HomeMy WebLinkAboutInsulation February 13, 2003
Lyle Oman
Building Official
City of Orono
Orono, MN
Dear Sir:
Please consider this letter my official request to adjourn a board of appeal as per section
105 of the 1977 Uniform Building Code. This request is made in response to your
refusal to consider utilization of Structural Insulated Panels (SIPS) designed for below-
grade construction in my project at 180 Big Island.
Recapping my situation, I provided the city with my initial set of drawings in January
2003. These drawings detailed the materials and construction of the specified panels.
During your initial review, you indicated that I had not provided ample information for you
to approve the below-grade panels. At that time, you requested information on NER
and/or ICBO testing for these panels.
I contacted Extreme Panels Insulspan, the manufacturer of the proposed panels, and
determined that the below-grade panels do not have an NER or ICBO number. The
manufacturer did, at that time, provide a new set of plans with a structural engineering
stamp. The manufacturer also agreed to provide additional information on the
engineering of these panels including:
1) Engineering data (from the approving engineer) addressing any specific
concerns you might have.
2) Reassurance from the foam manufacturer including testing for below-grade use
of their product.
3) Reassurance from the board manufacturer including testing for below-grade use
of their product.
4) Test results from the University of Minnesota regarding the structural integrity of
the proposed panels.
IYs my understanding that an NER and/or ICBO certification is not a requirement for
building material. IYs also my understanding that you have the authority to review other
testing data and engineering during the approval process. It's my opinion, however, that
your statements to me and to Duane DeLonais, a representative of the Minnesota
Building Codes and Standards Division, did not demonstrate a good faith effort to review
these materials. Your comment to me that you would not consider"anything" other than
an NER or ICBO approval is inconsistent with the National and State guidelines for
alternate building materials. Section 104.2.8 in the UBC states that alternate materials,
alternate designs, and method of construction can be reviewed for approval. Extreme
Panels Insulspan is using this method in several surrounding communities after being
approved by the local officials— some with an engineer's stamp and some without.
1
• In my opinion, we've provided sufficient data to warrant a review. And, any conclusion
you present should, according to statute, include a reasonable request for additional
supporting data— not simply a refusal to proceed.
Also, I'm offended by your comments to me and others that you've spent "too much time
on this already" and "my decision is final, you have no other options..." I'm a taxpayer
and the taxes and fees I pay have eamed me the right to expect reasonable service from
your office.
I've copied the mayor and the Director of Public Services with a request that you
expedite this board of review as quickly as possible. We have a limited timeframe in
which to proceed with construction and the time delays related to this process have
already exceeded any reasonable expectation. Please contact me as soon as possible
with potential meeting dates. Thank you.
Sincerely,
�� � L �
Gerald Walsh
16950 N Manor Road
Eden Prairie, MN 55346
Owner, 180 Big Island
(612) 396-1050 voice (days)
(952) 949-0486 home
Copy: Duane DeLonais, Minnesota Building Codes and Standards Division
Terry Dieken, Extreme Panels Insulspan
Barbara Peterson, Mayor, City of Orono
Greg Gappa, Director Public Services, City of Orono
Attachments:
#1 —Testing data from Styrotech —the foam manufacturer
#2—Testing data from Ashland Chemical —the adhesive manufacturer
#3— Engineer's comment
#4—Statement from the Southern Pine Council backed by the American Plywood Assoc.
#5— Extreme Panel's installation guide for below-grade basement panels
#6—Engineer's stamped drawing (previously submitted to city)
emo �
Date: 2/24/2003
To: File 180 Big Island
From: Lyle Oman
RE: Foam panel foundation
After due consiteration I have decided to approve the use of unlisted foam insulated
panels for the foundation of a proposed cabin at 180 Big Island. Factors that were involved
with this decision are listed below.
Uniform Building Code section 104.2.8 Alternate materials, alternate design and
methods of construction. states "The provisions of this code are not intended to prevent the
use of any material, alternate design or method of construction not specifically prescribed by
this code, provided any alternate has been approved and its use authorized by the building
official. The building official may approve any such alternate, providing the building official
finds that proposed design is satisfactory and complies with the provisions of this code and
that the material, method or work offered is, for the purpose intended, at least the equivalent
of that prescribed in this code in suitability, strength, effectiveness, fire resistance, durability,
safety and sanitation".
The panels proposed have an National Evaluation Report that approves their use in
above grade installations. The company also makes panels for below grade applications that
have not been tested. However the individual component of the panels have been tested for
below grade use. An engineer has approved the plans for.this site. A list of jurisdictions in
Minnesota that have approved the panels was provided and contact was made with several
of the cities. No negative comments were relayed. (See attached documentation). Two
individuals at the state building code division encourage me to accept the panels with
engineering. They were Doug Nord in investigation and Duane DeLonais in Manufactured
housing. Both have had experience with foam panel construction.
2/24/2003
� . ._ -
P�GE: 1 of 7
I
\ -
Prepared by:
Arnis L. Kurmis
TWIV CI"TY T'ESTING CORPOR�TION
662 Cromwel( Avenue
St. Paul, �Iinnesota 5511�1
Phone: (612) 659-7309
Expanded Polystycene Thermal Insulation Performance
in a Below-Grade Application
FIN�L TEST RESULTS
- Prepared for:
The Society of the Plastics Industry
Attn: Susan Herrenbruck
1275 K Street NW
Suite 400
. Washington, DC 2000�
__ . , _ _ __ __
Twin City Testing Corporation Project Number: 4140 92-27�7
Date: July 23, 1993
TWIN CITY TESTING CORPORATION Reviewed by:
��--"`�� ��.�---�
Arnis L. Kurmis Derrick J. Swan on, P.E.
Mechanical Engineering Supervisor Manager
Mechanical/Metallurgical Department Mechanical/Metallurgical Department
The test results contained in this repurt pert�in unly to the samptes submitted for testing and not
necessarily to all similar products.
� twu� cit�r test�nq
, �o�v«ac�«,
PROJECT NO: 4140 92-2757 DATE: July 23, 1993
PAGE: 2
FI��1AL TEST RESULTS
EXPA:VDED POLYSTYREi�IE THER1titAL ni 1SULATION PERFOR1�iCE
Pi 1 A BELOW-GRADE APPLICATION
INTRODUCTION:
lfiis report presents the results of a three year evaluation of the thermal performance of expanded
polystyrene (EPS) insulation in a below-grade foundation application in a cold climate environment. The
EPS was manufactured to meet the physical property requirements of ASTM-0578 (Standard Specification
for Preformed, Cellu�ar Polystyrene Thermal Insulation).
The scope of the study was limited to: .
_ _
1. Evaluating EPS insulation applied to the below-grade foundation of Twin City Testing's Cromwell
Ave building in St. Paul, Minnesota.
2. Conducting tests on control samples to determine density, thermal resistance reference values, as
well as to document compressive and flexural strength (see Appendix A: TCT Repo�t !� 4141 89-
659, dated 9-27-89). '
3. Subsequently, for three years beginning October, 1990, removing a set of samples and conducting
tests to determine density, thermal resistance, and moisture content of the EPS foundation insulation
(see Appendix A: TCT Report #4141 90-0022, dated 11-1-90, TCT Report �t 414191-0878, date�
10-31-91, and TCT Report /t 4140 92-2757 data supplement, dated 5-10-93).
4. Documenting temperatures, annual precipitation, and soil moisture content (see Appendix B).
.
.1j A\1VTUAL pAOTECT�ON'O CVENTS rr,E PUBUC ar+0 OURSElvES �ll TWIN CITV TESTING CORPORATIQN HEPORTS ARE SUBMiT,TED AS THE CONFiOENT1AL?ROPERiv�.�:�'-E:'
aVD aUTHOaiZailON FQR�UBUCaTION Of STaTE��EvTS CONCLUSiONS OR ExTa,�CiIONS FROM OR REGAROiNG OUR aEPORTS iS aESERVED PEvDING OUR PRIQR Wf?ITr=r�a�?���:
PROJECT NO: 4140 92-2757 DATE: July 23, 1993
PAGE: 3
SA1�iPLE IDENTIFICATION: � _
EPS thermal insuladon molded to meet the requirements of ASTM C578, Type I and Type II classification,
were submitted to our laboratory by Diversifoam Products, Rockford, Minnesota in August of 1989 for The
Society of the Plastics Industry EPS Block Nfolders Group. Two 4' by 8' sheets of each type were
identified as follows:
Type I: 2.73 inches thick, white in color
Type II: 2.52 inches thick, white with green beads
The sample thicknesses were designed to provide reference thermal resistance values of approximately 10
h•ftz•'F/Btu. The tested R-values and densities were as follows:
Tvpe Averag,e Densit, .lv b�ft' Averaee R-Value, h•ft�• 'F/Btu
I 1.01 10.2
II 1.46 10.6
�
OBSERVATIONS: '
� _ _ _
_ _ _
The general condition of test samples was documented upon removal from the foundation each year:
F'ust Year: Scattered minor surface cracks and indentations were observed. A slight amount of soil
impregnation in the surface was apparent (that which could not be removed by brushing). No significant
distortion, shrinkage or swelling was evident. There was no apparent deterioration of the EPS,boards due
to any freeze-thaw cycling that may have occurred. '
Second Year: Scattered minor surface cracks and indentations were observed. A greater amount of soil
impregnation in the surface was apparent (that which could not be removed by brushing). No significant
distortion, shrinkage or swelling was evident. There was no apparent deterioration of the EPS boards due
to ariy freeze-thaw cycling that may have occurred.
Third Year: Apart from some slight damage during the removal, the two samples were intact. Scattered
minor surface cracks and indentations were observed. Some soil impregnation in the surface was still
apparent (that which could not be removed by brushing). No significant dis[ortion, shrinkage or swelling
was evident. There was no apparent deterioration of the EPS boards due to any freeze-thaw cycling that
may have occurred:
Refer to Appendix C for photographs of the samples.
aS�".tU�Ual PROTECTiON 70 CUEvTS. TrE�UBuC ak0 OURSEWES .+LL Tw�N CIiV TES7ING CORPOAaiION REPORTS aRE SUBMiTTEO a5 iME COuf'DE.VTIA�PRGPEai V�F C_:E`:`-
a'�0 aUT�CRIZATION FOR�UBUCaiIQN OF jTAi�A,lENTS.CONCWS�ONS OR cX'RaCTiCNS FROM pF REGaRD�NG OUA REPORiS 4 aESE�EO�ENOiNG Qu�?RIOR�.YR�T7E`�a???v�'�1�
PROJECT NO �1-�0 92-2757 DATE: July23, 1993
PAGE: 4
SUMMARY OF RESULTS•
Averaged Data over 3 Years
Re—Conditioned Data Post—Removal Data
Moisture Moisture
Density R—Value Content R—Value Content
Tvpe Yeai Ib cu.ft. h•ft=•°FBtu % bv Volume h•ft=•°FBtu % bv Volume
I 0 1.01 10.2 n/a n/a �a
1 0.93 9.1 0.009 n/a 0.14
2 0.97 9.4 0.008 9.7 0.63
3 1.07 9.7 0.012 9.3 2.77
II 0 1.46 10.6 n/a n,�a n/a
1 2.42 * 10.0 * 0.010 n/a 0.18
2 • 1.37 9.9 0.00� 9.7 1.13
3 � 1.56 10.2 0.013 9.6 1.72
,
t ' Averages aftcr removing one outlying data point.
Graph of Average R—Value and Density Results Over the 3 Year Period
(from Re—Conditioned Data Listed Above)
12
11
10
9
8
�
'y 7
C 6
41
� 5
� 4
`� 3
- >
; � 2
Q
• 1
0
0 1 2 3 0 1 2 3
Years of Exposure (Types I and il)
�Density �R—Value
aS A ti1UTUA�PROTECTION i0 CUENT$_ iME aUBUC 4ND OURSEIVES.�1LL TWIN CITY TcjTiNG COAPORATION FEPORTS aRE SUBMIrTED AS 7NE CONFIOENiIA�pROPERTY OF CUEN i 5
ar+D aUTNORIZ�TION FOR PUBUCaT10N OF SiaTEMENTS CONCLUSIONS OR EXTRaCTiCNS�aCM OR REGAaDING OUR REPORTS IS RESERVED PENDING OUR PaIOR WR17TE.v aPaaOvaL
PROJECT NO: 4140 92-2757 DATE: July 23, 1993
PAGE: 5
TEST �tETHODS: 1
TestinQ
All tests were conducted as referenced in ASTNi:C578-87a.
am lin
Two 4' x 8' sheets of EPS thermal insulation were submitted for each ASTM C578 classification of EPS
insulation evaluated. Each 4' x 8' sheet was sub-divided into two 2' x 8' sheets. One of these was used
as the control, for testing of initial properties. The other three were applied to the foundation wall. One
sample of each EPS type was removed annually over the next three years.
From each 2' x 8' sample removed, three 12" x 12" specimens were tested for density and thermal
resistance. One near the top of the 8' length, one near the bottom, and one near the center.
Sample Installation '
The test samples were applied to the exterior of the below grade foundation of Twin City Testing's
, Cromwell Avenue building on September 21, 1989. The temperature on the inside of this foundation wall
� is maintained at 70±5°F. Three 2' by 8' pieces of ASTM C578 type I and type II EPS were installed with
the 8' length vertical. The top of each sample was placed just under ground level and the samples were
held in place by back fill. The soil used to back.fill has a final grade of '/z" per foot and had the following
characteristics:
Classification: Sand with silt and gravel, medium to fine grain.
Density, lb/ft': � 112.3 �
Moisture Content, %: 7.9 (1.06 gallons water/ft3 soil)
Coefficient of Permeability
at 20°C, fVmin: 6.0 x 10-3
Mechanical Analysis
Percent Finer Than: 3/4" 100.0
3/8" 96.1
f�4 90.3
�10 82.9
#40 35.4
#100 14.9
' /l200 10.9
aS A 4tU�Ual PRCTcC��ON TO CUENTS THE PUBUC AND OURScLVES.AlL iDVIN GTV TESTING CORPOR4iiON REPORTS a�E SUBM�TTED AS TME CONFIOENTiAL PROPERTV OP rUE'7T5
ATJO aU�MC�7QA71ON:OR PU9l'GTIGN Of S��1T��,1ENiS.CONCIUS�ONS OA EXTqqCT10N5 F�70M OR GiEGnRDING OUR REPORTS IS RESERVED PENOWG OUR PFIOR WRITT�;V A?oq0`:AL
PROJECT NO: 4140 92-2757 DATE: July 23, 1993
P�GE: 6
TEST 1�tETHODS (cont l:
Sampie Removal
One 2' by 8' piece of each ASTM C578 type was removed from the foundation each fall. The average soil
moisture content at the time of removal varied from 6.8 - 12.4 % by weight (this corresponds to 0.91 -
1.67 gallons of water per cubic foot of soil). Test specimens were removed from each sample, tested,
conditioned at 73.4 ±3,6°F and 50 ±5 % RH to moisture equilibrium, and tested again. The conditioning
atmosphere was considered to be "standard laboratory atmosphere" and moisture equilibrium was considereci
to be the point where the weight of the sample did not change by more than 0.1% over a 24 hour period.
Moisture Content -
The moisture content was determined by drying the thermal resistance test specimens and recording the
weight loss. The specimens were dried for 24 hours at 122'F in a circulating air oven (uncontrolled
humidity). The dried specimens are considered to be without moisture and therefore the difference in
weights is attributable to the amount of moisture that was present in the samples. The moisture content was
determined at the time of removal from the foundation and after reconditioning at 73.4 ± 3.6°F and 50
± 5 % RH to moisture equilibrium. The moisture content was calculated as the volume of water presen[
in a given volume of sample, on a percentage basis.
� Densit,�Test -
The density test was conducted in accordance with ASTM:D1622-88, "Standard Test Method for Apparent
Density of Rigid Cellular Plastics." Three, 12" by 12" specimens were conditioned at 73.4 ± 3.6°F and
50 ± 5 % RH to moisture equilibrium. The length, width, and thickness of each specimen was determined
as the average of three measurements. Each specimen was weighed on a model 1364MP Sartorius digital
balance, S/N 3202200. The density was calculated for each specimen as the weight divided by t�he volume.
Thermal Resistance -
The thermal resistance test was conducted according to ASTM: C518-91, "Standard Test Method for
Steady-State Heat Flux Measurements and Thermal Transmission Properties by Means of the Heat Flow
Meter Apparatus." Three 12" x 12" specimens were removed from each sample, tested, conditioned to
steady-state at 73.4 ± 3.6°F and 50 ± 5 % RH to moisture equilibrium, and tested again. Each specimen
was placed in a thermal conductivity instrument, model Rapid-K, manufactured by Holometrix, Inc.
Steady-state heat flux measurements were made at a mean temperature of 75°F using a hot face temperature
of 100°F and a cold face temperature of 50°F. Thermal conductivity and thermal resistance µ'rere
determined by comparing the heat flux measurements of each specimen to measurements made on a
standard reference material of known thermal resistance and thermal conductivity,
DATA:
See Appendix A of this report for the test data for each year.
�$A�IUTUAL PROTECTION 70 CUEYTS.THE PUBUC ANO OURSELVES.AlL TW�N�,17V T�SiIVG CORPOR.�TION RE?ORiS aRE SUBtiuTrED aS iHE CONF:DEN?ia,L PROPEa7�r G��L=':"S
�ND AU7HORIZAiION FOq RUBL'CAiION OF STATEMEN75_CONCWSIONS OR E%iRACTiONS PROM OA r7EGAR0iNG OUFi REPOATS iS aESE�vED aEVDiNG OUR PRiOR ovai7T�u aacaCva�
PROJECT NO: 41�10 92-2757 DATE• July 23, 1993
PAGE: 7
C0�ICLUSIO�IS:
Based on the test results and observations summarized in this report, the following conclusions can be made
regarding the performance of the EPS samples in the study:
The amount of water absorbed in the samples at the times of removal was less than 3 % (by volume).
The 3 year moiswre content averages were 1.18% for Type I and 1.01% for Type II. The EPS
insulation absorbed limited moisture; however it's thermal performance remained within 90% of the
original installed R-value.
A statistical analysis on the individual R-value data for Type I material suggests that the differences
observed between the averages over the 3 yeazs are no[ statistically significant at a 95% confidence
level. Some of the differences in the Type II material results are considered statistically significant.
These differences are detected primarily due to the fact that there is less variability between specimens
in this data set than in the Type I data set. See Appendix D for the analysis of variance results.
The thermal performance (R-Value) after 3 years was at least 90% of the original tested values.
Therefore, the absorption of moisture had a limited effect on the thermal performance of EPS in this
exterior foundation application.
'�. _ _ _
No significant physical degradation was evident in the samples throughout the three year exposure.
Therefore, the limited moisture absorption and any freeze-thaw that may have occurred had limited
effect on the thermal performance of the material, and did not cause any significant swelling,
cracking, deformation or other visible degradation of the material.
REMARKS: ;
The test samples will be reta.ined for ninety days from the date of this report, then discarded unless
otherwise notified.
ALK\Thermal\92-2757.R2
;
4S A LIUTUAI PROTECTION TO CUENTS.TME�UBUC ANO OVRSELVES.ALL i'NiN CITV iESTiNG CORPORA710N REPORTS AFE SUBMIiTED AS THE CONfiOENiIAL aROPEr-�iY Qr'�",:�V ij
ar�0 AUTMOAiZATION FOR PUBUCATiON OF STA7E��ENTS.CONCLUSIONS OR�XTRACTIQVS FROM OR PEGAR0ING OUR REPORTS IS RESERVED P�NDING OUA PRIOR'NRlii�y 4?oapy,y�
_ �
�
Ashland Chemical
�.� ��
,2 ,
\ Specialty Polymers&Adhesives Div. Ashland Chemical,Inc. Address Reply:
Isoset°AcJhesives Subsidiary of P.O.Box 2219
(614)889-4664 Ashland Oil,Inc. Columbus,Ohio 43216
Mr. Terry Dieken
Extreme Panel Technology
475 E. Fourth St.
P.O. Box 435
Cottonwood, MN 56229
Subject: Foam-core panels using treated plywood
Dear Terry:
The following information provides you with some results of the samples recievetl by our lab.
The samples were tested both dry and after the ASTM-1183C cyclic process.
This cycle involves: Condition Temperature Time
Oven 160°F 48 Hrs.
Soak RT 48 Hrs.
Freeze -40°F 8 Hrs.
Humidity 100°F 64 Hrs.
If you have any questions or concerns, please feel free to call me.
(614) 889-3511
Sincerely,
, i''��
Michael J. Holtkamp
Technical Services
ISOSET Group
Attachments
cc: Mike Stanton
Headquarters Cable Address:Aroplaz OH �
5200 Blazer Parkway Telex:245385 � "�;
Dublin,Ohio 43017 Mswerback:ASHCHEM
Fax:(614)889-3206 Ashland Chemical's
Commitment to
Quality and Productivity
�w �
-
Ashland Chemical
��
Specialty Polymers&Adhesives Div. Ashland Chemical,Inc. Address Reply:
Isoset°Adhesives Subsidiary of PO.Box 2219
(614)88&4664 Ashland Oil,Inc. Columbus,Ohio 43216
EXTREME PA.NEL
Results from panels sent to lab:
DRY SAMPLES ' A SUB�TRATE: B SiTBSTRATE
'PSI FAIL[3RE i PSI FAI��UR.E !
1 33 100% 33 100%
2 29 100% 30 100%
3 32 100% 29 100%
4 28 100% 29 i00%
5 31 100% 32 100%
6 30 100% 26 100%
< AY�RAGE '�4 ' 100% 30 > 100%
GYCL,ED SAMFLES : A ' SUBSTRATE B �UBST.I�.ATE '
>PSI '' FAILLJRE ' PSI �AILURE
1 23 100% 23 100%
2 26 100% 26 100%
3 31 100% 26 100%
4 21 100% 23 100%
5 25 100% 23 100%
6 26 100% 24 100%
��ERAG� 25 ' 100� 24 > 100%
The samples were tested dry and after one 1183C cycle.
Date Tested: 08/16/94
�
signed: Michael J. Holtkamp
NOTICE: The inforniation contained herein is intended to be accurate and informati ve. However, any recommendations
or suggestions are made without guarantee and no representation as to accuracy, useability or results should be inferred.
All recom»iendations or suggestions nuist be evaluated Gy you to dete�mine their applicability or suitability for your
parricular application.
Headquarters Cable Address:Aroplaz OH
5200 Blazer Parkway Telex:245385 T�,T,
Dublin,Ohio 43017 Answerback:ASHCHEM r
Fax:(614)889-3206 Ashland Chemical's
Commitment to
Quality and Productivity
, r
1�
�h�'and. '�
Ashland Specialty Chemical Company
Division of Ashland Inc.
Specialty Polymers&Adhesives Division Address Reply:
802 Harmon Avenue
Columbus,OA 43223
Tel: (614)232-8510
Fax:(614)232-8520
Emulsion Polymer Isocyanate Adhesives: A Study of Longevity
This report is a synopsis of work conducted by Edwin Luckman of Ashland Chemical Co. in 1995.
ABSTRACT:
Emulsion polymer isocyanate(EPI) adhesives have been marketed in the United States since 1979
and are used in many high performance applications bonding a wide variety of materials. This
paper examines the longevity of EPI adhesives and the resulting adhesive bonds. Longevity, in
adhesives, is measures the endurance of these bonds and consists of two parts: durability, which
measures physical stability and permanence, which measures chemical stability. EPI adhesives
were evaluated for durability and permanence using various ASTM test methods, industry
standards, and in-service exposure tests. Conclusions from these evaluations are that EPI adhesives
provide excellent degradation resistance to physical and chemical effects. Adhesive bonds formed
with EPI adhesives are not sensitive to the chemical characteristics of wood, are resistant to the
swelling and shrinking stresses of wood, and are resistant to chemical degradation. EPI adhesives
provide excellent longevity under a wide variety of end-use conditions to meet the requirements of a
changing market where quality is the primary criteria.
LONGEVITY OF ADHESIVE BONDS:
Testing of adhesives can be separated into three general categories: working properties of the
adhesive, cured film properties, and determination of the quality and performance of the adhesive
bonds. Working properties and cured film properties include such properties as viscosity, solids
content, tensile strength, and elongation. Stability of the cured adhesive film against moisture and
solvents is an important factor as well.
A wide variety of test methods are used in a laboratory setting to confirm that adhesive bonds
produced under a certain set of conditions will perform up to expectations. Most of these relate to
subjecting the adhesive bonds to moisture, heat, or both and determining the amount of deterioration
which took place. Once the strength of the bond has been established as well at its short term
exposure to moisture and heat, it is essential to know how the laminated part will perform in service
over a long period of time. Assessing the longevity of an adhesive generally is related to initially
determining if the adhesive bond is durable and if it is permanent.
Quality Plus: Headquarters: Tel: (614)790-3333
Ashland's Commitment to 5200 Blazer Parkway Fax: (614)790�119
Quality and Productivity Dublin,Ohio 43017 http://www.ashspeacom
���
A,sht'aRd
��
Ashland Specialty Chemical Company
Division of Ashland Inc.
Specialty Polymers&Adhesives Division Address Reply:
802 Harmon Avenue
Columbus,OH 43223
Tel: (614)232-8510
Fax:(614)232-8520
DURABILITY OF EPI ADHESIVES
Durability measures how well cured adhesive bonds and the laminate will resist the reversible
effects of heat and moisture and their related short tertn swelling and shrinking stresses. In many
cases the exposure selected for the laboratory test environment may be a function of the maatimum
temperature of moisture content expected in service. Many of these test methods and specifications
have a great deal of history in terms of their minimum requirements and how manufactured parts
have performed over many years of service.
Some key tests for the durability of adhesives are listed below:
ASTM 2559: Standard Specification for Structural Laminated Wood Products for Use under
Exterior Exposure Conditions. This test is a cyclic delamination test in which bonded wood
samples are subjected to extreme exterior conditions and examined for delamination and bond
strength.
ASTM 3434: Standard Test Method for Multiple-Cycle Accelerated Aging Test(Automated Boil
Test) for Exterior Wet Use Wood Adhesives. This is a valuable method to assess the durability as
well as the permanence of adhesives. It can be used as a short-term method to measure the
durability of adhesive bonds as a comparative test when solid wood or an adhesive of known
performance is used as a control. It can also be used to measure the long-term performance and the
degradation of the composite, materials, and adhesive bonds.
PERMANENCE OF EPI ADHESIVES
Permanence is a term that in most contexts refers to the service life of the adhesive bonds. There
are many factors that can affect the service life of an adhesive. The principle factors generally
accepted as having the greatest effect on degradation, especially in wood bonding, are related to the
environment including moisture, heat, shrinking and swelling stresses, chemicals, and biological
factors.
Accelerated aging testing was completed to examine the effects of wood chemicals on adhesive
bond performance. Specimens were evaluated under various accelerated aging tests including
continuous exposure to steam, water, dry heat, and the automatic boil test.
Quality Plus: Headquarters: Tel: (614)790-3333
Ashland's Commitment to 5200 Blazer Parkway Fax: (614)790-4119
Quality and Productivity Dublin,Ohio 43017 http://www.ashspeacom
�
�s�ri1'and:
�:.
Ashland Specialty Chemical Company
Division of Ashland Inc.
Specialty Polymers&Adhesives Division Address Reply:
802 Harmon Avenue
Columbus,OH 43223
Tel: (614)232-8510
Fa�c:(614)232-8520
RESULTS:
Durability Testing:
ASTM 2559: This testing was completed on southern yellow pine lumber. Specific material and
bonding parameters are in Table 1. As required,tests conducted were Resistance to Shear by
Compression Loading, Resistance to Delamination During Accelerated Exposure, and Resistance to
Deformation Under Static Loading. The test results are shown in Table 2.
Table 1: Material and Bonding Parameters for Laminated Beam Specimens for ASTM 2559
Testing.
Wood Species Southern Yellow Pine, Moisture content 11-12%, Specific Gravity
0.55-0.60
Mix Ratio 100 Parts Resin Emulsion to 15 Parts Crosslinker(by weight)
Spread Rate 80-85 lbs/1000 ft2
Laminating Temperature 70-75°F
Pressing Conditions 100 psi for 3 hours
Conditioning Time 7 days minimum
Table 2: Laminated Beam ASTM 2559 Test Results
Assembly Times (min) Block Shear Cyclic Delamination
(Open Time/Closed (%)
Time) PSI Wood Failure%
0 1549 95 0.2
0/60 1642 81 3.9
15/45 1649 87 2.7
Required Levels 1310 75 5.0 Maximum
Quality Plus: Headquarters: Tel: (614)790-3333
Ashland's Commitment to 5200 Blazer Parkway Fax: (614)790-4119
Quality and Productivity Dublin,Ohio 43017 http://www.ashspeacom
�'
As�Iand.
*,�.
Ashland Specialty Chemica]Company
Division of Ashland Inc.
Specialty Polymers&Adhesives Division Address Reply:
802 Harmon Avenue
Columbus,OH 43223
Tel: (614)232-8510
Fax:(614)232-8520
ASTM 3434: This testing was completed and compared to a PRF adhesive. Testing comprised of
400 ABT cycles, each comprised of 10 minutes in boiling water, 4 minutes in forced circulating air
at 73°F, and 57 minutes in forced circulating air at 225°F. Data is plotted by retained strength
versus number of cycles and is shown in Figures 1 and 2.
Figure 1: Retained Shear Strength(%)
i2o
�oo
ao
�_EPI-1
60 t_E P I-2
�Typical PRF
40
20
0
0 100 200 300 400 500
Figure 2: Wood Failure(%)
100
90 :_.,_-....o,- � _._,. __,_..__.. _.....;�
80
70
60 �_E P I-1
50 �E P I-2
40 _.�... Typical PRF
30
20
10
0
0 100 200 300 400 500
Quality Plus: Headquarters: Tel: (614)790-3333
Ashland's Commitment ro 5200 Blazer Parkway Fax: (614)790-4119
Quality and Productivity Dublin,Ohio 43017 http://www.ashspec.com
�"�''`.
Ash�'and
Ashland Specialty Chemical Company
Division of Ashland Inc.
Specialty Polymers&Adhesives Division Address Reply:
802 Harmon Avenue
Columbus,OH 43223
Tel: (614)232-8510
Fa�c:(614)232-8520
Permanence Testing:
Accelerated Aging Tests: Data was analyzed to determine the correlation of adhesive bond
performance to wood chemical characteristics and exposure conditions. The higher the correlation
factor, the more sensitive an adhesive is to the tested condition. The results are shown in Figure 3.
Figure 3: Correlation Coefficients for Wood Chemical Characteristics as Related to Adjusted Shear
Strength for Epoxy, EPI, and PRF adhesives.
0.9
0.8
0.7
0.6
�EPI Adhesi�e
0.5
��- �Epoxy Adhesi�e
0.4
—,� pPRF Adhesi�e
0.3 - ��� ..�e
�"" ( °�_
0.2 ��� _ _ _ ; � �;
�� y
0.1 � ;�,;u i ��-.
,A�� '�_
0
30 Day 30 Day 100 Cycles 800 Cycles
Steam Water Soak ABT ABT
The shear strength of EPI adhesives could not be correlated between chemical characteristics of
wood and accelerated test methods for bonded joints.
CONCLUSIONS:
When measuring the longevity of adhesive bonds it is important to address both the durability
(physical stability) and the permanence (chemical stability). Subjecting laminates and their
adhesive bonds to moisture, heat, and shrinking and swelling stresses provides an indication of the
short-term performance of the composite. Long-term tests either addressing the phycical and/or
Quality Plus: Headquarters: Tel: (614)790-3333
Ashland's Commitment to 5200 Blazer Parkway Fax: (614)790-4119
Quality and Productivity Dublin,Ohio 43017 http://www.ashspec.com
�shlan�'
Ashland Specialty Chemical Company
Division of Ashland Inc.
Specialty Polymers&Adhesives Division Address Reply:
802 Harmon Avenue
Columbus,OH 43223
Tel: (614)232-8510
Fax:(614)232-8520
chemical stability of the adhesive bonds are necessary to obtain an indication of their longevity. No
single test can indicate the longevity of an adhesive and the cured adhesive bonds,but several test
methods can be used to obtain a broad picture of the magnitude of their longevity, at least compared
to adhesives with proven longevity.
EPI adhesives have been evaluated for durability and permanence using standard test methods. Test
results indicate that the EPI adhesives are not sensitive to chemical characteristics of wood, are
resistant to the swelling and shrinking stress of wood, and provide excellent durability and
permanence. The result of these tests indicate that bonds formed with EPI adhesives will provide a
long service life when exposed to a large number of environmental conditions.
Twenty-five years ago EPI adhesives had no performance history. Today, many composites
laminated with EPI adhesives are in service in environmental conditions ranging from the North
Slope of Alaska to the heat and humidity of the Persian Gulf. Although twenty-five years is not a
long time when considering the life of a structure or when considering the documented performance
of a competitive adhesive, EPI adhesives are compiling an outstanding performance history.
EPI adhesives are providing excellent longevity under a wide variety of end use conditions and tests
to meet the requirements of a changing market where quality is the primary criteria.
All Information Cited from:
Luckman, E.R., 1995. Emulsion Polymer Isocyanate Adhesives-A Study of Longevity. Ashland
Chemical Co., Portland OR.
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Ashland's Commitment to 5200 Blazer Parkway Fax: (614)790-4119
Quality and Productivity Dublin,Ohio 43017 http://www.ashspeacom
FEB-13-2003 THU 10�07 AM ENGINEERING TECHNICAL FAX N0, 6054981299 P, 02
, .
Erti�in��.rir�g &Technical Services .structpaneN.1.xSs
�
� Fao;�!C�E�st n S ecs
_.. f'anel Loiigth=£:�;��;��`�;,f ft Axial = -t:�;.k��:"�:�lit
' SI��e�,th.Thickncss= �:;a��#::.';,',:in Transv�rge=.;,;,:`=,�i�U:��`:;.�?psf
Slt�ath, Grade—"``�'->�i': Duration Factor= ;`i�:::;'>`
rnre Tl�ickness= ;:�:375::� :`in —'�`. , `dott�/L
D�fl. Limit ,. ..��i��,= .h-x
. t�orE D;ilsity= °�<:::�:�t�:;'�:�;:psf _.�
Pl�woo�J� Core Materiai ��.
C�= 1800 ksi E'= 1�3BQOQ0 psi �C= 2Q0 psi
f=c.- 1540 psi F'c= 1.ri40 psi C'ac� 340 Rsi
�Fr- 1 G50 psi F'b= 1650 psi Fv= 7' ps�
t1- O.B25 in a1= 2.330 sy.in/ft cor�= 7.:�75 ir�
� t2= 0.625 in a2= 2.33 s .in/ft h= 8,G25 in �
'Y't,��r- 4.3�1 Pcr= 24740 limit for det4. •= 0.51 {in)
� 1= 74.56 Ccr� 2458 22.5'L^4/E1�= 0.000�
� S= 17.��3 1-P/Pcr, 0,9515 L^2/4(h+C}Gc= 0.0030
�art���Es�n Results __ _ _
� ��1lowahle defi. = 0.506 in allowablc shear= 7_0 psf
" �ctua) defl, = 0.369 in actuaf shc��r= 3.�6 psi
�z�9r�wa�IP axiTl: 38i4 �t/ft Fb inax— 525 psi
�c;fiial axiat� i200 i4/ft Fc max= 258 �i}f
�,.�I�awable tr�ns. � 137.2 psf(defl. limiting) allowable trans. � i C17.A p�f
, :.,Ac,w��bte trans.
FEB-13-2003 THU I0�08 RM ENGINEERING TECHNICAL FAX N0, 6054981299 P, 03
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FEB-13-2003 THU 10�08 AM ENGINEERING TECHNICAL FAX N0. 6054981299 P, 05
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� ��,8��� ��3 Design dalues for Visuaify Graded Southern pine Dim�n�6�� �,uncbe�r
� (2"-4°' thick)1�Z,�,a
(Tabulated de.sign values are for norm�t Soad duration and�ry:ervir,e corxJition�,u�-�Ic��d::.��c r.i fieci
otherwlse.Sec NDS 4.3 for a compreh�nsive description of desidn v4�Iun�cljustment ir.�ct�rsJ �^
_,..��_... _. ----
...._..___. ___..__ _�.
, ..._.. ...__. _.__......_�_....._ —
USE WITH TABLE 48 ADJUS7MENT�AC� TO�fS __„___ _�........_�-.-.
; .,r�,..._._ p�s�gn voluoe in p�ur�ds�rr s�u:�rc inch{ptI) .^-- --.... _
� Tension Shcar C6m�rr•ssio�i CcmprGs;i�n T�I�xl,du�
�,arallol parattol �-�iCrtAin.;lar puraU�l af G�.u:ir!�
:p�^.C�03 Fint! Siza D�ndmg to g�aln So 9rain tU(i1';:n Sn gr�i�1 El�td�Cry A U1k
`u F E . I. )' Y
u�,iiinLrci:.i yr1dR Cla;sil'�Clllnfl Fo F� F° .. __...__�_ - --"� -, �--., .'—.__.. .. ._
_... I
. � . . _ . ---..- _..._.�_
�;��r�;p;;r,�1=ct 5uur,lur.t� 3A50 tfi5� 175 �fii+0 2250 � 1.9lJU,4b0�
' �;,�;:. c 2850 5Gi i.tOU t.900,�i1'10
.� ,I.,Vuctural 1G00 175
2650 ti35o 775 aBo »sa �,7Uo.c�o
{�pn-Q.�SF,�S�lect,�itn�clur�l EEO ?OUO 1.�St)O,OCO 1
2000 1100 S75
PJo,7 f)c:r�so �G5 1R�u 1,7C�O,O�fI �
5850 t050 175
��c�.> »s asA i�oo ��.Feo 000
ila.1 D:arnOensa t7R0 9p� 1,i(�O,G00 �
' r�uzocn;e 2••a•wide, 170o a�� �75 seo iaso
Td0,2 t500 825 175 5GG 1�54 1,6C�0,C���O �
IJn.2Non•Dr,nsa 1350 7Y5 175 4;^0 t600 �,40D.qaQ ;
� c 650 A7G 175 �6� 375 1.4(�0.000
N•a.,iu�c!.�iud — "' ' ". I
w:. .. _._:_. __ ..,_
.. ...• ._ -- 110U .._.. 6°5 175 �GS 1200 i.500.bG4 t
CUnE:�rU�t��n r�r 7500 1,9f�.G00 1
�•.,i•,�{�� 4'wide 625 350 175 w �
s � � 1�3GD,OOU
Utilil.� 3P� 175 175 - -... �., 97� ...._ ..
!��,},�,�, [hir,:�;v�I�:ct5lructural � 7700 1500 175� Gb0 ��ti�•0 1.��;1,(lQl1
• ^�i.i uqlE,-�i!:fructttra{ 25Gp 1400 175 5G5 20q0 1.E�0(f,000
(1��n•C�i�i�:.�a�aloctSliuGural 2350 12aQ 175 4f1U 1Hs0 1,706.0�4
� ��I No.1 Il�.r��ca �750 950 t75 6Ga 190� 1.e�OC�GCD
Na1 1fi5D 900 175 Su 1'%90 _ 1.7G4:0�0 _
' 150U H00 775 ��;Rt1��'� 1G00 1,Giip.nG{t
,�� T]a� ��iln':nse �-p 17�0 1,71)i1,Qi]0
'�. No.21a0n.^.p 5"-G"wlda 1450 775 175 �"� 1G00 1.600,000
}� Pk�.'l, t2L0 725 175 4tlU 1�00 1,400.G00
� PIo.2Nvt1-nc.nse 1i50 42� .�7$ 5fr5 92a 1,AOO�OCO �„
t:J.3,nr;5tud 750 ._ „- _ ...�. ..._ .. :f'lf�
Dar'�::C:i�1cc1 SlruGlUral .�„ 2350 1350 175 fiGO 2050 � t,J90�0UD
Salort.C.'in�ctutal 2300
i300 175 5G5 1�300 1,fi00,OG4
C1c»�E�:;n:e SuiCCI SlrucWral 175 4iSA 175Q 1•?G0 94�
2100 1100
P:r;.1 C;cncC t650 675 t75 6E0 tB40 t,C(�P,OQO
; � lJv.1 1,5�0 825 175 _ SG5 . 1�i,w0 1700;60A ,
� T.f;f"RJ�i�1'Y+��a"�'—' w� n •r 175 4E30� 1�50 1.�(�i)�OUO �
t�n�r,;n,,e 1600 675 175 GGO 170A 1,7GO.O�n
�:U.? t2Q0 550 175 bfi� 15�U 1.GOO.bt)D
Ptn2rlpn•Oc:n:a t10U 600 175 APO 1450 1„�'lf)Q,GUO
�to.3�n,i$iuJ 70A A00 17L 5�i, N7s--- i:`oa,ano
�e�n�eSolct,tStruelur�l ~.�_—. 2150 1200 �175 GGD 20d0 1.300,G06
2050 t100 17G Gc5 �950 1,9na,QUa
Su1u;;tLlniCiursl i75 4C0 17SQ 1,7�71?.Gqp
6k�n-Penso Sulact Siruetural 1850 350
f�a.1 Dcni� 74G0 775 t75 EGO 1750 1,rspA,(}�70
No.t 1300 725 t75 06g t64J t,IG0,0��J
• P�c.1 tJun•[tr,nr,e t0'wido 1200 650 175 a80 t500 1,6Go,U��J
No..'ia�nnp 1200 625 175 Gu0 t650 1.%�0.O09
r��.Z 1050 575 175 ;'�65 1500 1.GOO,bA�
450 S50 175 4tf0 140p 1,A�10,UU0
No.3 Pl;7n•DunCC G00 325 175 5G5 R60 1.40O,GUO
Nc•.3 ru,�.+u,d „_ ,,. _.� _..—
prirti.;c uCI�J�;t S�ruclurai _ ` 20G0 11Q0 175 6nQ 19L0� 7,30p,600 y
5i,{�:Ct;,tvuch�rl+i 1800 1050 175 GG5 � 18�1b t.buA,il00
Nnr,-nuna.�SolocSSlructur3i 1750 300 t75 4A,0 1700 t,`r00;C00 ,
175 bb0 47Ci0 t.t�On,OJO
NU.i��G�iSQ 1350 725 r, i,7(10.G00
rt;�7 ta5o s�s t�s r„ �600
Ka.1 Non•�c+nss 72"wide' 1150 600 17S a&� �500 S.G60,Pf�;
Na.2i��;nSQ t1:A 57� t75 aG0 tBUO 1,�QO,U6o
875 550 175 565 1d50 t,Gt1v,Q01�
M�:' ,188 13.fQ 1,4CX3,ODU
Na.J Nnn•Dane� 9n0 625 1i5
575 325 57.5 :.fiS b�5 i,AGO,G�".G
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FEB-13-2003 THU 10;09 RM ENGINEERING TECHNICAL FAX N0, 6054981299 P. 06
' Thls r�wciuction is to provfde against buckling of EI� = s�iffness factor compi.steci in ��?Ction
th� skir�s, i; a�plies to working stre;sses in both 3.4.3 fur deflection (ib•ir�.�'�
� t��siqn and compression parallel to grain, but not and other symbols aro as ab�ve,
to ro!ling-shear stresses.
lf th2 spllce is ir► an area af hic�h mom�ai��t, ,�r�:S !s �'
3.a.5 Aclawabfe 4eac1 found to control the destgn, often th� b<;��t thing
, to do fs to change thE location of the splic�� io an
t�t�st str�ssed-skin panels with spaced stringers area of lower stress.
are n�t symmetrical about the neutr�l axis. For
such "►,nb�la�ceci secfions," it wil! be necessary 3.6 Rolling sfit8�r
lo fi�ur� tYtie allowabie load in bending as deter-
rr�inecl f�oth by tho to� skin and by tho bottom.7he 3.6.1 Location ol 4;ritica! Strass
lisv��r ot theso values wili then govern, unless When the plywc�od skin has Ets face c�rain p:j�,�llel
there fs r� �plice in an area of high moment. (�t to the ion��iu�inal frarning rnemUers,as f� usually
tl7er� ia, �n �dditionat check on the s�lice w�tf bo
��qi���.�� � the case, the critica! shear plane lies witl�iEn it�e
plywood. It fs betwcen the Inner face pIy ac,cl the
F=or unifc�rm ioad:, the general equation M = �Fj-• ad3acent perpendicEala� ply (��t A or E3).
red�ces to the foflowing: °
8� tEI�)
� wb " �g ��2 E Locatiar► qF Critical Rolling Shear SEre��
, whe-,r� t—I N� •-�t�- B
, wb - al�owable load based on bending (psf) �� � ---=�'�-" `���'-�-�ry��-�
� � - a(lowablo stress (�ither t�nsion or com- �' ��� �
ression a ' t in ���_... .. �_
� d�us ed accordancewEth Sea .�.__._.____._....,_._w__ �._._._ A
3.5.4� tPSi)
�,,,
�=1�-, � stiifness factor computed in Section 3.5.3 � ! B ��'
� fc�r bendin9 (Ib-in.�} , ,.�,,,..
, �. . . .,� ;r.� .��' 1
� c = cii,tance from neutral�xis to extreme ten- ��%"-���� � .�,c�-.��r.-,x.�r�
,- --�--i r-----�+
sion or comprQssion fib�:r (in.) t � c �
� l = span (tt) �. ....�
+
, � � �ppropriate modulus �f elasticity ior the
�kln beir�g considered (p�i).
' When tho (ace grain of the skin Is perpendic��l��r to
3.5.6 S�li�;c•�iate l�eslgn tha framing memr�ers, the; critical r��llinc�•�;P�e.ir
Rasisti�i morr,�nt of tho s lico rnust bo com uted plane lies between thc Itincr f�ce anci tt�r. fr�m�ng
� P P member (at A or Q )_
usir�g' lho allawable stresses from PLYWpOD
' DESiGPJ S!'�:rf�lCA�'ION Section 5.6. In the case af Tt�e stan�iar�7 eyitation for shear �s �� _ ��<1
; ��alic�r pE���tes,ih�is all4wablo stress is applied aver only [�! �
i��e wic�t.h �f skin actual{y covered by splice pfates. An "unbatariced" stressed-skin panei f��js twa
The gros; Z fs used for calculating this splice-plate valuns for 4� — one for the ihicker slcin, r�n;i one
resi,.tin� rr�oment, sirtce full widlh of skins is effec- for the thinner. Since the R of the th(ci.E,r �b:�n is
tiv��at ihi:�point,due to the stiffening offect of splice almost aiw;�ys larqar than tliat of the Shinner skir�,
�fata �atid i'�locking. it is gerterally sufficisnt to cornpute rollirtc� s+�e;�r
onfy for tho tt;ick�er ski�.
� �"he fntic�w+ng oc{uation i, vafid f�r a splico plate at
tfte paiirt ofi rn�xlrnurn momeni. 3.6.2 Transfurnticd Saction
tn calculating C,�, as irt calcul�ting nPc�tr��i rs:�ciw :arrcl
8F (Et�) mament of {nertia, it is necess�.ry to usi; �
. wha�� w�� 48 cL2 E "transforrried :;ec(ion." '1'i�a tschn{c�uF �E:>itS h�ro
ls differFnf, howevcr. lnstead of treatinc� tl�o ��kin
w� - �Uawable toad based on splice stress as a homo��neous stieet, it niu,t �ie "t�ralcen
{psf) down" into fts corr�pc�nent paris. 'fhe i��llowing ��
F � allowable spllCe•pldte stress tab�e olimfi�:�[rr; tho ca���plic�tion wh�cl� �vc���1c1
rnultipfied by ttio proportion of the UtherwisE: t'�C InvUlved in calculating iftc t�l ft7r thl;; �-!,'
width aCtually spliced {psi) transf�rmera sectio�. / !�.
/
FEB-13-2003 THll 10� 10 RM ENGINEERING TECHNICAL FAX N0. 6054981299 P. 07
A ;xnJ y' for Ccmputing �$ •
. STRUCTURAI I Grades _�~...Y� .�__._- Al1 GPhcr Paon�ct, ^^_N.~ Y+,
hlywoad Pace Graln �� to Stringers Face Gr31n t to Strinc�erw Face Grai� �( to String�rs F'ar.� E'�rairi 1 14 Sirinc�.jr�
7hickness ,,__.,_,..,..__,,. ..,...,...._------ -. .._._.. _�... ..,,......w .--.--- -- -_�... . ., ,....-•-----... ._..
Aro� y' Area y' Araa y' Ar•;,:i y�
� (in.) (in.2) (in.) {in?) (in.} (in�y {�n.) (3rt.'i (in.)
, ...,..,.....,.. .,_
Lin:iandad Panels _.._ -- -.... ...._.. _.�._�.
5116 3.72 Q.0335 A.75 0.149 3.00 O.G37,5 ?,(i-S 0.14'J
3la� a.46 OA�IGS 5.75 0,180 3.7� U.GaGS 3.iJ p.�8o
15!32, 112 5.42 0.0565 8.70 Q.227 4.60 0.0915 a.d3 4.221
i9l32, 51a 9.22 0.176 11.0 0.305 4.G4 0.06fi0 r;.t•Z 0.2N9
231�2. 314 11.2 0.176 11.3 0.352 5.57 0.45RA E.?�� 0.352
.-...-...... �..., ..M...
5�nde�f Psnels .�.._._._._ -_.. .�_.._.__ ,
1l� 7..54 0.0265 2.51 0.121 2.54 0.02G5 Y.:�) O.t21
.11132 2.54 0.02�5 3.00 0.168 2.5A 0.0265 t,f7 �.16D
3!8 3.36 0.0350 4.50 0.1 B4 3.36 O.p;;5t1 �,�11 0.1(!�
15132 3.89 0.0405 9.01 0.231 3.89 O.QdOS 5.(1(l 6.L31
1/2 3.89 O.OA05 10.1 4_246 3.$0 OA4U5 ,i.8�s 0.?.�1G
19132 6.69 0.193 50.0 0.293 6.32 0.156 8..`,�� 0.'�)3
; 5lt� 9A7 0.207 t�.0 0.309 �.53 o.t51 6.rt o.34�J
23132 l 1.6 Q.262 12.5 0.356 7.92 0.2%0 G..r+'"� 0.35G
' 314 12.1 0.278 15.0 p.371 8.19 . 0.2.33`._... _.�..�:a'___�.�_37j_._.
Taucti Sa�ided Fanols � � � �
; 112 4,56 0.0475 9.95 0.226 4.58 Q,Q475 4..G4 U.72.�1
, 1�f32,518 7.92 0.17q 11.2 Q.279 4.38 p.(.1fiF3.ri >.i.i4 0.273
23�32, 3r4 10.4 0.177 14.5 0,345 5A6 0.Q7J� fl.OB Q.345
I-119(2•4•1) - -�- - - 12.5 0.354 16.2 O.a`42
'Ar�,��,aSCtl 0�43"•w1Q�p;�nul.Por oth��widths,use a propprlionate arc:a. •��..�4P.µ�--�-� --Y.�_�__ �.....,_..
T�bl�Gives Are.,of �,.__ --f Y� This reduction app4ieS�0�'X�EF'14(s�J'ifl���r�;wfin,e clear
Paratlal Plies Oulsldp � ~' '�'f-`�*' �: �-� � Neutral dlStlhG@ t0 1P1C'p3►1DI 2CS�@ IS IP,�,c,�fTfitl I"i27�f 1I1�3 CIf_+�1'
_;_.,��.,
n! Critical F'13ne -� .:' `Y i Axls
��� c! � of Panel d�stance betwoen strinyers.
� (,ritical Plane for � � -; �� 3.6.5 Alfnwable Loa�d
Etolling Shc�r '�'`Y"
7he allowabl�uniform load oEi�sirn��l�•�r7i�sir�ssed-
Wi�t� this tablo, the designer can figure the Q of tho sl<in panel as determined by roRin�wii�,,�•r,�F� bc�ex-
plies outside tho critica! plar�e by simply multiplying prEssed by the following cquatlon:
ih�twa figures.One of these fic�ures is given directly
ir� tho table. It represents the "transformed" area ofi 2(�Iy� ��F�t
thc; roqusred plies, A, far a 4-ft-wide panel. ws � ---
46��l.E
"fh�di�tance(dS)by which this area must be mu►tiplied
is nAt prescnt�d directly,but is easyto obtain. It is tho where
. tIi:tanca irom the centroid of the transformed area to w$ - allover�ble io�d basPr�on ro,kinr�sl�car str�ss
the nezair�l axis of itto panel,NoYe lhat the neutra!axis (p;i�
i� as determined for cfaflection, in S�etiorti 3.4.2. To E1� - st�f-fness tactor,coir�put���in ��ction 3.4.3
obtain dS, subiract from the total distance botween {Ib-in_2j
N.11.�►�d outside of panef,c,tho distance between out-
�ii�c of panel �nd centroid of iransfonned are�, y'.!n �Fst � sum of tt��e glua}ine, v�rit#tli�, over each
Fquation f�rrr�, n stringer, e�►Ch multipfiecl t�y il, �ppliC�bi�
S �" � - y all�wabl�rolling-sta�ar�tre-s,c:nrnpute�l in
� 9.6.4 Statical Momeni Se�tion 3.6.4 (ib-in.}
Tt�a G�$, o�st�tical momeni for rolling shear, is then �?s = tho first moR�ent(about th��ry�:�.+tr�il axis)c�F
• �;vc�r� t,y the tolfowing equation: tt�e paraileE plies c�ut��ic1,3 r,# ti�a criticaf
' rollii�g:,licar ��lancr, iul! �-�;P P;m�l wi�lth
' ��s - A d; (in.'�
� 3.�.� pllowable Capacity L 1 Icr,gth af the panel (ft}
It is canvenient to compute a value for thQ sum of the � - mo0ufus of el�sticity af tiii�;6cc�r ski�� (psi).
allWtivable shear stress tii�tos it�e a�plicable shear
' � �vicLf�,'�"Fst,over al(jaints. Note th�t duQ to strass con-
centrations, the allowable stress in ro1liny shear for �
�r.teri�r stiingers is onfy t�alf that for interior stringers. ��
FEB-13-2003 THU 10� 10 AM ENGINEERIMG TECHNICAI FAX N0, 6054981299 P, 08
3.7 Horiz�r�tal Shear 3.8 fina! Allowable t�oad
3.7_t Stati�.af Mar�ent The fina!ailow�ble load on lhe p�.nel i�tPir Ic�w�sf
of the figurc;s obtal�ed in Seciion 3.4 ihrui�c�i� 3.1
Th� (Z to be used in the equation for horizontal above. �
�t-sear inclur�es tha statical moment of all p�rallel-
grain m�lerlaf al�ove (or be�ow) the neutral ax(s.
��f�►.,e, ihe valuo 01 (�5 obtained abave for rolling 4. Waif Pan�el Design
Sh4ar f�r th� top skin cannot be used Since it will
. not includa ihe stringers,and c��nerally will not in• 4.1 General
clude the hottom paraliel piy of tho top skin.
Strassed-skin��nels usetf for wa11s,ar�ti��=����palica-
Again a transformeei sertion is required, to allow tions where tf�Ayare loaded in axial curnpres:3inri,can
for d4fferc;nces In mo�ulus of el2sticity, in figuring bedesigr�ed inaccorclanc�withstand��rd�aruceci��rr.s.
b�ot�� (� anci effeclive i. Since the wliole deptti of �n practico,when tf�ese panels 3r�U5�d f(3�W<<lfs,tf��ar
the F,lywo�d Is involved, the area is tttiat Ifsted In thickness is usually determin�d by a��a�;,�t�2��cc,
, lP�e PDS. The "d" dlstance Is to the rnid-depth of acoustics,or lrtisulatian requirernanls,an�sarricjLim��
tito sf�ir�. [3ut the ef Fectiveness of the skin must be by the necessity for wi+�d rosislarzce, E�ut�f9lttr�rn t�y
"ir�n�farned" to be c�mp�tibie with ihe stringer. their actual Eoad-boaring c�pacity as colur��n�.
7hus the (�y of th� pancl is given 3n ihe fotlowing
(��lt�'�tlOrl:
4.2 Vert'scal-Load Forrrr��(a
av = nstrin ers + �skin x
9 Qsk9n Few practleal en�� joints fot' stressed•skit7 �,�n��ls
��tr[ngers wil( pravEde any a�,prQciak�le clegr�:L af fixity.
Under vertical 1oad, therefore, panels will br;f�av�
, Nate th�t 1he neutra� axfs is as determined for as pfn•cnded colum,�s. 'fhe pin�cr�ciccf colun'ir►
dt�ilaction, in Seciion 3.4,2. equations r�duct� to:
� 3.�,'t A1iavJa�Ie Shc�r Slross p - 3'�j� �I� or F A
AIfo�Na�le horizontal shear stresses for stress• a � ��� �2 � "
�
c�raciP 1��rnL�r�r�re given in the NATIONAL DESIGN
Sf�EG(�lC��1'ION FOR WOOD CUNS7RUCTfON W�1tC�1C4�c:r i� !G��
(N[�S).
where
. �.7 3 Rlla�;�alife Load Pa - aflowable veriiC�i lo�:zcf ar► thc
panel (Ib)
The equatior•� fo� allowable unifiur�z� load on a
' strass�r,i-sltin panel is as follows; � - �pP�"opr'i�t� Cr'tOtlulus of rl�:;ticity
(sec bclowj (psi}
2tE�9� �vt Ig � �ross rT�orr�ent of incrtia af ��ur�e1
W� — ��y�. Fsi'— about neutr�71 axis (in.`�j
L = Unsupporteci verfica( h���ic}4�t o(
wl��:rc pane� (fi)
���v � altowable load based on F� _ �,lbwabl� con•ipres�ivnstrc�r�,sfor
t�orizontal 5he�r sEress (psf} plywood skins (psi)
E1� � stiffness faCtor, computed in A - total v�rtic�l-c�rain rnal��ri�rl c�i
" Section 3,4,3(Ib-in.�) Stringers ��td �ki��s {in.�}.
rrv„ = allowable hOrizontal shear stress Wherc the moduli af ela5ticity of sl;in; aric!
�n the �umber stringcrs (psi) stringers ar� noarly al"s4ce, thC �110dUluS vt a?E1SiiC1-
t = �um o( stringQr widths for the ty of the skins rn,�y bo usecf. Othertivise, r�lci.�f_�tU
P��p� (��-1 E19 as in Section 3.q.3 for u:;i: In ttiis eq�ic;tlr,�r-�.
c�„ : f�rsi moment a�out the neutral
` �xis oF a11 paraliel-c�rain rn��erial
�bove (or below) the neutral axi&
of the 4-ft-wide pancl (in,3) �
L - lengti7 of the pancl (ft) .
i=�t w rnodulus of elasticity of strinc��rs �.._ �
; if>si}. ��j�..
FEB-13-2003 THU 10� 11 AM ENGINEERING TECHNICAL FAX N0. 6054981299 P, 09
�.3 t;o+�l�ined Bending and Axia! Loa�
; , 4Vhr_�, clesigning wal! {�anels subject to wlnd
lo�ds, or any other panela where bending and ax-
� Eat stresse�,�,ro both p�esent,the usual combined-
.
lo�ad c�r�uatlon,
f�lA�_ M/S�. 1, reduces to the following:
; Fr, F�
� f' t MJS ` y,0
i . �'2 F�
' wh�:r��
� F' = tota! allowable axlal toad on the
panef with combined loading {Ibj
P� � ailowable axial loacl on the panei
(frorr� Section �.2) if axial load
, only oxfstEci (Ib}
, M � totaf aiiowable bending momenl
on the p�lnel with combined
; loading ((n.•Ib}
S " sectian modulus of panel (com-
pression �ide) __ I�Ic (in.3)
�� � allowable stress ln compression
parallel to graln from PDS 7able
� 3 (psi).
Valuas (ar Pa and F� can be adjusted for duration
of lo�;d. See F'pS Section 3_3.
� , ,
�
t �
����
FEB-13-2003 THU 10�11 AM ENGINEERING TECHNICRL FAX N0, 6054981299 P, 10
. Appendix B--Design Examp{�
, �
�1. f�Enc�ral 64. Basic �p�cin� (See Sectian 3.2.�) �b`s
Sii1��: ttlis �xample i5 intended for uso as a From tl7e t�blr_� in Sect�on 3.2.�
"� c����rr:t1 gt�lde throu�h this publication and the
;' I'pS, rr::vi�w of tt�osa sectlons pertlnent to your for 19/32" �-p!y 5-layer toucPt-sanc��:d
� s��ecific; riesign is recommended beforc proceed- plywa�d, face grain par�liel to slringt��J�
infl. ��ctian r�fcrencos refer to Part 1. b : 2g��
; P�elirninaty' cansideratlons as to the grade of for5/16" unsanded i wooci t� � 12"
pfywood and I�fmbEr to be used fo�a c�iven deslgn p Y �
'; s+ffould dr�cli�dc a check on avallabiiity. Where full
. exterfo�durability is not requlred for tho plywood, $5, Neutr�l Axi� for Uefl�ctidn S�E�
� APA ply�vo�d Exposure 1 may bo specified, �
yen�raliy permittlnc� the �se of higher alfowable S�`Cf�(}f! �.4.2
plyv�aod shear strosses,
�.�J�N
�`�. �i'G�I��tYI Z—�--=..._...tr•_:.�-��. -.___.__��:.....1 �
5.984' � ��-375'�_.�__...r�:�.���f__.^����,
� L --E' Y
D�sf�n a fic'aor panol for a 14-ft span. � � � � j
�� Liv� l.��tc.l: �f0 psi Dsaci Load: i0 psf 3.0�� t�312^ o.���„
L���fl�-�Ctioi� Liniitation: ,f/360 under live load only. Values of Air of �Iywaott froRi PDS "t�ah(� 1,
. Itom E A�; A.E Y Ai�GY
��. �'��i�l Sectian (See Section 3.7� Toosu� ,,�oo,noa x �,� _ ,.��,000 a�a.a;�4 _ J.42 ,a.er,,.c�o� 5.9�h 111;�ou,rm4
SV�nqnr5 1.fi(10,0�x 1.0'S r 1,R!�C1.0(10 �X B.Dd : 3?? f:1P{.;��i;IAI :ff}00 17t7.00�.ff+i��
� `�r�+ the ��ction sketched below BJI�pmSki�t,f}QQAf�X 1.1 :a ,�t�o,nn� a x �.a�i = s�� s�,r.en,ona p,s,� i,n,ppr,o
ro�m r7� ��,;•ca;cr+o 20��ao.�wo
„ Top Skin — 19132" APA RA7Ep STURD-I-FLOOR 2Q o.C.
� EXl'' 1 rr�.:�rked PS-1. (For thi, thtckness �nd stringer zA�{�y 291,94�,QU0
�, sp�r..lnt�, a 5-ply 5-Eayef p{�nel shauld be used for Y = .. •. - - ----_.._..._.., � g.���,
'; r4�;istar�;� to concentratod floor IoaQs.} SA��C � 30,�00,000
• � 2 r.....�,.,. .
ii = 2.35A iit. /lt ,; ,, �'I;
�. � „ - a.,z� �►,_^,�t ,;- ;' ;�' ��, B6. Stiffness (See Section 3.4,�j
' f i = U.0'16 in."Ift /�'' �,' ,',' !f' (1!4" gap e3ch
; !,; ,� ,, / side of splice O,�J.�f
., pfatey ___... _..,.,...--- • • �
,� _ ,f �
' !I ir.._��__" .
...
� ""'... .. .. �.
� 2 .Y. 'U� �)0l.i�liTK�tf• i�r—^7��'-'-•-�J-- !' _. ,_, ... -i n
' it`1fCh F�U, 1 � „ '! ---�-- ,. 3 U4
,� �f� �r 1 2.74'
Slfi�i�£fS 1 " �' i ..j.. .., �
�i 1 ;.
i \\\ f�r�l �`, �r�f ;1 s p l i c c p l a t e 5.3 7 5" i -�-
r, �i :
' �t• = f3.GFi in.� ��,' i�{ ��; ;1� � a.2a�' I 3,p g^ Y _• :i.2a„
� �• I� ' !'� J +,` ,, Bottom Skln — 5116" _...,.�---- ... o.3f2•.�—._ ,. � �..
:.• 1�.q lri. ;' �� �r Af'A RA7�D "7'_: .,..1.. .. .. t
,, i �� �
�� ' i ,�� r r '' SHEATHiNG 20J0
� �'�:_b.6:':i"�,/,' �'��� i�` 1+ EXP 1 marked PS-i. Vafues qf loof plywo4d Ptom PC1S T�blc� t.
� � S � ,� �r`-,'r ;'f� -; ;J Au .: tA91 (n. !ft
;. 5.a�=;• ' ..� _.�1 I = Q,022 fn.°!ft
�. �i�� , ....,1't� 1!
A.31.%a,r .�y l'�-�f2�.�-13.3'= 31G"�-� E 1/2" nem E ib A,, o tll A�d' t,��o. �s� E{r�,a.s'i
• .� 4',�'� .._. T�osr�n r'J'Jnono au? Qnz 2��� 75t :�r 9i? ter r.q�)C��in
:fnr��:r �.6:»)Uup 7rti 3^� G?� �i0r:'t �L'7 )'�a i.jrn:X�:��7
i GIF',:,f diu'i:iRr.o
� 48 – 3 x 1.5 – 1 – 0.75 B�uUrn Sf.n �tiA�7 CG? OC3 ...n� 3 iiJ 9 65 &.9 � r
�
LetvdOctnS(ringErs = —_._._..•.-- _ 13.9" �"�} ,�7^xw;v���
`� ro�al ���,.,;,r r <Ilit�Tal;:";.1 �
• 7ot�11 spli��c{�le�t�width w: 3(13,9 •• 0.�) = 40.2"
i •�ri,.ludec.s��i3" reducNon In depth to itlow for resurtar,inc�. E{y = 401,OU0,000 Ib•in.2 pe�4-ft wit►l1i C�
: ' 1 f3
T' �
FEB-13-2003 THU 10� 12 AM ENGINEERING TECHNICAL FAX N0. 6054981299 P. 11
69. Neutra! Axis for B
�7. �ll�wable Load Based on Qeflection (See Sect+ort �.5.2)
� � (�e�; Se�tion 3.4.4)
F.ifective
41fidth oF Ski�
c � aas x��,a5a,ovo = �i ti,000 ps� ,�.�....,'..�:.._ ..�.._ —�
-5.9a�.i- �=._�.�,�w,
� F �...,3.y� --�
w� .- _r_ ...:..`_.a 3.0 Gear Dist3;�c�
��' � �IL p AG J �ffective widtt� of top skin
. � Efiective widfh _ 4�" ^
1 of bottom skin
-- � .... __,.._.._�,.�_.__w., --�
s r 7.5 x 142 0.6 ��
'}' Urm E A
, 3C�0 x 14 L ,�Q1,fl00,000 32.2 x 111,000 °
i roASXm 1.:3CA�k� 9 a? i.i in�p r>�a) :�'�;}-i i t I:101�.G70
� 5tnnge�s i.li;o.00u 3'1.? ,7 i'.�KS(Nk7 :t 4'L5 i 7�!iq4.�Crqi;
- `_... . _._. — —� 9vtt�+:�n t Dd0 d:7�J a��� r 1 a�t � 5?G 10:>>i!aA 0�!:,; i�:;6�A�7
�O�tO [d.00000367 + O.00UQQ017] ._.._ _. .--_--
• To!,al p�����d�C�.(ti)0 2:11.;?OOI�)
v��n �. 51.7 psf Live Load
y ` sA��Ey _ ?.91,720,000 _ 3.30„
. �c�r purp�;es of cornparing with other alfowable �A��E gg,g00,00�
� lo�cl fiaures, �dd i0 psf dead toad. Then
w� = 61.7'psf 7pta1 Load �»o �sf, oK� B10. Stiffness tor 8er�ding �Se� Sect�on
3.5.3)
, � ��. rop-Skin Ueflectio� {Se� Section --�...�..`-._._�.-----��:...��- �=��,�w-?:,j.� � _. _.,
:i,4.5} .•x _;___.._..j..... N. n.
o.2s~ s.,n^ y � ;l.a(1"
a __..._._.._.__�... _ ._........,
Q =: wp _�.-------�......._,.... _._ _._ -------... .
-::_�-�_. _,_.
3f34 EI 12
^ �O x ��.�� Ilem E lo Aa tl d� �yU= 1��A�CT E(ty+a ici'y
, ` .JO� X 1,OUV,��� X �.�1 O X iG T;'�'a��n f�,wJ.QJO r,gj a 4? 2 c] ?2A n?,� t;H I l i+:I+�;�?UiiJ
Stnrvder. t B.O,COJ 17(i 'y?7 i17') p GB•t %!i , „ �4'::.OJ9 0•7C
� &�ir�mSk,n i sr�l.ir^.0 00?& 5?d 3 t.o 90u Si 9 1'�Y ui1Q�:qG�ii
; d — ID.Q1i3" (�•� QI:i60, OK) .�o«, �,...,,�,: :i�ncr,�no��n
� El�y �- 3�f3,000,000 (b-in2 per d-ft ��:�icli��
;
�
�`����
�q �'�'t�
FEB-13-2003 THU 10: 12 AM ENGINEERING TECHNICRL FAX N0. 6054981299 P. 12
. .
�1�0. Allowable Stresses (See Section Bi3. Skin Splices (Se� Seciion 3,�.0� �
�.�.��
Tension Spiicc:
Top s�ci:► allawable compressive stress. Ft : 1?_OU psi (trom f'DS 7ab1e :;.�.1.?_) �
F3;�sir, F�; f,rom Pp5 Tab1e 3 �• 1540 psi Spifce pl�te io be 13.4" vride
cle�ar dist. 13_9 _ p,a��
1� ` `�'2� Ratio of sptic�-pfatc wldth to tatal skl�� widih
. 3 x i3.Q � O.n38
. �ro�� tfzc� ��raph in Section 3.5.h, stress reduc• _ ,za� "'
tinrt faCtor - 1.00
Allowat�le stress - 1200 x 0.8�8 � 1Cl��c) psi
tt�erFtarQ, F� = i.QO x 1540 - 1540 psl
8F (EI )
Bot,a�•� skin aliowabte tensile siress. Wp _ . �.
48 cLz E
" Eiasic �t from PDS 'fabfo 3 : 1650 psi
f3 � 1000 x 4Qf,�00,OQ�
. clF�'zr d'+st. 13.9 _ �.iG A8 x 3.24 x 142 x. 1,�f3tl,nf)�
. . b - _ , 12
� wp = 53.2 psi, (j50 �sf, U�}
r�rorr� the graph in Section 3.5.4, stress reduc-
tion fac#or = 0.667 Compressfon �plice
� tfierefore, Ft - 0,667 x 1650 = t100 psi OK by insper.Sion. See PDS Secfior► S.C,,1.2 ���id
� 5.6.22.
� �11, �Ilowable Loa� B�ased an Bending
; .Str�;ss (See Section 3.5.5) �
� 814. Staticai Momen� for Roflinr� S�iear
; Allo��rab;c load !f bottom skin controfs (Sse Section 3.6.3)
8Ft(�En)
'. w�� __ ._.. . From tahle in Scctian 3.�.7,
4a c Lz E
. A for tc�p skin = a.38 sq in. for a �1•(t /�an�1, and
. _ 8 x 1100,x 388,OOQ,000 y' - O.G685"
�l8 x 3.30 x 142 x 1,980,000
� Critic.l fifr�ne rq�Rol�ing Shc�r ��O.UutSS"
; �'17�i = 55.5 psi (�50 psf, (?K) �C 'r;;r::`��.:-�T � . 1
�• :.:�'G:'3'.; ..,;x1,. r. .
� /,'i � 3.(�4"
� Ared Uf f'�rallef F�i��S � "! )�3%"
'. All�watyle load if top skin contrQlS Abovc Cti�IGal 'f/:- �
; Pfane =� 4.3�3 >:Q in. �-:.� � �
aF E! � �'.
C� tl� Ncut�al Axls oF P,inel
� �f-�t = ...48CL2 E
� Thsn d; �s c — y' = 3.0�3" — 0_OF,£�5" - 2.�J1"
_ � x 1540 �; 3F38,000,000 . C�� = A ,�g
� 4� x 2.96 x 142 x t,98Q,000 = �l.38 k 2..�t
w�t w= 66.1 psf, ( :50 ps(, OK } �� - �3.0 in.3 per�i-ft•�aric�c pt�n�f. ,
�
�n ��j�...
FEB-13-2003 THU 10� 12 AM ENGINEERING TECHNICAt FAX N0, 6054981299 P, 13
, 815. �I�owable Capacity (See Section 3.6.4) 818. AIlowable Load B�sed o�� Hc�ri�antai
�rom Pf�S "fable 3, FS = 53 psi at interior $�1�8f i$E$ $�'CfI01i �.7.�,
', � stri�l�er:,; �� psi at exterior stringers
2 From N D5,
� ,..�.__..._�.. �._ _�._,.._...w F� - 95 psi for pougtas fir-I;�rch �!frlJ�l�{y��
:,; . ��.�:.:_�.^.�. .���--_ __
��
i.5" --1 ;_ . 7.5"-"1 h- 1.5"--i 1-- 0.75" -�i F-- 2(EI�) Fyt
wv = '_4t�y l.ESt
,, �rst - z x 1.5 + 2 x 53 x �.5 + 4.75 x 2 � 2 X 4Q1,000,000 X 95 :c {� ;c �:5)_
, � x �k5.6 x 1�t :: 1,8�G,1�(1�� _
=� 40 + 15�J + 20
. ��s� = 2ts��rn. wy = S&,� psf ( > �0 psf, QK)
E;
8i6. l�Ilowable Load Based o�� �opi�tg 619. Fina{ aieowabl� Load (Sec� ��ctiar�
� Shear (See Section 3.6.5j 3•$a
;
; z{�:i�� ��St
�� w' � 4QSLE - toad Sumrnary
w� � G1.7 C�st
� __ ..2 x h01,000,000 x 219 w{�h �• ��.5
� �1 x 13.0 x 14 x 1,980,000 �'bt = ��.�
� ws .� 1?.1.9 psf, {}50 psf, OK) 4Vp = 53?
� W� � 121.9
; W
� �17. Sfi�tiGal Moment for Norizontal Shear V = �s��
� {Sea S�c�fion 3.7.1) �./
� A�Iaw��P7le ��UU IJ �3.2 psf and is r,ofttrollr�ti �y th�;
;
' ��.5�)�" hdeutrql Axis 3.oa� z.�a° ��ttom-sF:in splice pfarc.Sincc: this is c�rc;�tcr th�r�
� p! Pane! 2,45^ tl�c 50 p�i required, ll'te ��►�el IS UK t'i�� �jErsigrteci.
�J�.^.�......_._.,._.:. �__L_
i. .- . - �.}. NOte that, in ttZis case, the �illow��ls3+� Ir?acJ Ui� tl�e
5.375� � --- � panel eoulil be inereas�d slic�f�tly by �t'�t�vinc� tF��
� ��� ��•-�-~.-.�.H{.�V .� S licc >late awa from tne nic!-r ;arf f ti� ,
� P t Y f , o � ��net.
; �� ...�,�...._.._.�..,_......T �• f
� 0.:4t2" 3.24„
ESkfn
�v = Qstringers + — x Q skin
Estringers
-- d � 1.5x ?..45x2.45`
2 �
� 1�,960,0(3U �4 x 2.354 x 2.74�
1,850,000
� � 1 f3.0 a� 27.6
Uy � �15.61n.3
����
f
INTRODUCTION
� ��
The Permanent Wood Foundation gravel,coarse sand or poured concrete. "
(PW�is an innovative building system _ The footings distribute the vertical load
that saves builders time and creates com- .. from the structure to the soil.
fortable,warm living areas that enhance - _ �, � The recommendations for foundation
a home's salability. �!� sheathi.ng,studs and connections are .
Just what exactly is a Permanent r' �,�'� based on thorough design analysis, - �
Wood Foundation? It's a load-bearing " -- { developed by experks of the wood prod-
lumber-framed foundation wall sheathed - ucts industry and the National Associa- �
with plywood. All l�mmber and plywood � + ' tion of Home Birilders Research
components in the wood foundation are � �� � Foundation,Inc.These recommendations
pressure-treated with preservatives to provide a quality"engineered"foimda-
withstand decay from moisture and insect damage. tion system that resists backfill and wind or seismic
The PWF is an engineered foundation construction loads. The detaiLs are applicable for most common
system. The engineering design analysis was devel- construction applications in a variety of soils.
oped jointly by the U.S.Department of Agricult�e's In larger or more complea buildings,engineering
Forest Service,the American Forest&Paper Associa- may be necessary because of differing structural
tion(AF&PA),and the American Wood Preservers requirements. ff so,refer to Permanent Wood Foun-
Instiiute(AWPn,with field evaluations by the National dation System: Design,Fabrication and Installation
Association of Home Birilders Research Foundation, Manua� (DFI Mannan,available from the American
Inc. Additional laboratorq and in-ground structural Forest&Paper Association. It contains complete .
testing has been conducted by APA-the Engineered design data and is the source of some of the tabular . -
Wood Association. materials and many of the detaiLs given in this guide.
� Durability of the system is demonstrated by long- PWF construction is similar to wood-frame exteri-
term in-ground tests conducted by the Forest Service. or wall construction,with some exceptions. Because
In these tests,pressure-treated wood has withstood PWF walls aze used in below-grade applications,all
severe decay and termite conditions over decades of lumber and plywood is pressure-treated with preser-
exposure. PWF walls aze designed to resist and dis- vatives for decay and termite resistance. Other dif-
tribute earth,wind,seismic loads and stresses that ferences include the use of stainless steel na�s,an
may crack other types of foundations. offset footing-plate,and framing anchors to connect
The Permanent Wood Foundation is accepted by foundation studs and floor joists to the top plates of
the major model building codes,by federal agencies, foundation walls in high backfill conditions.
and by lending,home warranty,and fire insnrance Like conventional wood-frame walls,the wood
institutious. And�t has heen proven by years of suc- foimdation is adaptable to virtually any design. It fits
cess in more than 300,000 homes and other struc- a variety of floor plans and can be used for both level
tures throughout the U.S. and sloping sites.
This guide describes the features and advantages In certain localities where emission of radon gas
of Permanent Wood Foundations. And it provides from the soil or ground water is prevalent,a plastic
builders and architects with detailed construction pipe and tee can be installed through the basement
tips for a variety of building styles,including both floor for basement-type PWFs. For crawl space
crawl space and full basement foundations. PWFs,a perforated plastic pipe can be installed on
A PRovEx PRacnca�SrsrEM �e ground inside the crawl space,beneath the vapor
� retarder. In both applications,the pipe is connected
Permanent Wood Foundations consist of load- to a vent pipe and eachaust fan to depressurize the
bearing walls framed with pressure-treated lumber soil under the basement floor or crawl space vapor
and sheathed with pressure-treated APA-trade- retarder,removing radon gas from the soil under and
marked plywood(see Figure 1). The walls are around the building. If a sump is used,the sump
designed to withstand backfill and vertical loading. cover should be sealed and connected to the vent
They are supported laterally at the top by the floor pipe and exhaust fan to remove radon gas from the
system, at the bottom by a cast-in-place slab or pres- sump pit.
sure-treated wood basement floor,and at the base by
bacl�'ill and foundation footings of crushed stone, pWF DEs[crt&Coxs'ncucrtox Gu�nE
SOUTHERN PINE COUNCIL . '
. ,
Article from BUILDING MATERIAL DEALER DECEMBER 1998 By Don Jacnicke
PWF: A Foundation for Sales Growth
With more than a half-million in place, permanent wood foundations are gaining a following—and expanding
sales opportunities—for dealers throughout northern states.
basement panels,resting on with wood foundations each
When the snow flies and the washed pea gravel for proper year. He says the dry lumber
ground freezes,construction support and drainage. Treated and plywood basement walls of
projects in a wide band of states footing plates are usually placed a PWF solves condensation
simply close down. Concrete directly on the gravel,and problems inside the house,it
trucks stay parked because they construction proceeds quickly, saves up to 50 percent in utility
can't pour foundations in frigid with an entire PWF often costs,compared to masonry
temperatures. But at housing installed in less than a day. construction. And that's led to
sites throughout the nation, Basement floors can be done kudos from his customers. "As
especially in the Upper with treated wood as part of a soon as prospective buyers come
Midwest,a growing number of PWF system,or a concrete into our model homes in the
residential projects keep going basement floor can be added winter and go downstairs,they
in zero degrees thanks to a later. are amazed at how warm and
unique construction technique— Educating builder-customers livable the basement is,
the permanent wood foundarion has paid off for two yards in compared to musty concrete
(PWF)—that is well proven but Traverse City,Mich. walls.
still somewhat"mysterious"to Homebuilder's Warehouse "With a masonry basement,
many builders. conducts regular PWF you have a continual flow of
Simply described,a PWF is educational events such as moisture when penetrates the
an engineered building system builder breakfasts at the local whole house and dampens the
with a treated Southern pine Holiday Inn. The company's insulations,causing moisture to
load-bearing framed foundation Dave Combos adds that they condense on the windows. This
wall,sheathed with treated steer builder customers to a is not a problem with the PWF,"
plywood. The preservatives are PFW display at their retail yard he notes.
usually CCA treated lumber at a and conduct training sessions for Blewer Lumber,which
retention level of.601bs/cu/ft.in outside sales personnel to keep operates sawmills and five
accordance with AWFA them up to date on the wood treating plants,supplies PWF
standard C22. foundation. treated lumber to a number of
From the Northeast to the Brown Lumber,a firm dealers and conducts 25 PFW
West,as the advantages of this believer in the important of training seminars per year for
unique system become better training and education(see story dealers and their pro builder
known,contractors are building on p. 12),holds three contractor customers. In addition,the
more homes that feature PWF. breakfasts per year to remind company also sponsors exhibits
Besides all-weather builders about the advantages of in local building product trade
construction,contractors report PWF. "We usually have shows,reaching retailers and
that the PWF also has another between 12 to 25 builders in contractors with the PWF
important benefits—it provides attendance,"says Brown message.
warmer,dryer basements Lumbers' Jce Hurst. "T'his has For more information on
without a musty smell,and been a big factor in increasing permanent wood foundations,
lower utility bills because there PWF construction. contact the Southern Pine
are no damp concrete walls John Bezemer of United Council at 504-443-4164, or on
down below. Construction, Sandusky,Mich., the Internet at
Typical PWF construction builders 40-50 modular homes www.southernpine.com.
calls for 8x8-ft. foundation wall
' ,
1N�ULSPAN
STRUCTURALINSULATED PANEL SYSTEM
Extreme Par�els/INSUI,SPAN's
Below-Grade Four�d�tion Panels
Features:
Strong
High R-Va1ue
Fast & Easy Construction
Interior Wa11s Easy to Finish
Competitive Pricing
Erect in All Four Seasons —Not Limited to Warm Weather
Ineludes Material for Complete Wall Sections
Has Pre-Drilled Electrical Chases
Proper Installation is Essential
1. Have Proper Brainage Around Foundation
2. Seal All Joints With Pro-flex Caulking or Tar
3_ Li��e Outside of Foundation V�a11s With Heavy Biack Plastic
4. Back Fill Properly. Use Pea Rock for Good Drainage
5. Provide Good Drainage Away From Wall
EXTREME PANELS
P.O.BOX 435 • COTTONWOOD,MN 56229 • 475 EAST 4TH ST.N.
800/977/2635 • FAX: 507/423/5531 • www.insulspan.com
►NSULSPAN
STRUCTURALINSULATED PANELSYSTEM
Wa(i Rackin� Load 3 To F�ilure
0.080
0 - Failure at 400 Ibs/min
^ 0.060 Maximum Load: 8,295 Ibs
� Test Date: 10/15/97 .
�
U
�
�
0 0.040
:.Y
U
�
T
�
� O�O�O
• O�O O O � � �
0 1 ,000 2,000 3,000 4,000 5,000
Load �(Ibs)
�`�Racking Resistance of 1 ,037 pounds per lineal
foot (Max)
NOTE: At 500 pounds/lineal foot, deflection is
(ess than 0.06 inches.
8 �/4" Panel �/2" Treated Plywood Skins
' ,
E�ctreme Pane��
���
STRUCTURAL INSULATED �ANEL S�STEAA
B�L�V� ����� ���'���.%i� ��� :��.��NIENT P���EL
(P-ROCK F���TING}
TOP VIEW
5ply-2x4 .60 treated glue lam spline 4' o/c
� 4'-0" �" 5/8" .60 treated plywood
8 5/8" , „ „ i
-7 3/8" EPS Foam��Vertical electrical chases
SIDE VIEIN
2x8 double top plate � P�'S24 Floor Strap
�Caulk ix or plywood strip to fasten
& protect top Qf poly
��������Finish Grade slope 1/2" per foot
min. 6' from �vall.
� 6 mil black paly
8'—0»
�"� ��� Backfill with P—Rock
Horizontal electrical chases
-'; �::
�—Concrete slab �. 2x8 .60 treated sill plate(trimmed)
4 � ::::::::�.::�.�::::�::::�::::.�::::.�':.::._::::.:�:.�.�::�.;�:::::::::: ::�:..:::::.'.:`.:::,.
�::.o.:.:::::
Drainage Tile
P—Rock base 2x12 .60 treated base plate
PROPER INSTALLATION IS ESSENTIAL: Stake to prevent movement.
1) Usp INSUISTICK adhesive & screws 8" o/c on all joints.
Screws supplied are �9x1 5/8" Life—coat screw 2" Stainless Steel
nails 6" o/c can also be used to replace screws.
2} Seal joints with INSULSTICK adhesive, Polyurethane sealant, or an equivalent sealant.
3) Have prs�per drainage around foundatian. The tile should be
at least 4" in diameter.
4j 6 mil black poiy needs to be applied according to State or Local Code
Double layer can be used for added security when backfilling.
5) Floor joists are to be fastened to top plate w/ (3)-16d's nails or 3" screws.
For panels running garallel to the floor joists, blocking spacers must be
placed 8' o/c the entire length of the house between the joists.
6) When it is required to backfill higher than 5', a 1 1/4" x 24" metal strap
is to be used at each enri of the floor joists connected with (9} 8d galv. n�ils.
Recommened metal strap is PWFS24 from USP Connectors.
7) Backfill with P—Rock tc� a level slightly below grade.
8) Footing sizes are to be determined by Local Code & soil type.
475 East 4th St. North \ P.O. Box 435 \ Cottonwood MN 56229
800-977-2635 \ Fox:507-423-5531 \ www.extremepanel.com
Extreme Paneis
1 S LS�'
STRUCTURAL INSULATED PANEL SYSTEIN
BEL�� GI���.DE E�'�'�,EME 8" �����ENT PANEL
�C4NCRETE FOOTING)
TOP VIEW
5ply-2x4 .6� treated glue lam spline 4' o/c
�-- 4'-0" �" 5/8" .60 treated plywood
� „ /
8 5 8 , „ „ i
7 3/8" EPS �'oam Vertical electrical chases
SIDE VIEW�__ P�,S24 Floor Strap
2x8 double top plate
� �Caulk ix or plywood strip to fasten
& protect top of poly
������:�Finish Grade slope 1/2" per foot
min. 6' from wall.
6 mil black poly
8'—p�,
'`. �:::�::��:�::� Backfill with P—Rock
Horizontal electrical chases
o� �'
i ::
o'
�--Concrete slab '� 2x8 .60 treated sill plate(trimmed)
4�� � .....•.:..�...�..:.:.:•.....:...:.�...:..::�.:...:....:...:'- 1/2" anchor bolts � 4' o/c spacing
_ �:�:�::::�::�:=::�::: :�::�:�:�:::�:� ��� ''�_
-"�Drainage Tile
P—Rock base
PROPER INSTALLATION IS ESSENTIAL:
1) Use INSULSTICK adhesive & screws 8" o/c on all joints.
Screws supplied are #9xl 5/8" Life—coat screw. 2" Stainless Steel
nails 6" o/c can also be used to replace screws.
2) Seal joints with INSULSTICK adhesive, Polyurethane sealant, or an equivalent sealant.
3) Have proper drainage around foundation. The tile should be
at least 4" in diameter.
4) 6 mil black poly needs to be applied according to State or Local Code
Double layer can be used for added security when backfilling.
5) Floor joists are to be fastened to top plate w/ (3)-16d's nails or #9x3" scre�vs.
For panels running parallel to the floor joists, blocking spacers must be
placed 8' o/c the entire length of the house between the joists.
6) When it is required to backfill higher than 5', a 1 1/4" x 24" metal strap
is to be used at ea�h end of the floor joists connected with �9) 8d galv. nails.
Recommened metal strap is PWFS24 from USP Connectors.
7) Backfill with P—Rock to a level sl�ghtly below grade.
8) Footing sizes are to be determined by Local Code & soil type.
475 Eost 4th St. North \ P.O. Box 435 \ Cottonwood MN 56229
500-977—?635 \ Fax:507-423-5531 \ www.extremepanei.com
F�ctrerr�e Panels
�� ���
STRUCTURAL INSULATED PANEL SYSTEM
BEL��►T G�ADE EXTRElVIE 8" FOUNDATION PAI�TEL
(P-ROCK FOOTING)
TOP VIEW
5ply-2x4 .60 treated glue lam spline 4' o/c
� 4 —� � 5/8" .60 treated plywood
8 5/8" , i
7 3/S" EPS Foam
SIDE VIEW
�2x8 double top plate
_� �Caulk lx or plywood strip to fasten
:,......... & protect top of poly
Finish Grade slope 1/2" per foot
4,_�„ min. 6' from wall.
6 mil black poly
Backfill with P—Rock
��: 2x8 .60 treated sill plate(trimmed)
':::��:�::�::�
��� � ��� � � Drainage Tile
::�::::�:�::�::�:�:.��::�:::�:�::::::
2x12 .6fl treated base plate
PROPER INSTALLATION IS ESSENTIAL: �take to prevent movement.
1) Use INSULSTICK adhesive & screws $" o/c on all joints.
Screws supplied are �9x1 5/8" Life—coat screw. 2" Stainless Steel
nails 6" o/c can also be used to replace screws.
2) Seal joints with INSUISTICK adhesive, Polyurethane sealant, or an equivalent sealant.
3) Have proper drainage around foundation. The tile should b�
at least 4" in diameter.
4) 6 rnil black poly needs to be appl'aed according to State or Local Code
Double layer can be used for added security when backfilling.
5) Floor joists are to be fastened to top plate w/ (3)-16d's nails or #9x3" screws.
For panels running parallel to the floor joists, blocking spacers must be
placed 8' o/c the entire length of the house between the joists.
6) Footing sizes are to be determined by Local Code & soil type.
475 East 4th St. North \ P.O. Box 435 \ Cottonwood MN 56229
800-977-2635 \ Fax:507-423-5531 \ www.extremepanel.com
Extreme Paneis
�
STRUCTUIiAL INSIlLATED PANEL SYSTEM
BELOW GRADE �XTREME 8" FOUNDATION PANEL
(C�NCRETE FOOTING)
TOP VIEW
5ply-2x4 .60 treated glue lam spline 4' o/c
�`— 4'-0" �" 5/8" .6Q treated plywood
8 5/8" , �/
7 3/8" EPS Foarn
SIDE VIEW
�2x8 double top plate
Caulk ix or plywood strip to fasten
,_ .,,..... & protect top of poly
::::�--
Finish Grade slope 1/2" per foot
min. 6' from wall.
4�—Q�� 6 mil black poly
Backfill with P—Rock
2x8 .60 treated sill plate(trimmed)
� 1/2" anchor bolts C� 4' o/c spacing
PROPER INSTALLATION IS ESSENTIAL:
1) Use INSUISTI�K adhesive & screws 8" o/c on all joints.
Screws supplied are #9x1 5/8" Life—coat screw. 2' Stainless Steel
nails 6" o/c can also be used to replace screws.
2) Seal joints with INSULSTICK adhesive, Polyurethane sealant, or an equivalent sealant.
3) Have proper drainage around foundation. The tile should be
at least 4" in diameter.
4) 6 mil black poly needs to be applied according to State or Local Code
Double iayer can be used for added security when backfilling.
5) Floor joists are to be fastened to top plate w/ (3)-16d's nails or #9x3" screws.
For panels running parallel to the floor joists, blocking spacers must be
placed 8' o/c the entire length of the house between the joists.
6) Footing sizes are to be determined by Local Code & soil type.
475 East 4th St. North \ P.O. Box 435 \ Cottonwood MN 56229
800-977-2635 \ Fax:507-423-5531 \ www.extremepanel.com
Extreme Panels
L
STRUCT!lRAL iNSULATED PANEL SYSTENI
BELOW GRADE EXTREME �" FOUNDATION PANEL
(P-ROCK FOOTING)
TOP VIEW
4ply-2x4 .60 treated glue lam spline 4' o/c
�`— 4'-0" —�'� 5/8" .60 treated �lywood
6 7/8� l
�-5 5 f 8" EPS Foam
SIDE VIEW
�2x6 double top plate
Caulk lx or plywood strip to fasten
_... £sc grotect top of poly
Finish Grade slope 1/2" per foot
min. 6' from wall.
4'-0"
� 6 mil black poly
Backfill with P—Rock
���: 2x6 .60 treated sill plate(trimmed)
.;:::::�::-::.:�:
:::�.:�::�::�:::�::.��:::�:�::�:.:::�. Drainage Tile
��:�::::::::�::�:�:���:�:�::�::�:::::
2x10 .60 treated base plate
�take to prevent movement.
PROPER IIVSTALLATION IS ESSENTIAL:
1) Use INSUI.STICK adhesive & screws 8" o/c on all joints.
Screws supplied are �9x1 5/8" Life—coat screw. 2" Stainless Steel
nails 6" o/c can also be used to replace screws.
2) Seal joints with INSUISTICK adhesive, Polyurethane sealant, or an equivalent sealant.
3} Have proper drainage around foundation. The tile should be
at lea�t 4" in diameter.
4) 6 mil black poly needs to be applied according to State or Local Code
Dauble layer can be used for added security when backfilling.
5} Floor joists are to be fastened to top plate w/ (3)-16d's nails or #9x3" screws.
For panels running parallel to the floor joists, blocking spacers must be
placed 8' o/c the entire length of the house between the joists.
6) Footing sizes are to be determined by Local Code & soil type.
475 East 4th St. North \ P.O. Box 435 \ Cottonwood MN 56229
800-977-2635 \ Fax:507-423-5531 \ www.extremepanel.com
��i
E�ctreme Panels
'�.5��.
STRUCTURIIL INSULATED �AWEL SifSTEM
BELflW �RADE E�TREME 6" FOUNDATION PANEL
�CONCRETE FOOTING)
TOP VIEW
4ply-2x4 .6� treated glue lam spline 4' o/c
�— 4'-0" �' S/S" .60 treated plywood
6 7/8� � r
5 5/8" EPS Foam
SIDE VIEW
�2x6 double top plate
�'(� Caulk lx or plywood strip to fasten
I & protect top of poly
:::,�,�,-'
� Finish Grade slope 1/2" per foot
min. 6' from wall.
`��–��� 6 mil black poly
Backfill with P–Rock
�� 2x6 .60 treated sill plate(trimme�l}
�: .. �:
1/2" anchor bolts C� 4' o/c spacing
PROPER INSTALLATION IS ESSENTIAL:
1) Use INSULSTICK adhesive & screws 8" o/c on all joints.
Screws supplied are #9x1 5/8" Life–coat screw. 2" Stainless Steel
nails 6" o/c can also be used to replace screws.
2) Seal joints Yvith INSULSTICK adhesive, Polyurethane sealant, or an equivalent sealant.
3) Have proper drainage around foundation. The tile should be
at least 4" in diameter.
4} 6 mil black poly needs to be applied according to State or Local Code
Double layer can be used for added security when backfilling.
5) Floor joists are to be fastened to top plate w/ (3)-16d's nails or #9x3" screws.
For panels running parallel to the floor joists, blocking spacers must be
placed 8' o f c the entire length of the house between the joists.
6) Footing sizes are to be determined by Local Code & soil type,
475 East 4th St. North \ P.O. Box 435 \ Cottonwood MN 56229
800-977-2635 \ Fax:507-423-5531 \ www.extremepanel.com
FROM : Extreme Panels/INSULSPAN PHONE N0. : 5074235531 Feb. 18 2003 05:44PM P1
Ext�em• Panels
INS VLSPAN'
STRUCTURAL INSULATED PA�EL STSTEM
DATE: 2/18/03
TO� Lyle Oman PI�ONE: 952-Z49-4600
Bui�ding OfficYal FAX: 952-249-461G
City of Orono
FROM: PERRYPENSKE
RE: Communities with Extrenee Panels/Insulspan �'oundation Panel,c
Brool�lyn Par
Gary Jensen-Foundation Panels s nn�� � �v� r�a.ti - ti� �ti`'��`& ''�
N�w Market-Scott Countv
� Dustin Stendel-�oundation Paiaels
Dalbo-Isanti Co�un
Mike Nelson-Foundation 1'anels
Jok�n Wolford-Frost Footi�ng Panels
Mi�polis �,�, �� , x {-� ���=�<'° ,�:^�dµ:'"
Cazol Conent-(This was floor. and wall panels only) - l�� � , - = �-�9�'''�-� �s
S�
7ohn Krebsbach—514 Harrison—St. Paul—Foundation Panels
Daasel
Tom 7ohnson-Foundation Panels for Madular
St.�
Peter Schmadt-Fowndation Panels
Alb�
Curt Stendel-I^oundation,Panels-Doug Johrason-city inspector, Paul Nech�nnicley _ ,�v v� 2 y�ae-�S
Owatonna-Steele Count� /�- � �1���•
John Thamert-Foundation and Floor Panels
Granite Falls
Sob Knutson-Foundation Pan�els
Ba��cY
Todd Wagonner-Foundation Panels
Brainerd - -�i w� ����E�: �~<.>..,< r�.�..�� n,�.��.�.�,�-, N�s,�yr�.a ,�����r -
Two Houses- Ottertatl Wadena Comm.unity Actioz�Council-�oundation Panels-We aze the fatst treatcd
basements in B�rainerd -- 802 Cora Street; S08 E Street they're waiting to constxuct at two other sites
East Grand Forks R�y rz�'L 6�•4� - ��' f='.ti�°•'-"<.<�,. g
Ottertail'Wadena.Community Action Council
Marsn$u
House Foundations and crawl spaces
Nort.�
R.ic Sudahl #7 '1 yler Court
Kasota near Manlc�to
Ron Gruen.es 48545 Shanrxska Creek Rd
Glencoe
F&L Development-tri-and c�uad-plexes
475 East 4tti St. North \P.O. Box 435 \ Cottonwood Ml� 56229
800-977-2635\Fax: 507-423-5531 \perry cr extremepanel.com
dt1011�.� V� dtl{)11 ���`�1Ct�� � ���,,,�
5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 ���`
Phone: 703/931-2187 www.nateval.or'q Fax: 703/931-6505 �"��H�`1110���
C011L;COlNC1L�.
NATI�}NA1� �V��.UATIC)N R�PC��T
i�epc�r� hlo. N�R-520
Re-Issued November 1, 2002
DIVISION 06—WOOD AND PLASTICS
Section 06120 — Structural Panels
MANUFACTURER: EVALUATION SUBJECT:
INSULSPAN, INC. INSULSPAN STRUCTURAL INSULATED PANELS
P.O. BOX 38
BLISSFIELD, MI 49228
www.insulspan.com
Additional Listees:
Extreme Panel Technologies
475 East 4th Street North
P.O. Box 435
Cottonwood, MN 56229
Insulspan / GLI
9012 East US 223
P.O. Box 38
Blissfield, MI 49228
Insulspan / Idaho, Inc.
1004 McKinley Avenue
Kellogg, ID 83837
Page 1 of 14
Copyright0 2002, National Evaluation Service, Inc.
This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this
report. No independent tests were performed by the National Eva[uation Service, Inc. (NES), and NES specifically does not make any
warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This
disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein.
Page 2 of 14 National Evaluation Report No. NER-520
1.C3 SUEJECT
NATIONAL
EVALUATION Insulspan Structural Insulated Panels
SERVICE, INC. � � p��P��TY FflR iNHECH EVALUATIfJN iS iC3UGHT
Copyright0, 2002
2.1 Structural
2.2 Surface Burning Characteristics
NES 2.3 Fire Resistance
Product Evaluation Lrstinq
3.0 DESCR1PT10N
3.1 General
The Insulspan Structural Insulated Panels are structural oriented strand board
1.0 SUBJECT (OSB) sandwich panels which are used as components in roof, floor, and wall
assemblies.The sandwich panels are factory constructed with oriented strand board
skins on each face of an expanded polystyrene foam core. In order to join adjacent
2.0 PROPERTY FOR WHICH panels in the field during installation, spline studs are factory installed on one side
EVALUATION IS SOUGHT of each panel. Alternatively, it is permitted to make provision on each side of the
panels for field installation of plywood or OSB surface splines under the skins of
each face. When additional structural capacity is needed, an additional spline stud
3.0 DESCRIPTION is incorporated in the interior of a panel or the spline stud at one side is doubled.
3.2 Material Specifications
4_0 INSTALLATION 3.2.1 Foam Core-thefoam core is polystyrene,expanded from BASF beads(NER-
479) or NOVA Chemicals Inc. beads (NER-236, Dylite M77) by board
manufacturers under the supervision of a NES listed QA Agency. Nominal
5.0 IDENTIFICATION density is 1 pcf.The panels are available in insulation thicknesses of 3��2 and
— 5 ii2 inches(88.9 and 139.7 mm)for wall and floor applications and 3��2,5��2,
7 iia, 9 1/4, and 11 iia inches (88.9, 139.7, 184.2, 235, 285.8 mm) for roof
6_0 EVIDENCE SUBMITTED applications. The foam core has a flame spread rating of not more than
seventy-five(75)and a smoke developed rating of not more than four hundred
fifty (450) when tested in accordance with ASTM E 84 in a thickness of 5
7.0 CONDITIONS OF USE inches (127 mm).
3.2.2 OSB skins-the OSB skins are APA or TECO rated sheathing, Exposure 1,
sis inch (9.5 mm)thick(24/0)or�i�s inch(11.1 mm)thick(24/16), conforming
,� � � ,� �� �3�� to US DOC PS-2. Skins are one-piece for the full length of the panels (no
�� �a�" � �' ° ,���� joints in the skins). Maximum skin size is 8 feet (2440 mm) by 28 feet(8534
� �
� �� � �a ;g. ��:t'�'�-a� �3 � u� . I'Tllll�.
��3-; •; M� ' ������'�3��3� �`�'��`� 3.2.3 Spline Studs - the spline studs are No. 2 or better southern pine sawn
� �,�� ��,_�,�
� "'� � ' �Y' " lumber, No. 2 or better spruce-pine-fir sawn lumber, or 1 3�a inch (44.5 mm)
��, �.� + � �,Y,� _. �
thick 1.9E DF Microllam LVL(NER-481).Alternatively,3 inch(76.2 mm)wide,
� , � � , 3,��n��� �� �� � �,, � s�s inch (15.9 mm)thick plywood or OSB surface splines may be used when
�= �` � ' � � ; 3 spline studs are not required for structural capacity or to meet fire resistive
�� ��,� � s�E � �� '�,���' , assembly details.
�� .. ... , . ..
���> ,,,_�����. '��� 3.2.4 Adhesive-qualified adhesives are used to bond the OSB skins to the foam
core and are identified in the manufacturer's quality control manual.
3.2.5 Nails-in addition to glue, nails are used to attach OSB skins to spline studs.
Re-Issued November 1, 2002 Such nails are 6d or 8d (as may be required for racking loads)common nails
meeting Federal Specification FF-N-105B and have a minimum FYb of 100,000
psi (690 MPa). When OSB or plywood surface splines are used, staples or
fasteners shall be used as specified elsewhere in this report.
3.3 Structural Design
back to the NES home page Standard panels are 4 ft. or 8 ft. (1220 or 2440 mm) in width and vary in height up
to 28 ft. (8534 mm), and are illustrated in Fig_ure 1.
�� �° ��3���.. � Openings (headers and supporting framing) are accomplished by conventional
r framing methods and are not evaluated by this report.
� � ��� � £`:� � �' ' Allowable loads for the panels are set forth in the tables at the end of this report.
3 . �� � � ��� r
3 '' -
�; , , �
�',: �� e_,� . � �. .�
Page 3 of 14 National Evaluation Report No. NER-520
NATIONAL 3.4 Fire Resistance
EVALUATION Floor/ceiling, roof and wall assemblies constructed using Insulspan structural
SERVICE, INC. insulated panels can provide fire resistance ratings per ASTM E 119. One
floor/ceiling and roof/ceiling assembly and one wall assembly have been evaluated
Copyright0, 2002 by this report.
Floor assemblies and roof/ceiling assemblies required to have a fire resistance
ratings per ASTM E 119 of ONE HOUR shall meet the construction requirements of
NES Fiqure 2.Wall assemblies required to have a fire resistance ratings per ASTM E 119
Product Evaluafion Listinq of ONE HOUR shall meet the construction requirements of Fi uq re 3.
4.0 iNSTALLATCQN
When required by the applicable Code, each structure built using Insulspan
1.0 SUBJECT Structural Insulated Panels shall be designed by a registered architect or engineer
— and drawings must be provided which bear their registered stamp or seal when
applying for a building permit. Such drawings shall contain specific instructions with
regard to connections,erection,and installation of the panels and shall be available
2_0 PROPERTY FOR WHICH at all times on the job site during installation.
EVALUATION IS SOUGHT
5,0 iDENTIFICATIflN
3.0 DESCRIPTION All Insulspan Structural Insulated Panels shall be identified by a stamp indicating the
panel type, NER-520, the manufacturer's name and/or trademark, and the PFS
Corporation logo and report number(NER-QA251).
4.0 INSTALLATION
6.(3 �VIC3ENCE SIJBfVEITTED
5.0 IDENTIFICATION 6.1 Manufacturer's quality control manual.
6.2 Manufacturer's installation Guide
6.0 EVIDENCE SUBMITTED 6.3 Report of tests conducted in accordance with ASTM E 72, prepared by PFS
Corporation:
• Report#PFS 84-116, signed by Edwin Schaffer, Ph. D., P.E.
7_0 CONDITIONS OF USE • Report#PFS 86-50, signed by Edwin Schaffer, Ph. D., P.E.
� Report#PFS 91-32, signed by Ronald H. Reindl, A.I.A.
� ���� �� �z'"'���i�tl�r�s°��!. l3 3�. ��.�.
��, � � � • Report#PFS 84-17, signed by Edwin Hodgson and Ralph L. Tonn, P.E.
� *� �'�� ���� • Report#PFS 99-37, signed by James A. Rothman, P.E.
�£
� �_� �,�� � .��k�����, �
� �����f p�ia ' �� 6.4 Report of tests conducted in accordance with ASTM E 119:
� �� E��°���������� � �����
-�3�� �_���� ��� • prepared by Southwest Research Institute, SwRI Project No. 01-8305-029,
r� ' � - dated June 1985,signed by Nigel R.Stamp,Jesse J. Beitel,and Dr.Gordon
; , �,t '���' E. Hartzell.
" ' • prepared by Southwest Research Institute, SwRI Project No. 01-2305-311,
� ' dated June 1999, si ned b Andre Garabedian and Alex B. Wenzel.
�� ,,� - �� �:�����.�.��.��-. ` ��� 9 Y
6.5 Report of tests conducted in accordance with UL 1256, prepared by Southwest
Research Institute,SwRI Project No.01-2303-273,dated June 23, 1999,signed
by Anthony L. Sauceda and Alex B. Wenzel.
Re-/ssued November 1, 2002
6.6 Structural calculations and allowable load tables, prepared by Steven Winter
Associates, Inc., signed and sealed by George Thomas Bible, P.E., R.A.
6.7 Manufacturer's published allowable load tables dated September 9, 1999.
back to the NES home page 6.8 Report entitled Comparative Tests for NES Qualification of New Adhesive and
New Bead Applicator, Report No. CI 59908 prepared by CI Professional
Services, Inc., dated May 29, 1999, signed by Terence J. Cavanagh.
6.9 Engineering report on analysis of results of comparative tests concerning
� �'_ f ����� �� ,�; ' qualification of new adhesive and new bead applicator, prepared by TJC and
�,�� ���� ��'� � Associates, Inc., TJCAA Project No. 19920, dated May 24, 1999, signed and
t �m
° �'� �� x�� � � ��'"��'����'��' � sealed by Terence Cavanagh.
Page 4 of 14 National Evaluation Report No. NER-520
NATIONAL 6.10 Letter and supporting calculations concerning percentage of allowable load
present in walis tested for fire resistance, prepared by PFS Corporation, dated
EVALUATION May 9, 2000, signed by James A. Rothman, P.E.
SERVICE, INC. 6.11 Letters clarifying issues related to fire testing of the floor-ceiling assembly,
Copyright0, 2002 prepared by Southwest Research Institute,dated August 21,2000 and October
9, 2000, signed by Andre Garabedian and Alex B. Wenzel.
6.12 Letter discussing fire performance of UL 1256 fire tests (general fire behavior
and spline options),prepared by PFS Corporation,dated June 23,2000,signed
NES by Michael J. Slifka, P.E.
Product Evaluafion Lisfin_q
7.(3 Ci?A1�3[71C1N5 QF 115�
The National Evaluation Service Committee finds that Insulspan Structural Insulated
Panels as described in this report comply with or are suitable alternatives to the 2000
1.0 SUBJECT International8uilding Code, the 2000 International Residential Code for One-and
Two-Family Dwellings, the 2002 Accumulative Supplement to the International
Codes,the BOCA National Building Code/1999, the 1999 Standard Building Code
2.0 PROPERTY FOR WHICH and the 1997 Uniform Building Code subject to the following conditions:
EVALUATION IS SOUGHT 7.1 The Insulspan Structural Insulated Panels are fabricated and erected to comply
with this report. Design loads shall be determined in accordance with the
applicable code and loadings on the panels shall not exceed the allowable loads
3.0 DESCRIPTION noted in the allowable laad tables at the end of this report. Additionally, for
plastered ceilings,the live load deflection shall be limited to 1/360th of the span.
4.0 INSTALLATION 7•2 Design calculations and details for specific applications using Insulspan
Structural Insulated Panels shall be furnished to the code official verifying
compliance with this report and the applicable code. The individual preparing
such documents shall posses the necessary credentials regarding competency
5_0 IDENTIFICATION and qualifications as required by the applicable code and the professional
registration laws of the state where the construction is under taken.
6.0 EVIDENCE SUBMITTED 7.3 Panels having core thicknesses of greater than 5�i2 inches (139.7 mm) shall
— have �iis inch (11.1 mm) thick skins only and are limited to roof appiications
only.
7.0 CONDITIONS OF USE 7.4 The scope of this report is limited to an evaluation of the structural capacity of
the panels and the fire resistance rating of assemblies using the panels. Panel
connections and other issues concerning the panel's incorporation into the
��" ���,������ � � �� - s ruc ural system of a building are not within the scope of tfiis report.
� �
,,��'��a .�.__._.._....._ ___ ... _ _ _ _ _
�� ; �� � ` ��, 7.5 The panel core shall be separated from the interior of the building by an
�� � �,�a��� approved 15 minute thermal barrier installed as prescribed in the applicable
� ����� � code.
�� � �� 3��,
'� ��'� �� s� ' 7.6 The exterior of the wall panels and roof panels shall be covered with an
� 3
`� _ � � � ,�� ' approved exterior wall covering or an approved roof covering respectively.
� � �� '
>: �� � �
� � ��� � ��£ 7.7 The use of the panels shall be limited to buildings where combustible construc-
� �� �-� � tion is permitted by the applicable code.
� �� �'� �;� � _�` r� � �
� ��`�`�� -���-� �'�����"���� ���-' 7.8 This report does not include an evaluation of panels whose components are
preservative treated or fire retardant treated wood.
7.9 No cutting or routing of the panels shall be permitted except as shown on
Re-Issued November 1, 2002 approved drawings.
7.10 The foam plastic core shall be manufactured from beads listed in Section 3.2.1
of this report,with no additional additives applied by the block molder.
7.11 This report is subject to periodic re-examination. For information on the current
back to the NES home page status of this report,consult the NES ProductEvaluation Listin_q or contact the
NES.
�_ �� ; �� ���-�� a�
� 3 z�� ::_ �� �flv.
e� JI : � ���,Ts �.. ��.:�:
�
>,, . ,i . . 3 W.�.__ _.
Page 5 of 14 National Evaluation Report No. NER-520
Figure 1*
;,� a�_�. w
�`�-o"-w�
;-F!t:.J 1r15TA�LtD
TCP PLA?E.
� _.,y,.......__. - ��� tiU Ni,ILS A?. ��'.'.�.... ._.._.__ ..__.._.. ..-'-_.. ,..... . .'_�
4 . 5'� O.C. (TYP) � � �`T �
�( ,_�� usE aa Nni�s ;
t vARiE� WNErv RE�?UiRE.L' 1 : __, ... ; �_�_ �
o -- _: fOR RACKINC } ,,,�._. . .._. _{_ ����
� . ..�v ....;�,c_B INT. � � �
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i � J E �
�� -i--'k� i ' -..
W I ! r �
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E [3. � � o�.�s �x�; � �f '; �. - .. w�+�t.�(�r:aSE
� I - -----
. -
:;� � -Ft�E c�"r win; i _. � t- '�
ai .tiitit� _ rHA�E ;ra FOAA, j '
>� �- rOAM COkE ' � --WIk�E Ct+ASE �`r�
,, �
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� ; ' vaRiES ' __'___. -- --.--_---• ,
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����F(E�il iP:5TA���_tL� �
iNU uF gQT?OAA PLATE
�l.OUR.
..,.._......'
T._
� �� Evhl,Ofv �'IEVv
�%�.R_�1.:___��_t_T I O i'v � J
�
JT��ER Patv�`�� S1�D a�. � rr P.�1+E. o�r,tk rar�E�.`.�
.^�.�_ . _ _-----
.-._.___.. __� __ -----_
,F___ 8. _�.. W PANE� �.. _ a..
�' �r'{`...�. i 0 5 E3. I N T
��f -f0au :;u�E �
�
I �
/
• �
- - . -- .._ -- - _ _ . _
___._ _._. _. _..____ ..
� ,
i ��
�
8�7 NAit.S� ��-Zx- St�i.fNE STl1D
5 ti'O.C-TYP, (FACiORY INSTALLEG �" L58 EX1.
EAI�H SIGE AT ONE END OF" PANEi. �J^i',i;.
�� s�`�N� cor�;���: r�v���
pr �1G. 4�-��-0�� W. ^'ANEi. . Uiiitk PAfvEL.S
v�HE . Pfi.N�i.:i
� ___. --#-.__. _ __.__._� ._.,.�_�_ _..._�__.__..._ _ �_____.__.. _
{ S� -0 W PANEt
� 0 5.E3- �N�f ,-_FO�M CORE
�
�
� �
'� 0.5 8 EX7 5;8"x3" G�8
SPL!NE BGfH Sii�E3
U�'T;US��,�.1. ,.��.�kr ACE: . _>PL_INE... Ci1NNEL Tlvf'v'
HUR. _ SE�;TiOf`J %
DATE: 09/28/00 STANDARD WALL PANEL AND DETAILS
1.0 SUBJECT 3.0 DESCRIPTION 6.0 EVIDENCE SUBMITTED
2_0 PROPERTY FOR WHICH 4_0 INSTALLATION 7.0 CONDITIONS OF USE
EVALUATION IS SOUGHT 5_0 IDENTIFICATION
Re-lssued November 1, 2002 NES
back to the NES home paqe National Evaluation Service, Inc. Product Evaluation Lisfinp
Copyright0 2002
Page 6 of 14 National Evaluation Report No. NER-520
INSULSPAN
MAXIMUM ALLOWABLE RACKING LOAD
ALLOWABLE RACKING LOAD(for stapled surface splines only) 208 PLF
ALLOWABLE RACKING LOAD(for nailed SPF wood splines only) 385 PLF
MAXIMUM ALLOWABLE SPANS FOR TRANSVERSE LOADS
TpTAI LQAD SKIN THICKNESS�7H 81NCHES SKIN T}t[CKNESS=7l18 INCHES
(pEAp+UN� DEFL.ECTION CRfTERION � Ll380 DEFLCCTION CRITERION � V2�0
20 PSF PANEL THICKNESS PANEL T}iICKMESS
43/8' 6-3/8' 8-1/8' 10-18' 12-18' 43/8' 63/8' 8-1/8' 10-1J8' 72-1/8"
NO SPt.INE 9' 13' 18' 18' ZO' B 13' 1G 18' 20'
SINGLE SPLINE
SPF�1�2 10' 15' 19' 23' 28' 17 16' 20' 24' 28'
sYP#2 17 18' 27 26' 28' 17 19' 24' 27' 28'
Lvl 13' 18' 22' 26' 28' 18' 20' 2�' 2T 28'
DIXIBLE SPLME
SPF it2 13' 18' 22' 26' 28' 15' 20' 21' 28' 28'
SYp Ae2 1�' 18' 23' 2T' 26' 1 G 21' 25' 26' 28'
�v� �a• t a• 23• za' 2e• ,a' zt• 2s� 2s� za�
TOTAL LOAD SKIN TFNCKNESS�7/161NCHES SKIN T}YC�SNESS�7l161NCHES
(DFAD+LIVE) DEFLECTIQN CRITERtON � L/360 DEFLECTION CR►TERION � L240
30 PSF PANEl THICKkESS PANEI TFi1CKNESS
43J8' 6-3/8• 81/8' 10-1J8' 12-1l8' +-318• 6J/8" &iB' 10-1/8' 12-18'
NO�LINE 7' 10' 13' 15' 1G T 10' 13' 15' 78'
SJtJGIE SPLIME
SPFA�2 7' 10' 13' 15' 19' 9' 73' 19' 19' 27
SVP N2 8' 12' 18' 20' 23' 8' 13' 16' 20' 23'
�VL 17 S5 19' 27 25' 13' 16' 19' 22' 25'
DOEIBLE SPIINE
SPF#�2 f 1' 15' 19' 27 26' 13' 17' 20' 23' 2G
SYP#2 17 1 B' 19' 23' 2T 13' 17' 20' 21' 27'
LVL 12' 16' 20' 2�' ZB' 13' 17' 21' 24' 28'
TOTAL LOAD SKIN T}NCt(NES3�7/18 INCFIES SKIN THICKNESS�Tl1S INCHES
(DEAD+LIVE) DEFLECiFON CFtITERI�I � Ud60 D�LECiION CRITERION � V140
10 PSF PANEL THICKNE3S PANEL THIqCNESS
�-ais- s�a• a-»a- �a�ra- t2-tre• a-�s- s�s� ���s- �a��s- �2-i�s•
NO SPUNE 8' 8' 10' 13' 14' 6 8' 11' t3' 14'
SINGLE SPLWE
SPFM2 8' 8' 10' 13' 15' 8' 11' 1�' 1fi 19'
SYP�K2 6' 9' 17 15' 17' 8' 71' t�' 18' 19'
�VL 9' 14' 1 T 19' 22' 9' 14' i T 19' 22'
DOUBIE SPLN�E
SPF A2 9' 14' 17' 20' 22' 8' 14' 1 T 20' 22'
SwP r2 t0' 14' 1 T 20' 23' 10' 13' 1 T 20' 23'
LVl 10' 15' 18' 21' 24' 10' 15' 78' 21' 2d
TOTAL LOAD SKIN THICKNESS�7/18 INCHES SKIN 7HICKNE33—7/16 INCHE5
(DEAD+LNE� DEFLECTIONCRCfER10N - L/d60 OEfL£CTFONCRITEf210N 112�0
50 PSF PANEL THIpCNESS PANEL THIpCNESS
4-3/8' fr3/8' 8-18' 10-1/8' 12-118' 4-3/6' 63/8' &�!8' 10-1/8' 12-18'
NO 5RlNE 5' T 8' 11' 17 5' T 8' 11' 12'
SINGLE SPUNE
SPF NZ 5' T 8' 11' 13' 7' 9' 17 14' 1 T
SYP Ie2 5' T 9' 17 1�' T 9' 17 14' 1 T
�VL 7' 17 15' 1T 78' T 17 15' iT 19'
DOUBLE SPI.INE
SPFA�2 7' 11' 14' 1T 20' T ii' 14' iT 20'
SYPp2 8' 13' 16' 18' 21' 8` 73' 18' 18' 21'
LVt 8' 13' 18' 19' 21' 8' '13' 15 18' 21'
See Paqe 11 of this report for footnotes OINSULSPAN 1999
Table 1.Allowable Spans for Trensverse Loads on Insulspan Panels 9/9/99
1_0 SUBJECT 3_0 DESCRIPTION 6_0 EVIDENCE SUBMITTED
2_0 PROPERTY FOR WHICH 4_0 INSTALLATION 7_0 CONDITIONS OF USE
EVALUATION IS SOUGHT 5.0 IDENTIFICATION
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Page 7 of 14 National Evaluation Report No. NER-520
INSULSPAN
MAXIMUM ALLOWABLE HEIGHTS FOR AXIAL LOADS
SKIN THICKNESS = 7/16 IN.
PANEL THICKNESS = 4-3/8 IN.
AXIfU..LOAD
(NON-BEARING)
0 Pi.F ECCENTRIC(TY� 0 IN. £CCEMRICt7Y= 2-3/1 fi INCNES
WIND PRESSURE WIND PRESSURE PS
4U f5 20 25 30 t� 15 20 25 30
NO SPIINE 1T 74' 17 1Q' 9' 4T 14' 77 70' 9'
SINGLE SPL.INE
SPF#2 20r 14' 12' 1U' 9' 20' 14' S2' 10' 9'
SYP t2 20' iT 12' 10' 9' 20' 1 T 47 10' 9'
LVL 20' 1 T 15 14' /S 20' 1 T 1 B' 14' 13'
DOUBLE SPLINE
SPF�2 2()' i T 1S 14' 13' 20' 1 T 1 S 14' 13'
SYP t2 20' 1 T 18' 14' 19' 20' 7 T 1 B 14' 13'
LVl 20' 18' 16' 15 13' 20' 18' 1 B' 19 13'
AXIAL LOAD
1000 PLF ECCENTRICITY= 0 IN. ECCENTRICITY m 2�3/18 INCHES
WIND PRESSURE WIND PRESSI�E
10 15 20 25 30 10 15 20 25 30
NO SPLINE 15' 13' 11' 10' 9' 1S 13' 11' 10' 9'
SINC3LE SPUNE
SPF#2 18' 14' t 7 1 Q 9' 18' 14' 12' 10' 9'
SYP f2 19' t B 12 10' 9' 19' 18' 17 10' 9'
LVL 19' iT 15 14' 13' 19' 1 T 15 13' 12'
DOUBL£SPLtNE
SPF�t2 13' iT 15' 14' 13' 15 1T 75 13' 17
SYP t2 19' 1 T iS 14' 13' 19' 1 T 15' 14' 13'
LVL 2()' i T 18' 14' 13' 20' 'I T 15 14' 13'
AXUU..L�IAD
2000 PLF ECCENTRIGIY= 0 IN. ECCENTRiCITY= 231161NCF{ES
WIND PRESSURE WINO PRESSURE
10 15 20 25 30 10 15 20 25 30
NO SPLINE 14' 12' 10' 9' 8' 9' 8' T 6' S
SINGLE SPLtNE
SPF�2 1 T 14' 12' 10' 9' 17 10' 9' $' 8'
SYP i2 18' 18' 17 1 Q' 9� 12' 11' 9' 8' 8'
LVL 18' 15 14' 13' 17 13' 11' 10' 9' 8`
DOUBLE SPLINE
SPF#2 18' tfi 15' 13' 12' 13' 11' 10' 9' S
SYPt2 18' 1G 15 13' 17 13' 11' 1d 8' 8
WL 19' 1G iS 14' 13' 14' 12' 70' 9' S'
AXW..L0/1D
3000 PlF ECCEM WCfTY= 0 tN. ECCENTRiCITY� 23I16 lNCFiE5
WIND PRESSURE WIt�M7 PRESSURE
10 15 20 25 30 10 15 20 25 30
NOSPLWE 13' i1' 9' g T — — — — —
SlNGLE SPUNE
SPF�2 16' 14' 12' 10' 9' — — — — —
SYP#2 1 B l4' 1 Z' 10' 9' — — — — —
LVL 16' 14' 17 11' 1U — — — — —
DOIJBLE SPLNdE
SPF�2 16' 14' 17 11' 10r — — — — —
SYPl2 1T 14' 13' 12' 11' — — — — —
LVL 1T 14' 13' 17 11'
See Paqe 11_of this report for footnotes �OINSULSPAN 2000
Table 2.Allowable Heights for Axial Loads on Insulspan Panels–4-3/8 Inch thick 9/9/99
1.0 SUBJECT 3.0 DESCRIPTION 6_0 EVIDENCE SUBMITTED
2.0 PROPERTY FOR WHICH 4_0 INSTALLATION 7_0 CONDITIONS OF USE
EVALUATION IS SOUGHT 5_0 IDENTIFICATION
Re-Issued November 1, 2002 NES
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Page 8 of 14 National Evaluation Report No. NER-520
INSULSPAN
MAXIMUM ALLOWABLE HEIGHTS FOR AXIAL LOADS
SKIN THICKNESS = 7/16 IN.
PANELTHICKNESS = 6-3/81N.
AXIAL LOAD
(MOP1-BE/1R1►dG)
0 PlF ECCENTkICt7Y m O IN. ECCENTRICiTY a S-31181NCHES
yy�Plp pRESSURE W�1D PRESSURE
10 15 20 2S 30 10 15 20 25 30
NO SPLINE 23' 19' 18' 14' 13' 23' 19' 18' i4' 13'
SINGLE SPLJNE
SPFf2 28' 2[►' 1E l4' t3' 2B 20' t6 14' 13'
SYPl2 2T 23' 19' 15 t3' 2T 2� 18' 1S 13'
LVL 2T 23' 20' 18' t8' 2T 23' 20' 18' 16'
DOUBLE SPLINE
SPF f2 2T 23' 20' 18' 1 T 2T 23' 20' 18' 1 T
SYP#2 2T 24' 21' 19' 1T 2T 24' 21' 19' 1 T
LVL 28' 24 2t' 19' i T 28' 24` 21' 19' 1 T
AX1AL LOAD
1000 PLF ECCEtJTRICfTY= 0 fN. ECC£MRICITY= 3-3/161NCHES
WI1Vp pRESSURE WIND PRESSURE
10 15 20 25 30 10 15 20 25 30
NtOSPI.lNE 21' 1� 1S 14' 12' 21' 78' 1S t4' 17
SINGLE SPLINE
SPF�2 25 20' i6' 14' 13' 25 2ff 16 i4' 13'
SYP f2 25 Y2' 19' 15 13' 26' 27 19' 15' 73'
LVL 28' 23' 20' i8' 18' 26' 27 20' 18' 16'
DOUBLE SPLINE
SPF�2 28' 23' 2tY t8' 1T 28' 23' 2(lr 18' 1G
SYP�2 2T Y3' 21' 19' 1 T 2T ?3' 20' 18' 1 T
LVL 2T 2A' 21' 19' 1T 2T 24' 21' 98' 1T
AXL4L LO/1D
2000 PLF ECCENTRIGTY= 0{N. ECCENTRIGTY= 3�16 INCHES
PRESSURE WIND PRESSURE
10 15 20 25 30 10 15 20 25 30
NO SPLMIE 20' 1 T 1 S 13' 72' 14' 17 11' 9' 9'
SINGLE SPLINE
SPFS2 I 24' 20' 1B 14' 13' 1T iS 13' 12' 11'
SYP�2 2S' 22' 19' 15 13' 18' 15 13' 77 11'
WL 25' 22' i9' iT 18' 18' 15` 14' f7 11'
DOUBLESPUNE
SPFaR2 25' 22' S9' 1T 1E 18' 16 14' 17 11'
SYPl2 26' 23' 2(1' 18' 16' 19' 1G 15' 13' 12'
LVL 26' 23' 20' 18' 1 T 20' 1 T 1 S 13' 17
AXIAL LORD
3000 PLF ECCENTRICiTY= 0 IN. ECCENTRICITY= 33/t B INICMiES
WIND PRESSURE WIND PI2ESSURE
10 15 20 25 30 10 15 20 25 30
NO SPLINE 19' 18' 14' '17 11' — — — — —
SINGLE SPUNE
SPF�2 21' 18' 1G 14' 13' — — — — —
SYP i2 22' 19' 18' 15 13' — — — — —
LVL 27 18' 1 T 1 S 14' �' 4' — — —
DOUBLE SPLINE
SPFl2 22' 19' 1T 15' 14' S 4' 4' — —
SYP t2 23' 19' 7 T 18' 14' T 5 9 S 5
LYL 23' 20' 1 T 18' 14' 8' T B G S
See Paqe 11 of this report for footnotes OO INSULSPAN 2000
Table 3.Allowable Heights for A�cial Loads on Insulspan Panels–6-3/8 Inch thick 9/9/99
1_0 SUBJECT 3_0 DESCRIPTION 6_0 EVIDENCE SUBMITTED
2_0 PROPERTY FOR WHICH 4_0 INSTALLATION 7A CONDITIONS OF USE
EVALUATION IS SOUGHT 5_0 IDENTIFICATION
Re-Issued November 1, 2002 NES
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Page 9 of 14 National Evaluation Report No. NER-520
INSULSPAN
MAXIMUM ALLOWABLE HEIGHTS FOR AXIAL LOADS
SKIN THICKNESS = 7/16 IN.
PANEL THICKNESS = 4-1/4 IN.
AXIAL LOAD
(►JON-BE+4R�NG)
0 PLF ECCENTRICITY= 0 IN. £CX:EPFTRICTfY= 2-3/1 B tNCHES
WINIJ FRESSURE WIND pfZE,SSl�F2E
10 15 20 25 3� 10 15 20 25 30
NO SPLINE 1 T 14' 12' 10' 9' 1 T 14' 12' 10' 9'
SINGLE SPLINE
$PF�2 19' 14' 1T ta' 9' 18' 14' 12' t0' 9'
SYP#2 20' 18' 12' 10' 8' 2(Y 15 17 tU' 9'
LVL 20' 1T 7S 13' f2' 20' fT 1S 13' t2'
DOl18lE SPLINE
SPf�R2 2I7' 1T tS 13' 17 20' 1T 19 13` 17
SYP�2 20' 1T 45' 13' 17 20' 1T Y5 13' 12'
LVL 20' 1 T 15' 13' 12' 20' 1 T 1 S 13' 12'
AXIAL LOAD
1000 PLF ECCENTRICITY= 0 IN. ECCENTRICffY= 2-3l16 INCIiES
W1ND PRESSURE WIND PRESSURE
10 t5 20 25 30 f0 15 20 25 30
NOSPLINE 15 13' 11' 10' 9' 15' 13' 11' tU 9'
SING�E SPLIfJE
SPF 1�2 19' 14' 12' 10' 9' 18' 14' 17 10` 9'
SYP t2 I 19' 1 G 12' 1 a' 9' 18' 1S t T 10' 9'
LVL 19' iT 15' 13' 12' 18' 4S t4' t7 11'
DOl18LE SPLINE
SPF f2 18' i T 15' 13' 17 19' 1 B 14' 12' 11'
SYP i2 18' 1 T 15' 13' 17 19' 1 G 14' 13' 12'
lVL 20' 1 15' 13' 12' 18' 76' 14' 13' 17
AXIAL LOAD
2000 PLF ECCENTRICITY= 0 IN. ECCENTRICiTY= 2-3116 INCHES
WINa PFtESSURE WMID PRESSURE
10 15 20 25 30 t0 15 20 25 30
NO SPLINE 14' 12' 10' 9' 8' T G 8' S' 4'
SINGLE SPL(NE
SPF�2 18' 14' 17 10' 9' 10' 8' T T 8'
SYPat2 18' 15' 12' 10r S tU 9' 8' T B'
LVL 18' 15' 13' 12' t Y 10' ff 8' T T
DOUBLE SPLINE
SPF�I`Z 18' 15' 13' 12' 11' 11' 9r e' T T
SYP i2 18' 16' 14' 12' 11' 11' 10' 8' 8' T
LVL 19' 16' 14' 13' 17 12' 10' 9' 8' T
AXIAL LOAD
3000 PLF ECCENTRiCITY= 0 IN. ECCENTRICITY= 2-3l16 INCHES
WIND PRESSURE INIIJD PRESSURE
10 15 20 25 30 1Q 15 20 25 30
NO SPLINE 13' 11' 9' 8' T — — — — —
SINGLE SPLINE
SPF/2 15' 12' 13' 1(7 9' — — — — —
SYPl2 15' 13' 11' iQ 9' — — — — —
LVL 15' 13' 11' tEY 9' — — — — —
DOUBLE SPLINE
SFF�2 1S 13' 11' 10' 9' — — — — —
SYP�2 15 13' 11' 10' 10' — — — — —
LVL 1 S 13' 12' 11' 10'
See Paqe 11 of this report for footnotes OO INSULSPAN 2000
Tabie 4.Allowable Heights for Axial Loads on Insulspan Panels–4-1/4 Inch thick 9/9/99
1_0 SUBJECT 3_0 DESCRIPTION 6_0 EVIDENCE SUBMITTED
2.0 PROPERTY FOR WHICH 4_0 INSTALLATION 7.0 CONDITIONS OF USE
EVALUATION IS SOUGHT 5_0 IDENTIFICATION
Re-Issued November 1, 2002 NES
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Page 10 of 14 National Evaluation Report No. NER-520
INSULSPAN
MAXIMUM ALLOWABLE HEIGHTS FOR AXIAL LOADS
SKIN THICKNESS = 3/8 IN.
PANEL THICKNESS = 6-1/4 IN.
AXIAL LO/�D
(Nn1�F-BEARYVG)
Q PLF ECCENTRlCiTY= O IN. ECCENTRICiFY= 3�3/161NCHES
WFND PRESSURE WINO PRESSURE PS
10 15 20 25 30 10 15 20 25 30
NO SPLINE 23' 18' 18' 1S 13' 23' 19' 18' 1'S' 13'
SINGLE SPLJNE
SPF1t2 26' 19' 18' 15 13' 26' 19' 15 75' 13'
SYP�'I 26' 21' 18' f5' 13' 26' 21' 18' 15 t3'
LVL 2T 27 19' 1T t5 2T 27 19' 1T 15'
D011BLE SPLINE
SPF�2 2T 72' 19' 1T 15' 2T 22' 18' 1T 15'
SYP1t2 28' 22' 19' 1T 16 28' 27 18' iT 16
LVL 28' 23' 20' 1$' 1B 28' 23' 20' 1S 18'
/1XW,IOAD
1000 PLF ECCENTRICITY= O IN. ECCENTRICtTY� 331161NCHES
WIi+(a PRESSURE WIND PRESSURE
1Q f5 20 25 30 10 15 20 25 30
NOSPLINE 21' 18' 1B 14' 12' 21' 18' 1G 14' 12'
SINGLE SPLINE
SPF�2 25' 19' 18' 7S 13' 24' 19' 1G 1S 13'
SYP#2 26' 21' 18' 15 13' 24' 2U' 18' 15 13'
LYl 26' 22' 19' 1 T 1 S 25' 21' 18' 16' 1 S
C)Ol16LE SPLINE
SPF/2 26' 27 19' 1 T 15' 25' 27' 18' 16' 1 S
5YP�2 2T 27 19' 1 T 18' 26' 27 19' 7T 15
LYL 2T 23' 18' 18' 26' 22' 18' 1T 78'
NQALtOAD
2000 PLF ECCENTRICtTY= D IN. ECCENTRICITY� 331�6 INCHES
WItJD PRESSURE W1ND PRESSURE
10 15 ZO 25 30 10 15 20 25 30
NOSPUNE 20' 1T 15' 13' 12' 12' 10' 9` 8' T
SINGLE SPLINE
SPF i2 23' 19' 15 15' 13' 15' 12' 11' 10' 9'
SYP#2 24' 20' 18' 1 S 13' 15 13' 71' i O 9'
LVt 24' 20' 18' 16' 1S 1S 13' 1 t' 10' 9'
DOUBLE SPLIA�
SPFalt2 24' 20' 18' 18' 15 16' 13' 12' tU' 10
SYP12 25' 21` 18' 1T 15' 1T 14` 17 71' fU'
lVL 25' 21' 18' 1 iS iT 15' 13' 12' 11'
AXIAL LOAD
3000 PLF ECCENTRICITY= O IN. ECCENTRICITY- 3-3Ji 6 INCt1ES
W{ND PRESSl�2E WIND PRESSURE
10 15 20 25 30 10 75 20 25 30
NO SPUNE 18' 15 13' 17 71' — — — — —
SINGt.E SPLINE
s�s2 � zo �e� ��r �� �r — _ _ _ _
SYP#� 20' 7 T 19 13' 17 — — — — —
LVL 20' 1 T 15 13' 12' — — — — —
DOUBLE SPI.iNE
SPF at2 20' 1 T 15 14' 17 — — — — —
SYP�2 21' 18` 15 14' 13' — — — — —
LVL 21' 18' 48' 14' 13'
See Paqe 11 of this report for footnotes OINSULSPAN 2000
Table 5.Allowable Heights for Axial Loads on Insulspan Panels-6-1/4 Inch thick 9/9/99
1_0 SUBJECT 3_0 DESCRIPTION 6_0 EVIDENCE SUBMITTED
2.0 PROPERTY FOR WHICH 4.0 INSTALLATION 7.0 CONDITIONS OF USE
EVALUATION IS SOUGHT 5_0 IDENTIFICATION
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Page 11 of 14 National Evaluation Report No. NER-520
Footnates for Racking Load Table
Panels are made of two equal layers of APA or TECO rated OSB sheathing. The core shall be nominal 1.0 pcf density(min.
0.9 pcfl EPS (expanded polystyrene)foam adhered to the sheathing with glue and set under pressure.
1. Allowable load of 208 plf is based on using surface splines consisting of minimum 3 inch wide, 5/8 inch thick AD plywood
at all panel edges, both sides. Panel skins shall be stapled to the splines using minimum 16 ga., 7/16 inch crown by 1-3/4
inch long staples along all panel edges at 6 inches on center, both sides.
2. Allowable load of 385 plf is based on using minimum 2x SPF solid sawn lumber splines at all panel edges. Panel skins shall
be nailed to the splines using minimum 8d common nails along all panel edges at 6 inches on center, both sides.
Footnotes for Transverse Loads Tables
Panels shall be made of two equal layers of APA or TECO rated OSB sheathing.The core shall be nominal 1.0 pcf density
(min. 0.9 pcfl EPS(expanded polystyrene)foam adhered to the sheathing with glue and set under pressure. In panels with
spline studs,the skins shall be nailed to the spline studs with 6d nails @ 6 inches o.c.When the tables indicate that no spline
studs are required for structural capacity, it is permitted to join adjacent panels using 3 inch (76.2 mm)wide, 5/8 inch (15.9
mm)thick plywood or OSB surface splines under the skins of each face instead of spline studs. The surface splines shall
be installed using a gap filling expanding foam sealant and 1-1/4 inch (25.4 mm) long, No. 6 screws at 6 inches(152 mm)
on center on each side of the joint.
1. Values shown are allowable spans due to dead load plus live load.
2. The tables reflect two deflection criteria. For all panels the deflection criteria of L/360 shall be used for floor loads. For roof
panels with slopes less than 3 in 12 pitch,the L/360 deflection criterion shall be used. For roof panels with slopes of 3 in 12
or greater, the deflection criterion of L/240 shall be acceptable.
3. To minimize deflection creep on panels without splines loaded with permanent or long-duration loads (> 6 mo.), find the
allowable span on the table for twice the actual load (i.e. use 40 psf for actual load of 20 psf.)
4. Some allowable spans are not based on deflections, therefore, no multipliers for other deflection criteria shall be allowed.
5. All values are for normal duration loads. No increases for other durations are allowed.
6. Maximum spans are limited to the maximum panel size, 28 feet.
7. All values listed are for single-span panels with supports at each end.
8. For eight foot wide panels with splines at 8'-0" o.c., use table values for sandwich panels without splines; for panels with
splines at 4'-0"o.c., use tables for single splines.
9. All values are based on INSULSPAN -Transverse Load Tables (T.1 -T.38), "OINSULSPAN 1999", dated September 9,
1999.
Footnotes for Axial Load Tables
Panels shall be made of two equal layers of APA or TECO rated OSB sheathing.The core shall be nominal 1.0 pcf density
(min. 0.9 pc� EPS(expanded polystyrene)foam adhered to the sheathing with glue and set under pressure. In panels with
spline studs,the skins shall be nailed to the spline studs with 6d nails @ 6 inches o.c.When the tables indicate that no spline
studs are required for structural capacity, it is permitted to join adjacent panels using 3 inch (76.2 mm)wide, 5/8 inch(15.9
mm)thick plywood or OSB surface splines under both exterior and interior skins instead of spline studs.The surface splines
shall be installed using a gap filling expanding foam sealant and 1-1/4 inch (25.4 mm) long, No. 6 screws at 6 inches(152
mm)on center on each side of the joint
1. Values shown are allowable heights due to dead load plus live load.
2. Allowable loads are based on axial loads being applied over the entire panel width.
3. A deflection criterion of H/240 is used.
4. Some allowable spans are not based on deflections, therefore, no multipliers for other deflection criteria shall be allowed.
5. All values are for normal duration loads. No increases for other durations are allowed.
6. Maximum spans are limited to the maximum panel size, 28 feet
7. All values listed are for single-span panels with supports at the top and bottom.
8. Where no allowable height is shown, panel does not meet criteria to carry applied axial load.
9. For panels with splines at 24"o.c. use the allowable heights of panels with double splines.
10. For eight foot wide panels with splines at 8'-0"o.c., use table values for sandwich panels without splines; for panels with
splines 4'-0"o.c., use tables for single splines.
11. All values are based on INSULSPAN -Axial Load Tables(A.1 -A.200), "OINSULSPAN 1999", dated September 9, 1999.
1_0 SUBJECT 3.0 DESCRIPTION 6_0 EVIDENCE SUBMITTED
2_0 PROPERTY FOR WHICH 4_0 INSTALLATION 7_0 CONDITIONS OF USE
EVALUATION IS SOUGHT 5_0 IDENTIFICATION
Re-Issued November 1, 2002 NES
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M�Pd �'-0" w.
_.. . __ __..._._._�__�--_ ___ . . _ __.____._.._ --
�
�__._ __ _.___ _---- _ _ _ ___.._. ---- __. � - —_ �
� — - — -- — — — — — —
____� �__.. _
� i
- _
1 % A.
� - ---___.. _ . ___------------____ __.__ __ -------- _ __� ,� �
; �
� ;
� £�1HER SOuU L'vML�ER �PLiNES Ok UOUE3LE OSB SUi2EACE �
SPLiNES ARE ACCEFTABl.E FOR TFiE PANEL CONNECTIGNS �
i �' f ��
m�
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,1- �11 0: ��
� �a� J
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� �_._.. .. . ._ ___ _---- --- - _ _ : __.. ..------ __ . 1
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--___ '�. _......�
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� .....� ._ ___ _ _ _ -- —.
,
. _._ __._. _ _ --_ _ _....,. _ . _�
_ ___.__....�.._— �.._�
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UIhEN. PRNEi-.� MIN_ �i -G" h F�i�.EL �1r,EN Nv.r�E �
.. __---- - -. __..... .._..»>�._--_
� ! ��� 1�" 1�"
_...._._ �-_, �
----
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____ ' '__ '
f_.. ... . _...---- - ---------_ _ _ --- - -- . ... ._..._--- ---- ._. ....._ _.
.; -------- .
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w '��
Q � , \`
��.. ' .._ f .. . -_ - _ _
,z-='-_ '-�"'_c=> __.____ ._._._.. _�_
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'" _""..__._. ......._. . __' _. ._ _ _ .
.__ ._ ... ....__..
-� ',_- __�__� � _
, 3,\1 i � ,� \'4�..
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.` �... .� �-1
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�;�_�., � I�J!`� f_-A �
`__
NOTE: See footnotes on Page 14 for descriptions of numbered elements
Figure 2*
FLOOR/CEILING ASSEMBLY-ONE HOUR
1.0 SUBJECT 3.0 DESCRIPTION 6_0 EVIDENCE SUBMITTED
2_0 PROPERTY FOR WHICH 4_0 INSTALLATION 7.0 CONDITIONS OF USE
EVALUATION IS SOUGHT 5.0 IDENTIFICATION
Re-Issued November 1, 2002 NES
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Page 13 of 14 National Evaluation Report No. NER-520
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NOTE: See footnotes on Page 14 for descriptions of numbered elements
Figure 3"
WALL ASSEMBLY-ONE HOUR(Limited Load Bearing)
*THESE DRAWINGS ARE FOR ILLUSTRATION PURPOSES ONLY. THEY ARE NOT INTENDED FOR USE
AS CONSTRUCTION DOCUMENTS FOR THE PURPOSE OF DESIGN, FABRICATION OR ERECTION.
1_0 SUBJECT 3.0 DESCRIPTION 6_0 EVIDENCE SUBMITTED
2_0 PROPERTY FOR WHICH 4_0 INSTAL�ATION 7.0 CONDITIONS OF USE
EVALUATION IS SOUGHT 5_0 IDENTIFICATION
Re-Issued November 9, 2002 NES
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Page 14 of 14 National Evaluation Report No. NER-520
Foatnotes for Figure 2 -Floor/Ceiling and RooflCeiling Assembly-One Hour
1. Insulspan Panels-48 inches(1220 mm)wide(minimum),5-1/2 inch(88.9 mm)thick(maximum)EPS core having 7/16 inch
(11.1 mm) thick OSB skins. Panels having 7-1/4, 9-1/4 and 11-1/4 inch thick cores are also permitted in roof/ceiling
assemblies.
2. Splines-2x wood spline studs.When the tables indicate that no spline studs are required for structural capacity,3 inch(76.2
mm)wide, 5/8 inch (15.9 mm)thick OSB surface splines are permitted under both skins instead of spline studs.
3. Fasteners-OSB skins are fastened to spline studs using 6d nails @ 6 inches(152 mm)on center.When using OSB surface
splines, the surface splines shall be installed using a gap filling expanding foam sealant and 1 inch (25.4 mm) long, No. 6
drywall screws at 6 inches (152 mm) on center on each side of the joint.
4. Gypsum Wallboard -a ceiling surface consisting of two layers of 5/8 inch (15.9 mm)thick Type X gypsum wallboard. The
gypsum panels are attached to the Insulspan panels using 2 inch (51 mm) long, A-point, bugle head drywall screws at 6
inches (152 mm) on center along the sheet perimeters and on a 12 inch (304 mm) x 12 inch (304 mm) spacing in the field
of the sheets.All seams shall be staggered. Exposed seams shall be treated with an application of tape,followed by three
coats of US Gypsum Corporation Durabond 90 joint compound.
5. Roof Covering - (on roof/ceiling assemblies only) -a code complying roof covering.
Faotnotes for Figure 3-Wall Assembly-One Hour(Limited Load Bearing)
1. Insulspan Panels-3-1/2 inch(88.9 mm)or 5-1/2 inch(140 mm)thick EPS core having 3/8 inch(9.52 mm)or 7/16 inch(11.1
mm)thick OSB skins. Structural load shall not exceed 27.4 % of allowable load nor 1250 Ib/ft(18.2kN/m).
2. Splines-2x wood studs @ 48 inches (1220 mm) on center.
3. Top and Bottom Plates-2X wood top and bottom plates.
4. Nails-OSB skins are fastened with 6d common nails at 6 inches(152 mm)on center at panel edges(vertical splines)and
at top and bottom plates.
5. Gypsum Wallboard -Two layers of 1/2 inch (12.7 mm) thick USG FireCode "C" installed on each side of the assembly.
Installation of wallboard on the interior side only of exteriorwalls is permitted in jurisdictions using the Standard Building Code
or the BOCA/National Building Code when such walls are located greater than 5 feet 1524 mm) from a property line or
assumed property line.
The first layer of gypsum wallboard is installed horizontally over the Insulspan panels using a continuous 3/8 inch diameter
bead of construction adhesive(Miracle DSA 20 drywall adhesive)at 24 inches (609 mm) on center across the width of the
panels and 1 inch (25.4 mm)long No. 6 bugle head drywall screws at 8 inches 203 mm)on center along the perimeter and
12 inches (304 mm) on center at the two adhesive lines.
The second layer of gypsum wallboard is installed vertically in the same manner as the first layer using 1-5/8 inch(41.3 mm)
long bugle head drywall screws.
1_0 SUBJEGT 3_0 DESCRIPTION 6_0 EVIDENCE SUBMITTED
2.0 PROPERTY FOR WHICH 4.0 INSTALLATION 7.0 CONDITIONS OF USE '
EVALUATION IS SOUGHT 5_0 IDENTIFICATION
Re-fssued November 1, 2002 NES
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