,

1/2,

5/8, and

3/4 inch (9.5, 12.7, 15.9, and 19.1 mm) for the

model numbers ATR3/8, ATR1/2, ATR5/8 and ATR3/4, respectively. They extend through all intermediate levels, and are connected to each other by threaded rod couplers where extended length is necessary. The threaded rods are made of ASTM F1554 Grade 36 Class 2A, or ASTM A307 Grade A, steel. Table 2a contains additional specifications and allowable loads for each threaded rod model.

3.2.2 Steel Bearing Plates: Bearing plates must be used

to transfer tension load from the building structure to the rods and must be installed on the top of the wood double top plates. When the lower end of the rod terminates above the foundation, the bearing plates must be used to

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transfer tension load from the URS uplift rod run to a supporting wood framing member. The bearing plates are installed at the bottom of double top plates or the bottom of a wood beam at the terminating floor level. Table 1 lists appropriate bearing plate model numbers corresponding to specific URS uplift rod runs. The bearing plates are manufactured from ASTM A1011-14, SS designation, Grade 33 steel. Table 2b provides dimensions, thicknesses and allowable loads for each bearing plate model, and Figure 2b illustrates the plates.

3.2.3 Heavy Hex Nuts: Except where Simpson

Ratcheting Take-Up Devices (RTUDs, as described in ESR-2320) are used, heavy hex nuts must be used at the top end (and in some cases, at the lower end) of the threaded rod, to connect the threaded rod to the bearing plates. The nuts have UNC thread and nominal sizes matching the threaded rod with which they are used. The steel heavy hex nuts comply with either ASTM A563 Grade A or higher, or ASTM A194 Grade 2H or higher.

3.2.4 Threaded Rod Couplers: Threaded rod couplers

must be used to attach the threaded rod segments end-to-end within the URS uplift rod runs. The threaded rod couplers have UNC thread and nominal sizes matching the threaded rod with which they are used. The couplers comply with ASTM A563, with exceptions, and minimum proof loads as specified in Simpson Strong-Tie’s approved quality documentation. The CNW3/8, CNW1/2, CNW5/8 and CNW3/4 models are used with the URS3, URS4, URS5, and URS6 uplift rod runs, respectively. Additionally, transitioning couplers are available for connecting

5/8-inch

(16 mm) threaded rod to 1/2-inch (13 mm) threaded rod

(model number CNW5/8-1/2) and 3/4-inch (19 mm)

threaded rod to 5/8-inch (16 mm) threaded rod (model

number CNW3/4-5/8). Refer to Table 2c for dimensions and allowable loads for each coupler model, and Figure 2c for coupler details.

3.2.5 Shrinkage Compensating Devices: Simpson

Strong-tie shrinkage compensating devices, as described in ESR-2320, must be installed within the URS uplift rod runs when shrinkage compensating devices are specified by the registered design professional to remove slack introduced into the system by wood shrinkage and building settlement. The shrinkage compensating devices must be installed in accordance with ESR-2320.

3.3 Wood Framing Members:

Wood framing members used in top plate and wall stud applications must be either sawn dimension lumber complying with IBC Section 2303.1.1 and IRC Section R602.1, or structural composite lumber (SCL) recognized in a current ICC-ES evaluation report, with nominally 2-by-4 [actual dimensions of 1.5 inches by 3.5 inches (38 mm by 89 mm)] or 2-by-6 [actual dimensions of 1.5 inches by 5.5 inches (38 mm by 140 mm)] cross-sectional dimensions. Sawn dimension lumber must have a moisture content of 19 percent or less, both at the time of installation and in service; and an assigned specific gravity of 0.50 or greater, as specified in the ANSI/AWC National Design Specification for Wood Construction (NDS). Structural composite lumber must have a moisture content of 16 percent or less, both at the time of installation and in service; and an equivalent specific gravity, as specified in the applicable evaluation report, of 0.50 or greater. Framing members in contact with bearing plates (e.g., top plates and other framing members as applicable) must have a minimum reference compression perpendicular-to-grain design value, Fc⊥, of 625 psi (4.31 MPa), except

where otherwise permitted in the footnotes to Table 2b. Additionally, members used in the top plates and top plate splices must be minimum No. 2 Douglas fir-larch

dimension lumber, having minimum adjusted bending (Fb'), tension (Ft') and modulus of elasticity (E') design values as

specified in the following table:

REQUIRED ADJUSTED DESIGN VALUES OF TOP PLATE FRAMING MEMBERS

1,2

MEMBER Fb′ (psi) Ft′ (psi) E′ (psi)

2x4 2376 1380 1.6x106

2x6 2153 1196 1.6x106

For SI: 1 psi = 6895 Pa. 1Values include adjustments in accordance with the NDS-

specified load duration factor, CD, size factor, CF, and flat use factor, Cfu, as applicable. 2Adjusted design values tabulated above are equivalent to those

specified in the NDS for No. 2 Douglas fir–larch dimension lumber, subjected to flatwise bending.

3.4 Framing Connections:

In addition to the code-prescribed connections between wall-framing members, connections between framing members within the continuous rod tie-down system must be in accordance with Sections 3.4.1 and 3.4.2.

3.4.1 Top Plate-to-Stud Connectors: Where connection

hardware between the roof framing members and the wall top plate induces eccentric loading about the centerline of the top plate, Simpson Strong-Tie top-plate-to-stud connectors must be installed to prevent top plate rotation, as depicted in Figures 1 and 3. The top-plate-to-stud connectors, as described in ESR-2613, must be installed on the same side of the top plate as the roof-to-wall connectors, and must have allowable uplift loads equal to or greater than the loads given in Table 3 of this report. Connector models must be selected and installed in a manner that does not induce significant tension stresses perpendicular to the grain of the wood top plate members.

3.4.2 Top Plate Splice Bending Reinforcement: When

the URS uplift rod runs are installed in accordance with Tables 4c and 4d, top plate splice reinforcement must be installed at all locations in which there is a discontinuity in one of the top plate members (i.e., top plate joint) to reinforce the top plate in bending. The splice reinforcement must be attached using Simpson Strong-Tie SDS

1/4 x 4

1/2

screws (described in ESR-2236). For top plate joints that are approximately centered between two adjacent studs in the wall below, reinforcement must be installed as depicted in Figure 4a. For top plate joints that are not centered between two adjacent studs in the wall below, reinforcement must be installed as depicted in Figure 4b.

4.0 DESIGN AND INSTALLATION

4.1 Design:

4.1.1 Strength: The allowable loads shown in the tables

of this report are based on Allowable Strength/Stress Design (ASD). Allowable tension loads for components of the URS uplift rod runs are given in Tables 2a through 2c. Maximum URS uplift rod run lengths and maximum chord/drag strut loads corresponding to specified URS uplift rod run spacing and design uplift loads on the continuous rod tie-down system, in pounds per linear foot of wall length, are given in Tables 4a through 4d.

Tabulated allowable loads apply to dry conditions in which the equilibrium moisture content of the sawn wood framing members within the continuous rod tie-down system will not exceed 19 percent (16 percent for SCL members), and where sustained temperatures are 100°F (37.8°C) or less.

When using the basic load combinations in accordance with IBC Section 1605.3.1, the tabulated ASD uniform load for uplift along the top of the wall must not be increased for

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wind or earthquake loading. When using the alternate basic load combinations in IBC Section 1605.3.2 that include wind or earthquake loads, the tabulated ASD uniform load for uplift along the top of the wall must not be increased by 33

1/3 percent, nor may the alternative basic

load combinations be reduced by a factor of 0.75.

4.1.2 Serviceability: In addition to allowable strength, the

tabulated values given for the threaded rods in Table 2a also consider a serviceability limit of 0.18 inch (4.6 mm) of total rod elongation. Tabulated values given for the continuous rod tie-down system in Tables 4a through 4d take into account the following serviceability limits: (a) 0.18 inch (4.6 mm) of total rod elongation along the length of the URS uplift rod run; (b) a bending deflection limit of L/240 for the top plate, where L is the span of the top plate between adjacent URS uplift rod runs; and (c) 0.25 inch (6.4 mm) of total system deflection between the top plate and the lower end of the URS uplift rod run, including the total elongation of the uplift rod run and bending of the top plate between the uplift rod runs. The contribution of wood shrinkage to the overall deflection of the continuous rod tie-down system must be analyzed by the registered design professional.

4.2 Installation:

Simpson Strong-Tie continuous rod tie-down systems utilizing URS uplift rod runs must be installed in accordance with this evaluation report and the manufacturer’s published installation instructions. In the event of a conflict between this report and the manufacturer’s published installation instructions, the more restrictive governs.

4.3 Special Inspection:

4.3.1 IBC: For installations under the IBC, periodic

special inspection must be conducted when the continuous rod tie-down systems utilizing URS uplift rod runs are installed within structures constructed in areas listed in Section 1705.11 of the 2018 and 2015 IBC, Section 1705.10 of the 2012 IBC, Section 1706.1 of the 2009 IBC or Section 1705.4 of the 2006 IBC, as applicable. Special inspection requirements do not apply to structures, or portions thereof, that qualify for the exceptions under IBC Section 1704.

4.3.2 IRC: For installations under the IRC, periodic

special inspection requirements and exemptions are as stated in Section 4.3.1.

5.0 CONDITIONS OF USE

The Simpson Strong-Tie continuous rod tie-down systems utilizing URS uplift rod runs described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions:

5.1 The components of the URS uplift rod runs must be manufactured, identified and installed in accordance with this report and the manufacturer’s published

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

5.2 Drawings, calculations and other design details for the continuous rod tie-down system, verifying compliance with this report, must be submitted to the code official for approval. Drawings and calculations must be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed.

5.3 The use of URS uplift rod run components in contact with chemically treated wood is subject to the approval of the code official, since the effects of corrosion of metal in contact with preservative- or fire-retardant-treated wood, on the structural performance of the components, are outside the scope of this report.

5.4 Installation of the Simpson Strong-Tie continuous rod tie-down systems utilizing URS uplift rod runs must be limited to dry interior locations.

5.5 The tabulated ASD uniform uplift loads of Simpson Strong-Tie continuous rod tie-down systems correspond to a ten-minute load duration, and must not be further increased by any load duration factor, CD, greater than 1.0.

5.6 Design of the anchorage of the continuous rod tie-down system is the responsibility of the design professional, and must be performed in accordance with the applicable code.

5.7 Design of the connection between the roof framing and the top plate is the responsibility of the design professional, and must be performed in accordance with the applicable code.

6.0 EVIDENCE SUBMITTED

Data in accordance with the ICC-ES Acceptance Criteria for Continuous Rod Tie-down Runs and Continuous Rod Tie-down Systems Used to Resist Wind Uplift (AC391), dated June 2010 (editorially revised January 2018).

7.0 IDENTIFICATION

The steel threaded rods, steel bearing plates, heavy hex nuts, and threaded rod couplers described in Sections 3.2.1 through 3.2.4 are identified with an adhesive or die-stamped label indicating the name of the report holder (Simpson Strong-Tie), the model number, and the evaluation report number (ESR-1161). The Simpson Strong-Tie shrinkage compensating devices described in Section 3.2.5 are identified in accordance with ESR-2320. The Simpson Strong-Tie framing connectors described in Section 3.4.1 are identified in accordance with ESR-2523 and the Simpson Strong-Tie SDS series wood screws described in Section 3.4.2 are identified in accordance with ESR-2236.

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TABLE 1—MODEL NUMBERS OF COMPONENTS WITHIN THE URS UPLIFT ROD RUNS1

COMPONENT TYPE URS MODEL AND CORRESPONDING COMPONENT MODEL NUMBERS

URS3 URS4 URS5 URS6

Threaded Rod ATR 3/8 ATR 1/2 ATR 5/8 ATR 3/4

Bearing Plates

BP 3/8-2 BPRTUD3-4

BP 1/2 BP 1/2-3

BP 5/8-2 BP 5/8-3

BP 3/4 BP 3/4-3

Heavy Hex Nuts N3 N4 N5 N6

Coupler Nuts CNW3/8 CNW1/2 CNW5/8 CNW3/4

CNW5/8-1/2 CNW3/4-5/8

Shrinkage Compensating Devices

(Optional) (See ESR-2320)

1 See Section 3.2 for descriptions of each component within the URS uplift rod runs. For dimensions, allowable loads and other specifications of the threaded

rods, bearing plates and coupler nuts, see Tables 2a, 2b and 2c, respectively.

FIGURE 1—TYPICAL INSTALLATION OF URS UPLIFT ROD RUNS

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TABLE 2a—ALLOWABLE LOADS FOR THREADED RODS USED IN THE URS1

MODEL NO.

GROSS DIA.

(inch)

GROSS AREA A gross

(in²)

THREADS PER INCH, n

NET AREA, An (in²)

MIN Fu

(ksi)

ALLOWABLE TENSION (lbf)

Based on Allowable

Stress1

Based on 0.18 inch Elongation Limit for Maximum Rod Length of:

15 ft 25 ft 35 ft 45 ft 55 ft 65 ft

ATR 3/8 3/8 0.110 16 0.077 58 2,400 2,250 1,350 960 750 610 520

ATR 1/2 1/2 0.196 13 0.142 58 4,270 4,120 2,470 1,760 1,370 1,120 950

ATR 5/8 5/8 0.307 11 0.226 58 6,675 6,550 3,930 2,810 2,180 1,790 1,510

ATR 3/4 3/4 0.442 10 0.334 58 9,610 9,610 5,820 4,160 3,230 2,650 2,240

For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6895 Pa.

1 See Section 3.2.1 for additional information regarding ATR threaded rod.

TABLE 2b—ALLOWABLE LOADS FOR BEARING PLATES USED IN THE URS1

MODEL NO.

4 PLATE LENGTH, L

(inches)

PLATE WIDTH, W (inches)

DESIGN THICKNESS, t

(inches)

BOLT HOLE DIA., Dhole

(inches)

ALLOWABLE BEARING LOAD

2,3

(lbf)

BPRTUD3-4 3.0 3.0 0.241 9/16 6,100

BP 3/8-2 2.0 2.0 0.1875 7/16 2,855

BP 1/2 2.0 2.0 0.1875 9/16 2,785

BP 1/2-3 3.0 3.0 0.241 9/16 4,430

BP 5/8-2 2.0 2.0 0.1875 11

/16 2,695

BP 5/8-3 3.0 3.0 0.241 11

/16 5,680

BP 3/4 2.75 2.75 0.3125 13

/16 5,005

BP 3/4-3 3.0 3.0 0.241 13

/16 5,965

For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6895 Pa.

1 See Section 3.2.2 for additional information regarding the bearing plates.

2 The allowable loads are based on the use of Douglas fir-larch header framing members with an allowable compression perpendicular-to-grain, Fc⊥, of 625 psi.

When the bearing plates bear on wood framing members having an Fc⊥ of less than 625 psi, the allowable bearing loads must be re-calculated using the Fc⊥ value specified in the NDS for the species and grade of lumber used. 3 Allowable bearing loads are not permitted to be increased.

4 The BPRTUD3-4 must be used with the RTUD3 or RTUD4 take-up device. All other bearing plates listed above must be used with the appropriately sized heavy

hex nut, as specified in Table 1.

FIGURE 2b—BPRTUD BEARING PLATE

(BP bearing plates are similar but do not have take-up device alignment holes)

Take-up device alignment hole(s) where applicable

Hole for ATR threaded rod

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TABLE 2c—ALLOWABLE LOADS FOR COUPLER NUTS USED IN THE URS1,2

MODEL NUMBER NOMINAL ROD DIAMETER

(inch) HEIGHT, H Min

(inches) ALLOWABLE TENSION

(lbf)

CNW3/8 0.375 1.125 2,400

CNW1/2 0.500 1.500 4,270

CNW5/8 0.625 1.875 6,675

CNW3/4 0.750 2.250 9,610

CNW5/8-1/2 0.625 & 0.500 1.500 4,270

CNW3/4-5/8 0.750 & 0.625 1.750 6,675

For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N.

1 See Section 3.2.4 for additional information regarding the CNW coupler nuts.

2 Allowable tension loads are not permitted to be increased.

STRAIGHT THROUGH COUPLER NUT TRANSITION COUPLER NUT

FIGURE 2c—CNW COUPLER NUT

TABLE 3—REQUIRED TOP PLATE ROTATION RESTRAINT CONNECTION FORCE

1

For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N.

1 The top plate to stud connection used to restrain top plate

rotation must be installed on the same side of the wall as the roof to top plate connection.

ROOF UPLIFT

(plf)

REQ’D CONNECTOR CAPACITY (lbf)

Connector Spacing

16 in. 24 in. 32 in.

100 67 100 133

150 100 150 200

200 133 200 267

300 200 300 400

400 267 400 533

500 333 500 667

600 400 600 800

FIGURE 3—TOP PLATE ROTATION RESTRAINT CONNECTION FORCE

Fclip

Fclip = Connection Force required to restrain rotation by connecting top plates to stud with hurricane tie (see

footnote 1 to Table 3)

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TABLE 4a—MAXIMUM LENGTHS OF URS UPLIFT ROD RUNS AND MAXIMUM CHORD/DRAG STRUT LOADS1,2,3,4

(Unreinforced Top Plate Splices: Double 2x4 Top Plates)

ROOF UPLIFT ALONG TOP

OF WALL

UPLIFT ROD RUN SPACING

(inches)

URS MODEL MAXIMUM

CHORD/DRAG STRUT LOAD

8

(lbf)

URS3 URS4 URS5 URS6

Maximum Length of URS Uplift Rod Run (feet)

[System Deflection, (inches)] 5,6,7

100 plf

24 65’ [0.084”] 65’ [0.053”] 65’ [0.039”] 65’ [0.030”] 5120

30 65’ [0.119”] 65’ [0.080”] 65’ [0.063”] 65’ [0.052”] 4655

36 65’ [0.169”] 65’ [0.122”] 65’ [0.101”] 65’ [0.088”] 4060

40 65’ [0.213”] 65’ [0.161”] 65’ [0.138”] 65’ [0.123”] 3555

42 65’ [0.239”] 65’ [0.185”] 65’ [0.160”] 65’ [0.144”] 3285

48 23’ [0.248”] 43’ [0.249”] 65’ [0.247”] 65’ [0.229”] 2190

150 plf

24 65’ [0.126”] 65’ [0.079”] 65” [0.058”] 65’ [0.045”] 4705

30 65’ [0.179”] 65’ [0.120”] 65’ [0.094”] 65’ [0.077”] 3970

36 63’ [0.248”] 65’ [0.183”] 65’ [0.152”] 65’ [0.132”] 2860

40 38’ [0.248”] 65’ [0.242”] 65’ [0.207”] 65’ [0.184”] 2135

42 26’ [0.250”] 47’ [0.249”] 65’ [0.240”] 65’ [0.217”] 1670

48 NP NP NP NP -

200 plf

24 65’ [0.168”] 65’ [0.105”] 65’ [0.077”] 65’ [0.059”] 4295

30 65’ [0.238”] 65’ [0.161”] 65’ [0.125”] 65’ [0.103”] 3220

36 37’ [0.249”] 65’ [0.244”] 65’ [0.202”] 65’ [0.175”] 1830

40 NP NP NP NP -

42 NP NP NP NP -

48 NP NP NP NP -

300 plf

24 56’ [0.223”] 65’ [0.158”] 65’ [0.116”] 65’ [0.089”] 3205

30 37’ [0.246”] 65’ [0.241”] 65’ [0.188”] 65’ [0.155”] 1585

36 NP NP NP NP -

40 NP NP NP NP -

42 NP NP NP NP -

48 NP NP NP NP -

400 plf

24 42’ [0.238”] 65’ [0.211”] 65’ [0.155”] 65’ [0.119”] 2285

30 22’ [0.249”] 40’ [0.248”] 64’ [0.249”] 65’ [0.206”] 205

36 NP NP NP NP -

40 NP NP NP NP -

42 NP NP NP NP -

48 NP NP NP NP -

500 plf

24 33’ [0.249”] 60’ [0.249”] 65’ [0.184”] 65’ [0.142”] 1310

30 NP NP NP NP -

36 NP NP NP NP -

40 NP NP NP NP -

42 NP NP NP NP -

48 NP NP NP NP -

For SI: 1 inch = 25.4 mm, 1 foot = 0.3048 m, 1 pound = 4.45 N, 1 plf = 14.59 N/m.

1 See Sections 4.1.1 and 4.1.2 for design requirements. See Section 3.2 and Figure 1 for descriptions of the URS models.

2 Wood framing members used within the continuous rod tie-down system must meet the requirements of Section 3.3.

3 Top plate-to-stud connectors must be installed in accordance with Section 3.4.1, Table 3 and Figure 3.

4 Anchorage of the URS uplift rod runs is outside the scope of this evaluation report, and must be designed by the registered design professional.

5 Tabulated system deflection values, , [shown in brackets] do not include deflection contributions due to shrinkage compensating devices (i.e., take-up

devices) as described in Section 3.2.5. Refer to ESR-2320 for installation requirements, allowable loads and deflection values of Simpson take-up devices. Total system deflection, including the additional cumulative deflections of any take-up devices, must not exceed 0.250 inches. 6 Shaded cells indicate URS lengths for which system deflections, , are at least 0.005 inches below the 0.250-inch limit, and rod elongation is at least

0.005 inches below the 0.18-inch limit. 7 Cells containing “NP” indicate that the URS model is not permitted for the given spacing and roof uplift load.

8 The “Maximum Chord/Drag Strut Load” is the allowable tension load that may be applied to a top plate acting as a chord or drag strut, simultaneously

with the flatwise bending stresses induced by uplift loads. Nailed top plate splice connection assumed.

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TABLE 4b—MAXIMUM LENGTHS OF URS UPLIFT ROD RUNS AND MAXIMUM CHORD/DRAG STRUT LOADS1,2,3,4

(Unreinforced Top Plate Splices: Double 2x6 Top Plates)

ROOF UPLIFT ALONG TOP

OF WALL

UPLIFT ROD RUN SPACING

(inches)

URS MODEL MAXIMUM

CHORD/DRAG STRUT LOAD

8

(lbf)

URS3 URS4 URS5 URS6

Maximum Length of URS Uplift Rod Run (feet)

[System Deflection, (inches)] 5,6,7

100 plf

30 65’ [0.108”] 65’ [0.070”] 65’ [0.052”] 65’ [0.041”] 7455

36 65’ [0.147”] 65’ [0.100”] 65’ [0.079”] 65’ [0.065”] 6790

40 65’ [0.179”] 65’ [0.127”] 65’ [0.104”] 65’ [0.089”] 6275

42 65’ [0.198”] 65’ [0.143”] 65’ [0.119”] 65’ [0.103”] 6000

48 57’ [0.250”] 65’ [0.205”] 65’ [0.176”] 65’ [0.159”] 4965

60 NP NP NP NP -

150 plf

30 65’ [0.163”] 65’ [0.104”] 65’ [0.078”] 65’ [0.061”] 6695

36 65’ [0.220”] 65’ [0.150”] 65’ [0.118”] 65’ [0.098”] 5695

40 58’ [0.250”] 65’ [0.191”] 65’ [0.156”] 65’ [0.133”] 4805

42 48’ [0.249”] 65’ [0.215”] 65’ [0.178”] 65’ [0.155”] 4405

48 17’ [0.247”] 32’ [0.249”] 51’ [0.249”] 65’ [0.238”] 2915

60 NP NP NP NP -

200 plf

30 65’ [0.217”] 65’ [0.139”] 65’ [0.104”] 65’ [0.082”] 5940

36 51’ [0.248”] 65’ [0.200”] 65’ [0.158”] 65’ [0.131”] 4490

40 34’ [0.248”] 62’ [0.248”] 65’ [0.207”] 65’ [0.178”] 3405

42 25’ [0.247”] 47’ [0.250”] 65’ [0.237”] 65’ [0.206”] 2880

48 NP NP NP NP -

300 plf

24 56’ [0.209”] 65’ [0.145”] 65’ [0.103”] 65’ [0.076”] 5910

30 45’ [0.246”] 65’ [0.209”] 65’ [0.156”] 65’ [0.123”] 4315

36 25’ [0.249”] 46’ [0.250”] 65’ [0.237”] 65’ [0.196”] 2305

40 NP NP NP NP -

42 NP NP NP NP -

48 NP NP NP NP -

400 plf

24 42’ [0.220”] 65’ [0.193”] 65’ [0.137”] 65’ [0.101”] 4965

30 30’ [0.248”] 55’ [0.249”] 65’ [0.208”] 65’ [0.163”] 2765

36 NP NP NP NP -

40 NP NP NP NP -

42 NP NP NP NP -

48 NP NP NP NP -

500 plf

24 33’ [0.227”] 61’ [0.230”] 65’ [0.171”] 65’ [0.127”] 3915

30 20’ [0.244”] 38’ [0.249”] 60’ [0.249”] 65’ [0.204”] 1290

36 NP NP NP NP -

40 NP NP NP NP -

42 NP NP NP NP -

48 NP NP NP NP -

For SI: 1 inch = 25.4 mm, 1 foot = 0.3048 m, 1 pound = 4.45 N, 1 plf = 14.59 N/m.

1 See Sections 4.1.1 and 4.1.2 for design requirements. See Section 3.2 and Figure 1 for descriptions of the URS models.

2 Wood framing members used within the continuous rod tie-down system must meet the requirements of Section 3.3.

3 Top plate-to-stud connectors must be installed in accordance with Section 3.4.1, Table 3 and Figure 3.

4 Anchorage of the URS uplift rod runs is outside the scope of this evaluation report, and must be designed by the registered design professional.

5 Tabulated system deflection values, , [shown in brackets] do not include deflection contributions due to shrinkage compensating devices (i.e., take-up

devices) as described in Section 3.2.5. Refer to ESR-2320 for installation requirements, allowable loads and deflection values of Simpson take-up devices. Total system deflection, including the additional cumulative deflections of any take-up devices, must not exceed 0.250 inches. 6 Shaded cells indicate URS lengths for which system deflections, , are at least 0.005 inches below the 0.250-inch limit, and rod elongation is at least 0.005

inches below the 0.18-inch limit. 7 Cells containing “NP” indicate that the URS model is not permitted for the given spacing and roof uplift load.

8 The “Maximum Chord/Drag Strut Load” is the allowable tension load that may be applied to a top plate acting as a chord or drag strut, simultaneously with

the flatwise bending stresses induced by uplift loads. Nailed top plate splice connection assumed.

ESR-1161 | Most Widely Accepted and Trusted Page 9 of 11

TABLE 4c—MAXIMUM LENGTHS OF URS UPLIFT ROD RUNS AND MAXIMUM CHORD/DRAG STRUT LOADS1,2,3,4

(Reinforced Top Plate Splices: Double 2x4 Top Plates)

ROOF UPLIFT ALONG TOP

OF WALL

UPLIFT ROD RUN SPACING

(inches)

URS MODEL MAXIMUM

CHORD/DRAG STRUT LOAD

8

(lbf)

URS3 URS4 URS5 URS6

Maximum Length of URS Uplift Rod Run (feet)

[System Deflection, (inches)] 5,6,7

100 plf

30 65’ [0.104”] 65’ [0.066”] 65’ [0.048”] 65’ [0.037”] 4715

36 65’ [0.138”] 65’ [0.092”] 65’ [0.070”] 65’ [0.057”] 4060

40 65’ [0.166”] 65’ [0.114”] 65’ [0.091”] 65’ [0.076”] 3555

42 65’ [0.182”] 65’ [0.128”] 65’ [0.103”] 65’ [0.088”] 3285

48 65’ [0.240”] 65’ [0.178”] 65’ [0.150”] 65’ [0.132”] 2285

60 NP NP NP 15’ [0.250”] 205

150 plf

30 65’ [0.157”] 65’ [0.098”] 65’ [0.072”] 65’ [0.055”] 3970

36 65’ [0.207”] 65’ [0.137”] 65’ [0.106”] 65’ [0.086”] 2985

40 65’ [0.249”] 65’ [0.172”} 65’ [0.136”] 65’ [0.114”] 2225

42 56’ [0.248”] 65’ [0.192”] 65’ [0.155”] 65’ [0.131”] 1745

48 30’ [0.249”] 55’ [0.250”] 65’ [0.225”] 65’ [0.198”] 435

60 NP NP NP NP -

200 plf

30 65’ [0.209”] 65’ [0.131”] 65’ [0.096”] 65’ [0.074”] 3220

36 56’ [0.248”] 65’ [0.183”] 65’ [0.141”] 65’ [0.114”] 1910

40 41’ [0.247”] 65’ [0.229”] 65’ [0.182”] 65’ [0.152”] 900

42 34’ [0.249”] 62’ [0.250”] 65’ [0.206”] 65’ [0.175”] 325

48 10’ [0.247”] 19’ [0.249”] 30’ [0.249”] 50’ [0.249”] 0

60 NP NP NP NP -

300 plf

24 56’ [0.205”] 65’ [0.140”] 65’ [0.098”] 65’ [0.071”] 3205

30 45’ [0.234”] 65’ [0.197”] 65’ [0.144”] 65’ [0.110”] 1655

36 30’ [0.247”] 55’ [0.248”] 65’ [0.211”] 65’ [0.171”] 0

40 18’ [0.249”] 33’ [0.250”] 52’ [0.249”] 65’ [0.228”] 0

42 11’ [0.246”] 21’ [0.249”] 33’ [0.248”] 55’ [0.250”] 0

48 NP NP NP NP -

400 plf

24 42’ [0.213”] 65’ [0.187”] 65’ [0.130”] 65’ [0.095”] 2285

30 33’ [0.248”] 60’ [0.248”] 65’ [0.192”] 65’ [0.147”] 215

36 17’ [0.247”] 31’ [0.247”] 50’ [0.249”] 65’ [0.228”] 0

40 NP NP NP NP -

42 NP NP NP NP -

48 NP NP NP NP -

500 plf

24 33’ [0.219”] 61’ [0.222”] 65’ [0.163”] 65’ [0.118”] 1310

30 24’ [0.250”] 43’ [0.248”] 65’ [0.240”] 65’ [0.184”] 0

36 NP NP NP NP -

40 NP NP NP NP -

42 NP NP NP NP -

48 NP NP NP NP -

For SI: 1 inch = 25.4 mm, 1 foot = 0.3048 m, 1 pound = 4.45 N, 1 plf = 14.59 N/m.

1 See Sections 4.1.1 and 4.1.2 for design requirements. See Section 3.2 and Figure 1 for descriptions of the URS models.

2 Wood framing members used within the continuous rod tie-down system must meet the requirements of Section 3.3.

3 All top-plate splices must be reinforced in accordance with Section 3.4.2 and Figures 4a and 4b. Additionally, top plate-to-stud connectors must be installed

in accordance with Section 3.4.1, Table 3 and Figure 3. 4 Anchorage of the URS uplift rod runs is outside the scope of this evaluation report, and must be designed by the registered design professional.

5 Tabulated system deflection values, , [shown in brackets] do not include deflection contributions due to shrinkage compensating devices (i.e., take-up

devices) as described in Section 3.2.5. Refer to ESR-2320 for installation requirements, allowable loads and deflection values of Simpson take-up devices. Total system deflection, including the additional cumulative deflections of any take-up devices, must not exceed 0.250 inches. 6 Shaded cells indicate URS lengths for which system deflections, , are at least 0.005 inches below the 0.250-inch limit, and rod elongation is at least 0.005

inches below the 0.18-inch limit. 7 Cells containing “NP” indicate that the URS model is not permitted for the given spacing and roof uplift load.

8 The “Maximum Chord/Drag Strut Load” is the allowable tension load that may be applied to a top plate acting as a chord or drag strut, simultaneously with

the flatwise bending stresses induced by uplift loads. Nailed top plate splice connection assumed.

ESR-1161 | Most Widely Accepted and Trusted Page 10 of 11

TABLE 4d—MAXIMUM LENGTHS OF URS UPLIFT ROD RUNS AND MAXIMUM CHORD/DRAG STRUT LOADS1,2,3,4

(Reinforced Top Plate Splices: Double 2x6 Top Plates)

ROOF UPLIFT ALONG TOP

OF WALL

UPLIFT ROD RUN SPACING

(inches)

URS MODEL MAXIMUM

CHORD/DRAG STRUT LOAD

8

(lbf)

URS3 URS4 URS5 URS6

Maximum Length of URS Uplift Rod Run (feet)

[System Deflection, (inches)] 5,6,7

100 plf

30 65’ [0.099”] 65’ [0.060”] 65’ [0.043”] 65’ [0.031”] 7455

36 65’ [0.127”] 65’ [0.080”] 65’ [0.059”] 65’ [0.046”] 6790

40 65’ [0.149”] 65’ [0.097”] 65’ [0.074”] 65’ [0.059”] 6275

42 65’ [0.162”] 65’ [0.107”] 65’ [0.083”] 65’ [0.067”] 6000

48 65’ [0.205”] 65’ [0.143”] 65’ [0.115”] 65’ [0.097”] 5090

60 34’ [0.247”] 63’ [0.249”] 65’ [0.217”] 65’ [0.195”] 2765

150 plf

30 65’ [0.148”] 65’ [0.090”] 65’ [0.064”] 65’ [0.047”] 6695

36 65’ [0.191”] 65’ [0.121”] 65’ [0.089”] 65’ [0.069”] 5695

40 65’ [0.224”] 65’ [0.146”] 65’ [0.111”] 65’ [0.089”] 4930

42 64’ [0.240”] 65’ [0.161”] 65’ [0.124”] 65’ [0.100”] 4405

48 46’ [0.247”] 64’ [0.213”] 65’ [0.172”] 65’ [0.145”] 3075

60 NP NP 10’ [0.250”] 19’ [0.249”] 0

200 plf

30 65’ [0.198”] 65’ [0.120”] 65’ [0.085”] 65’ [0.063”] 5940

36 56’ [0.225”] 65’ [0.161”] 65’ [0.119”] 65’ [0.092”] 4490

40 50’ [0.245”] 65’ [0.195”] 65’ [0.148”] 65’ [0.118”] 3495

42 45’ [0.249”] 65’ [0.214”] 65’ [0.165”] 65’ [0.134”] 2995

48 27’ [0.249”] 49’ [0.248”] 65’ [0.229”] 65’ [0.194”] 1150

300 plf

24 56’ [0.198”] 65’ [0.133”] 65’ [0.091”] 65’ [0.064”] 5910

30 45’ [0.217”] 65’ [0.180”] 65’ [0.128”] 65’ [0.094”] 4315

36 37’ [0.247”] 65’ [0.241”] 65’ [0.178”] 65’ [0.138”] 2365

40 27’ [0.246”] 50’ [0.248”] 65’ [0.222”] 65’ [0.177”] 845

42 22’ [0.245”] 41’ [0.248”] 65’ [0.248”] 65’ [0.201”] 60

48 NP 13’ [0.247”] 22’ [0.250”] 37’ [0.249”] 0

400 plf

24 42’ [0.204”] 65’ [0.178”] 65’ [0.122”] 65’ [0.086”] 4965

30 33’ [0.226”] 61’ [0.229”] 65’ [0.170”] 65’ [0.126”] 2765

36 24’ [0.247”] 44’ [0.248”] 65’ [0.237”] 65’ [0.184”] 230

40 15’ [0.243”] 29’ [0.250”] 46’ [0.250”] 65’ [0.236”] 0

42 11’ [0.245”] 21’ [0.249”] 33’ [0.248”] 54’ [0.249”] 0

48 NP NP NP NP -

500 plf

24 33’ [0.208”] 61’ [0.211”] 65’ [0.152”] 65’ [0.107”] 3915

30 27’ [0.243”] 49’ [0.243”] 65’ [0.213”] 65’ [0.157”] 1325

36 16’ [0.245”] 30’ [0.249”] 48’ [0.250”] 65’ [0.230”] 0

40 8’ [0.242”] 16’ [0.249”] 25’ [0.248”] 42’ [0.248”] 0

42 NP NP NP NP -

48 NP NP NP NP -

For SI: 1 inch = 25.4 mm, 1 foot = 0.3048 m, 1 pound = 4.45 N, 1 plf = 14.59 N/m.

1 See Sections 4.1.1 and 4.1.2 for design requirements. See Section 3.2 and Figure 1 for descriptions of the URS models.

2 Wood framing members used within the continuous rod tie-down system must meet the requirements of Section 3.3.

3 All top-plate splices must be reinforced in accordance with Section 3.4.2 and Figures 4a and 4b. Additionally, top plate-to-stud connectors must be

installed in accordance with Section 3.4.1, Table 3 and Figure 3. 4 Anchorage of the URS uplift rod runs is outside the scope of this evaluation report, and must be designed by the registered design professional.

5 Tabulated system deflection values, , [shown in brackets] do not include deflection contributions due to shrinkage compensating devices (i.e., take-up

devices) as described in Section 3.2.5. Refer to ESR-2320 for installation requirements, allowable loads and deflection values of Simpson take-up devices. Total system deflection, including the additional cumulative deflections of any take-up devices, must not exceed 0.250 inches. 6 Shaded cells indicate URS lengths for which system deflections, , are at least 0.005 inches below the 0.250-inch limit, and rod elongation is at least

0.005 inches below the 0.18-inch limit. 7 Cells containing “NP” indicate that the URS model is not permitted for the given spacing and roof uplift load.

8 The “Maximum Chord/Drag Strut Load” is the allowable tension load that may be applied to a top plate acting as a chord or drag strut, simultaneously with

the flatwise bending stresses induced by uplift loads. Nailed top plate splice connection assumed.

ESR-1161 | Most Widely Accepted and Trusted Page 11 of 11

FIGURE 4a—TOP PLATE SPLICE: BENDING REINFORCEMENT (SPLICE BETWEEN STUDS)

FIGURE 4b—TOP PLATE SPLICE: BENDING REINFORCEMENT (SPLICE CENTERED OVER STUDS)