HomeMy WebLinkAboutWALL PANEL STRUCTURAL ANALYSIS - 18-00261 - 1249 Stone Dr - New SFRa
SITRUGTURAM� ENGINEERING
Engineering Analysis of SIP
Wall Panels
Report TICAA -%104020A
z
December q 2009
(Rif 1- 0)
Document considered void if
corporate seal is not embossed
Submitted
TJC AND ASSOCIATES, INC.
3206 LUYUNG DRIVE
RANCHO CORDOVA, CA 95742-6830
PHONE [916] 853-9658
FAX [916] 853-9432
This Report is for the exclusive use of Terrapin Testing,
Inc. named herein. T3C and Associates, Inc. authorizes
Terrapin Testing, Inc. to reproduce this report only if re-
produced in its entirety.
Main Report
Report Cover
1
Table of Contents
2
Introduction
3
Available Information
3
Approach
4
Findings
7
Conclusion
9
Appendices
IFJCAA-A Test Summaries
®1 Transverse
12
® Racking
15
A.3 Axial
17
®4 all Connection Tests
19
TIC AA -B MathCAD Output
21
TJCAA-C Calculations
CA Transverse
25
® Racking
27
C3 Axial
30
®4 Wall Connection Tests
32
TJC and Associates InC. Engineering Analysis of
SZP all Panels
Revision., 1,0 Approval. Report No. TiCAAS04*20
Zssue Date. 12-03-0977��7
Tic Page 2 of 33
1.0 INTRODUCTION
Terrapin Testing, Inc. has conducted a series of transverse, axial, racking
shear load, and connection tests for siaanm(s Ho|dinQmLLCon structural
sandwich wall panels. The purpose of this report is to evaluate load deflec-
tion data developed from the testing program and determine the maximum
allowable loads, which may be applied to the subject panels in their in-
tended application.
AstrucCuna| sandwich panel is an assembly consisting of lightweight core
securely laminated between two relatively thin facings (skins). The panels
evaluated within this report consist of an expanded polystyrene (EPS) core
with a nVminal density of 1.0 pcf and 7/16" OSB skins. Adhesive used to
bond the skins tothe core was IS[]GRIP SP3Q3DD adhesive manufactured
by Ashland Spec|aityChemical Company,
2.0 AVAILABLE INFORMATION
* Panel description, and phymca| properties.
w Test Data from transverse load bests used to test the attach-
ment- of the subject panels to a typical roof and floor.
* Transverse Load Test Dwta:
a Series of Data representing the mid -point deflection of each
tested panel for a given applied pressure In psf;
0 Maximum applied pressure at panel failure;
0 Type of failure experienced; and
a Racking Shear Load Test Data:
* Series of data representing deflection at four locations of
each tested specimen;
* Maximum applied load atfaUumo; and
0 Fype of failure experienced,
0 Axial Load Test Data:
* Series of data representing "net" axial deformation;
* Series of data representing mid -point transverse deflection;
* Maximum applied |oad at failure; and
i"We of failure experienced.
This information has been used asthe basis todevelop anallowable load
table and design loads for the tested panels.
Engineering Analysis of
TJC and Associate�;, Inc.
SIP Wall Panels
Approval- [�Report No. TJCAA 504020A
Zssue Date. 12-0- -09 T3
Page 3 of 33
3.0 APPROACH
TRANSVERSE LOAD TESTS
Transverse load tests are conducted Lodetermine the maximum trans-
verse (perpendicular to panel skin) load that can be applied to the sub-
ject panels.
TIC and Associates, Inc. developed a proprietary MathCAD template to
determine the load deflection relationship for the subject panels. Test-
ing data provided by Terrapin Testing, Inc, was used as input for this
template. The following is a brief description of the approach and
methodology used within the template.
Criteria
In accordance with the AccePtanoaChtaMafor Sandwich Panels
(ACrO4),pub||shedbyI�n
�Ev�|u��i�Serv|cea,Inc.thefo||ovvingcrite-
riehavebeenusedfordeterminingthemaxirnuma||owab|eepp|ied
a Maximum deflection at the mid -point of the subject panels is
limited to o predetermined value. For the purpose of this re-
port, allowable loads have been evaluated for deflection limits
as follows:
� Maximum allowable shear load is less than or equal Lothe aver-
age of the appropriate ultimate shear load divided by the factor
of safety of:
0 3.0 for transverse loads.
m Maximum allowable bending load is equal to the average ulti-
mate
0 3,0 for transverse loads.
• Maximum allowable span is limited to the maximum panel
length tested.
w Capacity of connection fasteners to resist uplift is based on a
factor of safety of 3.0.
Determination of E and G
Terrapin Testing, Inc. has provided load deflection data for two dis-
tinctly different panel spans. Since total deflection is function of both
bending stiffness, EI, and shear stiffness, 6, the moment ofinertia of
the sandwich panel, l, must be determined before solving for Eand G.
The panel's moment ofinertia iscalculated from the known thickness
ofthe panel skins and core. Therefore, two equations, one for each
span length, with two unknowns can be developed and solved todeter-
mine Eand G.
Revision: 1.0
Zssue Date/12-03~09
Engineerima Analysismf
Wall Panels
Approval:]Report��~�7���504020A
�C Page 4*f 33
E
Determination of Allowable Shear and Bending
Terrapin Testing, Inc. has provided both the maximum load applied to
each sandwich panel tested and the type of failure (bending, shear or
terminated) associated with the maximum applied load.
The ultimate bending moment iscalculated using the average ofthe
applied loads atfailure for all long span panels.
The ultimate shear load is calculated using the average of the applied
loads at failure for all short span test panels.
Defiection of Panels
When calculating the anticipated panel deflection for a given load con-
dition, TJCAA has included factors for flexural deformations and shear
deformations. Flexural and shear deformations are similar tothose
associated with classical beam theory.
Develop Load Table
Equations are developed to calculate the maximum shear force, mo-
ment force and anticipated deflection asafunction ofspan and applied
load. Each equation is solved for given span, resulting in the maxi-
mum applied load permitted for the allowable shear, moment, and de-
flection. The smallest of these three applied loads is considered to be
the maximum applied load for the panel given the span under consid-
eration.
The process outlined above is repeated for all desired spans to develop
the allowable transverse load table.
RACKZNG SHEAR LOAD TESTS
Racking shear load tests are conducted to determine the allowable ion-
gitudinal shear loads that can be applied to the subject panels. These
loads are typically induced in a panel when acting asavertical shear
wall to resist wind and seismic forces.
Criteria
Procedures set forth in ASTM E-72 were used for determination of
"Net" deflections of the tested sheanwa||. The following criteria have
been used for determining the maximum allowable applied load.
* Maximum allowable shear load is limited tothe average applied
load at panel failure divided by a factor of safety of 3.0.
m The minimum panel thickness is limited to the thickness of the
panels tested.
The average load at which all teat specimens failed, divided by the ap-
propriate factor of safety, was considered the controlling allowable load
based on strength.
The allowable load based on strength in pounds per linear foot (p|f) is
determined by dividing the controlling allowable load by the length of
the test specimen.
It should be noted that although the test specimen is 8' tall, the allow-
able height for a shear wall panel is not limited to this height. It may
be taller provided the appropriate aspect ratios required by the gov-
erning jurisdiction are met and appropriate hold-downs are provided to
resist uplift of the panel.
AXZAL LOAD TESTS
Axial load tests are conducted to determine the allowable axial load
which can beapplied Lothe subject panels. Axial loads are typically
induced by structural elements supported on the end of vertical panel
which acts as a wall element.
Criteria
In accordance with the Acceptance Criteria for Sandwich Panels
(AC04), published by ICC Evaluation Services, Inc. the following crite-
ria has been used for determining the maximum allowable applied
m The minimum thickness of an installed panel is limited to the
thickness ofthe panel tested.
• The maximum height of an installed panel is limited to the
height ofthe panel tested.
• The maximum allowable axial load islimited tothe average ax-
ial load at failure for all tests divided by a factor of safety of
10.
• The maximum axial compression within the panel islimited to
1/8 inch.
Determination of Allowable Axial Load
Terrapin Testing, Inc. has provided the height and width of the test
panels subjected to axial load and the applied loads atwhich each
specimen could no longer resist additional applied load.
The allowable axial load is determined by dividing the average load at
which all specimens failed by the appropriate factor ofsafety. As with
the racking shear load {est, the allowable load in pounds per linear foot
TJC and Associates., 1� Engineering Analysis of
SIP Wall Panels
Issue Date., 12-03-09 Tic Page 6 of 33
OTJCA `td Em
WALL CONNECTZON TESTS
Terrapin Testing, Inc. provided load test data for the attachment of the
wall panels to a simulated roof and floor. The failure loads of the tests
were provided along with the type of failure for each test. All panels
failed through shear at the connection betwen the sH1 pate and trie
waH paneL An appropriate factor of safety is applied to the ultimate
failure loads to determine the allowable connection load that may be
applied to the top and bottom tracks, When determining the maxi-
mum allowable transverse load that may be applied to the subject wall
panels, the transverse load applied to the top and bottom connections
4"0 FINDINGS
The following findings are based on test data provided by Terrapin
Testing, Inc. and calculations developed byTJC and Associates, Inc.
For a complete explanation of the presented findings, refer to the asso-
ciated test report provided by Terrapin Testing, Inc. and the appropri-
ate Appendices within this report.
Transverse Panel Strength
T][and Associates,, Inc. has consolidated the |oad'deOec1iondata us-
ing linear regression. This process results in straight lines that repne-
sentthe relationship between applied load and panel deflection. Slope
(m)and Y-intercept(b)are used todefine the straight line. Appendix
T]CAA-A.1 provides asummary ofthe supplied maximum load data
and results of the linear regression.
As discussed above, a MathC4Qtemplate was utilized todetermine the
maximum allowable transverse, shear, and moment forces that can be
applied tothe subject panels. Furthermore, the effective modulus of
elasticity, E,and the effective shear modulus, G, have been deter-
mined for the subject sandwich panels. Table 1 provides summary of
the findings developed within the proprietary MathCADtemp|ete. Ap-
pend�xT]CAA Bcontains Math[AD output.
Short span panels were tested both with and without a core splice.
The panels without a core splice were terminated ata lower applied
load than those with acore splice. Therefore, the average maximum
load applied topanels without acore splice (the lower average applied
load) was used when calculating the ultimate and allowable shear
within the panel.
--
C and Associates, Inc, Engineering Analysis of
SrPmall Panels
Rexksamn:1.0|VCUApprnrax KReport N�TJCAA 50402�
����
��e���:��-��~�� � ������of 33
Table I
MathCAD Results
Summary of Calculations
Allowable Panel Shear
221 lbs/ft
Allowable Shear at Panel Connection
232 lbs/ft
Allowable Panel Bending Moment
1,435 lbs/ft
Modulus of Elasticity (E)
825,201 psi
Shear Modulus (G)
202 psi
Appendix T_'JCAA-(-_. 1 presents calculations used to determine the allow-
able transverse loads that may be applied to the subject wall panels.
Racking Shear Loads Tests
AppendixT]CAA-A.2 provides a summary of test data provided by Ter-
rapinTesting, Inc. Table 2 presents the necessary information for de-
termination of the allowable applied longitudinal shear load for the
subject panel.
Panel Parameter
Panel Thickness
6.5 inches
Panel Height
8 feet - 0 inches
Panel Width
8 feet - 0 inches
Average Deflection at Panel Failure
>1.1 inches
Average Load at Panel Failure/
Termination
8,118 lbs
i
Appendix T]CAA'C.2presents calculations used todetermine the allow-
able shear loads in pounds per lineal foot which may be applied to the
subject panel.
Engineering Analysis of
TJC and Associates, Inc. SZP Wall Panels
Revision: 1.0 Approval. Report No. TJCAA 504020
Issue Date. 12-03-09 1 KIC Page 8 of 33
Axial lLoad Test
A[)pandix provides a summary of the test data provided by
Terrapin Testing, Inc T�b|e 3 presents the necessary information for
determination of the allowable applied axial load for the subject panel.
Panel Para me ter
Thickness - 6.5 inches
Height
18 feet
Width
4 feet
Load at Panel Failure at Top
of Test Specimen
24333lbs
ApAendixT]CAA-C_3presentsca|cu|aMonsusedtodetenminedheaUow-
ab!eaxia| loads that may be applied Lothe subject panels with wall
heights of 18 feet or less.
Wall Connection Tests
Appendix T]CAA-A.4provides asummary ofthe weUconnection test
data provided by Terrapin Testing, Inc. AppendixT]%'--AA-C.4 presents
calculations used todetermine the maximum allowable transverse load
that may beapplied tothe top and bottom connections. The calcula-
tions are based on data provided by Terrapin Testing, Inc.
5.0 CONCLUSION
Upon evaluation ofthe provided test data, the maximum allowable
transverse, racking and axial loads have been developed for the sub-
ject pends. Detailed information regarding allowable transverse, rack-
ing and axial loads is provided within the AppendiceS TICAA-C.1, C.2,
and C.3 respectively.
TaNe 4 provides a summary of the allowable transverse loads.
TJC and Assod, Engineering Analysis of
SIP Wall Panels
Revision: 1.0 Approval.. Report No. TJCAA 504020
-ic Page 9 of 33
Issue Date. 12-03-09 T
�PANIE~S
Table 4
sPanels Holdings LLC
Wall Panel
3.00
< < Factor of Safety for Shear
300
<<== Factor of Safety for Bending Moment_
7
Allowable Uniform Applied Load(') (psf)
Wall
-7
Height
Deflection Limit (2) WM n d Load
L/180 55 psf
8,0 ft
L/240 52 psf
L/360 35 psf
L/180 44 psf
10,0 ft
L/240 38 psf
L/360 26 psf
L/180 37 psf
1M ft
L/240 29 psf
L/360 19 psf
L/180 30 psf
14O ft
L/240 23 psf
L/360 15 psf
L/180 24 psf
16O ft
L/240 18 psf
L/360 12 psf
L/180 19 psf
1&0 ft
L/240 14 psf
L/180 17 psf
MO ft
L/240 13 psf
Notes:
l)
All allowable loads provided are uniform applied loads.
Where non-uniform loads are applied tothe panel, an
"equivalent" uniform load shall bedetermined for
comparison with the values within this table.
2)
Deflection Limitations are based on Load Combinations
presented inTable 1604.3ofthe Z000and Z0O3
International Building Code (IBC).
Engineering Analysis of
TJC and Associates In--. I
V 11 Panels
SIP Wa
Revision: 1.0
Report No. TJCAA 50402-0-4
Issue Date. 12-03-09 Page 10 of 33
The allowable shear load that may be applied to the subject panels is
`C, 0
The allowable axial load that may be applied to the subject panels is
presented in IFCId-'""
M111
K-111TIr
Maximum Height of
Wall F
Allowable Axial Load
per Foot o f W! dth
18 -foot -tall panel
When a wall panel is subjected to both axial and transverse loads, tho
allowable load combination shall be limited such that the following fo
mula is valid. I
When a panel is subjected to both racking and axial loads, the allow-
able load combination shall be limited such that the following formula
is valid.
591- NV�171 �� 1# � W.
Revision: ILO
Zssue Date: 12-03-09
InC. Engineering Analysis of
SZP all Panels
Approval. Report No. TJCAA 504020A
Tc .7Page 1 I of 33
'C
Appendix TJCAA-A,,
Transverse Load Test Summarl
Engineering Analysis of
TJC and Associates Inc. Eng'
SIP Wall Panels
Revision., 1.0 Approval: Report No. TJCAA S0402"4
TYC
Zssue Date., 12-03-09 7TT Page 12 of 33
Transverse Load Test Data
6. 5 -inch, 7116 " OSB / 1. 0 # EPS / 7116" OSB
TJC and Associates Inc. Engineering Analysis of
SZP all Panels
Revision. 1.0 Approvalf Report No. TJCAA 5040201A
Tic
Issue Date, 12-03-09 Page 14 of 33
Company:
sPanels Holdings LLC
Panel Description:
6.5 -inch, 7/16"
OSB / 1,0 #
FPS / 7/16" OSB TT
Job Number:
504020A
Ashland ISOGRIP SP3030D
Data Su ar
"en Loa
Set Deflection
Appl,ec,
Test #4
Test #5
Test #6
Avg
---Test -34
---Test -35
s
v
Net Load
Load Defl.
Load Defl.
Load Defl.
Load Defl.
Set Defl.
Set Defl.
Set Defl.
Set Def -
'a
0.00
0.000
0.000
F
0�000
0.000
0.000
0.000
0.000
0.000
,-r
--- 26.00
0,176
-0.-154
0.159
07
.007
0.014
-0. 23 -1
0.231
0.243
0
023
0026
7_8.00
0.362
0306
0.307
0.325
0.04
0.033
0.030
0,035
104�00
4"
OA40-
6.T61
03M
0.402
0.06
---0. 04��--
0.03-5-i
�047---
-130 00
6�
0.462
0.472
0.492
0.083
0.050
0.043
0.059
156.0
0.654
0.547
0.550
0.584
0.107
0.067
O.ObO
0.078
Applied Load
Deflection
Set Deflection
Applied
Test #7
Test #9
Test #10
Avg
Test #7
Test #9
Test #10
Avg
C) U
Net Load
Load Defl.
I Load Defl.
Load Defl,
Load Defl.
Set Defl.
Set Defl.
10
Set Defl.
Set Defl.
0.00
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
26.00
0.157
0.149
0.117
0.141
0.014
0.011
0.011
tOO
0.012
0
52.00
-6- -
.297
- -
0.2M
07M
O -M
0�031
0.012
6-.0 2-5-
0
0.023
0
78.00
406
6320
-----6351
328
6.049
O -M
O�035
ir,
0.035
104.00
25
0,404
0.444
0.458
0.066
--M�94
0.037
3
0.052
130.00
0.661
0.501
0.571
0 577
56
0.078
0.076
- -
156�66
0.830
.614
751
1 0. 31
0.069 �.1171
.103
Summary of fest Results
Net
Slope of
Panel
Maximum
Tested
Type of
Best Fit
Y -Intercept
Panel Spans
Weight of
Weight
Tested Loa
Load
Load
Failure
Line
(psf)
(ft.)
Panel (lbs.)
(psf)
(psi
(psf/in.)
Panel Test
6
100.5
4
.14s 2' i 238.66
Shear 291.77 --25,63-
2
251.9i
Shear
34190
-27,14
6
109.0
6
3.38 T
279.76
276.39
Shear
330.05
-23,23
6
108.0
Average 4-6
3.31 258.96 255,65
n/a 320.46 -25.37
n/a
105.8
6
100.0
7
3.13 238.68 235.56
Shear 303,21 -8.94
-
-9-
330
223,-0-
8
-219.718--
-----I--24L.
----Shear
-18-,60--
105.5
----
-ZO-6.63
Shear
_?§
1 213.66
1 -2.57
6
99.0
Avera a 7-10
3,17 X-2-4.29 - 22-1,12
- n/a 1 247.72
n/a
101.5
_Grand Avera a
.. 1.24
DjanL
a
.... _
TJC and Associates Inc. Engineering Analysis of
SZP all Panels
Revision. 1.0 Approvalf Report No. TJCAA 5040201A
Tic
Issue Date, 12-03-09 Page 14 of 33
�=Z
Revision: 1.0
issue Date. 12-03-09
Engineering Analysis of
SZP Wall Panels
Report No. TJCAA 5040201A
Page 15 of 33
Approval. I Report No. T-ICAA 50402 OWIt
Zssue Date: 12-03-09 1 Tic
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Engineering Analysis of
L
-t�
SZP all Panels
Revision. 1�0
Approval®
Report No. TJ AA 50402"'
Issue Date.
12-03-09
Tic
Page 18 of 33
1, Engineering Analysis of
TJC and Assoc�q
Inc.
all Panels
Report No. TJCAA 5040201
Page 19 of 33
TJC and Associates, Inc. Engineering Analysis of
SIP all Panels
Revision. 2,0 Approvals Report No. TJCAA 5IJ4020A
Issue Date. 12-03-09 —J,C Page 20 of 33
End Connection Test Data
6.5 -inch, 7116"
OSB / 1.0 pcf EPS 7116" OSB
Test Data for SIP Fasteners
Panel Weight
Bag length
R -of Attachments
TJC and Associates, Inc. Engineering Analysis of
SIP all Panels
Revision. 2,0 Approvals Report No. TJCAA 5IJ4020A
Issue Date. 12-03-09 —J,C Page 20 of 33
is of
Engineering Analys
TJC and Associates, Inc. I
SIP Wall Panels
Revision: 1.0 Report No. TJCAA S04020A
Issue Date: 12-03-09 Page 21 of 33
Panel Span Table
sPanels Holdings LLC
Panels Tested: August to October 2005
Template Version 2002-04-
6.50- n
002 -04 -
6,50 -inch Wail, 171-116" OSB 1,1,0# Type 1 EPS I "EMV OSB
Tnis Mlwhcad Tani pi at e is I,.tI3dea :' �dCteffflnne 'Ae a k-'Siable span,,,: �fejr sanrrwich pae Isnwheri stito, ',ed tc. vePlica! Je a C, anc" hVe
V
perfieS Of the cianais and tes, �ZIla develovadMne�� �t-,
"cadkz' '!,,e ir m " t for Mv�
lanels we,,e ejj�e�,tac! tc, imbovahcej, app`Psc C
m
Design Parameters:
-cir csa' qv� 0. It
nile , e botmm numiLer ;s f - �,Mi Y
x fe-ty V S�iEAR Top niinnbw !is fo. J I
Fos`v loads.
3"D Factor &, safetv forKENEDING 70p numbei is the Factur of Safe,%; to t used ,or special toad "aSes Stich
FosB --- I - as 10vimd or r12tio Lite Leads, Bottom number is for ail other 1Dad cases sucm, as SmS, Loaas-
3.0
Physical Data:
h := 6 50 111 Thxkness of panel
DL -Pinel:= 3 20 -Ps' Dead Load o'l Panels
t-sP.in 'in Thickness of T, op and Ba4cm Skins
,C.437E,,,
VIC and Associates � Engineering Analysis of
Znc.
SZP Wail Panels
Revision. IX Report No. TJCAA 504020AL
Zssue Date. 12-03-09 Page 22 of 33
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e.EL-
the--�
a .,a_�.�_, .0�. "te_, f
.«
de
?';,, a at� ,„� k.t,� „Tt11., t. _.eng ,. �- „. ``"e, s i,i_c e ., ,c; t ,-�.�. °. .yi*,a .testa st �.,c _c -.4._ �:
j
The e „^tib of une ; ane .
2'9 The =eaEi•••• i hic a ..�+,a,_ei a,t!”„, tisk tes� a ,c,„
z tW aiUs a3 1i3si liat?€ Lt i, ».. tt'E,.., �.�, nt tt ..� ..� y ..�y� `� a. _u, ��..� ..1'..�, .,, �.r . � ... uta ,�Yra' ,�.z"g_i
v i.'c.�r' 3 ^v ,: sheat,-;„ 3 a *:,,xfw+, fL :: =k;�„t;.� ttai'> ca cua_.Tj s, .h, asp? ,J'th,,, E"i. „E fl= ear regressss� on C
de n ae i°, 8, t ,rt the average t'' Da aurves..
I. is the actma. panespan t.,,ervieen, restraints. Not the 1 ,yah ol te pane 'ested..
FTL end , is afe r4 (,shins Used ,k. 9r,1 cale if .i,, majual ,GS' `.,l,.ft., d De a€t,,,udc,;a 'r=x Eit il., c s f,....,z, a :. a... v _r_ Ldi�t v- _ _,.
s•:, i t .J .,',is .8.at .rf==t.-.0 J ;cl i -ard s. C if ..tea, should R.,.; I",, .S lmud a .
Test Set No. :
1
NL .:: ''�1:idttb er of 't;ng'ests
sf FTL. = 1 C.0e G m„. Ei sir e
n
= �24 E -p f FTL_ 1 �h . ;
Y-Si'a`ers"tt t1' Best 3iT L.1•:!
11C ps= FTL,
!7 _ .�;-1 erce.. t of Best fit Line
i1-1.1
Deten-nine the average failure bad and stiffness of all the panels withm the test.
V, moi; u = win(v; 1 k r h ., 3vc = G '.u�psf 3O-na' sn'.,.,,"rt'#-g:a�a :e Si,It2l;?9:Err iia, t it
Number of tess is '-
Test Set No. 20
`IC Na := s S = Nutnifer of shown tests
. � 247.72 2 Dsf— Slope of Best fit Line
=236 psf FTS1 11) in
_U �sf FT k L := vd.4G res- Y-maerceFt of Best *it Line
W _ 232, Usf FTS,_ 3
` X. -intercept of Best `! Line
Determine the iverage, failure x3ad arid stilMess Of all the sands °,vithm the test.
g. [nim(w 7j if nw '} °i_a':'a.- _' -s3 c -f Define -ab'� as the —j n;i1"sllt"t7 ass,„�,x a`
2 � Nunn!)e of tests is 2.
other-mse
um ma
183 '464.1 1psf C44in
ft IV-avg Irl ri", ay 413 Psf
247.7
TJC andss Cl tes C�Approvah
Engineering Analysis of
SZP Wall Panels
Revision: 1A Report No. TJCAA 420AZssue Date: 1 -03- Page 23 of 33
uitimate an Ailowatme LO:,11;3S
e a r -8 0-35.
-3S:
- i e ` Wi U, sh-,,Qr Q- ,sem as the
since �te on� nels do riot 'yp�cwy failm, s ",h,- maxi, M aW,
Jfinnare shear forcc when both tianels �ak In nerding Tne avam-ge Sh-331' of f2HUra '04 -mon the short ppan vs 'ested ozd� ;'16 used as tne
altify)xe shear fonae when or nore ",)i .hos oane4s faun shew. T, e alowable she3,- VaRJ& s Tne ni-,,nnale _",ea r furce
cio,ced V",8 taMN Of Safet'- -,C-,? Slnaar.
Since 'Ns' s ir) ps', ,,, and tvj siM be En of 'ok , ana !�.epiifore, nutV`eSigrl, Sheaf
ana Niorient r--,, one ao�a to conve-l' Sneaf to # ane
avg -2 1 OW <== Ultimate Shear
Based on Shc�' , Span Testing
Jli<== Allowable Shear
Based on Short Span Testing,
AjLd-';n2 Loads,
mu�
P,
N,11 -;1t
M4C;v,t:= -OSB I
Summary of Calculations:
M29W2L2L9Wi=
Shear Moduius
Ultimate Shear
Allowable Shear
Ultimate Moment
Allowable Moment
Ultimate Moment
249 Ba --ed on Lc ---..g Span Testi g -
Allowable Moment
Pried on Long Span Testing.
AAW
W - — — —
TJC and Associat,,;�s InC. Engineering Analysis of
SIP Wall PII anels
R Revision.
v
1-0
evision. 1.0 Approak Report No. TJCAA 504020A
Issue Date. 12-03-09 Tic Page 24 of 33
A
Dic
Appendix TJCAA- AY
Transverse Load Calcula nj
TJC and Associates Inc. Engineering Analysis of
\\vP WallPaelsRevsion. 1,0 t eport No. TJCAA 504020A
Zssue Date. 12-03-09 Page 25 of 33
Allowable Load Calculations
Wind Load
eel r® �erties
Ill l
Engineering Analysis of
SIP Wall Panels
Run
—Macm-
Set to 0 if no Core Splice
Inside - Outside
Panel Thickness (in)
6.5
6 5
'Panel Dead Load (psf)
Skin Thickness in
2
12
0.438
0 3 8
Core Thickness - c (in)
5,625
MomentofInertia - I (in A 4)
96.5
Skin Modulus of Elastisity - E ,psi)
Core Shear Modulus (psi) - G (psi)
5
825201
202
Creep Factor
-00
Effective Core Shear Modulus (psi) - G (psi)
202
Ultimate Shear —Based on Panel Strength
664
Ultimate Shear Based on End Conn.
695
Ultimate Shear at Core Splice
695
Factor —of Safety for Shear
Allowable —Shear (Fbs)
___3.00
221
Ultimate Moment (ft -lbs)
4306
Factor of Safety for Bending
3.00
Allowable Bending Moment (ft -lbs)
Flexural Stiffness (5*1728 / 384 * EI)
1435
2.8E-07
Shear Stiffness (1/ 4*( i+c)*G)
1.0E-04
Coefficient of Thermal Expansion---
Delta Temperature
DL Reduction to Resist Applied Forces
0.0000017
N/A
-—
0
--
Added DeadLoad0
Allowable Applied Load based on:
Panel
TJC and Associates Inc.
Ill l
Engineering Analysis of
SIP Wall Panels
RevisiVIII
on. 1.0 Approval.
Report No. TJCAA 5040201
Zssue Date. 12-03-09 Klc
Page 26 of 33
Deflection Limit
Deflect•
44 psf
38 psf
29 psf
0.93
0,47
�M
14 psf
1 sf
TJC and Associates Inc.
Ill l
Engineering Analysis of
SIP Wall Panels
RevisiVIII
on. 1.0 Approval.
Report No. TJCAA 5040201
Zssue Date. 12-03-09 Klc
Page 26 of 33
TJC and Associates Inc. � Engineering Analysis of
SIP Wall Panels
ReVIII von. 1.0 Report No. TJCAA 504020
Issue Date. 12-03-09 Page 27 of 33
Company: sPanels Holdings LLQ
Deflection Limit 0.125
0.250
0375 —
Panel Description: 6.5 -inch, 7/16"
OSB / 1.0 pcf EPS 7/16" OSB
Slope (1/8" - 5/8") 4,166
3,282
Ashland ISOGRIP SP 3030D
2,275
Y -Int. (1/8" - 5/8") 216
Height of Wall
618
650
0
_j
Load at Defl. Limit 737
Length of Panel 8,0 f ..
1,501
1,787
;Test
Load at Defl. Limit 92
Area of Piston 0, 9 90 n,
198
223
Pre -Load 100 psi
99 Vf
Allowable Loads
Test 1
Test2
3
Average
–
Failure Pressure (psi)
7,900
8,200
8,200
Preload Pressure (psi)
100
100
100
0)
Failure Load (lb)
7,920
8,217
8,217
!8,�1�1 8
C:
Failure Load (lb/ft)
990
1,027
1,027
1,0151
1,01
4-j
UO
Factor of Safety
-300
10
M
Allow Load (Strength)
2,640
2,739
2,739
Load (lbs/ft)
330
342
342
338
-Allow
Slope at 1/8" defl.
4,545
4,000
4,878
.0
Y -Int. at 1/8" Defl.
190
191
168
4-J
00 U
- Q)
Deflection Limit
0.125
0.125
0.125
-4 ;�_-
Q)
Load at 1/8" Defl. (lbs)
759
69 _L
—
778
Load at 1/8" Defl.
95
:861 LLJ_
9 7
1 93 1
1, 7,
•
Approval: I Report No. TJCAA 504020A
issue Date: 22-03-09 1 rx
Deflection Limit 0.125
0.250
0375 —
0.500
U) 0
> 'Z�
Slope (1/8" - 5/8") 4,166
3,282
2,355
2,275
Y -Int. (1/8" - 5/8") 216
344
618
650
0
_j
Load at Defl. Limit 737
_1,165
1,501
1,787
Load at Defl. Limit 92
146
198
223
1, 7,
•
Approval: I Report No. TJCAA 504020A
issue Date: 22-03-09 1 rx
0
06
250
200
150
100
50
Figure 1
Applied Load vs. Net Deflection
0.000 0.125 0.250 0.375 0.500
Net Deflection (inches)
TJC and Associate Inc. Engineering Analysis of
SZP all Panels
Revision. 1.0Report ®o TJCAA S04020
tApproval.
,issue Date: 12-03-09 Tic
Page 29 of 33
'P A N EL!,
Appendix TJCAAim iF
Axial Load Calculat ni
TJC and Associates Inc.
Engineering Analysis of
SZP Wall Panels
Revision. 1,0
7n
Approval:
Report No. TJCAA 504020A
Issue Date. 12-03-09
Tic
Page 30 of 33
Determination of Axial Load
Company:
Panel Description:
sPanels Holdings LLC
6.5 -inch, 7/16" ®SO / 1.0 pcf EPS / 7/16" OSB
Ashland IS®GRIP SP 3030D
w/Core Splice at Mid -Height
Piston Area (in"2)
Test 1
3 s.
Test 2
3, 14
Test 3
16
Average
Wall Width (ft)
4 -
4
4 _
Wall Height (ft)
13
13
13
Panel Weight (lbs)
250
251
250
System Weight (lbs)
244
244
244
Weight above top plate (lbs)
61x5
61.5
6145
Neutral Load (lbs)
494
495
494
Preload (psi)
250
2S0
250
Pre -Load (lbs)
735
735
735 _
Failure Pressure (psi)
8200
7750
7700
_
Failure Load (lbs)
25761
24347
24190
Applied Load at top plate (lbs)
25329
23914
23753
24333
Applied Load at top plate (plf)
6332
5973
5939
6033
Factor of Safety
3_.0
340
3.0
Allowable Load (lbs) 3443 7971 7919 $311
Allowable Load (plf) 2111 1993 1930 2028
Note:
Values are based on Strength of panel. Allowable Axial loads shall be limited to
not more than the capacity of the fasteners.
Neutral Load is the load applied by the piston to support the specimen and all
moving plates
Associates,TJC and Engineering Analysis of
SIE Wall Panels
Revision® 1,0 Approval; Report No. TJCAA 5040202.4
Issue Date. 12-03-09 Tic Page 31 of 33
Appendix TJCAA-C.4
Wall connection Tests
T
c
R JC an Assosion.
evi
Issue Date;Z »
0 Enineering Analysis �Of
SZ,
P WallPanels
RePort NO. TJCAA 5040201,1,
gPage 32 of 33
'PA'NELS
End Connection Calcuiations
sPanels Holdings LLC - November 2005
Panel Weight
T Th
73.0
7 2. 1 b
Panel Width
48 in
f8 ai
Panel Length
48 in
48 in A
- 48 in
Dead Load Panel
4,66 psf
456 p s-,'
4.53 psf 458 psf
Support Spacing
48 in
48 in
48 i n
Overhang (Front) (in)
0
0
0
Overhang (Back) (in)
_0
0
BaQ lencith
48 i,
4
48 in Mi
# of Attachments
4
4
4
0)
Failure Pressure (in of H2II
7M in
63.1 in
69.6 in
it
Failure Pressure (in psf)
3666
328J psf
361.9 psf 352 psf
Load at Support
2896 1 s
2588 lbs
2859 lbs 781 lbs
Load per Attachment
724 lbs
647 lbs
71 1 s 695 lbs
Factor of Safety
3
3
Factor NJ
1
Allow. Load per Attachment
241 lbs
216 lbs
238 lbs 232 lbs
Spacing of Attachments
Allowable Header Load
12
241 lb/ft
2 in
216 lb/ft
12 �n —J
238 1 b/ft 232 lb/ft
EngiI III neerin111 II
g Analysis of
TJC and Associates, Inc.
SIP Wall P
Revision. 1.0 Report No.anels
TJCAA 504020s'.
issue Date: 12-03-09 Page 33 of 33