p rog ressive e ngineering i nc. · 2020-04-30 · aisi ts-7-02 - cantilever test method for...

58640 State Road 15 Phone: 574-533-0337

www.p-e-i.com

Goshen, IN 46528 -Fax: 574-533-9736 -

Progressive Engineering Inc.

12' x 12' Floor using 1-1/2" SAPboard Floor DeckingFastened at 6" & 12" to Lumber Trusses Spaced 24" o.c.

This test report contains forty (40) pages, including the cover sheet. Any additions to, alterations of, or unauthorized use of excerpts form this report are expressly forbidden.

RSP INDUSTRIES, INC.

6/5/2018

2018-6149

AISI TS-7 Cantilever Floor Diaphragm Test on a

1. TITLE

2. OBJECTIVE

3. TESTED FOR

4. TESTING ORGANIZATION

www.p-e-i.com

5. TESTING PERSONNEL

Director of Testing - Jason R. HoldemanTechnician - Chris Stutzman

6. REFERENCE STANDARDS

7. TEST EQUIPMENT

A.B.C.D.E.

AISI TS-7-02 - Cantilever Test Method for Cold-Formed Steel Diaphragms

Load Cell (PEI No. 602)

58640 State Road 15Goshen, IN 46528

See IAS Evaluation Report TL-178 for ISO 17025 Accreditation.

The tests were not witnessed by the client.

Two (2) Lynair Hydraulic Cylinders, Model No. LH-D401, Bore 3-1/4" and 12" strokeFour (4) Linear Transducers (PEI Nos. 1079, 1085, 1130, and 1131)

This test report pertains only to the specimens tested. It remains the sole responsibility of themanufacturer to provide a product consistent to that which was tested.

ASTM E455-16 - Standard Test Method for Static Load Testing of Framed Floor or Roof DiaphragmConstructions for Buildings

2182 East Aurora Road

Progressive Engineering Inc .

AISI TS-7 Cantilever Floor Diaphragm Test on a 12' x 12' Floor using 1-1/2" SAPboard FloorDecking Fastened at 6" & 12" to Lumber Trusses Spaced 24" o.c.

One (1) Omega Pressure Transducer (PEI No. 633)

Data Acquisition System (PEI No. 566)

Twinsburg, OH 44087

RSP Industries, Inc.

The objective of this test was to determine the horizontal diaphragm strength of a floor diaphragmconstructed per the enclosed details using 1-1/2" SAPboard Floor Decking.

2 of 40 PEI Report No. 2018-6149

8. TEST SPECIMEN MATERIALS

A. Floor Sheathing

B. Floor Framing

1.

2.

3.

C. Fasteners

1.

2.

9. TEST SPECIMEN CONDITIONING

10. TEST SPECIMEN CONSTRUCTION

A.

B.

C.

D.

All materials were stored in lab ambient conditions for a minimum of 7 days prior to construction ortesting.

Sheathing to Frame - #8 x 3" long Strong-Drive® WSTNL Subfloor Screw manufacturedby Simpson Strong-Tie®. See Appendix for more information.

Joists to Rim Board and Bracing to Truss - .131" x 3-1/2" long nails, Senco Part No.K529APBXN

Bracing - 2x6 SPF No. 2 Grade lumber.

The frame was squared and then the SAPboards were fastened to it with the long edgeperpendicular to the trusses. The groove was cut off of the starting row and the cut edge washeld flush to the rim boards. The tongue was removed on the opposite side of the sample, sothat the panel was flush with the rim board.

Joists - 18" deep by 138" long trusses manufactured by Allegheny Structural Componentsas OPENJOIST. The trusses were manufactured with varying sizes of SPF lumber finger-jointed and adhered to the top and bottom chords. The truss chords were 2x4 SPF No. 2Grade lumber laid flat, such that the supporting surface was 3-1/2" wide. The averagemeasured moisture content of the top chord was 12.8%.

1-1/2" SAPboard Floor Decking - 48" x 96" panels, with an effective width of 47-1/4",consisting of two (2) layers of 23/32" OSB manufactured by Huber with a sound insulationmaterial adhered between the OSB layers. A tongue and groove edge was present along thelong edges of the panels. The OSB board code information from Huber was "102717 TECOTested PS 2-10, Exposure 1, FLOOR SPAN, 23/32" Perf. Cat 24 oc" and "Mill 229, CrystalHills, VA". The average measured thickness was 1.533". See attached photographs,drawings, and Appendix section for more details.

Six (6) test samples were constructed to an overall dimension of 11'-9" x 12' by PEI personnel.Three (3) were tested with the load applied parallel to the trusses and three (3) were tested with theload applied perpendicular to the trusses.

The trusses were laid out at 24" o.c. A 144" long rim board was attached flush with the top ofeach truss using three (3) nails in each truss. A second rim board was attached flush with thebottom of each truss using three (3) nails in each truss.

Bracing was fastened near the center of the trusses along one of the vertical web posts usingtwo (2) nails in each truss.

The panels were fastened at 6" o.c. around the perimeter, inset 1" from the corners, and 12" o.c. in the field with #8 screws. Fasteners were inset 1/2" from all panel edges and ends. Care was taken to insure that the fasteners were kept flush or slightly below the surface of the panels. See attached drawings for details.

Rim Boards - 2x8 SPF No. 2 Grade lumber.


11. TEST SETUP

1.

2.

3.

4.

12. TEST PROCEDURE

A.

B.

C.

A Simpson S/HDS Hold Down Anchor was fastened near the top of the tension side truss or joistusing #8 washerhead wood screws. A 2x6 was was attached to the truss webs for the perpendiculartests to provide a frame connection for the hold down. A 5/8" diameter threaded rod was placed thruthe hold down and connected to the rigid steel fixture. A torque of 75 ft-lbs. was applied to the nut onthe threaded rod. The rim board and truss heels on the load side were positioned on a steel tubewhich was set on rollers spaced approximately 24" apart to provide unrestricted horizontalmovement. Two (2) vertical hold downs were placed over the floor on each end of the load side toprevent uplift. Two (2) 1" diameter rollers were placed between the hold down tube and a steel plateon the floor sheathing, with a minimum gap of 1/16" set at the beginning of the test.

Four (4) displacement transducers were placed on the floor diaphragm assembly in the followinglocations:

In-line with the tension joist (Uplift)

In-line with the fixed rim board (Slip)

The data acquisition system was initiated and all of the displacement gauges, pressuretransducer, and the load cell were checked to insure the signal was active. The preload file wasopened and the program was initiated. A preload of approximately 10% of the expectedultimate load.

In-line with the loaded rim board (Total Movement)

In-line with the compression joist (Compression)

The load cell, displacement transducers and pressure transducer were connected to a dataacquisition system.

Prior to testing the diaphragm samples a bare frame was evaluated for shear stiffness in the paralleland perpendicular to truss orientation. This was performed to insure that the frame stiffness was lesthan 2% of the diaphragm stiffness or if above 2% then apply the appropriate adjustment.

The preload was applied at approximately the same rate as is required to attain the anticipatedmaximum load in not less than ten (10) minutes. The preload was held for approximately 5seconds and then was released. The data file was saved and then closed. The load wasremoved for a minimum of one (1) minute.

The test sample was positioned in the test fixture with one of the rim boards or trusses set flush tothe top of a 10"- 30 lb./ft. C-channel. The rim board or truss was then attached to the C-channelusing 1/2" bolts with a maximum spacing of 12" o.c. One (1) 4" x 144" long I-beam was thenattached to the other rim track, flush to the top, using #8 x 2" long washerhead wood screws, set 6"o.c. on the top flange and 6" o.c. on the bottom flange of the I-beam. Two (2) hydraulic cylinderswere positioned on a reaction beam in-line with the I-beam. Note: A 2x6 was attached to thetrusses at the bearing side and load side to aid in clamping or connecting to the test fixturing, but inno way added to the diaphragm capacity or stiffness.

The "test file" was then opened and then the program was initiated with all measurementdevices set to zero. The load was applied using the hydraulic cylinders and manually regulatedusing flow control valves to maintain a load rate of not less than ten (10) minutes to themaximum load. Observations were recorded throughout the test.


D.

E.

13. TEST RESULTS

14. CONCLUSION

A.

B.

C.

Note: The frame stiffness accounted for less than 2% of the diaphragm stiffness and was thereforenot used in the determination of the shear load.

The data acquisitionsystem was set to record continuouslythroughout the test. The data pagesfound in this report display only ten (10) readings between zero and the maximum load.However, the chart reflects the data as recorded by the acquisition system.

Based on the testing described in this report, when tested per AISI TS-7 Cantilever Test Method, anaverage ultimate shear strength (Sn) of: (1) 773 plf when applied parallel to the trusses and (2) 675plf when applied perpendicular to the trusses, can be attained when using the following:

1-1/2" SAPboard Floor Decking fastened in accordance with Section 10 and drawing B1 in thisreport.

1-1/2" SAPboard Floor Decking fastened using #8 x 3" long Strong-Drive® Subfloor screwsmanufactured by Simpson Strong-Tie®.

Wood trusses manufactured with Spruce-Pine-Fir (SPF) lumber with 2x8 nominal lumber rimboards attached in accordance with Section 10 and the drawings in this report.

See the attached data pages and charts for test results.

The load was released at the point where no further gain could be attained or the netdisplacement had exceeded 2.5". The file was saved and then the maximum load anddisplacement at the maximum load was recorded by the technician, along with a detaileddescription of the failure.


Date: 5/17/2018

Client: RSP Industries Temperature: (°F): 71

Specimen: Relative Humidity (%): 53

Preload (lbf): 0

Diaphragm Width a (in): 141

Diaphragm Length b (in): 144Test No. 18-6149-PARA - Frame Only Load Duration to Pn(min:sec): 04:16

Load (lbf) Location 1 Location 2 Location 3 Location 4 Δ*0 0 .000" .000" .000" .000" .000"

.1*Pn 7 .001" .000" .018" .000" .017"

.2*Pn 15 .000" .000" .423" .002" .421"

.3*Pn 22 .002" .000" .722" .003" .717"

.4*Pn 30 .004" .000" .846" .003" .839"

.5*Pn 37 .015" .000" 1.703" .010" 1.679"

.6*Pn 45 .015" .000" 1.749" .011" 1.723"

.7*Pn 52 .016" .001" 1.792" .011" 1.765"

.8*Pn 59 .054" .002" 3.902" .037" 3.810"

.9*Pn 67 .055" .002" 3.998" .038" 3.904"Pn 74 .058" .002" 4.083" .039" 3.985"

Ultimate Load (Pn) = 74 lbf Shear Strength (Sn) = 6 plf

P =.4*Pn = 30 lbf Shear Stiffness(G') = 497 plf

Failure:

Notes:

* Δ is derived by the equation Δ = Δ3 - [Δ2 + (width / length)(Δ1 + Δ4)]

Test Conditions

Progressive Engineering Inc.AISI TS-7 Cantilever Diaphragm Test

A 1-1/8" thick OSB Rim Board, 18" tall, was attached to the ends of the trusses, but was later changedto 2x8 SPF for the diaphragm test. OSB Rim Board would offer more stiffness than the 2x8 framingand therefore is worst-case.

Deflection (in)

The Truss Frame System only, no sheathing with load applied parallel to thetrusses.


Date: 5/23/2018



Preload (lbf): 1,650


Diaphragm Length b (in): 141Test No. 18-6149-PARA-#8SIMP-1 Load Duration to Pn(min:sec): 23:38


.1*Pn 972 .003" .010" .040" .000" .027"

.2*Pn 1,944 .008" .029" .127" .003" .087"

.3*Pn 2,915 .020" .049" .270" .011" .190"

.4*Pn 3,887 .036" .069" .471" .021" .344"

.5*Pn 4,859 .054" .096" .755" .037" .565"

.6*Pn 5,831 .076" .120" 1.107" .053" .856"

.7*Pn 6,802 .101" .143" 1.512" .070" 1.195"

.8*Pn 7,774 .131" .170" 1.983" .089" 1.588"

.9*Pn 8,746 .176" .219" 2.774" .201" 2.170"Pn 9,718 .237" .134" 4.187" .231" 3.574"

Ultimate Load (Pn) = 9,718 lbf Shear Strength (Sn) = 827 plf

P =.4*Pn = 3,887 lbf Shear Stiffness(G') = 138,741 plf

Failure:

Notes:


Test Conditions


Load was applied parallel to the trusses. A 2x8 SPF Rim Board was attached to the ends of thetrusses.

The panels shifted along the T&G joints and panel butt-joints separated resulting in screw shearfailures and truss top chord split at the fasteners. See attached failure drawing for details.

Deflection (in)

1-1/2" SAPboard Floor Decking (T&G) fastened to 2x4 SPF lumber trusses,set 24" o.c., with #8 x 3" lg. Simpson subfloor screws spaced 6" o.c. aroundthe perimeter and 12" o.c. in the field. See drawing no. B1 for details.


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Load (lbf) Location 1 Location 2 Location 3 Location 4 Δ*0 0 .000" .000" -- .000" --

.1*Pn 790 .004" .001" -- .005" --

.2*Pn 1,580 .008" .001" -- .015" --

.3*Pn 2,370 .017" .008" -- .035" --

.4*Pn 3,160 .028" .024" -- .064" --

.5*Pn 3,950 .041" .048" -- .103" --

.6*Pn 4,740 .057" .076" -- .151" --

.7*Pn 5,530 .075" .114" -- .212" --

.8*Pn 6,320 .095" .151" -- .280" --

.9*Pn 7,110 .115" .188" -- .380" --Pn 7,900 .148" .246" -- .553" --


P =.4*Pn = 3,160 lbf Shear Stiffness(G') = N/A plf

Failure:

Notes:


Test Conditions


Load was applied parallel to the trusses. A 2x8 SPF Rim Board was attached to the ends of thetrusses. The panels used on this sample were taken from a previously tested sample due to ashortage of material. Gauge #3 was not reading properly during this test and therefore no NetDeflection was attained.


Deflection (in)


PEI Report # 2006-660 (D)


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10 of 40 PEI Report No. 2018-6149

Date: 6/4/2018







.1*Pn 964 .004" .001" .051" .014" .031"

.2*Pn 1,929 .009" .002" .145" .026" .108"

.3*Pn 2,893 .019" .013" .327" .043" .250"

.4*Pn 3,858 .032" .028" .561" .060" .438"

.5*Pn 4,822 .049" .061" .907" .081" .713"

.6*Pn 5,786 .071" .110" 1.390" .117" 1.087"

.7*Pn 6,751 .094" -- 1.901" .152" 1.649"

.8*Pn 7,715 .115" -- 2.369" .170" 2.079"

.9*Pn 8,679 .136" -- 2.999" .191" 2.665"Pn 9,644 .174" -- 4.838" .221" 4.435"



Failure:

Notes:


Test Conditions


Load was applied parallel to the trusses. A 2x8 SPF Rim Board was attached to the ends of thetrusses. The panels used on this sample were taken from a previously tested sample due to ashortage of material. The slip gauge was not reading properly at the end of the test, therefore the NetDeflection shown is higher than the actual.


Deflection (in)



11 of 40 PEI Report No. 2018-6149

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12 of 40 PEI Report No. 2018-6149


0

2,000

4,000

6,000

8,000

10,000

12,000

0 0.25 0.5 0.75 1 1.25 1.5 1.75 2 2.25 2.5 2.75 3 3.25 3.5 3.75 4 4.25 4.5 4.75 5

Load

(lbf

)

Net Deflection (in)

RSP Industries, Inc.AISI TS-7 Cantilever Floor Diaphragm Test

using 1-1/2" SAPboard Floor Deckingwith a 6"-12" Fastening Schedule

on 24" o.c. Lumber Trusses (Parallel to Load)

PARA-1 PARA-1 (P) PARA-3 PARA-3 (P)

PARA‐2 not shown due to displacement gauge malfunction

13 of 40 PEI Report No. 2018-6149

Date: 5/17/2018



Preload (lbf): 0


Diaphragm Length b (in): 144Test No. 18-6149-PERP - Frame Only Load Duration to Pn(min:sec): 02:17


.1*Pn 7 .001" .000" .097" .002" .094"

.2*Pn 14 .000" .000" .327" .004" .323"

.3*Pn 22 .003" .002" .430" .006" .419"

.4*Pn 29 .018" .008" .901" .013" .863"

.5*Pn 36 .020" .009" .971" .014" .929"

.6*Pn 43 .029" .014" 1.321" .020" 1.259"

.7*Pn 50 .032" .015" 1.379" .021" 1.312"

.8*Pn 57 .033" .015" 1.437" .021" 1.368"

.9*Pn 65 .049" .023" 1.951" .030" 1.850"Pn 72 .069" .034" 2.633" .040" 2.493"

Ultimate Load (Pn) = 72 lbf Shear Strength (Sn) = 6 plf

P =.4*Pn = 29 lbf Shear Stiffness(G') = 393 plf

Failure:

Notes:


Test Conditions


A 1-1/8" thick OSB Rim Board, 18" tall, was attached to the ends of the trusses, but was later changedto 2x8 SPF for the diaphragm test. OSB Rim Board would offer more stiffness than the 2x8 framingand therefore is worst-case.

Deflection (in)

The Truss Frame System only, no sheathing with load applied perpendicular to the trusses.

14 of 40 PEI Report No. 2018-6149

Date: 6/5/2018





Diaphragm Length b (in): 144Test No. 18-6149-PERP-#8SIMP-1 Load Duration to Pn(min:sec): 28:24


.1*Pn 835 .004" .001" .035" .011" .019"

.2*Pn 1,670 .007" .001" .132" .034" .091"

.3*Pn 2,504 .012" .009" .294" .063" .211"

.4*Pn 3,339 .020" .018" .520" .096" .389"

.5*Pn 4,174 .030" .029" .802" .125" .622"

.6*Pn 5,009 .040" .040" 1.158" .151" .931"

.7*Pn 5,844 .050" .055" 1.593" .174" 1.318"

.8*Pn 6,678 .065" .073" 2.097" .192" 1.773"

.9*Pn 7,513 .083" .097" 3.076" .212" 2.690"Pn 8,348 .102" .119" 4.602" .227" 4.161"



Failure:

Notes:


Test Conditions


Load was applied perpendicular to the trusses. A 2x8 SPF Rim Board was attached to the ends of thetrusses.


Deflection (in)



15 of 40 PEI Report No. 2018-6149

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PLIT

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.co

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x (5

74

) 5

33

-97

36

nc

.

58

64

0 S

tate

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ad

15

Go

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n, I

N 4

65

28

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e (

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4)

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7

IE n

gin

ee

rin

g

JOB

NO

.

DW

G. N

O.

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E:

DAT

E:

DW

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Y:

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REV

ISED

ON

:C

LIEN

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and

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OG

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SIVE

EN

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, IN

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nd is

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to b

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uced

w

ithou

t the

writ

ten

perm

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assu

mes

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resp

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this

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Pei. P

ei

RSP

IND

UST

RIE

S

CO

NFI

GU

RAT

ION

PE

RP-

1 FA

ILU

RE

J. H

OLD

EMAN

11/8

/18

THIS

DR

AWIN

G IS

A P

ART

OF

TEST

REP

OR

T N

o. 2

018-

6149

= SU

RFA

CE

SPAL

LIN

G=

FAST

ENER

RO

TATI

ON

= SH

EATH

ING

PU

LL-O

VER

= SE

PAR

ATIO

N O

R S

HIF

TIN

G (<

1/4"

)=

SEPA

RAT

ION

OR

SH

IFTI

NG

(>1/

2")

= FA

STEN

ER S

HEA

R

= BO

ARD

BR

EAKA

GE

B7

16 of 40 PEI Report No. 2018-6149

Date: 6/5/2018







.1*Pn 834 .003" .001" .058" .023" .032"

.2*Pn 1,669 .017" .011" .195" .070" .098"

.3*Pn 2,503 .066" .025" .397" .104" .206"

.4*Pn 3,337 .083" .038" .612" .122" .373"

.5*Pn 4,171 .101" .050" .886" .137" .603"

.6*Pn 5,006 .122" .068" 1.255" .151" .920"

.7*Pn 5,840 .151" .100" 1.772" .167" 1.360"

.8*Pn 6,674 .177" .128" 2.281" .181" 1.803"

.9*Pn 7,509 .205" .167" 2.890" .194" 2.332"Pn 8,343 .233" .214" 3.608" .207" 2.963"



Failure:

Notes:


Test Conditions


Load was applied perpendicular to the trusses. A 2x8 SPF Rim Board was attached to the ends of thetrusses.


Deflection (in)



17 of 40 PEI Report No. 2018-6149

RO

W #

3

RO

W #

2

RO

W #

1

TON

GU

E SI

DE

OF

PAN

EL

JOIS

T #7

JOIS

T #1

BEAR

ING

SID

E (P

ERPE

ND

ICU

LAR

)

PER

PEN

DIC

ULA

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AD D

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TIO

N

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) 5

33

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36

nc

.

58

64

0 S

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15

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n, I

N 4

65

28

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on

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4)

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7

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rin

g

JOB

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.

DW

G. N

O.

SCAL

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DAT

E:

DW

N. B

Y:

TITL

E:

REV

ISED

ON

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LIEN

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and

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t the

writ

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assu

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Pei. P

ei

RSP

IND

UST

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S

CO

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RE

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OLD

EMAN

11/8

/18

THIS

DR

AWIN

G IS

A P

ART

OF

TEST

REP

OR

T N

o. 2

018-

6149

= SU

RFA

CE

SPAL

LIN

G=

FAST

ENER

RO

TATI

ON

= SH

EATH

ING

PU

LL-O

VER

= SE

PAR

ATIO

N O

R S

HIF

TIN

G (<

1/4"

)=

SEPA

RAT

ION

OR

SH

IFTI

NG

(>1/

2")

= FA

STEN

ER S

HEA

R

= BO

ARD

BR

EAKA

GE

B8

18 of 40 PEI Report No. 2018-6149

Date: 6/5/2018







.1*Pn 761 .004" .001" .035" .010" .020"

.2*Pn 1,521 .006" .008" .127" .021" .092"

.3*Pn 2,282 .014" .017" .272" .035" .208"

.4*Pn 3,043 .024" .032" .480" .048" .377"

.5*Pn 3,803 .038" .049" .742" .060" .598"

.6*Pn 4,564 .053" .076" 1.100" .075" .899"

.7*Pn 5,325 .070" .113" 1.568" .090" 1.299"

.8*Pn 6,085 .086" .148" 2.115" .103" 1.782"

.9*Pn 6,846 .103" .189" 2.795" .117" 2.390"Pn 7,607 .120" .224" 3.652" .130" 3.183"



Failure:

Notes:


Test Conditions


Load was applied perpendicular to the trusses. A 2x8 SPF Rim Board was attached to the ends of thetrusses. The panels used in this test were taken from a previously tested sample due to a shortage inmaterial.


Deflection (in)



19 of 40 PEI Report No. 2018-6149

TON

GU

E SI

DE

OF

PAN

EL

JOIS

T #7

JOIS

T #1

BEAR

ING

SID

E (P

ERPE

ND

ICU

LAR

)

PER

PEN

DIC

ULA

RLO

AD D

IREC

TIO

N

RO

W #

3

RO

W #

2

RO

W #

1

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m

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x (5

74

) 5

33

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36

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OF

TEST

REP

OR

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o. 2

018-

6149

= SU

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CE

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LIN

G=

FAST

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VER

= SE

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ATIO

N O

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ION

OR

SH

IFTI

NG

(>1/

2")

= FA

STEN

ER S

HEA

R

= BO

ARD

BR

EAKA

GE

B9

20 of 40 PEI Report No. 2018-6149


0

1,000

2,000

3,000

4,000

5,000

6,000

7,000

8,000

9,000

0 0.25 0.5 0.75 1 1.25 1.5 1.75 2 2.25 2.5 2.75 3 3.25 3.5 3.75 4 4.25 4.5

Load

(lbf

)

Net Deflection (in)

RSP Industries, Inc.AISI TS-7 Cantilever Floor Diaphragm Test

using 1-1/2" SAPboard Floor Deckingwith a 6"-12" Fastening Schedule

on 24" o.c. Lumber Trusses (Perpendicular to Load)

PERP-1 PERP-1 (P) PERP-2PERP-2 (P) PERP-3 PERP-3 (P)

21 of 40 PEI Report No. 2018-6149

RO

W #

3

RO

W #

2

RO

W #

1

TON

GU

E SI

DE

OF

PAN

EL

GR

OO

VE R

EMO

VED

JOIS

T #7

JOIS

T #1

BEAR

ING

SID

E (P

ERPE

ND

ICU

LAR

)

144"

1411 4

"

48" x

471 4

"96

" x 4

71 4"

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471 4

"

96" x

463 4

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471 4

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IMET

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. IN

TH

E FI

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471 4"

471 4"

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N PARALLELLOAD DIRECTION


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6149

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OLD

EMAN

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INEE

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INC

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.C. F

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22 of 40 PEI Report No. 2018-6149

23/3

2" O

.S.B

.

SOU

ND

INSU

LATI

ON

1 1/

2"

0.40

"

0.67

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"

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RSP

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TEST

REP

OR

T N

o. 2

018-

6149

SAPb

oard

T&

G D

etai

lB2

2018

-614

9

23 of 40 PEI Report No. 2018-6149

2x8

SPF

RIM

BO

ARD

(2 P

LAC

ES)

1.5"

SAP

boar

d FL

OO

R D

ECKI

NG

TRU

SS T

OP

CH

OR

D

RIM

BO

ARD

FAS

TEN

ED T

O

TRU

SS U

SIN

G T

HR

EE (3

).1

31" x

3-1

/2" L

ON

G N

AILS

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USS

.TR

USS

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x (5

74

) 5

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0 S

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ad

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n, I

N 4

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atio

n co

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in is

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GR

ESSI

VE E

NG

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RIN

G,

INC

. and

is n

ot to

be

repr

oduc

ed

with

out t

he w

ritte

n pe

rmis

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of

as

sum

es n

o re

spon

sibi

lity

for u

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horiz

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raw

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ei

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G IS

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OF

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OR

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o. 2

018-

6149

RSP

IN

DU

STR

IES

RIM

BO

ARD

/ TR

USS

DET

AIL

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NO

.

DW

G. N

O.

SCAL

E:

DAT

E:

DW

N. B

Y:

TITL

E:

REV

ISED

ON

:C

LIEN

T:J.

HO

LDEM

AN

8/31

/201

5

B3

24 of 40 PEI Report No. 2018-6149

25 of 40 PEI Report No. 2018-6149

jholdemanLine

jholdemanCalloutEnds cut off to overall length of 138"

jholdemanCallout2x4 No. 2 Grade SPF lumber

jholdemanText BoxDimensions marked in RED were verified by PEI personnel

jholdemanRectangle

jholdemanRectangle

jholdemanRectangle

jholdemanCalloutCut off for testing

INSERT PICTURE HERE (2.72" H. X 3.63" W.) INSERT PICTURE HERE (2.72" H. X 3.63" W.)

Test Setup Parallel to Trusses (Frame Only) Test Setup Parallel to Trusses


Test Setup Parallel to Trusses Test Setup Perpendicular to Trusses (Frame Only)


Test Setup Perpendicular to Trusses Test Setup Perpendicular to Trusses


26 of 40 PEI Report No. 2018-6149

Sample No. 18-6149-PARA-#8SIMP-1


Load Side Failure Panel Shift / Rotation


Panel Shift and Screw Shear Panel Shift and Screw Shear

INSERT PICTURE HERE (2.72" H. X 3.63" W.)

Typical Screw Shear


27 of 40 PEI Report No. 2018-6149



Panel Shifting during test Panel Shift and Screw Shear



Panel Shift and Screw Shear


28 of 40 PEI Report No. 2018-6149



Panel Shift and Screw Shear Panel Shift




29 of 40 PEI Report No. 2018-6149

Sample No. 18-6149-PERP-#8SIMP-1


Panel Shift and Screw Shear Panel Shift / Rotation


Panel Shift and Screw Shear Panel Shift and Top Chord split at T&G Joint


Panel Shift and Separation


30 of 40 PEI Report No. 2018-6149







31 of 40 PEI Report No. 2018-6149



Panel Shift and Screw Shear Panel Shift and Top Chord split at T&G Joint





32 of 40 PEI Report No. 2018-6149


APPENDIX

RSP INDUSTRIES, INC.2018-6149

33 of 40 PEI Report No. 2018-6149


SAPboard Stamp SAPboard Stamp


Panel Tongue Detail Panel Groove Detail


#8 Subfloor Screws


34 of 40 PEI Report No. 2018-6149

Date:Client:

Specimen:

FastenerHead

DiameterOuter

Thread Dia. Length1 0.335" 0.182" 2.981"

2 0.331" 0.182" 2.984"

3 0.333" 0.182" 2.983"

4 0.334" 0.182" 2.999"

5 0.334" 0.182" 2.985"

6

7

8

9

10

Average: 0.333" 0.182" 2.986"

Comments / Observations:Five (5) fasteners were randomly selected by Chris Stutzman of PEI and measured as indicated above using a digital caliper. These fasteners were used to fasten the SAPboard to the trusses.

Progressive Engineering Inc.Fastener Measurements

6/12/2018

#8 x 3" Long Strong-Drive Subfloor Screws, Part No. WSNTL3R300

RSP Industries

35 of 40 PEI Report No. 2018-6149

C-F

-201

7 ©

2017

SIM

PS

ON

STR

ON

G-T

IE C

OM

PAN

Y IN

C.

Simpson Strong-Tie® Fastening Systems

366

Load Tables, Technical Data and Installation Instructions

WSNTL – Allowable Shear – Wood Structural Panel Diaphragms with Framing of Douglas Fir-Larch or Southern Pine for Wind or Seismic Loading (2", 2 1⁄2" and 3" Lengths) (in Pounds per Foot)1-8

Panel Grade

Minimum Nominal

Panel Thickness

(in.)

Minimum Nominal Width

of Framing Members at

Adjoining Panel Edges and Boundaries

(in.)4,5

Blocked Diaphragms Unblocked Diaphragms

Screw spacing (inches) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 and 4),

and at all edges (Cases 5 and 6)6Screws Spaced 6", Maximum,

at Support Edges6

6 4 2 1/2 7 27 Case 1 (no unblocked edges

or continuous joints parallel to

load)

All other configurations (Cases 2,3,4,5

and 6)

Screw Spacing (in.) at Other Panel Edges

6 6 4 3

Structural 1

3⁄82 270 360 530 600 240 180

3 300 400 600 675 265 200

15⁄322 320 425 640 730 285 215

3 360 480 720 820 320 240

Sheathing and

single floor

3⁄82 240 320 480 545 215 160

3 270 360 540 610 240 180

7⁄162 255 340 505 575 230 170

3 285 380 570 645 255 190

15⁄322 290 385 575 655 255 190

3 325 430 650 735 290 215

19⁄322 320 421 640 730 285 215

3 360 480 720 820 320 240

1 . Minimum fastener penetration of 1 1⁄4" into the framing member is required .2 . For wind design, shear capacities may be increased 40% per section 2306 .3 .2 of

the 2006 IBC, 2306 .2 .1 of the 2009 IBC, and 2306 .2 of the 2012 /2015 IBC .3 . Allowable loads are shown at the wood load duration of CD=1 .6 . No further

increases shall be permitted . For shear loads of normal or permanent load duration as defined by the NDS-2012, the values in the table above must be multiplied by 0 .63 or 0 .56, respectively .

4 . The minimum nominal width of framing members not located at boundaries or adjoining panel edges must be 2" .

5 . Framing at adjoining panel edges must be 3" nominal or wider, and screws must be staggered where both of the following conditions are met: (1) screws having penetration into framing of more than 1 1⁄2" and (2) screws are spaced 3" o .c . or less .

6 . Space screws maximum 12" o .c . along intermediate framing members (6" o .c . where supports are spaced 48" o .c .) .

7 . Framing at adjoining panel edges must be 3" nominal or wider, and screws must be staggered where screws are spaced 2" or 2 1⁄2" on center .

8 . See ICC-ES ESR-1472 for allowable shear loads for high load diaphragms .

Load

Framing

Framing

CASE 1 CASE 2

CASE 6 CASE 5

CASE 3 CASE 4

Diaphragm boundary Continuous panel joints

Continuous panel joints Continuous panel joints

Blocking if used

Blocking if used

Strong-Drive ® WSNTL SUBFLOOR ScrewFor Subfloor and Sheathing to wood, Multi-Ply Wood Members

Codes/Standards: ICC-ES ESR-1472; City of L .A . RR25661 (Note: 1 3/4" length not code listed)

For More Product Information, see p . 96

1 3/4" – 3"

Tech

nica

l Inf

orm

atio

n

36 of 40 PEI Report No. 2018-6149

C-F

-201

7 ©

2017

SIM

PS

ON

STR

ON

G-T

IE C

OM

PAN

Y IN

C.


367


WSNTL – Allowable Withdrawal and Pull-Through Loads for Wind or Seismic Loading1-6

Model No.6Nominal Screw Length

(in.)

Thread Length

(in.)

Allowable Pull-Through1 (lb.) Reference Allowable Withdrawal Load per Thread Penetration (lb./in.)Minimum Nominal Panel Thickness (in.)

OSB/Plywood Rated Sheathing, Exposure 1 Framing Member3

7⁄16 15⁄32 19⁄32 23⁄32 2x SPF/HF 2x DFL 2x SP

WSNTL2LS 1.94 1.47

70 71 116 116 93 133 175WSNTL212S 2.50 1.97

WSNTL3S 3.00 2.17

1 . Use the lower of the pull-through or withdrawal values to determine axial design value .2 . Screws must be installed straight into the side grain of the wood main member

with the screw axis at a 90° angle to the wood fibers .3 . The main framing member must be wood having a minimum specific gravity of 0 .50 for

DFL and SP main members, and 0 .42 for SPF and HF main members . DFL is Douglas Fir-Larch . SP is Southern Pine . SPF is Spruce-Pine-Fir . HF is Hem-Fir .

4 . Table based on testing conducted in accordance with AC233 . Design values presented are based on average ultimate values and divided by 5 .

5 . Allowable loads are shown at the wood load duration factor of CD = 1 .0 . Loads may be increased for load duration up to CD = 1 .6 .

6 . The model number may end in the designation L or R, indicating that the screws are packaged as collated or for hand drive, respectively .

Strong-Drive ® WSNTL SUBFLOOR Screw (cont .)

IBC Equivalent Prescriptive Fastening Schedule1

Connection Fastening Location

2015 IBC Table 2304.10.1

19. 1" brace to each stud and plate 2 screws Face

21. 1" x 8" and wider sheathing to each bearing 3 screws Face

24. 1" x 6" subfloor or less to each joist 2 screws Face

2012, 2009 and 2006 IBC Table 2304.9.1

3. 1" x 6" subfloor or less to each joist 2 screws Face

4. Wider than 1" x 6" subfloor to each joist 3 screws Face

20. 1" diagonal brace to each stud and plate 2 screws Face

21. 1" x 8" sheathing to each bearing 3 screws Face

22. Wider than 1" x 8" sheathing to each bearing 3 screws Face

1 . Fastener penetration into the supporting member must be a minimum of 13⁄16" .

Visit our Screw Substitution Calculator at strongtie.com/webapps/screwsubstitutioncalculator/.

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Simpson Strong-Tie® Strong Drive® WSNTL series #8 flathead, countersunk wood screws are a fast and reliable method for attaching 2-ply and 3-ply girder trusses .

WSNTL – Allowable Loads Comparison of Common Fasteners Used to Attach Truss Plies Together1-6

Fastener7 Length (in.)Diameter

(in.)

Shear (lb.) Withdrawal (lb.)

DFL SP SPF DFL SP SPF

WSNTL212S 2 1⁄2 0.132 85 95 70 133 175 93

WSNTL3S 3 0.132 100 110 85 200 263 140

0.120" collated nail5 3 0.120 81 89 69 44 56 28

0.131" collated nail5 3 0.131 97 106 82 48 61 31

1 . Table values are based on attachment of a 1 1⁄2" side member to a 1 1⁄2" main member of the same species and grade .

2 . Table values are based on the 2012 NDS, CD=1 .0 . Values shall be multiplied by all applicable factors, such as duration of load, etc . except where noted .

3 . Specific Gravities (G) assumed: DFL G = 0 .50, SP G = 0 .55, SPF G = 0 .42 .

4 . The spacing of applied uniform loads to the multi-ply member shall not exceed 24 inches on center .

5 . Assumes collated nail Fyb = 100 ksi .6 . WSNTL212S and WSNTL3S withdrawal values

based on testing per AC233 .7 . The model name may end in the designation L or R, indicating that

the screws are packaged as collated or for hand drive, respectively .

Ply-To-Ply Connection Comparison for a 30' Long 3-Ply Girder – Bottom Chord Loading

Examples based on 3-ply girder spanning 30', 2x6 Southern Pine bottom chords, 825 plf BC load and 1 .15 load duration . Nail and screw spacing is repeated for each layer .

4"o.c.

5"o.c.

Sample Bottom Chord Nailing Requirement for 3-ply Girder using 0.120 x 3" Collated Nails

Bottom chord: 2 rows at 4" o .c . = 360 nails

4"o.c.

5"o.c.

Alternate Fastening using WSNTL3S Screw

Bottom chord: 2 rows at 5" o .c . = 288 screws

Installation:• Screw spacing shall be in accordance with the

fastener schedule provided on the Truss Design Drawing or as otherwise approved by the Truss Designer . Screw spacing shall not exceed 12" on center and shall not be less than 3" on center .

• WSNTL series screws may be installed with the screw heads in either the loaded or unloaded ply . Do not overdrive screws .

• For 3-ply girder assemblies, the WSNTL screws may be installed from the same side as each ply is applied (no flipping of the truss is required) in accordance with BCSI (2006 edition) . Girders that are fastened together at the jobsite must have the fastener heads visible for inspection .

• Stagger the screws in the third ply a minimum of 1" from the screws installed into the first two plies .

• Individual screw locations may be adjusted up to 1⁄2 of the required screw spacing to avoid conflicts with other hardware or to avoid lumber defects . (3" minimum spacing still required .)

• Use minimum of 3" long fasteners to attach hangers to the girder truss .

• A 2,500-rpm motor is recommended .

1" recommended (typ.)

3" min.-12" max.3" min.-12" max.

1¾" min.

¾" min.

¾" min.

Typical Spacing for WSNTL Screw

2-Ply Assembly 3-Ply Assemblies

Truss Plant Installation

Jobsite Installation


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2"–3" WSNTL Fasteners Meet Code RequirementsAs listed in ICC-ES ESR-1472, WSNTL screws meet code requirements for the 2015 and 2012 International Building Code (IBC) and International Residential Code (IRC) . Evaluation report recognized uses of WSNTL screws include the following applications:

• Substitute for 8d and 10d nails in horizontal diaphragms per AWC SDPWS-2008 and IBC (2012 and 2015) Tables 4 .2A, 4 .2B, and 4 .2C

• Code-prescribed wood connections per IBC Tables 2306 .3 .1, 2304 .9 .1 and 2304 .10 .1

• Single, diagonally-sheathed lumber diaphragms per AWC SDPWS Table 4 .2C (IBC 2012 and 2015)

• Prescriptive sheathing applications in IRC Table R602 .3(1) and in structures regulated by the IRC where an engineered design is submitted in accordance with IRC R301 .1 .3

Guidelines for Fastening Diaphragms without GlueThe design of wood floor systems constructed with wood structural panel (WSP) sheathing fastened to framing considers the diaphragm performance of the system as presented in the codes (as affected by framing, sheathing thickness, sheathing layout and fastening) and may also consider the composite action of the sheathing with the framing system (composite action is the combined stiffness of the joist with the sheathing) . The framing systems can be grouped into two classes: (1) sawn lumber and parallel-chord wood trusses, and (2) wood I-joists . WSNTL screws may be used as alternate fasteners to common nails in each floor class subject to certain constraints .

For Diaphragms with a Framing System that is Sawn Lumber or Parallel-Chord Wood TrussesSimpson Strong-Tie WSNTL screws may be used as one-for-one substitutes for 10d common and smaller nails that are specified for horizontal diaphragm design in accordance with the 2015 and 2012 IBC and IRC .

For Diaphragms with Wood I-Joist Framing SystemsI-joist manufacturers use the extra stiffness resulting from composite action when developing allowable floor joist span tables . Therefore, I-joist floor span tables generally assume glued-nailed construction .

1 . For floor systems designed or intended to be glued-nailed:• WSNTL screws may be substituted one-for-one for common nails, without glue,

provided the maximum allowable I-joist span is reduced by 12" compared to the I-Joist manufacturer's glued-nailed spans . The screws shall have at least 1 1⁄4" penetration into the I-joist flange (or full penetration for flanges less than 1 1⁄4" thick) .

• Where glue is used with the screws, no reduction in span is required .

• Check with the I-joist manufacturer for any additional diaphragm requirements .

2 . For floor systems designed or intended to be nailed-only:• WSNTL screws may be substituted one-for-one for common nails, with no

reduction in span, provided at least 1 1⁄4" penetration into the I-joist flange is achieved (or full penetration for flanges less than 1 1⁄4" thick) .

• Check with the I-joist manufacturer for any additional diaphragm requirements .

The Original “No Glue” Solution for Subfloor


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NOTE: SEE SECTION 1 FOR ADDITIONALFASTENERS AT SHEARWALL LOCATIONS

4'-0

"

PROVIDE #8 x 3" WOOD SCREWSAT 6" O/C AT PANEL EDGES

SANDWICH PANEL GLUED TO FLOORTRUSSES WITH SUBFLOOR ADHESIVE

PROVIDE #8 x 3" WOOD SCREWS AT12" O/C AT INTERMEDIATE SUPPORTS

SOUND ABSORPTION PANEL (SAP) BOARD - MIN.REQUIRED FLOOR DIAPHRAGM FASTENERS

UNIT FLOOR FRAMING AT 2'-0" ON CENTER

SCALE: 3/4" = 1'-0"

SECTION 1

DOUBLE TOP PLATE

2x SHEARWALL FRAMING

2x SHEARWALL FRAMING

FLOOR FRAMING AT24" O/C, MAXIMUM

(2) #10 x 4-1/2" LONG WOODSCREWS AT 6" O/C THRU BOTTOMPLATE, SHEATHING LAYERS AND1-1/2" MINIMUM EMBEDMENT INTOFLOOR TRUSS BELOW.

SHEAR ATTACHMENT BYSTRUCTURAL ENGINEER

TOP OR BOTTOM LAYER OF 3/4" STRUCTURALSHEATHING PROVIDES THE STRUCTURALFLOOR DIAPHRAGMS. SEE DETAIL A FORADDITIONAL INFORMATION

SCALE: NO SCALE

DETAIL A

8'-0"

NOTE: SCREW FASTENERSMUST MEET OR EXCEED THECAPACITIES LISTED IN ICC-ESESR-1472

NOTE: SCREW FASTENERSMUST MEET OR EXCEED THECAPACITIES LISTED IN ICC-ESESR-1472

1-1/

2"

NOTE: SECTION FOR REFERENCEONLY. ENGINEER OF RECORD SHALLDESIGN INDIVIDUAL PROJECT FORREQUIRED LOADING CONDITIONS.

SAP BOARD PANELEDGE (TYPICAL)

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2018-6149 Report Bodypara frame onlypara-1B4para-2B5para-3B6Para Chartperp frame onlyperp-1b7perp-2b8perp-3b9Perp ChartEND DETAIL18in x 12ftB1B2Setup Picsparallel picsperp picsapp coverDetail PicsFastener MeasurementsC-F-2017-p366-3692018-06-26 SAP Board Attachment Detail

p rog ressive e ngineering i nc. · 2020-04-30 · aisi ts-7-02 - cantilever test method for...

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