ML20050E300

Forwards Transparencies Presented to NRC at 820308 Meeting, Proposed Static Test Program on Masonry Walls & ASTM Std E72-80 on Conducting Strength Tests of Panels for Bldg Const, Per NRC 820308 & 26 Requests

ML20050E300
Person / Time
Site:	Clinton
Issue date:	04/08/1982
From:	Wuller G ILLINOIS POWER CO.
To:	John Miller Office of Nuclear Reactor Regulation
References
U-0458, U-458, NUDOCS 8204130216
Download: ML20050E300 (41)

Text

.

y U-0458 L30-82(04-08)-6

/LLIN0/S POWER OOMPANY gg g24 500 SOUTH 27TH STREET, DECATUR, ILLI ct 7',,

g April 8, 1982

\\

CEiVED E

y APR.l g 79gb, :

"%""'q"rawr Dn Mr. James R. Miller, Chief E

!%i Standardization & Special Projects Branch Division of Licensing ff Office of Nuclear Reactor Regulation U.

S. Nuclear Regulatory Commission Washington, D.C.

20555 Ref:

Letter 3/26/82 J. R. Miller, NRC to G. E. Wuller, IP

Subject:

Clinton Masonry Walls

Dear Mr. Miller:

Clinton Power Station Unit 1 Docket No. 50-461 As requested by the NRC staff in a meeting on March 8, 1982 and in their letter dated March 26, 1982 Illinois Power Company is attaching the following material, relative to confirmatory issue number seven, for your consideration:

a.

A copy of the transparencies presented to the NRC at the meeting held on March 8, 1982 in Bethesda, Maryland.

b.

A copy of the proposed static test program on masonry walls to determine the modulus of rupture (transverse flexural strength) value of CPS safety related concrete block walls.

A copy of the ASTM Standard E72-80 on " Conducting "

c.

Strength Tests of Panels for Building Construction which will be used in performing these tests for the Clinton masonry walls.

With reference to Item 1 of the NRC's March 26, 1982 letter, we will send the assessment of impact of using lower damping values and ignoring joint reinforcement on the walls in approximately two weeks.

s.

8204130216 820408 g

PDR ADOCK 05000461 i

A PDR

Mr. James R. Miller U-0458 Our current schedule requires a minimum of five months from the receipt of your review and approval of the test program, to initiate, construct, and, test and summarize

. the findings of this program.

Sincerely, C

G. E. Wuller Supervisor-Licensing Nuclear Station Engineering HBP /lt cc:

J. H. Williams, NRC Clinton Proj ect Manager H. H. Livermore, NRC Resident Inspector N. Chokshi, NRC SEB (w/att.)

Illinois Department of Nuclear Safety, (w/att.)

w..

.e_

I.

K STATIC TESTING OF CONCRETE MASONRY WALLS FOR TRANSVERSE FLEXURAL STRENGTH FOR CLINTON UNIT t.L 1.0 General Static tests shall be made on three like specimens constructed in accordance with procedures outlined belos.

The walls shall be tested to determine the transverse flexural strength at failure.

See Fig. 1.

2.0 Construction of Walls a)

The labor and materials required for construction of test panels shall be furnished by IPC.

b)

The construction materials shall meet the requirements of the Clinton Project Specification K-2944 Form CPS-1-MW.

c)

The construction of the test panels shall satisfy the requirements of the Clinton Project Specification No.

K-2944 Form CPS-1-MW for Category 1 Concrete Masonry Walls and shall be built at Testing Contractor's test facility.

d)

The walls erected for testing shall have nominal dimensions of 8 feet long and 4 feet high.

Effective span for the walls shall be 7'-6".

They shall be built using two core hollow block units of nominal size 8"x8"x16" in running bond pattern with 3/8 thick mortar joints.

e)

The bottom course of masonry shall be laid on the concrete pad with a bond breaker.

f) 3/16"9 truss type masonry joint reinforcement meeting the Clinton project spec. requirements shall be placed in every second mortar bed joint resulting in 16" vertical spacing.

g)

The concrete masonry test panels shall be cured at 700F + 50F and 60 percent

+ 10 percent relative humidity for 28 days.

3.0 Testing of concrete Masonry Walls a)

The Testing Contractor shall furnish the labor and instrumentation to perform the tests.

b)

The tests shall be performed in accordance with ASTM-E72-80 using a uniform load.

n

\\

c)

The walls shall be tested to failurc.

d)

Complete load-deflection-time recc;ds shall be main-tained throughout the test.

e)

Lateral deflections of the wall shall be measured at mid-height of the wall at mid-span and 1/4 points of the span.

The deflections shall be measured to the nearest 0.001 in.

f)

.The contractor shall perform mortar cube tests, 3 tests per wall

panel, in accordance with ASTM C270 to establish mortar compressive strength.

g)

The contractor shall determine the compressive strength of the masonry units by testing 1 block per wall panel in accordance with ASTM C140.

h)

Testing shall be performed under an approved quality assurance program in accordance with 10CFR50, Appendix B.

4.0 Reporting of Test Results

~

The following information shall be included in reporting the test results.

a)

Plot of all the test results in accordance with requirements of ASTM Standard E72-80.

b)

Dimensions, cross-sectional and strength properties of masonry units (Table 1),

c)

Tabulation of Test Results (Table 2).

d)

Information regarding the flexural strength of concrete masonry walls (Table 3).

e w

9 D

p.

8~

e w

,8-g*

g c.

s TABLE 1 DIMENSIONS, CROSS-SECTIONAL AND STRENGTH PROPERTIES OF CONCRETE MASONRY WALLS a.

Wall designation b.

Wall Dimensions 1)

Length 11)

Height

\\

lii)

Thickness

\\

s\\

i

~

c.

Concrete Masonry Unit Information 1)

Type hollow

(

11)

Width iii)

Span Length

.s iv)

Height

.i

.s.

v)

Minimum face shell and webithickness Cross-SectionalPropertiesPerdootofEhfall d.

i)

Gross Area Gross Moment of; Inertia \\'

11)

Net Area iii)

]

s iv)

Net Moment of Inertia e.

Strength Properties

~

1)

Mortar compressive

Strehgth, Mo in psi and mortar classification as pet ASTM C270.

11)

Compressive strength,of concrete masonry unit based on

~~~

gross area, f6,* psi asroer ASTM C140.

iii)

Compressive strength cBciencrete masonry unit based' on net area, f6, psi N

g'

~

~,

wm N

\\'

gb

~

W'. - 3 m.

1 d a

~ \\

.b

" _. _ NT g~

.,f

.; 8

• +4 3

.di

,e 4

s 3

..)

t,.

^%

N

(

'k

- [

h

,g

?

i.'

g}g

~

-~

.g w'

- ~

.)

1

~

TABLE 2 TABULATION OF LOAD-DEFLECTION READINGS AT MID-HEIGHT OF WALL WALL DESIGNATION Immediately After Load Application

• End of 5-min Period After Applied Deflection or Load Release Load Release or Load Application Load or psf Perm. Set 1/4 Span Mid-Span 3/4 Span Remarks 1/4 Span Mid-Span 3/4 Span Remarks Deflection Perm. Set Deflection Perm. Set Deflection Perm. Set Deflection Perm. Set Deflection Perm. Set Deflection Perm. Set Deflection Perm. Set

• Readings as per ASTM E72-80 E!

TABLE 3 TRANSVERSE PLEXURAL STRE?IGTH OF HORIZONTALLY REINFORCED, HORIZO'lTALLY SPANNING HOLLOW CONCRETE MASONRY WALLS Wall Wall l

Mortar Ultimate Modulus (2)

Rema;ks Pattern ~ Thickness Type Load (1) of Rupture based on Strength Net Area at Ullmate j

in (psi)

(psf)

Load (psi)

(1) Ultimate load W is the maximum transverse load resisted by the wall indYeated by point 1 in Fig. A.

b (2) Modulus of rupture F

=

uw o

r 8S i

g where W" = ultimate load, psf E

L

= wall span length, ft.

o S = section modulus based on the 8

net cross-section J

FIG. A

..o LATERAL DEFLECTION MEASUREMENT LOCATION (TYP.)

8'- O" f

2'- 0" f WALL ' O" 2-t

\\

\\

~~

\\

v a

• o 4 LATERAL SIMPLE g

SUPPORT u,

I

( LATERAL SIMPLE SEE NOTE 2 /

l SUPPORT UNIFORMLY DISTR!BUTED kTOP OF CONCRETE LATERAL LOAD IIiiii11.

i l

i1-

!i1, 7'- 6" WALL HORIZONTAL SIMPLE SPAN l

NOTE: 1. WALL PANEL TO BE BUILT OF 2-CORE,8"x8"xl6" HOLLOW j

BLOCKS AND WITH FULL MORTAR BEDDING CCNSTRUCTION.

2. PROVIDE BOND BREAKER FOR THE FULL LENGTH OF BOTTOM COURSE OF MASONRY WALL.

FIG.1. CONCRETE MASONRY WALL TEST PANEL

og March 8,1932 Procedure Used to Determina Ccncrete Masonry Wall Self-Weight Acceleration for Clinton, Unit 1 I

Fundamental frequency for concrete masonry walls was determined usina finite element techniques for all wall aspect ratios.

A.

The analysis included the appropriate masonry wall boundary conditions and support stiffness (i.e., blockwall columns).

B.

Variation in the masonry modulus, E, was taken between:

m 1.

600fy-1,000f;forhollowmasonrywalls 2.

800 f; - 1,200 f; for solid masonry walls C.

Considered the effect of wall openings Considered a reduced moment of inertia, (I )

stress exceeded the modulus of rupture, f, e, when the masonry tensile D.

ci r when horizontal joint r

reinforcing was considered in desian.

II The following damping values were used:

a A.

2% - OBE B.

4% - SSE III The average of the floor and ceiling spectra was used in determining the self-weight acceleration, g.

IV A factor of 1.05 was applied to the self-weight acceleration, 9, to account for the participation of higher modes.

V Peak acceleration levels at 25 and 4% damping for the OBE and SSE, respectively, were used in detennining the seismic effect of attachment loads where a time history or response spectrum method of analysis was not utilized for the attachment design.

2 i

.m...

March 8, 1982 TABLE I Comparison of Actual Maximum Concrete Masonry Stresses vs.

SEB and Clinton Project Allowable Stresses for Clinton, Unit 1 Hollow Block Construction f' = 1,350 psi M = 2,500 psi g

l l

Normal and OBE Load Combinations SSE Load Combinations Clinton Clinton Stress Actual SEB Actual SEB Project Allowable Project Allowable Maximum Maximuin Stress (psi)

Stress (psi)

Stress (psi)

Stress (psi)

Stress (psi)

Stress (psi)

Tension Parallel to Bed Joint 24 46 50 36 77 75 Tension Perpendicular to Bed 12 23 25 12 38 32 Joint f LL Shear f 12 34 40 12 57 52 v

Actual stresses are based upon the following:

l (1) Hall frequency Calculation (2) Damping Based upon finite element analysis for all 2% - OBE aspect. ratios.

4% - SSE Actual support stiffness included, i.e.,

l>lochiall columns included in model.

(3) Participation of higher modes included.

Varia tion in E, between 1,000 f', - 600 f -

(4) Reduced I when M * "cr*

p g

in m

a

- 1Ilett of oper$injs included.

(5) peak "g" values used for attachment loads.

Parch 8,1982 TABLE II Comparison of Actual Paximum Concrete Pasonry Stresses vs.

SEB and Clinton Project Allowable Stresses for Clinton, Unit 1 Solid Block Construction ff=1,350 psi M = 2,500 psi g

Normal and OBE Load Combinations SSE Load Combinations Clinton Clinton Stress Actual SEB Actual SEB Maximum Allowable Maximum Allowable A1 ble All ble Stress (psi)

Stress (psi)

Stress (psi)

Stress (psi)

Stress (psi)

Stress (psi)

Tension Parallel to Bed Joint 24 78 75 36 130 112 7

Tension Perpendicular to Bed 12 39 40 12 65 52 Joint fq Shear f 12 34 40 12 57 52 y

Actual stresses are based upon the following:

(1) Wall Frequency Calculation (2) Damping Based upon finite element analysis for all 2% - OBE aspect ratios.

4% - SSE Actual support stiffness included, i.e.,

blockwall columns included in model.

(3)

Participation of higher modes included.

Variation in E between 1,200 f' - 800 ff.

(4) Reduced I when M

>M m

m a

cr.

1.f fects of openings included.

(5)

Peak "g" values used for attachment loads.

March 8, 1982 Parametric Study to Determine Wall Frequency I

Fundamental wall frequency depends upon the following variables:

f, h, w, t, s, E, E,, p ' Ps, A ' I m

m s

s where f = Fundamental frequency h = lieight of wall w = Width of wall t = Thickness of wall s = Spacing of wall columns E = Masonry modulus of elasticity m

E = Steel modulus of elasticity s

p = Masonry mass density m

p = Steel mass density 3

A = Total area of steel columns s

I = Total moment of inertia of steel columns s

II From Theory of Dimensional Analysis, the followino functional relationship is derived:

f

~

E wt*

p wt g

m h

h h

E m

El A

w s

t gs "s s m h III Normalized frequency may, therefore, be expressed as:

f 3

E ut wt m

m h

4" El C A gs ss

'm h'

IV A family of curves may be generated for the frequency normalization factor which is a function of:

3 p wt E wt m

g h

A* =

I* =

A EI 3s ss V

Fundamental wall frequer,cy, therefore, reduces to:

f = 1.64 '/

EI mm i

2 W

h

(

w where I = Masonry moment of inertia m

W = Weight of wall per square foot of wall area g

m._

March 8, 1982 Concrete Ilall s

i $n (Typical)

.. g.- ).-

1

]

l s.

l

(

N

, w:

4o, h

^ b_'

pswswwsswsx*. Ms1 s s 'wswswAw db( L

. -Q s

i

'r

{

s Q' 5

s s'

l i

(

s

..ql s

~N e

.s' E

o.Dl s'l gg i

j g g !' '. <-

SS = Simply S

Supported q

k

{

o-y E\\

s

.I l(.

'f

._(

_b Top of Floor y

SS

.'-s 4

.,. O

=-

W Boundary Condition SSS I

End supports non-yielding., Intermediate support flexible.

TYPICAL BOUflDARY Af'D SUPPORT STIFFflESS C0:1DITI0 tis t

e L

. March 8, 1982 T-T

.T._

T__.

_T_.

6.

o'.o

< > >s sis s # > h/ si sse 7 v *s %

1.< >,* /,* s ss * ; / s r o is s 's. s / s s s 'i s &s

.s sisss,isasiso-s..

I I

l j Free Edge l

F t._.

-~

s.

.7

.-s

~

J Top of Floor

~.

x x

x

(

~

~

SG k

-. '. *., = ',

- yj I

Free Edge Boundary Condition FSF II End supports flexible.

Intermediate supports flexible.

T' PICAL B0UNDARY AND SUPPORT STIFFNESS CONDITIONS

O

• g March 8,1982 Y

d '.,,

's.i I

i i

o

. 'A

-N Q.

..E.

. t.

q-Ns. Ns NNNN N sNNNs N %%5e,W Ws, '*xs s s.., s.

s s x N'

u R-t a

N 1

\\

_ J _.

I h

ok, \\, ss l

. t; I

A Free Edge pr

.s I

l l

.' aN g

s

- s

~s

( Top of Floor

-~

~

t E5 s

1. ,.a.v w

a Boundary Condition SSF III One end support non-yielding. All other supports flexible.

S e

9 TYPICAL BOUT 1DARY AtiD SUPPORT STIFFt;ESS C0t'DITI0 tis

(

t s

l w.,

a i

r-e,

- c-to l

11 t!

48 l'

el mr w a w

[

CC CC C L

L 8

l xx g

i b) l L*)

o a

" o.

C

• O 11

• r O

r me

,O o

a

. O.

3 w

,. O O

w

.as e

mm.

O

.D.

C c

C L.

,O

~""

e

\\

~O b%d L o.

e O

ej N

WWW D.

_O La

. C4 e.*

~

0 F' _#

e

• O

~

~

L' y

. c..

O

. 54 U

h 1.2

.O

.O

~

/

C

\\-

.O "A

Lt

'O O

r. i

~ O.

.o

..a a.o C

h f/

w g

=

M o.

de meO

. LO

/

x. v,n g C U W.

~

-pw "O

4

'T e

e 1

T*

73 1

e O

LO O

L1 o

tS o

[

l '.

(*

(0

()

t,3 t3 O

O O

O O

O O

E.$

._g

,c.

,9 y

e 11)

LO O

+b C4 l'

t")

84 it H

13 W

W e

m u

C C C

C C

O p

.e O

~

LO D

. 8 D

11

.o LO

~.~

O

.s.

o "D

.O bo c:

.e c

O

=g m

J R

C

.o CC i

t ")

. v1 O

.o O

. O.

o p.e O,

11 t-e-y O

, O.

.. On

.N y>

c

--)

9e U

o-o s

e.a.

LL1 0

D O.

a

,1 u-C.:

LL.

O O

.O id a

N a

I J

e. -

S*

e-no

~0 C

U l/

UE

,/

M A,3...

/

.O

, '3 t

r-- ;.

..T

.. -- r. g r..

r'

' i ' '

g g.

6 s

I'=

C *.

• 1 8i ra tf tt)

O.

i g.

t.i (i

March 8, 1982 Frequency Reduction Factors Used to Account for Wall Openinas Opening Area in Percent of Adjustment Total Wall Surface Area Factor 0 - 10%

1.00 10 - 20%

0.95 20 - 35%

0.90 35 - 45%

0.85

March 8, 1982 Frequency Comparison for Wall Openings h/w = 0.50 A* = 7 I* = 45 c $lithout Ope ing Opening Description None 0.5271 1.00 0.17w x 0.6h, center span from bottom to 0.6h 0.5245 0.99 0.17w x 0.6h at end of span from bottom to 0.6h 0.5125 0.97 Five openings at mid-height 0.08w x 0.2h separated 0.5240 0.99 by 0.08w

March 8, 1982 Variation in Masonry Modulus Em I

Variation in E bounds recognized masonry code allowables m

(UBC 1,000 f*'

t1CMA iACI-531 600 f' ATC II Tests substantiated by Hegemier l

STD STD VIB ADM ADM VIS Elastic foodulus 1129 1081 1192 1028 m

Standard Deviation 241 102 126 93 (E*)

= Y - 1.65a = 1129 - 1.65 (241) = 731 f*'

95%

l Hegemier, G.,flonn, R., Arya, S., " Behavior of Concrete Masonry Walls Under Biaxial Stresses," flational Science Foundation Grant flSF ENU 74-14818, pp.

267 and 268.

1 l

l i

..--.-.n-e.,

e

March 8, 1982 Procedure for Reduction in Moment of Inertia, Im 1

A reduced effective moment of inertia, (I ), is utilized when the masonry m,

tensile stresses e>ceed the modulus of rupture, f.

p

[M } 3 (g

~

(I) "'

cr cr (I,)

m M

I, +

1 -l l

\\ga)_

e a

Cr

~

3 (gcr33' (I,)

(I,)e,(g cr cr

) _

I

("a Q "a } _

I m

m where r

(I

= Effective moment of inertia of cracked masonry m e (I )

= Gross masonry moment of inertia m

(I*)

= Cracked moment of inertia (based upon truss bar joint reinforcing cr s teel)

M,

= Applied coment M

= Cracking moment cr 2 Equation used to estimate effective moment of inertia, (I ), is adopted from m

e ACI 318-77 (Equation 9-7, Section 9.5.2.3) for reinforced concrete.

t y

-w,_-,--.,---.-,-e n.--

March 8, 1982 CRACKED MOMENT OF INERTIA (I )cr OF ONE FOOT WIDE HORIZONTAL STRIP OF HORIZONTALLY

_ REINFORCED HOLLOW MASONRY WALL TYPE M Mortar; f,' = 1350 psi; E = 1000 f,'

(I,)

I, (I,)

Jt.

A /FT s

t Reinf.

d Kd jd m

2 4

4 in Reinf.

Spa.

in in in in in in 4

4" 0.0828 1.032 4.281 27.38 0.2101 6

eo 8"

0.0414 4.625 0.758 4.373 15.05 130.3 0.1155

g "g 16" 0.0207 0.549 4.442 8.05 0.0618

.5R yH, 4"

0.0828 1.261 6.205 59.24 0.1919 8

++ u o 8"

0.0414 6.625 0.920 6.318 32.08 308.7 0.1039

$ 3 55 16" 0.0207 0.665 6.403 16.97 0.0550 E$3

++ -4 4"

0.0828 1.635 10.080 161.36 0.1736 12 S#

8" 0.0414 10.625 1.183 10.231 85.98 929.4 0.0925 16" 0.0207 0.851 10.341 44.94 0.0484 4

e

-e

March 8, 1932 (I)

Comparison of m

• for g

m a Hollow Concrete Masonry Wall f' = 1,350 psi M = 2,500 psi g

M (I)

(I) cr m

m cr e

g a

Im m

0.22 0.789 0.18 0.778 0.9 0.12 0.761 0.08 0.751 0.04 0.740 0.22 0.487 0.18 0.461 0.7 0.12 0.422 0.08 O.395 0.04 0.369 0.22 0.317 0.18 0.282 0.5 0.12 0.230 0.08 0.195 0.04 0.160-

t Dicpiccer.cnt (Inches) l Support Case Type Full E I 1/5 E I a

o i

Mode 1 0.15970 0.23554 Mode 2 0.00012 0.00014

~W#"""/4' '

Mode 3 0.00000 0.00000 Mode 4 0.00001 0.00014 Mode 5 0.00298 0.00653

' Mode 6 0.00050 0.00002 0

Mode 7 0.00003 0.00011 Mode 8 0.00000 0.00000

/

/

'//////////

SRSS 0.15973 0.23563 i

e e

a Mode 1 0.48266 0.53906 Mode 2 0.03577 0.03387

/

c Mode 3 0.00008 0.00007 i

. L'X Mode 4 0.00028 0.00295 Mode 5 0.00365 0.00235 1

8 Mode 6 0.00195 0.00228 Mode 7 0.00043 0.00047 Mode 8 0.00039 0.00007

///usw,9s l

l SRSS 0.48400 0.54014 5

Mode 1 0.47807 0.53441 Mode 2 0.03597 0.03393

- p /,i p.>is y,is y y,,

Mode 3 0.00004 0.00004 Mode 4 0.00071 0.00369 l

Mode 5 0.00300 0.00143 Mode 6 0.00191 0.00229 N,

' O Mode 7 0.00057 0.00062 Mode 8 0.00050 0.00001 1

/:

\\

/ha, '.*k9..'."... /R/

SRSS 0.47944 0.53551 I

MODAL DISPLiCCIENTS FOR ASPECT RATIO 1.0

.J' a,..._

s

~ w..

7 1

m

• l's Iseres

, b) Designation: E 72 - 80

(

' 'e r * *r w wr 7:'W' i

9 Standard Methods Of CONDUCTING STRENGTH TESTS OF PANELS FOR

[.

BUILDING CONSTRUCTION' I

the number immediately folloeing the deuensuon indica:es the year This standard is inued under the ftsed designatmn E 72.#of onpnal 4Jo J estes trie year of samt reapproval.

+

i INTROUL'CTION Sound engineering design of structures. using existing or new materials requ re

\\

accurate technical data on the strength and rigidity of the basic elements emp

%ww d

various construction systems. It is the purpose of these test metheds to prosi e a systematic basis for outaining engineering data on actual sersice.

gi in this field. The results should closely approximate the performat.e j

TESTING ROOFS G

Section 2

1. Scope 3

1.1 These methods coser the following pro.

19 4

Significance

.0 cedures for determinmg the structural proper. Trannerse Load 21

c.o.

',[

ties of segments of wall. tiocr. and roof con.

Concentrated Load y

structions:

APPENDIX Section X1 Technical Interpretation in-mm 3

1.2 Metric units are to be considered as the 5

127 Test Specimens 4

132 Loading 5

primary standard units.

Deformation Measurements 6

cy

{6,7 Reports 7

2. Appli:able Documents 36 84U Precision and Accuracy 2.1 ASTM Standardr.

TESTING WALLS E 4 Load Venfication of Testing Machines'

' Amra'u tor enitedu,e a 8

E 73 Testing Truss Assemblies

• Significance 9

Compresme Load E 5f4 Static Load Test for Shear, Resistance

$,[,',"[,*'4 a'wri<J m

" ' ',, t oad-Specimen Iforizontal I

of Framed Walls for Buildmgs 12 Transserse Load-Specimen Verucat E 575 Recommended Practice tor Repornne Concentrated Load Data from Sin.ctural Tests of Buddin't 13

,[$1"'# *";" d 'J"wi

[

Impact Load-See Methods E 695 and

"'"* *J r'en /n r irar.

Connections'.

Constructions. Elements, r

4 E 66l ied dfa,3,y,

[,*((,',*#4 Racking Load-Esatuation of Sheath.ing and Assemblies:

l 14 Matenah on a Standard Wood Frame I v/a t.. si, a.gf.

'd Ars ef n,,,,,,,

Racking Load-Ls atuatio, or Sheatning

'These meihMs are under tne pnsecuon er ASTSt Matenals (Weu en a Standard Wood Commmee 06 c.n Pedermanse et a da.n; constnunons 15 and are the direct renvnuMn W i.twmmatice E se 12 On Frame structural Pe formance ci ventcat swaives.

TESTING FLOORS

' " '"' '* "*" 'W "4 * **

• P"M"h'd " *'"

L' F

$,"D2 16 "h

~

Syne 6cance 17 Trannerse Load 18

' Anaual 8vol6 cf AST3r Swadards. Paris 10.14. R. 25.

Concentrated Load sad 41.

Impact trad-See Methods E 695 and

• Annual Book of A 573t Standards. Pa:t iK

{

E 661 i

803 1

- - + *-

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~~

^ * * ' ~ * ~ ~ ~ ~ ~ ~. - - ~ ~ - ~

-m m.

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. c ~.s _.

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i i

@ E 72 E 661 Test for Performance of Wood and the requirements presenbed in Methods E 4.

1. 'M','(*

Wood B> sed Floor and Roof Sheathing 4.2 Applicaimn of Load-Apply the load to l

(,c. b 3..,

j

-l Under Concentrated Static and Irnpact all of the specimens m any test in merements c.d dem ea Loads' so chosea 6 hat a sufficient numeer of readin2s

e. L:str -

Ny{~f E 695 Measuring Relative Resistance of will be obtamed to determine de6nttely the

[

Wall. Floor, and Roof Constructions to load. deformation curse Bee Section M. Record 1

j,g,,.;

y j

Impact Loading' the initial reading of the Icad and the reading i

dee. 2.t i

of the deformation. cither with np load on the 6 To2-.

3. Test Specimens specimen or under a smallinitial load. Increase

-ca5**~0 A

[$

3.1 SI:e-The specimens shall be represent. the load to the first increment and record the l

5. Deforr:.i ative as to material and workmanship and shall determation. L'nless otherwtse specitied, de.,

t

)

be as large as practicable to mmimue the etrect crease the load to the mittal load and record i

5.1 Mea ;

i y

of variations in the rnatenal and workmanship, the set (sometimes_ designated " permanent precsitt. %

t; nshi. at in order to obtain results representative of the set"). Increase the lead to two increments and e

j construction. Obviously, the site of the speci. reiord the set when it is released to the initial em 104 -

mens shall be limited to the sue that can be load. Follow this sequence of readings for three p ratus s?

phred.

tested in the larger testing machines available increments, four increments, etc of load.

i in a well equipped laboratory, and which can When for each specimen the behastor of the pereta re +

t be subjected to loads in accordance with good specimen under load indicates that the spect-aier.: in I.

testing procedure. and for which the deforma-men might fail suddenly and damage the de.

[

.ppara:u tion can be measured with sutricient accuracy. formation.measunng apparatus. remose this

+

6. Reporv 3.2 Length or licight-The length or height apparatus from the specimen and increase the of specimen for each element shall be chosen load continuously unut the masimum load that 6.1 Sh; to conform to the length or neight of that can be applied to the specimen is determined.

eraphica.

's:rd =

element in actual use.

4.3 Duration of LoaJ.ipplicanon-Except t

3.3 Width-The width of specimen shall be for racking tests, after each increment of load rer El te-chosen insofar as possible. to mclude seseral is applied. mamtsin the load toel as constant mer.sf:-

of the principal load-carrying mernbers to en-as possibie for a period of $ min (see Note 1).

sha'.1 h sure that the behasior under load will simulate Take deformation readings as scen as practical peu ts '

that under service conditions. With the erep-after load application. at the end of the 5-min etre;e3 2r tion of specimens for the racking, load test. the period under constant load. and immediately 2e thne no,minal, width of wall specimens shall be 1.2 and at the end of the 5-min pened after any the se; _r m (4 ft). The actual width of specimens shall panial or complete load release. Piet imtial and c e gra:

be a whole number multiplied by the spacing 5-min readings in the form oiload-deformation aserag e -

i of the principalload<arrying members except curves. Mamtain complete load-deformanon-the cer >

for prefabricated panels. for which the actual time records throughout the test. If application shall S.

width shall be the width of panel used. If the of a giser load is required for a certam peried.

cun es -

structural prepenies of a particular construc-such as 24 h, take deformation readings at the t:cular2 tion are to be compared with another construc-beginning, at intervals during this pened, and net do.:

tion, there should not be a great difference in at the end of this period, to allow the satisfac-shee.s the actual widths of the specimens.

tory plotting of a time deformation cune for loan :.

all t.e

• 3.4 Age-Constructions, such as concrete the complete penod.

and masonry lbrick. structural clay tile con-Non I-Reasons for the 5. min arpheation of asera!"

crete block) for w hich the structural properties constant-loel mcrement loads are as tellews:

62 '

depend upon the age of the specimen, shally t h To t ermit the anembiy to come to a sututantial

.;s F. :

i tested not less than_25 dass nor more than 3L rest pner to taking the second set of readmgs <De-days after fabricationI Tt'ii! acA r~e9uirement pendme en t'ic method employed for applying the tes load. it mas be necenan to certmue,at a reduso 2

applies also to plastered and stucceed construc-rate the mouon et the liaamg desice in order to

1' tions.

maintain the constant load toel dunng the $-mm j,;,

period )

to,.,.,.

(h To proside suf6eient time for making all eb.

4. Loading servations. (Lonrer time intenals may tie requucJ rnax-

4.1 Apparatur-The testing mach.me or under certam cddmensa load-measunng apparatus shall comply with (h To ohene any ume-dependent deformanon i

804 t

. ~ - ~~ ~

. -, rwe - - - -

e%

-q-

,q 0

~,.

_ _ = _ -

1

^

~ ' - ~ ~ ~ ~ " "

, m.r

@ E 72 ITSTING WAl LS or 303d 'edninbuti n, r both, and to record accu-

! senbed in Methods E 4-rately the load lesel when time dependent detorma-8. Significance e

, Load-Apply the load to uon strts.that is at the dacreense et the immedute and delayeJ toaJ-desormanen 6unes lhis lead leset 8.1 The procedsres descnbed are those that may. under certam sondiuons base an important

.g in any test m increments

,tcient number of rcJdinn bearmt.on the devgn to d.

struction under tond;ttens representatne of

+

determme derimtel th*

To be able to stop the test. if this should be ne bec Section 6). Record dessrable. pne r to to:at failure. atter inmal taitare has those encountered in scruce. Perform j

Hi been anucipated as a result on the obsenauens' and teria based on d.ea from those procedu

- f the load and the readin!

either with no load on the -

W To assure umtormity m test performance W ad y ag h niu hit smallinitial load. Increase consistency m test results.

9. Compreuhe Load increment and record the I

5. Deformation Measurements 9.1 Test Specmens-Tests shall be made on e otherwhe speci6ed. de.

be tnitial load and record 5.1 Measure the deformations with sullicient three like specmens, each having a hetect designated " permanent precision to defme the load deformation rela-equal to the lemth of the element and tionship, and report at least to the nearest 0.25 nal width of 12 m t. ft1(see Sectron 3h t

gd to two merements and i n ts released to the imtial mm (0.01 in.). Tne deformation measunny ap-9 2 A parmm-The apparatus shall be as-

uence of readings for three paratus specitied for any loadtng may be re-sembled as shes n in Fig. 2 and shall conform acrements, etc of load.

j placed by other apparatus, prmided that it to the detailec requirements for component

.imen the behasior of the permits readings of deformation that are equiv-parts prescribec m 9.2.1 and 9.2.2, or the equa-alent in accuracy to those from the specuied "I' " *-

e in scates that the spect-t A b"P"'~ ^

- Jenly and damage the de-attached to the ~ men near the upper end.

3 apparatus, remose this Met M M ee specimen and increase the

6. Reports suppos; a im -

.m end.

itti the maximum load that 6.1 Show the results of each of the tests attached to the m a

emele e specimen is determined-graph.ically, as illustrate m ig..

supporting a d.tl m:cren..-

s M

h rdinates and the deformaum as abeinas up and the pt;e length shall ca rsewed. The for all tests. T,hgre 4aB be a_t least th!ce ypect*

conical end ofthe rod shall seat in a hele m the as er eac ac e n i

me s f r each test and the resula for eacn test-end ef the spitdle and the rod and spmdidna3 the load I s I i

i iod of 5 m n (5 te 1)-

si all be shown on the same etaph. Show the be held in cmtact by stretched rubber banas.

n p i is for deformaton under load by open The dial shaEbe graduated to 0.025 mm (OhJl I adin 5 as l

circles and those for set by solid creles. As erage

-"'3}2.2 perherometer-A tine wire shall be at-

n. at the e of he 5 n

nt and. mediatel) the three values far either the deformation or 9

the set and plot thn aserage value m pencil on tached to 'a clamp near the upper end of the l

the graph. Draw a smooth cune among the specimen. T*te tree end connected to stretened aad release Plot mi aland serage points to show the aserage behauer of rubber bancs shall be attached to a clamp near

. ggg g mplete load deformati',n-the construction. The load-deformation cunes the lower enf of the specimen. A mirror haung t

a paper scah one. half the width of the mitter tout the test' If S au C0 nu *

"CS dn shall be attaahed honzontally to the edge of the C

guired for a certa er I

ticular specimen ter each pomt on the graph is specimen at mtdheight. The scale shall be grad-

formation readmes at the ils durmg this per$od, and n t designated. record it on the laboratory data uated to 2.5 mm (0.1 m.).

riod, to a!!aw the satisrae.

j sheets, if readmgs are obtained under greater

9.3 Proerdure

me. deformation cune for loads for some specimens than ter others plot 9.3.1 Lo.:eng-Test the specimen as a coi-all the salues, but draw the cunes only to the umn hasing a flat end at the bottom t!'te. 21 average valus for w hich there are three values.

A ply com)renne loads to a steel plate cou Yi a i ar."Ni l

6.2 Prepare the test report in accordance ering the upper end of the specimen. Appiy fre st with Recommended Practice E 575.

load uniformly along a ime parallel to de cmbly to some to a m%:antial g

s r second set of read nn que.

inside face, and one third the thickness of de si employed 'er apply;ne the I

specimen from the iroide face. For wood cen-d

7. Prechion and Accuracy

)T[$nY)'["'y ,'['3y'd struction. a rate of loading corresponding to a 7.1 No statement n made either on the pre-Ioad les'el dunns the f. min

[

cision or on the accuraev ef these methods duemosement et the testine machine cros> head of l

to the varictv of matena'Is and combinations of nommalb 0.8 mm/ min't0 cient tee for makme all oh.

{}'ntenals may be required j

materials inich ed.

found satisfactory.

ume-dependent Jeformatwo 805 l

=. -

,. - +

n.

l

-,-4,-

g

@ E 72 r

i j

9.3.2 Load. Deformation Data-Attach four load is app!ied that the stretch of the specimen 11.

f compressometers to the faces of the spectmen, can be rneasured.

}

one near each corner of the specimen as shown 10.3 frocedurce c: ~

(

~

in Fig. 2. to measure the shortening of the 10.3.1 Load;ne-Test the specimen as a ten-e_,

}

specimen. Record the readings to the nearest sion specimen by t'ntform application of tensile am A

0.025 mm (0.001 in.).

forces alocg the line of the fastenings at the top

{

9 3.3 Lateral Defectien-Attach two deflec-and the bottom of the wallin a budding. The 11 tometers, one to each edge of the specimen, as top and bottom pulling tistures may be at-

'+

shown in Fig. 2. Record the readmgs, when the tached to the specimen by fastenings similar to g

image of the wire coincides with the wtre, to those used in a building, prosided that. under i

the nearest 0.25 mm 10.01 in.).

the maximum load, failure of the specimen j

9.4 Calculations and Reporrr occurs between the top and the bottom of the e!

.1 9.4.1 Deformatron-For each compressome-specimen. cot in either the pullmg sixtures or i

ter, calculate the shortening under each load as the fastenines. If, under the tensile load, failure j

the difference between the'readmg of the com-occurs eithe'r in a pullmg fixture or in a fasten-L pressometer when the load is applied and the ing. the remits of the test determine only the

+l initial reading. Calculate the shortening of the properties cf the tixtures or the fastemngs. not i

specimen as the aserage of the shortenmgs nor of the wall construction. % hen the failure ec-each of the four compressometers multiplied by curs m faster.ings, the tensde load indicates the i

the ratio: specimen length disided by the com-maxtmum te::sde strencth of the construction pressometer gage length. Obtain the sets in a that can be realized m actual service unless similar manner, improsed fastentngs are prosided.

9.4.2 Lateral Defection-Calculate the lat-10.3.1.1.ttasonry Constructions-The con-cral deflection and the lateral set under each struction may be continued upward beyond the load for each d.ilectemeter as the difference top of the srecimen and downward below the between the reading of the detlectometer when bottom ot the st ecimen to enclose attachments a

the load is applied and the initial reading.

for the pulling lixtures.

l Calculate the lateral deflection and lateral set 10.3.1.2 framed Wall Constructions-If the

?

for the specimen as the average of the lateral construction has studs (either of u cod or metali I

deflection and lateral set of the two defice-the studs rnay be extended upward and down-tometers.

ward beyond the top and bottom of the speci-4 9.4.3 Data Presentation-Record the maxi-men and attached to the pullina tixtures. If the j

mum load for eac! specimen and report the framed wall has plates at the top and the bot-1 results ofload-deformation and load-deslection tom. attach the pulling sixtures to the plates in measurements in the form of a graph in ac-the spectmen.

i cordance with Section 6. Report gage lengths 10.3.2 Load-Deformation Data-Attach i

of all deflection or deformation gages.

four extensometers to the faces of the spectmen.

{

one near each corner, as shown in Fig. 2. to measure the stretch of the specimen. Reccrd i

10. Tensile Load the readings to the nearest 0.025 mm (0.001 l

10.1 Test Speci nent-Tests shall be made in.).

on three like specimens. each having a height 10.3.3 Lateral Dc/7ccrion-Attach two de-equal to the length of the element and a nom-11ectometers.cne to each edee of the specimen.

inal width of 1.2 m (4 ft)(see Section 3).

as shown in Fie. 2. Record the readings, w hen 10.2 Apparatus-The apparatus preferably the image of th'e w tre coinciJes with t'he wire.

shall be assembled in a s ertical testing machme to the nearest 0.25 mm t_0.01 in.). Lateral de-and shall conform to the detailed requirements 11ection (if any) may be caused by nonaxial 4

for component parts presenbed in 9 2.1 and loadinc oithe specimen.

9.2.2, or the equisalent. with the esception that 10.4' Calc:dations and Report-For tensde the compressometers presenbed in 9.2.1 shall loads, the calculations at:d report shall be sim-be r:placed by extensometers which shall be alar to those required for compressise loads (>ee like the compressometers but so adjusted before 9.4).

a 806

_-3

---,.,,H--

r

-~

.m -

gy n

() E 72 eeints than under leads applied at the -

m b-

11. Tranmerse Load-Specimen llorizontal of the span.Transyerge load, umfor:r tn 11.1 Test Specimens Tests shall be made uted. may,he.appued by att pressure':n as

hcf the specimen a bag er m a chamber hasm; the spe-en on three like specimens on symmetncal as>em-blies and six form loshng by rollers as tor quarter-pomt assemblies, e.ch having a length equal to the specitnen as a ten-length of the element and a nommal width of 11.3.1.2 The bag method ofloadingis show n plication of tenule loading.

1.2 m H ft)(see Section 3).11.2 Apparatus-The apparatus shall be aa-utenmgs at the top i

Conneet a reaction schematically in Fig. 4 sembled as shown in Fig. 3 and 3 hall conform platform parallel to the m a budding. The ia-by tie stures may be at.

wider than the specimen to the suppons to the detailed requiremems for component rods. Place an airtight bag of rubberized cloth

'utenings similar to parts prescribed in i1.2.1 through !l.2.3.or the rovided that, under as wide as the spectmen and as long as the span between the specimen and the reaction piat-e cf the specimen 3

equivalent.I1.2.1 Supports-Two steel ro!!ers with a form. Apply transverseload to the specimen by i the bottom of the 2 Pulling thtures or steel plate between e.tch supporting roller and increasing the air prenure in the bag. Sie.tsure

tensile load, failure W ater the prenure by.neans of a manomete the specimen,11.2.2 Loadmg AssemMy-Two steel rollers hture or in a fasten.

with a steel plate between each foading roller

. determine only the i

specific gravity of the hquid shall be sucit tha

~

d

'r the fastenings. not the error m pressure readtngs does not escee and the specimen.

11.2.3 Defketion Gage-A frame shall be Nhen the failure oc-placed on the upper face of the specimen. To i1.3.1.3 When the chamber method oflo de load indicates the

! "o.

present stresses deforming the frame as thespecimen i of the construction p

mg is used with the specimen horizontal. plac tetual service unless ld be the specimen near the Door, which shou rest on three hardened steel balls each sup-practically airtaght, An airtight frame or curb rosided.

ported by a steel block on the face ei the be tructions-The con.

shall surround the spec: men cla>ely and specimen. Two of the balls shall be placed in aline venically d upward beyond the 3ownward below the c the specimen.

ball ser:ieally abose the otner support. Two imen. A rubber b!aniet 2 enclose attachments overlaps the frame. and a n...a 30 that it is dial micrometers, one near each lonatudinal reasonably airtight. Use a smail vacuum pump

~

edge of the spectmen, shall be attached to the Constructions-!f the or positae action eshaust blower to reduce a her of wood or metal) frame at midspan. The spindles shall rest on pressure betw een the spectmen the upper face of the specimen. The microme-

't upward and down-ters shall be graduated to U.025 mm (0.001 in.).

i bottom of the speci.

the specimen by means of a manometer.

pulling thtures. If the i

i1.3 frocedure:

loading 11.3.2 Streneth on Short Span-The trans-t the top and the bec-11.3.1 Loadmg-Use "two-pgt

verse streneth of any eenstruction increases as for transserse load tests. Test the specimen as uures to the plates in 1

h the span is shorten'ed. If the stre l

a simple beam (Fig 3) on a span 150 mm (approsimately 6 in.) less than the specimenlength. A_p not compute it, but test the construction on the Data-Attach rtson faces of the specimen-t tance of oEe%rter of the span from the is shown m Fig, 2. to

~

short span.

the specimen. Record l

supports, toward the mid!!e.of the' span. For i1.4 Cakulations and Report i1.4.1 Load.Defkcrion Data-For each m wall specimens tested horizontall) (Fit 3). theload on the crometer, calculate the detketion under a gisen nest M mm Wi i

I load as the difference between the reading to ~

of specimen between the supports. Apply thetransserse rion-Attach two de-

~ h the nearest disision of the micrometer whe t edge of the specimen.

the specimens and to the inside face for three load is applied and the initial reading. Caku-ord the readmas, when I

~

late the deticetion of the >pecimen for the sp.in of the specimens For symmetrical assemblies, cincides wuh tne wire, a

as the aserage of the deflections obtained frem (0.01 m4 Lateral Je-l te>t only three specimens.

i1.3.1.1 Uniformly dt>tributed loadir:g may cach of the two micrometers. Calcu e caused by nonasial be used instead of quarter-point leading if a under the initial load by using a simdar I

sat sfactory method is as atlable. The transverse methed. Record the reimum load for eae i} Report-Fer tensile strength for any span may be greater for someconstruction l

l im*

specimen.

enp s eI ds bec l

807 i

I

~-

=

.- L A

=

- -._ a -.

.~.._.e

, ~..

t h E 72

(

11.4.2 Data Presentation-Report the results 12.3.2 When the Charai;:

oJ ofload-to be -

in the form of a graph in accordance with ing is used with the srecime.;..:rtical. the jud2e-Section 6.

specimen forms one face of an airtight chamber s erua from which the air is exhausted. If all four bar.t

12. Transierse Load-Specimen Vertical ed,es of the specimen bear on the chamber.

dM (

this loadine determines the strensth of the socc-13-12.1 Test Specimens-Tests shall be made

~

on three like specimens on sy mmetrical assem-men as a plate supported at the t0ur edges' nct d 0~2

~

blies and six like specimens on unsymmetncal the transserse strength as dermed in these glie.

methods.

to tha assemblies each having a length equal to the length of the element and a nominal width of 113.3 If a specimen tested by the chamber 13 -

method. cither honzontaltv or ve'nicallv. has an I3-1.2 m (4 ft)(see Section 3).

a rtight casity, sent eacl$ cavity to the low.

dep2 12.2 Apparatus-The apparatus shall be as-pressure face by a hole in th'e face of the bun sembled as shown in Fig. 3 and shall conform specimen not less than 5 mm (0.2 in.) in di-est C to the requirements for component pans pre-ameter, located where it will least affect the tw eer scribed in 12.2.1 through 12.2.5, or the equiv-alent.

transverse strength of the specimen.

rea d-12.2.1 Sreet Channel.

12.4 Calculationr and Report-Calculate the h*==

results of test and report as desenbed in 11.4 13 12.2.2 Rollers-Cylindrical rol;e:s two sup-porting rollers, two loadina rollers.

and report deflectometer readires to the nearest 1 L 12.2.3 Screw Jack.

0.25 mm (0.01 in.).

~

l Sect-

)

12.2.4 Ring Dynamometer.

13. Concentrated Load 14.

12.2.5 Def7ecrometers-Two taut-wire mir-13.1 Test Specimens-Concentrated load i

ror-scale deflectometers simdar to those de-tests shall be rnade on each transverse specimen N

scribed in 9.2.2.

1 after the transserse loac tests, the conc' ntre.ted 7 "1 e

12.3 Procedure-Transserse loads cannot be, load being applied to tb. me face to which applied _ satisfactorily to some wall construc-the transverse load was a-s 1a tions such.as rnasonry, with.the specimen in a 13.2 Apparatus-The apparatus shall be as-u

e w horizontal position. For sucts constructions. ap-sembled as shown in Fi2. 5 and shall conform frse ply the loads with the spectmen in a senical to the requirements for component parts pre-as -

position, as shown in Fie. 3. thus simulating scnbed in 13.2.1 through 13.2.3, or the equiv-sur-service conditions. The specimen. on a steel alent.

as -

channel, shall rest on cylindrical rollers to pre-13.2.1 Steel Bar-Steel bar having a diam-w a. ;

vent restrained end conditions. The ases of the eter of 25.4 mm (1 in.) and the edge of the race to d

rollers shall be parallel to the faces of the contactirg the specimen rounded to a radius of specimen. The two supporting rollers shall be 1.3 mm (0.05 in.).

deq ed; in contact with the senical surface of the frame 13.2.2 Depth Cage-The depth gage shall 6j and each roller shall re3t horizontally on sponge consist of a dial micrometer graduated to 0.025 nu rubber about 10 mm (0.4 in.) thick to present mm (0.001 in.) mounted on a three legged sup-

'fd longitudinal restraint. Each of the two leading port. The support shall be not :hed to permit

(

rollers shall also rest on sponge rubber. Apply placing the micrometer directly adjacent to the the loads horizontally by a screw jack and bar and shall be long enouch to permit placin2 t2: j 7

ofi measure by a ring dynamometer between the the supporting legs on undisturbed areas of the mi jack and the specimen. The error in the load face of the specimen.

e; indicated by the dynamometer shall not esceed 13 2.3 Loading Device-Any convenient te 1 '~c. Attach two taut wire mirror scale detice-means fer applying a compressive load rp to 5 sN tometers to the specimen. one to each senical kN (1100 lb0 and means for measunng the hl cdge.

Ioad within i 9.

cf 12.3.1 Apply the transverse load to the out-13.3 Procedure:

side face for three of the specimens, and to the 13.3.1 Loadmg-Place the entire specimen sh inside face for three of the specimens. For or ponton of the specimen on a horizontal de symmetrical assembhes. test only three speci-support and properly lesel. Place the steel bar 2

mens.

on the face of the specimen at what is judged 808

-~

- - -m n

---

,7

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/,.

~ _. ~

__.- y -

/

,_ s n - - - -

p-a --

~

+

y f

, t*'

4 s.

,f f@) E7L

~

/,.. -

^ &s > -

14:2 Test Spetimens:

.-.to bsthe wiaLest piace and. aLQat what isk 14 2.1 Site ana Number-The te t :,pecin'en ober Method oflo.ed.

bd juoged to be the strongc9 place. Arha w hall be 2A by 2A m (3 by 3 ft) a'.d the tr.iming r

I mmen sertical. e 6 dih pper surfaa on the

~j, mertic.itly downwar e t e uv* J bar. Contink teams until masimum load or J all be constructed as shown it) fit. Otnd a '

( an airtight ch.,Ir.er.

h imimum of three panels ci cach c.,nstrumon

. thausted. If all four

.s A5 LR(1000 lbf) is auained.

shall be tested. It is the intent of this test l ur on the chamberf 13.3.2 Depth q. hrdentation-Measure the procedure to esaluate the stiffening sifst of

' :urengthoftl% pee.

j depth of u denystisdi, by means of the" depth the sheathing materiah therefore. the frame at the four edges not 5

l u deGned.inMhesef gage, and recore thc reading of the rGerometer shall be constructed as nearly hic?e trames, n-l ', to the nearest Q.0M mrn (0.001 in.).

shown in Fig. 6 as possible. Frames shall be

~~"

l ued by the chamber

'i 13A Calcuj. nuns and Report:

newly constructed for each test. All mdisidual 13.4.1 Depth rf Indentarron-Calcularwr

~

frammg members shMi be contmucus. The g

y cr sertica!!y. has an

$p b ofincentation bett after a given load h.u i

^

moisture coitt:ct of fi4m.ing matenalahall be t cavity to the low.

in the face of pie.

beca apphed and the bar remou J to the near-between 12 and 15 4 when the panel ts fabrt-

- mm (0.2 in.) in JW 6 est 0.025 mmio.001 in.) as the diTerence be-cated, and shaltjot sary by more than 3 9

• ill least affect.the,

tween the depth for that load.and it#tniual reading'of the micrometer bdure a loasi has from the initia,motsture coatent when the s_

. panel is tested.

specimen.

}

eport-Calculate the been applied to the specimen.,

.13 A.2 Data rresenrauon-Report the resuhs.

14.2.2 Apparation of

. sheathing-The injhe form cf a graph in accordance wph method of applying the sheathm; shall be ex-as desenbed m 11.4.

+

~

actly as specitied by the manufacturer. The l eadings to the nearest Section 6.

spacing cf fasteners i.u!! be as' recomtnended.

.s Fanedeh sh. int be dris cri through the theJttung

~

14. Racking Lt.ad-Euluatio.1,of Sheathing

, Materials on a Standard W..nd Frame nto osy the outside stud o$cn corner posi O.

, ;Concnurated load -

a tranome specimen Non 2-If the test objectne is to rr.casure the shown in Fig. 6. The imNrt.:nce of the attach-

'stt; the concentrated -.. ' F.%

performance of the complete wait. Method E na as - ment %f shehhing to t e tramHg cannot be amelse tW:nch 7ecomrr.er+J -

overemphuited. Slight utferences m edge j

. pparatus shall be resistance bf panels, hasing a standard wood penetien.af heads of fasteners into the 5 and shall conform frame. nd sheathed with sheet materials such sheathme hhe apprcetable eifects on the re-as structural insulatteg board, plywood, gyp-suhs of test. Unless otherwise specified, fas-f

'" nent pans pre'

'I g3

y. or the equiv-sum board, transite. etc., to a racking load weh = tensrs shall be drisen perpendicular to the sur-et as w uld be imposed by wiads blowing on a t' ace of the sheathing with the center of each bar ha l

rie ted at 90* to the canel. It is mtended fastener the specuieldistance from the edge of to provide a reliable, untforai crocedure for dec sherhme. Fasteners shall be driven so that

~

w

!the ede of h ( e

'unded to a radius of

^

determining thhe<istance to raf ag load pro-i the head ef the fastener con 9

ie $ 4h gage shall empt y d m buiLimg conuruction. dmce a -sortace. unless specided ditYerently by tpe man-P

r hradu'ited to 0.025 j.. standard frame a employed. the relatip per-ufae'urers.

. f e4.3 Apparams-The apparatus shall be as-u athree M ped

,Xc, f rmance of the sheathing is the test objec:tse.. sembled as shown in Fig. 7. Load shall be O

~-

14.1.1 This test is conducted wnh standard-

) i notched P*'8 m-ec'g adjnent to the tzed framing. loading procedures, and method mearured by means of a testing machine. or a y

'dynam meter attached to cables that la2d the

.th to perrmt placing 1'

idirbed areas of th' method 'o ensure reproducibility. Prosision is specimen. er in hnkage witn hydraulic Jackf

'b f

made for following the sheathieg manunc-used to apply load. The essential parts of the f g[isc load,vp to $

attaching the testmg apparatus, cyclusive of the ioading y ggeg rers rewmmen aum m frame. are as decribed m 14.3.1 throucl.14.31 n ess dea ng m e @m. a fgreportmg the 14.3.1 Base and loading frame I he teat, T

for measuemg the I

behastor of the specimen over as entire range panel shall be attaci ed to a timber or arcei plate

.ofL"e. #

' 14.1.Tls apriving the results. duc allowance thc.t is in turn attached tiendly to ihe bee of

he ent'

- tj

- "Jh he made fdany sariation in construction the loading frame :n such a m'amdr that d en on a h ads r test condm9ns from those m actaal the panel is raded. the sheathmg will not bear

. Place the occi bar M~#

on the loading fraine. Thi member may be of t

5' **

".4 l

n at what iQqea l

^

d

.=

y.;. ~

~.,

't s

7

~

e

=

• • 'weemoun,.

,17

.aee-.pysy ># [A

.e e

a.

+ * * * =. =

s m[

y s

^

f

..q

n..;.

-:x

~

.x N

j(

m

/

e

.s

~

s s

.an.

y s,.

\\

m

(

.. - -. - - ~

t y

4 W

g 3

's x ~" 4 % E72

])

.%.~

4 I

any convenient crois /ecticn. bum 5all be at the defermation of the pr.

fore. the r::5

. j least as long a. ths panti gul Ypt g eater m hoiizonul detlecten of the r3,

.any lo u q

j width than the thiefnc>s et tMe;eame. 69 mm is the retding of the dial at the up a right ;ess y

i (3% in.). Means J. hall be recnided to Golt or the sum of the readm3s of the other two.

e t

4 othcrwise atta#uhe sole plate df the panel 14.4 Proccieret

{'

C:.

~

f firmly to this member. For i!!ustrative purpo3esy 14.6 Loadmg-Apply the load centinz(-

u.

two bolts are shown in Fig. 7.) lore may neR.ousiV throughout test at a uniform rate of ex; s 2 --

[

used if required.

' *l don'pf the loading desice used. The recem.

ta.

14.3.2 Hold. Dan-A nold-down shall be (mended speed of testmg shall besuch that Iht e!

provided a(shown in cig. 7 to overcome 14 Edmg to 3.5 kN 1790 lbo total load shall be

'e L

tendency of on22nd cf the panel to nse as GTc completed in not less than 2 min from the sta :

c:

racking load is applied. Ptates and rollers shl! of the test. The loadmg to 7.0 to 10.5 kN t 157 p.

be provided between the test specimen and the lo 2360 lb0 total load and to failure sha;l u:

.}

hold-down so that thq tcdor the specin]ei?can etnploy the same rate of travel of the load:n3 C:

deflect horizontally -ith respect ta the ott9tn cevice as for the loadme to 3.5 kN. Gisc %.

without unnecesk interferhce from de spied of testing used in the report of test.

i:

~

hold-down. Became the amouni of tensich m

,14.4.2 Loading Proce.t.4re-Load the spect-N 3j the rods of the howdown may),2ve an,c/(ect men in three stages to 3.5. 7.0, and Id;5 kN J.

on the results nf the test nuts on it'e holo.down (790.1570. and 23e0 lbt) totd load at a u tife rm se

){

rods shall be tigh:ened p4or to tjad app %ltion rate.

o m

. 3 so that the totil force in each rod des not 14 471-To provide data to meet perfer6 c

1 excced 90 N (20150 at Jhe sc%naia of test as~ ance reauireme@Mer values of totahleaS c'

3 determined be p evrth.~s'/alibrDich.~ ~ ~ '

may be tncludeM ' test procedure.1>e tne

~

j 14.3.3 Loa' ding.fjparatus-Lead 4 ali be same rate d W.2d.

the laadmgi peci-li h

4 applied to the spacimen threugh n M by d9,Dind the resuhs obta:rdt tied and ir.ficat ac. u aumps ev W ua:e2 a

mm (3.5 by 3.5-in.) timber.irmly boL'ed Mbh repgtt. '

j upper plates of the palet. Lochnt shail be's 9 14 4.2 2 After pg'fo,;.ht'3.5 kN (790141s compressive force agair st the end of he tie %er placed on the >pecimeri'rene all of the !Q2) t 3.

attached to the upier plate. MhergaQeWin'g azid any residaal de.ieetto e i;4in the panel machine is used. puljem and cableg safr be coted. Thinicad the specimen 13 7.0 kN 115"i used to transmit the, vertical movement SGhe ~

i Ibfand Sgam remove the load and note arf,(

tension head of the mctchine to the hs rtzontal addidonal set: hfie(this ineresse the loadir a

movement in the sptctmen.

10.5 kN (2360 lbO. remose the laad acam. a -

14.3.4 Lateral Ga. des-Lateral guides shall note the set. Apply loN eericuously't'or ea:-

be provided so that the mecimen will denect in of the increment loads specalled above anc a plane. The rollers ghot?1 be beanng-sur-obtain load-deCection data. Obtain these dra ported to reduce frimn to a minimum. The foPat least each 900 N GOG lb0 of ibaeing.

lateral guides shall Le lirrnly aldehed to the Obtain,dellections durin; the loadirg 'e:.e:e loading frame. Plates for the rollers may be up and. if desired during the t'ntaading hde as to 300 mm (12 in.) in length as required.

w ell.

s t

14.3.5 Indicarmy D Jis-Indicatinc dials, er 14.4.2.3 After the specimen is loaded as i

scales and wires, shall be proudd 7 measure spectiiec* to 3.5. 7.0. and 10.5 kN (790.15~0 s

i the displacement of the different parts of the srn360 it Mbad it apin to failure or unni panel during test. The readmgs eh:4.be re-the shal deRection ot.hg panel becomes. B h

corded to the nearest 0.25 mm t0 01 m:). TheNmm s in.L 05t2Q readmss of deflection :er a

locations of the dials shall be as shown in thb the sahtiintervals cf Imd a's were ured for the lowcr left. lower right. and upper righrcorners cther loMing's t

N of the side siew of the te.,t wembly m\\ Fig. 7.

214 4 Gr!.hissima and Riporr.-

Th-dial at the lower lett: w htch is attaled to

,14.51 'D?torrnstron-For each dial. or c:her the stud. measures any :etation chid panel. ; Nibasun-)giedealculate the ryement un-the dial at the lower right meaiurcs any sh[ derDWracking laaJ as the diffnmec between s

page of the panel. and the dial.it thqupper the stadings u hen load is applie.1)nd the inta.ti right measures the total of the cherho plus readings at the start ot' thchit. Callulate set L

V

'w i

g 1

s. t 810 w

s-a-

w v

m=--

,-y..y 7

,-,y--

4

.h g N%

g e

s s -

I it.

I 4

y kN:

h'

+

(

i

. _.a n

i

^%%,

i h E 72 and then allow to dry fer a period of IS h. Dry readings as the difTerence between the readings in laboratory air, preferably at a temperature f. p nel Therefore. the when the load is removed and the mitial read-of 24 e 3'C 05 t 5'F). Maic no attempt to lthe panel at any laad increase the air movement our the specimens j f at the tipper nght tew i

icgs.14.5.2 Data Presentation-Report the de.

by fans or blowers. Sub;ect the test specimens of the other two.

flections at 3.5. 7.0. and 10.5 kN (740.1570, to two complete wetuc; and drym; cycles and I

j and 2360 r>0 and the set after Icadmg to these then a third weumg qcie.

js

! Sly the load continu-i amounts. Present load dellection curses ob-15.3.1 No more than 2 h shall clapse be-t a, uniform rate of mo-tained during loading to fadure and to 3.5. 7.0.tween the completton of the third wettmg cycle sice used. The recom.

and 10.5 kN in the term of a graph as pre-and the stan of the raatt:e te>t.

g shall be such that the scribed in Section 6. Include maumum load 15.4 Procedure-Te3t tiie spectmens in ac-i 1b0 totalload shall be and any observations on the behvaior of the cordance wnh the precedure desenbed in 14.4.

panel during test and at failure. E.spress resid-15.5 Afouture Content Dercrmmarmn-After

an 2 min from the stan to 7.0 to 10.5 kN (1570 ual deflections Isets) as percentages of the de-the racking test is corapleted. cut moisture sam-d and to fadure shall flections that produced the sets as weil as in plcs from the sheatning matenal, and deter-j! af trasel of the loadm; millimetres or inches. If the specimen fails, mine moisture content on a weight b.tsis with ng to 3.3 kN Ghe the describe the visible fadure. If the specimen has the moisture content expressed as a percentage been subjected to any special conditioning pnor of the osen dry weicht m accordance witn i the report of test.

i'

edure-Load the speci.

to test, desenbe this treatment in detail De-15.5.1. Preferabiy. taiIe tive meisture content

' 3.5. 7.0 and 10.5 LN scribe in the report the sheathing used, the samples at least 100 by 150 mm i4 by e ind in O totalload at a uniform method of applying the sheathing,the type and size from c.sen 1.2 by 2.4-m (4 by 8-ft) sheathing spacing of fasteners, and the method and rate panel of the test specimen: one trom the cent data to meet perform-ofloading employed.

of each sheathine panes at the top and bottom ter values of total load j

edces, one from midlencth en each side, and

~

? test procedure. Use the i

15. Racking Load-Etaluation of Sheathing on'e frem the panel center. Weich the moisture

~

I s for the leadin;s speci.

sonalloadings evaluated l

Materials (Wet) on a Standard Wood content samples immediately upon being cut from the test specimen to an accuracy of not d in the report.

l Frame

• ad of 3.5 kN (790 lbf)is 15.1 Scope-This test has been developed to less than z0.2 % Caretully remove all loose 1 remose all of the load s mulate the degree of wetting pombie durinz panicles from the sample before weighing.

~

ction Oct) m the panel l

construction of a structure when, becau3e uf Then dry the samples to constant weight in an 7

pecimen to 7.0 kN (1570 J

rain, the framinz and sheathing may be wetted ven at 103 2'C (217 4*F). If large on one or both sides. Both udes of the wall amounts of sciatile rnatter or subs

~

the load and note any 1

a increase the loadmg to panel are wened bmuse this represents the than tree water are remosed from the sh maximum exposure po3sible dunng the staee matenal by drying at 103 m 2*C, the sheatning nove the load again and of construction before the structure is roofei matenal may be dried to constant weight at a id contmuously for each 15.2 Test Spromens-The test specimens lower temperature and the drying time and s specified abose and shall conform in size and fabrication details to temperature ghen in the report.

e

'# d*

[

oadmg.

the requirements of 14 2.

15.5.1 CcIculation-Calculate the moisture 15.3 Specimen Conditioning-Mount the content as follows:

, uring the loading cycle fabricated test specimens or suspend them in a M = 100 ((W-O/fl 88

• w g Ocle as cal p s t on in such a manner as to present w here:

ve tmuous immersion of the bottom edge of specimen is loaded as c

H = tmtsal weight, and and 10.5 LN (790.1570.

S##

again to failure or uritu spectmen to a water vray apphed at or near F = tinalweight when oven dry.

f the panel becomes itic the top along the entire !cngth to ensure that 15.6 Calcularmns and Report-The report l

cadings of dellection fer the top of the specimen is being wetted. The shall include the racking test data as spect:ied spray shall hase no jet acuan that cuts into the in 14.5. It shall also include the line tempera-load as were used for the sheathing material, and the spray areas sh.tll ture of the water sprayed en the test specimens.

.,,j g verlay suft eiently so that a conunuous sheet the air temperature and relatise humidity dur-r-For each dial.or other f water (10ws down t,oth surfaces of the spec-mg the drying portion et the cycle; and the

'culate the mmement un-imen Maintam the temperaturc of the water m

.ocauon of the motsim conant sampics and as the dif ference between Une to tk spray nod at M 3TG5!

i dis applied and the imisal

• T##""#"

of the test. Calculate set 1

811

~-.-m-e.~--...-.--

i

_. +

r

- - _.m

.y

-t Oj -j

@ E 72 t

4 l

?

I

. I' TTSflNG FLOORS 18.4 Cakulations and Report-Report the

16. Significance results as indicated in 13.4.

1

.y 16.1 The procedures outlined will sene to TESTING ROOFS i

cvalua'e the performance of Iloor segments I

under conditions representatne of those sus-I9' SI "III# "C' S

3 tained in service. Performance critens based on 19.1 These procedures will serse to evaluate l

I data from these procedures can ensure struc-performance of roof segments under simulated j

tural adequacy and effectise scruce.

service conditions. Roof trusses shall be evalu.

s ated under.\\fethods E 73.

• ?

17. Tranuerse Load

20. Trannerse Load i

17.1 Test Specimens-Tests shall be made on three like specimens. each hasing a length 20.1 Test Specimens-Tests shall be made j

equal to the length of the floor panel and a on three like specimens, each hasing a length j

nominal width of 1.2 m (4 ft)(see Section 3).

equal to the length of the roof panel and a l

17.2 Apparatus-The apparatus shall con.

nominal width of 1.2 m (4 ft)(see Section 3).

j form to the requirements of iI.2.

20.2 Apparatus-The apparatus shall con-17.3 Procedure-Conduct the test in accord.

form to the requirements of 11.2.

l l

ance with 11.3 on transserse load tests of walls.

20.3 Procedure-Conduct the test in accord-except apply the loads only to the upper (fmish ance with i1.3 on transverse load tests of walls.

floor) face of the specimen. If practicable test except normally appiy the loads only to the floor specimens in the horirontal position. If upper (weatherproofeds face of the specimen.

tested in the sertical position, conduct the test The transserse strength < f a x:.:( ecnstruction in accordance with 12.1 through 12.4 on trans.

under loads acting outw a ; m appear to be verse load tests on walls in the vert cal position.

less than the strength tact ads actmg in-3 If tested in the sertical position. deduct trans.

ward. For such constructions. appiy loads act.

verse load equal to the weight of the specimen ing outward to specimens.

i from each recorded load to ebtam the applied 20.3.1 Strength on Short Span-The trans-load on the specimen.

verse strength of any roof construction in-17.3.1 Strength on Short Span-The trans.

creases as the span decreases. If the strength cf serse strength of any floor construction in.

the construction for a shorter span is desired.

creases as the span is shortened. If the strength do not compute it, but test the construction on of the ccnstruetton for a shorter span is desired, the shorter span.

l l

do not compute it, but test the construction on 20.4 Calculations and Report-Report the j

the shorter span, results as indicate in i1.4.

l l

17.4 Calculations and Report-Report the t

t results as indicated in 11.4.

21. Concentrated Load

}

21.1 Test Spccament-Tests shall be made

18. Concentrated Load on each of the transverse specimens after the 18.I Test Specimens-Tests shall be made transverse tests are completed.

on each of the transserse specimens after the 21.2 Apparatus-The apparatus shall con-transverse tests are completed.

form to the requirements of 13.2.

I 18.2 Apparatus-The apparatus shall con-21.3 Procedure-Conduct the test in accord-form to the requirements of 13.2.

ance with 13.3 on concentrated load tests ei 18.3 Procedure-Conduct the test m accord-walls, escept apply the loads only to the upper anee with 13.3 en concentrated load tests on (weatherproofedi face of the specimen.

walls, escept apply the loads only to the upper 21.4 Cakulations and Report-Report the

{

(finish floor) face of the specimen.

resuhs as indicated in 13.4.

l I

l I

812 4 N N.,,. _

._ _ ee.gt se

I-i

- - - - - ~ ~ - -

---

'^

-...r l

i (p E 72 eertterio= tai 0

0297 C 394 ot91 Report-Report the

. Ia I a q, l

I i l

i i l i l \\ l ! ! i I X)FS l

- S u --

asco J

l l 1 i ', I t

2

- 7i l t i i

.ill serse to ev aluate

'.I!

~7 4

- 4i e :.

nts under simulated o gooo

?

u.oes shall be esalu.

3.,

_L/i !~

' 38 4%

a-1 i

.e tSoo

=

5,

/ 8

. t i y

-m n

' I ! 2 o.93 TGsts shall be made

",oon, /I 2

4 2ch hasing a length 5

iII i i ! i j cQ l I i ; i O'*

e roof panel and a i

500' I

' (0 (see Section 3).

I' I

? I I I lo

'pparatus shall con.

, _ _o I I o,ggg,',oy y5, ofil.2.

o-S C

xt the test in accord-HC. I T)Pk83 Cr8Ph Showing Resuks se lead tests of walls.

l ie loads only to the 3

.sce of the specimen.

f a roof construction l

h rd may appear to be

{

+

i

' srrn, teres

. der loads acting in-i

[

'@-f 1

ons, apply loads act-i

,~5snac cr -G

~

'c' ""

I l jp rt Span-The trans-l xf construction in-i "o8 ' g' i

'.,ar Jes. If the strencth of orter span is de$ ired.

[

t the construction on

\\\\

spec vee il%l Report-Report the i

Cf rL EC'C VE rE

• 1 u2*;e 2Q sCALS O'

Tests shall be made i

e specimens after the I

Icted.

! isaa v*

appnatus shall con-

, 7 '"'"#""# % k

.vfl3.2.

-- )

M

!uct the rest in accord-Jntrated lo.td tests of I

uds only to the upper FIG.2 Compressise 1.ose Test on Wall Specimen

' the crecirnen.

Rcfort-Report the

.4.

813

' ~ * * ~ -

• - ' - - ~ - ~ ~ =

• m e-w 'm ~ - -

m-

-:~._

. - m~ -

s 2

..L 1.

'A e

Ib h E 72 i

- A%.s -c.

3 pol'I

.sueec.rms peLLta

-}

- * %o *L*'t

.A,,'

-saar.,nt f

g

,s.,

OEF LEC'CutTE 9 e

yCp'fI f f ',. '

Y 20 l

O

,0

.s. pew E.

l E

epf -..

,i ait t

r l

A

',_ l 5

• EI' t

tp

/

'\\

m

'I e

o s

4g.

/

l a

[' 3 **3 s

-N

/

I,

\\;

{

)l' l

\\\\ '.. ~

./'

7 y g

%]i

,k

.s'

/

fi h.

' t'p b

/

jf'

./ A l

l

{

/

f

^*

4

_,'sts'

-i l

/

/

l f

[s5 I,pft e

$ r#*

210 'e"'.3 l

5

~

I 8

aso a!E

,e

}

/

i e.

HORIZONTAL TEST VERTICAL TEST HG. 3 Traanerw Land Test on Wa0 Specimes

[

etterrev utestos sus *ructs ov,

utur c: nun e:trs wa+0wtria g

[

l 1

I t

<*es re m nc -,

i

{--1 i

an,**rsk or ens, e- :a i

! l qf f

-}

}

Y i. ar l,-

p

~

l'

-~

R l E~

i

]

IJ socc:ww

= = = - -

E 1

l b-...

.l j

..m. a HG. 4 Apparatus for Uniforndy Distributed Tranuerse Emad (Bag Method)

I I

I i

e i.

I.

~

I e

i i

814

.v-._..-

1

)

1 j

. :. =....

... u. m.,

^=

r q

h E 72

/

p p rut 2

/,r' -

FM

+

f"

.m tv a ttto

-f

%s d.***.,

w***l'4,7<*

/

T

.' s' g'

'*e-' '%

,..S*3v.E l. e.s ete

.o,

L v'

l test

• • %Q l

d

%.cao

-%,,,'~~'

<.s;wN

.%J ~

t j

FIG. 5 Concentrated Lead Test s

se u m;ura

.a natt ire TEST i

l i

~~

W

• M rP mw_ ~ _e

)

n am ee d

• e b

815

.,a

- - - - :=

~., m y,,,,,

~~""%

4

F

_g 4,

1 -

f.

h E 72 l

ze 4

l 3

M

'b Uppr P!ste Natled to ha*ii. *

")"

/

1. f l

2.4 m te ft 0 *l

-l 5 '

e

}

{

aeg,g,6 a/

i 2.4. %

)

j, tvio.

r[

,e s

Plate Natled to tech Stud

• 0 4 * * ""

• s

• M

,1 with 2-16d Common Nan

.f k

./

h

(,3

. yY 1

i:

Corner Post NaileJ l/

3, f

,e g

M j

g f

together with 3-16; E

ja O

Cor. mon Nails na

.i Botn Directtons at [

s Each Sp4cer

,4

)

, / #

j e#

g.

3 t/2 6eJ y

pM l

.i i

3

. f. /

l u-l i

fl g

i K

/

I, 5

Sheathing A:: ached

• 1,:

g to Outside cf f:

3 Corner Post Onlys '

8 l

e ALL TRAMING MATERIAL SHALL M sE No. I couc:,AS FtR-1.AFCH 4

[*

CR SCUTHERN PINE NOMINAL i

g

?x4 LUht*ER CONTOPMING g

4

, #j -

TO THE APEFICAN SCFTWCCD l

Sole Plate Natted k

/

LUMBER STANCARD3. PS20(1970) g 3 r/ ;

to Each Stud witn METHOD CT APPLY NG NEATEING AND h-4 j

Na s SPACING CT FASTENERS iMALL CONFCAM TO RECOMMENCATICN5 CT MANUTACTURER i

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Non-To chaunate test data that may be mislead.ng, use tumber of aserare density for the species invol=ed.

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APPENDlX (Non-Mandator 3 )

XI. TECllNICAL INTERPRETATION hase been restricted to those most important strue-XI.I It is the purpose of these test methods to turally. For each element. methods et lo.iding are proside a systemane basts for obtaming comparable descnord that simulate the loads to whi;a the e! -

engineenng data on sanoas construsuon c.ements ment would be subtected under senice conoitiens. It anJ structural details of salue to demners, but!ders.

is behesed that the resait, ot' these measuremem, srt

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building olikia!. and others mtereste'd in this ticid.

the structural elemenis sdi be more useful to acar XI.2 Subjecting complete structures to known iccts rnd encineers than the results et tests on spect.

loads is sery evenme and requires much time; ment of the matenals trem which the structure w.is therefore, that method eicarnine cut insc>ucanons fabncated, or the resuits et tests ot' the mdaiduai

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to estabhsh structural properties'i> not hkeh' to be structural memt'ers Ahhouch it may be imprastica.

used to any great estent. Suen tests hase the turther ble to determme all of the trustatal pretscrites of disadsanta;e that enly tne strength ef the wenest each element of a building it is byliesed tha: tae elements et a particular strusture could be nica3ured.more important prepernes may be determmed by XI.3 For the,e reasens, it seems mere procucable tests desenbed m these methods, to apply loads to spuimens that accuratch reproduse XI.4 The test meti.ed. invoamg the appheation a s tesural peruan ot' a tini>hed bunding The>e of the loads m increments and the concurrent r.ra-portions et a budding hase beert dew;nated.u "c!c.

>urement of deformation and set. Simulates, to wme ments"; for cumple ikor, wall, root, etc. For the ettent, the conditions el repeated loading under ser-procedore descnbed m thew methods. the c!cments 817

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j' vice conditions. Therefore, results by such a method applied and then remosed. the w mde. If i~

ofloadmg mav be more useful than those obtamed the set is small for an element oi -

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by increasmg the ioad continuously throuchout the be assumed that the construction na. r.cher r cen j.

test. The resuhs from increment loading tests may damaged nor apprert Hy deformed ts tne load fhe J

show whether ditferent portions of a construction act set. theretore, is anotter t'roperty that may ee used j'

as a unit under load. whether the fastenmcs or tends ahen companng disierent constructions and may be yj have a.t quate streng'h. or whether th'ey rupture useful when selectmg a construction for a particular J

under r.pcated loads. For any enemeenng structure, purpose.

.A induding small houses. it is necnsary not only that XI.6 The vanattens in the properties of a con.

'I the strength be adequate. but also that the deforma. struction as used comniercially for buildings. in all t

tsort under load shall not apprecianly decrease the probability. will be greater than the s anations for the 4

usefulness of the structure. If the workmg load and three specimens teste ' as directed in these methods n,s.

L the allowable deformauon for an element for a struc.

because these specimens will be all fabrn:ated at the er e

,p ture are known. constructions compiying with these same time by the same workmen and from the same rea;7.

y requirements may be selected by mspecuon of the lot ot matenal. This fact snould be clearly mdicated

. graphs from tests of such constructions, in any general report based on these test procedures, y* c

-4, XI.5 A structure is clasue if, after a load has been 8

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The Amerucan Sectervfor Testme and Maternals takes no possrion respecums une valsdars of ans parent rsekts asserted in asv A.

connecesan sah any urm mentsoned m enus stanaard Ders of th.'s standard are espreulv adsssed that Jerermmatwn of the vaud<te g,

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of any such patent rughas. and the rssk of m)regement of such rughts, are entsretv theer own respun.ucusts, i

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This stanJard is subject to revnsion at anv s.me bw she responssble techmeal commater and must be renemed evers)1reyears W

and of not revused. caher reapproved or wahJram n Your commems are unured eaherjer renwn of shs stanJarJ or rOr aJJawnal a"C-standards and should be aJJrened to.t STM Hr.rdauarters D.ue commems muti recesse rarerus ronu.scratwn at a mettene asf the responsable tecknecut commater. mnus h wu mar atten.t f(sou trei anar sour comments hase not recenea a_tkr hearmgyou anau.J l

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makeyour worms known to one ASTM Commuter on Standards.1vi6 Race St., rndadelphia. Pa.19/03. mhuch mdl whedule a

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further hearmg ergard.ngjour commems. l'admg satujactwn there.pou may appeal to the A S TM Board of unrectors.

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