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BLD2007-01857 Engineering SIP Bldg - BLD Engineering / Geo-tech Reports - 11/9/2007
PEX edull Eervl�es:Ine. November 9, 2007 Rich Balderston Mason County Building Department PO Box 279 Shelton, WA 98584 Re: SIP Construction Ernst Residence BLD: 2007-01857 Dear Rich: After reviewing the attached technical bulletin we authorize the use of Insulspan Structural Insulating Panel System as follows: 1. Walls indicated as PSW6 will be constructed as Panel Type A,Table 4, page 3, Insulspan Technical Bulletin No. 111 2. Walls indicated as PSW4 will be constructed as Panel Type C,Table 4,.page 3, Insulspan Technical Bulletin No. 111 The above referenced Technical Bulletin is attached for your records. If you have any further questions,feel free to contact me at any time. Sincerely, Apex Engineering Services J. Jo'S' Z • 3 20 Jeff Johnson, P.E. Ex"EB 091231 Structural Engineer Apex Engineering Services,Inc. (P)406-585-5599 2078 Stadium Dr.Suite 103 (F)406-585-9237 Bozeman,MT 59715 info@apexengs.com `e INSULSPAW STFUCTURAL INSULATING PANEL SYSTEM uLLETINNC. 111 Technical Bulletin ISSUED Februwy 14,2W REPLACES: NEW Racking Shear Strength Test Results Page 1 of 3 This technical bulletin summarizes racking shear strength test results from a test program completed for the Insulspan Structural Insulating Panel (SIP) System. The tests were conducted using ASTM E72, Standard Test Methods of Conducting Strength Tests of Panels for Building Construction,as modified by ]CC-ES AC04, Acceptance Criteria for Sandwich Panels (effective July 2006) AC04, section 4.5, Wall Panel Racking Shear Tests. The test programs evaluated the shear stiffness and strength required for SIP shear walls. In jurisdictions that enforce the IBC and IRC, the allowable loads are applicable for shear walls that resist wind and seismic loads in Seismic Design Categories A, B and C. As per AC04, section 4.5.2,the allowable racking shear load was determined as the lowest value based upon the following criteria: • load at which a net horizontal deflection of 1/8 inch(3.18 mm)occurred. • the ultimate load divided by a factor of safety of 3.0 as per AC04, section 4.2.4,or • the allowable fastener loads. The allowable loads from the test program are provided in Tables 2 and 4. Figure 1 illustrates the typical test configuration. All test wall assemblies were 8 ft x 8 ft(2.4 m x 2.4 m) consisting of two 4 ft x 8 ft(1.2 m x 2.4 m)SIP panels. A total of eight test configurations as identified in Tables 1 and 3 were tested. Figure 1 -Typical Test Setup S'X8'RAQCING PANEL LOAD TT_ 7r DIAL II I I II 4'XW SIP I I RXW SIP II I I II II I I II W=C"ASE II I I II II I I II DIAL 2 i I I WME CHASE I I DIAL 1 CopWgMO 2005 byR Feb Ltl.M rgY•moaned. I riOHtHCt: Re9�red Yadarrerkol RaAFab Ltl. Canada:1-88 THINK EPS U8: 1d00-PANEL 10 www.insulspan.co m INSULSAW Racking Shear Strength Technical Bulletin III Page 2 of 3 The first set of wall configurations tested were 4'/z'thick Insulspan SIPs. The detailed description of the connection details for this wall configuration is provided in Table 1. Table 1 - Connection Details for 4%'1 Thick Insulspa n SIP System Panel Panel to Panel Bottom Plates Top Plates Note2 End Posts Nwe2 Types Connections 7/16"x 3" Single 2"x 4" Double 2"x 4" Double 2"x 4" A&B (11 mm x 76 mm) (38 mm x 89 mm) (38 mm x 89 mm) (38 mm x 89 mm) OSB Surface Splines SPF No.2 SPF No.2 SPF No.2 Double 2"x 4" Single 2"x 4" Double 2"x 4" Double 2"x 4" C&D (38 mm x 89 mm) (89 mm x 89 mm) (38 mm x 89 mm) (38 mm x 89 mm) SPF No. 2 Nola SPF No.2 SPF No.2 SPF No.2 Notes to Table 1: 1. Nails used to fasten OSB skins at panel to panel connections, top&bottom plates and end posts are 8d cooler nails (0.113" x 2-3/8"pneumatically driven nails). 2. Double 2"x 4"plates are stitch-nailed together with two staggered rows of 10d common nails (0.131" x 3"pneumatically driven nai Is)spaced at 8"(203 mm)on center. Table 2-Allowable Racking Shear Loads for 4 M." Thick Insulspan SIP System Panel Panel to Panel Nail Spacing Allowable Loads Type Connection (Perimeter &Panel Connection) A See Figure 2 8d nails @ 6"(152 mm) Note' 396 Ib/ft (5.78 k1I B See Figure 2 8d nails @ 3"(76 mm)Note2 557 Ibf/ft(8.13 kN/m) C See Figure 3 8d nails @ 6"(152 mm) NDtei 399 Ib/ft(5.82 kN/m) D I See Figure 3 8d nails @ 3"(76 mm)Note2 639 Ib/ft(9.32 kN/m) Notes to Table 2: 1. For panel types A and C,the edge distance for all nails is 314" (20 mm). 2. For panel types B and D,the 3"(76 mm) spacing for perimeter nails is provided using two staggered rows of nails offset 3"(76 mm)vertically from each other with edge distances of 3/4" and 2 1/4" (20 and 57 mm) per Figure 4. The 3"(76 mm) nail spacing for panel to panel connections is provided in a single row with an edge distance of 5/8"(16 mm). EXTERIOR FlNI91 EXTERIOR R SH nr ]/16•x Y D91 PER LOCAL e0eE a DOUBLE 2X SPLINE PER LOCPL CODE �p SPLINE:—) aY IIII IIIIII s I x I I I I I L I I € � �II�IIIII�IIIII�II�II�I1111I� I Ifl �€ I�IlIIi - 1 FIELD-APPLIED INTERIOR � PER NN SCNEOu E FIELD-APPLIED WTERIOR FlNI MAIEId PL PER COOS � ) FINISH MATERIAL PER WOE Pam;AIL 9]1EOULE 2 RON OF 0.131 DIA.3' 1/R NAILS STA00 D*roc.. EXPAN90N OAP EXPANSION CAP Figure 4- Staggered Figure 2-OSB Surface Spline Figure 3-Double 2 x Connection Nail Spacing } i INSU Racking Shear Strength Technical Bulletin 111 Page 3 of 3 Table 3-Connection Details for 6 V Thick Insulspan SIP System Panel Panel to Panel Bottom Plates Top Plates No°et End Post Nofet Types Connections 5 1/2" x 3" Single 2"x 6" Double 2"x 6" Double 2"x 6" A (140 mm x 76 mm) (38 mm x 140 mm) (38 mm x 140 mm) (38 mm x 140 mm) OSB Insulated Splines Douglas Fir No.2 Douglas Fir No.2 Douglas Fir No.2 Double 2"x 6" Single 2"x 6" Double 2"x 6" Double 2"x 6" B (38 mm x 140 mm) (38 mm x 140 mm) (38 mm x 140 mm) (38 mm x 140 mm) Douglas Fir No.2 Douglas Fir No.2 Douglas Fir No.2 Douglas Fir No.2 Single 4"x 6" Single 4"x 6" Single 4"x 6" Single 4"x 6" C&D (89 mm x 140 mm) (89 mm x 140 mm) (89 mm x 140 mm) (89 mm x 140 mm) Douglas Fir No.2 Douglas Fir No.2 Douglas Fir No.2 Douglas Fir No.2 Notes to Table 3: 1. Double 2"x 6"members were stitch-nailed together with two staggered rows of 10d common nails (0.131" x 3"pneumatically driven nails) spaced at 8"(203 mm) on center. 2. Nails used to fasten OSB skins at panel to panel connections, top&bottom plates and end posts were 8d cooler nails (0.113" x 2-318"pneumatically driven nails). Table 4 -Allowable Racking Shear Loads for 6 V Thick Insulspan SIP System Panel Panel to Panel Nail Spacing Allowable Loads Type Connection (Perimeter &Panel Connection) A See Figure 5 8d nails @ 6"(152 mm) No1e1 349 Ib/ft(5.10 kN/m) B See Figure 3 8d nails @ 6"(152 mm)Notet 502 Ib/ft(7.33 kN/m) C See Figure 6 8d nails @ 4"(102 mm) Note 803 IbWft(11.72 kN/m) D See Figure 6 8d nails @ 2"(51 mm)Note2 881 lbf/ft(12.85 Notes to Table 4: 1. For panel types A, B and C,the edge distance for all nails is 3/4"(20 mm). 2. All nails for panel type D are in two staggered rows offset 2" (51 mm) per figure 7. The edge distances for perimeter nails are 3/4"and 2 1/4" (20 and 57 mm). The edge distances for rows of panel to panel connection nails are 5/8"and 1 1/8"(16 and 28 mm)each side of panel joint. OM INSULARD EXTERIOR FINISH PERt LOCAL CODE NNE t � PER LOCAL WDE n4 U SPLINE d IIIIIIIIII ( IIIIIIII IIIIIII IIIIIIII 4• I d x I I I I I I I I I I ( I I I I I I I I w� IIIIIIIIIIIIII�I IIIIIIIIIIIIIILI i +Illlllllll IIIIIIII IIIIIIIIIII IIIIIIII ( IIIIIIII IIIIIIII 14' EIEED-APPUEO INIERIDR�1 p�NAIL SLHEOULE ���ED INiEW OR� PER NAIL SCMEIJULE 1 FINISH MATERIAL PER CODE fl t�i FlNISH NATERI&PER CODE /e• ElwAN90N GAP EXPANSION GAP Figure 5-OSBlnsulated Spline Figure 6-Single x Connection Figure 7-Staggered Nail Spacing e e, II/ SULSPA Y STA=UMIL MAA Aro PANCL SYSMM BU LLU. RC. 105 Technical Bulletin WUED May z 2M REPLACES: March A 2M Preliminary Shear Load Test Results Page 1 of 2 This bulletin summarizes test results from a preliminary test program completed at APA—The Engineered Wood Association. The test program evaluated the shear stiffness,shear strength and ductility,including applicable shear connections and hold-down connectors, under quasi-static cyclic (reversed) load conditions for structural insulated panel(SIP)and light frame wood wall assemblies. Testing of one wall assembly per configuration identified in Table 1 has been completed. AC04 requires averaging of three test results;therefore, additional testing will be required to finalize allowable shear loads. Monotonic racking shear tests were conducted following Section 4.5 of ICC-ESAC04(effective March 1, 2004),which references ASTMTest Method E72. Monotonic test results were used to develop reference values for normalization of cyclic test data per Section A3.1.1 of AC04. C yclic tests were conducted following Section 2.1 of AC04, which references the Structural Engineers Association of Southern California(SEAOSC)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls forBuilofngs, dated August 1, 1996(revised January 20, 1997). All test wall assemblies were 8 ft x 8 ft(2.4 m x 2.4 m). The wood frame test walls were constructed with intermediate framing members at 24"(600 mm)on center. The SIPtestwalis were constricted using two 4 ft x 8 ft(1.2 m x 2.4 m)SIPS. Allwall assemblies had 7/16"(11 mm)oriented strand board (OSB)on both faces for an overall test wall thickness of 6'/3r(165 mm). Hold-dawn devices were attached to the end posts using self-drilling self-tapping wood screws in all cases. Figures 1 and 2 below illustrate the types of hold-downs used for test program. o` a Figure 1 -Simpson IIIStrong-Tie PHD8 Figure 2-USP Lumber Connectors USPHD8 Hold-Down for 6"o.c. Nail Spacing Hold-Down for 2"o.c. Nail Spacing COp,Vh*20D5EyKB Corpou NI rlgneraaar..d. I r.OAt8C1f RnYtlYtanada. =analog 7-8VH/N KEP8 US: 1-800-PANEL 10 www.insulspan.co m • ti r■■till INSULSAW Preliminary Shear Load Test Results Technical Bulletin 105 Page 2 of 2 This preliminary test program demonstrated that SIP wall assemblies perform similar to light frame wood walls with OSB facing. The significance of demonstrating equivalence is that light- frame wood walls constructed in this way have historically shown adequate performance in seismic events. Section 4.5.2 in AC04 specifies that allowable shear load be determined by the lower of the load at 0.125" (3 mm) net horizontal deflection or ultimate load divided by a load factor of 3.0. The allowable shear loads from the preliminary test program provided in Table 1 are based upon allowable shear load determined at 0.125" (3 mm) net horizontal deflection limit. Table 1 -SIPSystem Allowable Shear Load Connection Details Allowable Panel Top&Bottom 1 Nail Type & Shear Load Connections Plates End Post Type S acin 2 pif(kN/m) 7/16"(11 mm) 2"x 6" Double 2"x 6" 8d @ 300 OSB Splines (38 mm x 140 mm) (38 mm x 140 mm) 6"(152 mm). (4.38) No.2 SPF No.2 SPF 7/16"(11 mm) 4"x 6" 4"x 6" 8d @ 900 m OSB Splines (76 m x 140 mm) (76 mm x 140 mm) 2„(51 mm) (13.14) Douglas-Fir Larch Douglas-Fir Larch Notes: 1. Double 2 x 6 end -posts were stitch-nailed together with two rows of 16d common nails (0.161" x 3-1/2"pneumatically driven nails) spaced at 8"(203 mm) o.c. 2. For 2"nail spacing, nails locations were offset 2"(51 mm)each side of panel joint and in two staggered rows for end post connection to provide nail spacing at 7' (51 m) spacing on center. Nail spacing used in the preliminary test program is illustrated in Figures 3 and 4 below. 6" 4" Figure 3-Nail spacing one row 6"o.c. Figure 4 -Two staggered rows of nails around perimeter of SIP at each side each at 4" o.c.around perimter of SIP at panel joint, in top/bottom plates and in each side panel joint, in to p/bottom plates end post locations and in end posts locations. INSULSPANM STRUCTURAL INSULATED PANEL SYSTEM °. •�..` 't��s � ti . t E} � � I ia Pli ipl E � 29 I ki V s 3 � r E g ' I i K it ifl ,P r� ICE 7 r C t k �tkf wE � a. 8 The Insulspan- SIP system consists of oriented strand Benefits of building board (OSB) structurally laminated to a core of the Insulspan PlastiSpan' expanded polystyrene (EPS) insulation. =" The Insulspan SIP System provides building Numerous Building Applications owners with a proven method of Superior Thermal Resistance constructing walls and roofs that • Reduced Air Leakage will provide long-term energy cost • Structural Integrity savings and add resale value • Building Code Compliance to the building. • Ready To Assemble System •' High Consumer Demand The Insuispan SIP System Building Applications Insulspan SIPS can be used in a variety of applications, including residential, multi-family, log and timberframe, and commercial. Visit www.insuispan.com to view more projects. "Y 9� Residential Residential Multi-Family a Log Homes Timberframe Homes Commercial SIP System Effective Thermal Resistance 25 - The Insulspan SIP System provides wall and roof assemblies with higher effective thermal resistance (R-value) 20 y than other construction methods.The R-Value of an assembly is a measure of its ability to resist heat flow through it. The higher 15 the R-Value of your wall assembly,the lower your energy costs for heating and cooling your home. Wall and roof assemblies built with the Insulspan SIP 10 0D co System result in 40-60%reduction in heat loss 5 . The graph (right) compares effective R-Values for wall and roof assemblies constructed with the Insulspan SIP System versus stick-frame and steel stud construction methods. 0 Steel Stud with R-20 Batt 2A Wood Stud Higher effective R-Value translates to reduction in heat insulation with R-20 Batt 6-1/2"Insulspan loss and lower long-term energy costs. insulation SIP Wall Structural Integrity Reduced Air Leakage Insulspan SIPS is designed to provide building owners with long-term strength, safety and security. Design charts for wind, Air leakage is one of the biggest sources of energy loss in snow and seismic load resistance capacity using a proprietary most buildings.This is why an air leakage test on the finished computer model with benchmark testing, conducted to produce building is often used by energy efficiency experts to confirm design values meeting the reliability targets required by United the energy efficiency rating of new building construction.The States and Canadian Code requirements. air leakage rate for building construction is quantified in terms To ensure consistent performance, the panel manufacturing of air changes per hour(acph).An air change is defined as process is monitored by a third party certification agency as part of one air volume change. the stringent in-plant quality control process developed to assure Air leakage rates vary widely for different types of house panels meet long-term requirements as a structural component. construction. The Insulspan SIP system "closed-cavity" Building Code Compliance design results in significant reduction in air leakage with values of 0.2 acph or lower achievable. This compares to a value of Insulspan SIPS meets Code requirements for residential and 1.5 acph required by some rating systems for energy efficient commercial applications. Test results and assessments confirm construction. compliance with Code requirements for structural design, heat transfer, air leakage and condensation control. See the ICC Evaluation Service Legacy Report NER-520. r www.insuispan.com Insulspan Ready to Assemble (RTA) Insulspan SIPS is an industry leading ready-to-assemble (RTA) system that gives builders a real competitive edge over traditional stick-frame construction. The Insulspan RTA process reduces construction time and improves efficiency. Blueprints for your home are loaded into our computerized factory equipment where Insulspan SIPS are manufactured to your exact specifications, then delivered to your location as a ready- to-assemble building system.All accessories necessary to complete installation of the {ul Insulspan SIP system are included. Insulspan RTA Process: A Complete SIP Building System Step 1:Insulspan panels are man- Step 2: Insulspan panels are Step 3: Insulspan panel walls are Step 4:The installation of the ufactured up to 24 x 8 ft. in a shipped from the manufacturing installed,with rough openings Insulspan panels continues with a factory controlled environment. facilities to the job sites. already cut. second floor. s- Step 5:The Insulspan panels are Step 6:The Insulspan roof panels Step 7:The building envelope is Step 8:The interior and exterior fin- mostly installed on the home. are being applied with the use of complete with roof,windows and ishes are completed. a crane. doors. Insulspan Ready to Assemble (RTA) System Benefits Architect Benefits Builder Benefits . Construction details can be downloaded from • Building Envelope locked up faster, www.insu[span.com. sub-trades in faster. • Buildings have excellent performance characteristics for • Ready-to-assemble requires less labor, strength and energy efficiency. creates more profit. • Factory quality control produces quality in the finished product. • Build more structures without increasing • Programmed delivery and quick assembly on the job site labor force. enhances management of your schedule. • Quicker lock-up means faster mortgage draws. o Replace the human element on the job site with factory controlled precision. Sarah Susanka, renowned architect and author of"The Not So Big House" and associated volumes on this theme says, "Frank Baker and I have been working together on sustainable homes for many years. 1 use SIPS in many of my designs and believe that SIPS are the building envelope of the future." Consumers are • • the • • tj;,i • energy building envelopes! Frank Baker, President and founder of the company says, "Our recent merger with PFB Corporation has brought such significant synergies to our business. Our customers tend to be agents for change who think and act beyond the ordinary.This integration of the Advantage ICF with the Insulspan SIPS is so logical and so powerful for both the builder and the home owner. Our Insulspan insulated building systems are installed on site quickly, so the interior of a project can be finished in shirt-sleeve comfort in any climatic conditions, at any time of year. "Highest Performing! BUILDING SYSTEMS"featuring Insulspan SIPS and Advantage ICF systems mean lower operating costs. It also offers greater occupant security, particularly noticeable in violent weather, such as hurricanes, and natural disasters such as earthquakes." Highest Performing! Insulspan is "GREEN" BUILDING SYSTEM Frank Baker, President of Insulspan stated, "We are proud to be part of the Build-Green community. In fact, all of our building products are manufactured in an environmentally sensitive and responsible way. It makes sense to us to use our non-renewable resources to manufacture durable, recycleable products like the Highest Performing!BUILDING SYSTEM that saves enerav Advantage on along-term ICF Block basis rather than " uliiiPll " buming them. This home received Visit www.insuispan.com for more a 5-Star ner/us rating, p from Energy'Star, information on our Highest Performingl because of the BUILDING SYSTEM. ` large amount energy savings. Trust the most recognized brand in the industry. Over 30 years of service in the SIP industry. Insulspan is known for its High Performance, State-of-the-art, quality products. Professional on-site expertise is provided with every ready-to-assemble system we deliver. Insulspan has been featured on numerous TV Shows.... } This Old House (PBS, HGTV,A&E) Bob Vila's Home Again (HGTV, PBS, CBS,ABC TV Affiliates) Hometime(PBS, TLC, Discovery Home) Michael Holigan's "Your New Home" (PBS) Frank Baker: ...AND in leading building&renovation magazines. President& Founder of Visit the MEDIA section of our website Company for more details and listings. EEBA ..., " >... Energy '.fist B I In US Contact: �,. ;���_ 9y ��. Building Assoc. 1 .800.PANELI 0 JNSUL.q0ANwwwJnsuIspan.comm Copyright©2005 by Insulspan.All Rights reserved. In Canada Contact: PlaSti-Fab, Ltd. Insulspan is a registered trademark of Insulspan,Inc. PlastiSpan and Advantage ICF System are registered STRUCTURAL INSULATED PANEL SYSTEM 1.88.THINK EPS • www.plastifab.com trademarks of Plasti-Fab,Ltd.Printed in Canada. is LEGACY REPORT ER-5188 Reissued March 1, 2004 ;CC Evaluation Service, Inc. BusinesslRegional Office'5360Worlirnan Mil Road,Whittier,California 90601■(562)6990543 Regional Office■900 Montclair Road,Suite A,Birmingham,Alabama 35213 ■(205)599-9800 W W W.I CC-es.Org Regional Office■4051 West Flossrnoor Road,Country Club Hills,Illinois 60478■(708)799-2305 Legacy report on the 1997 Uniform Building Code TM,the 2000 International Building Code®and the 2000 International Residential Code® DIVISION:03—CONCRETE or less,when tested in accordance with UBC Standard 8-1 or Section:03130—Permanent Forms ASTM E 84. Two types of interconnecting ties, the full tie and half tie, QUAD-LOCK POLYSTYRENE FORMS FOR CONCRETE connect the EPS panels, and are made of high-density WALLS polyethylene. The ties are 7'/21 9'/2, 1021 131/2 and 151/2 inches(191,241,292,343 and 394 mm)long,permitting the QUAD-LOCK BUILDING SYSTEMS LTD. cavity formed by the EPS panels to be,respectively,33/4,53/4, 7398 132No STREET 73/4,93/4 or 113/4 inches(95, 146, 197,248 or 298 mm)wide. SURREY, BRITISH COLUMBIA V3W 4M7 The ties have 1'/2 inch-wide-by-5-inch-long (38 mm by 127 CANADA mm)flanges, which are located 5/1, inch (8 mm) below the exterior EPS surface. The plastic tie flanges provide a AQUA-PAK STYRO CONTAINERS LTD. mechanism for attaching interior and exterior wall coverings. 7398 132No STREET Metal corner brackets are used in the assembly of 90-degree SURREY,BRITISH COLUMBIA V3W 4M7 corners, and metal tracks are used at the base to start the CANADA wall. Figure 1 provides additional details. 2.2.2 Concrete:Normal-weight concrete must comply with 1.0 SUBJECT Chapter 19 of the 1997 Uniform Building Code I'm(UBC)or the Quad-Lock Polystyrene Forms for Concrete Walls. 2000 International Building Code®(IBC), and have a 28-day minimum compressive strength of 2,000 psi (13.8 MPa). 2.0 DESCRIPTION Maximum aggregate size shall be 3/4 inch (19 mm). If 2.1 General: construction of the Quad-Lock systems is based on the 2000 International Residential Code®(IRC),concrete shall comply Quad-Lock insulating concrete forms are expanded with Section R611.6.1 of the IRC. polystyrene(EPS)foam plastic panels serving as formwork for concrete bearing and nonbearing walls, shear walls, 2.2.3 Reinforcement: Concrete members shall be beams and lintels,foundation stem walls,basementwalls and reinforced with minimum No. 4 deformed steel reinforcing retaining walls. The EPS panels are stacked in a running bars having a minimum yield strength of 40,000 psi (275.8 bond pattern to create concrete formwork that remains in MPa), and shall comply with Section 1903 of the UBC or place after concrete curing.Walls made from the EPS panels Chapter 3 of ACI-318-99(IBC).If construction is based on the must be covered with an approved interior thermal barrier, IRC, reinforcing steel shall comply with Sections R611.6.2 interior finish, and exterior wall covering system. and R404.4.6 of the IRC. 2.2 Material: 2.2.4 Other: When required by the building official, wood members in contact with concrete shall be treated with an 2.2.1 Quad-Lock Formwork:The Quad-Lock EPS panels approved wood preservative, and shall be attached with are 12 inches(305 mm)high,48 inches(1219 mm)long,and galvanized steel fasteners in accordance with Section 2304.3 2'/4 inches (57 mm)thick. The EPS panels interlock on the of the UBC or Section 2304.9.5 of the IBC. Materials other top and bottom, and interconnect with plastic ties spaced at than wood, such as vinyl, shall be allowed for window and 12 inches(305 mm)on center.The ties retain the opposing door framing if permitted by the applicable code or approved EPS panels, which form a cavity where reinforcement bars by the building official. and concrete are placed. 2.3 Design: The EPS panels are molded from EPS beads.Recognized bead types are Styropor Type BFL327, manufactured by 2.3.1 General: Concrete members formed by the Quad- BASF Corporation (ER-3401); and Starex Type 301H, Lock EPS form units shall be designed and constructed in manufactured by Cheil Industries, Inc. (ER-5624).The EPS accordance with Chapter 19 of the UBC or IBC.Wall design has a nominal density of 1.8 pounds per cubic foot(29 kg/m3) loading shall be in accordance with Chapter 16 of the UBC or and complies with ASTM C 578, Type II, and has a flame- IBC. Stem walls complying with Section 2.6 are permitted spread index of 25 or less and a smoke-density index of 450 without a design. ICC-ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied,as to t any finding or other matter in this report,or as to any product covered by the report. %,��n.o.wd✓ Copyright©2004 Page 1 of 5 Page 2 of 5 ER-5188 2.3.2 Alternate Design: In lieu of calculations required by Under the IBC,Quad-Lock wall systems may be used as a Section 2.3.1 of this report,for use under the UBC or IBC,or foundation stem wall supporting light-framed construction where an engineered design is submitted in accordance with when the wall and concrete footings supporting the wall Section R301.1.2 of the IRC, the structural design of comply with IBC Table 1805.4.2. Under the IRC, installation reinforced concrete formed by Quad-Lock EPS form units for of the Quad-Lock wall system as foundation walls shall residential construction is permitted to comply with the comply with Section R404 of the IRC. Prescriptive Method for Insulating Concrete Forms in Residential Construction(publication No.EB118),dated May 2.7 Crawl Spaces: 1998, published by the Portland Cement Association (PCA), The form units located in underfloor crawl spaces are subject to all applicability and use limits for a flat ICF wall permitted to be exposed to the crawl space, subject to the system specified in Table 1.1 of that document. The PCA following conditions: documentshall be made available tothe building official upon request. Buildings constructed with the Quad-Lock system 1. Entry to the crawl space is only to service utilities,and no and designed in accordance with this section(Section 2.3.2) heat-producing appliances are permitted. must not exceed a height of two stories plus a basement, where the maximum unsupported wall height is 10 feet(3048 2. There are no interconnected basement areas. mm). 3. Air in the crawl space is not circulated to other parts of the 2.3.3 Design in Accordance with the IRC: Insulating building. concrete walls constructed with the Quad-Lock system shall 4. Under-floor ventilation complies with the applicable code. be designed and constructed in accordance with Section R611 or Section R404.4 of the IRC. 2.8 Installation: 2.4 Interior Finish: The Quad-Lock systems including the concrete need to be Quad-Lock Forms exposed to the building interior shall be supported on concrete footings complying with Chapter 18 of finished with an approved thermal barrier such as minimum the UBC or IBC, or Chapter 4 of the IRC. Vertical rebars, '/2 inch-thick (12.7 mm) regular gypsum wallboard, and embedded in the footing,extend a minimum of 24 inches(610 attached to the plastic bridging flanges with 0.152-inch- mm),or a development length complying with Section 1912 diameter-by-1.5-inch-long(3.9 mm by38 mm),coarse-thread, of the UBC or Chapter 12 ofACI 318-99(IBC or IRC),into the Type S gypsum wallboard screws spaced 12 inches (305 concrete wall system. The form units shall be installed in a mm)on center horizontally and 12 inches(305 mm)on center running bond pattern, with the plastic full ties spaced 12 vertically. The wall board edges shall be aligned with the inches(305 mm)on center.The ties shall be vertically aligned plastic flanges to assure perimeter attachment. to supportthe interiorand exteriorfinish materials.Placement and cover of vertical and horizontal steel reinforcement bars 2.5 Exterior Finish: shall comply with the applicable code and the approved 2.5.1 Above Grade:The form units shall be covered on the design. Basement walls designed to retain soil are not exterior with an approved water-resistive barrier and exterior backfilled until the concrete has cured and the complete floor wall covering in accordance with the applicable code or system is in place. Concrete quality, mixing and placing current evaluation report.The wall covering shall be attached comply with Chapter 19 of the UBC and IBC, and Section to the plastic ties with 0.152-inch-diameter(3.9 mm),coarse- R611 of the IRC. Figure 2 provides typical details. thread gypsum wallboard screws. The screws shall be Wood ledgers are attached to the concrete wall by corrosion-resistant and have sufficient length to penetrate the removing the face shell of the form units around the anchor plastic ties at least /4 inch (19 mm). Fasteners have an bolts,with the height of the removed portion being equal to allowable pullout capacity of 38 pounds (169 N) and an the depth of the wood ledger. Wood plates are anchored to allowable lateral capacity of 77 pounds (342 N). Negative the top of the wall.Anchor bolts used to connect the wood wind pressure capacity of the exterior finish material is ledgers or plates to the concrete are cast in-place, with the recognized in the applicable code for generic wall-covering bolts sized and spaced as required by design.Other methods materials, and in a current evaluation report for proprietary may be acceptable when specified/approved by an evaluation wall-covering materials. report or a qualified engineer. In addition to wall coverings described in the applicable code,suitable wall covering materials include R-Wall Exterior 2.9 Fire-resistive Construction: Wall Insulation and Finish Systems(ER-3617),manufactured Concrete walls formed by the Quad-Lock system have the by STO Industries, Division of STO Corporation; Dryvit fire-resistance ratings listed in Item 7-1.1 of Table 7-B of the Outsulation System (ER-2728), manufactured by Dryvit UBC when meeting the stated construction specifications. Systems, Inc.; INSUL-FLEX Exterior Wall Insulation and Finish Systems(ER-3559), manufactured by El Rey Stucco 2.10 Special Inspection: Company; or FASTWALLTm Fiber-reinforced Stucco Wall System(ER-5129).The base coat,finish coat,and fabric are Special inspection is required as noted in Section 1701 of the applied over the EPS panels in accordance with the UBC and Section 1704 of the IBC, for placement of referenced evaluation report. reinforcing steel and concrete, and for concrete cylinder testing, except special inspection is not required for 2.5.2 Below Grade:Materials used to dampproof basement foundation stem walls conforming to Table 18-1-C of the UBC walls are specified by Quad-Lock Building Systems and shall or Table 1805.4.2 of the IBC. Special inspection is not be compatible with the Quad-Lock form foam plastic required for walls constructed in accordance with Section components. R404.4 or R611 of the IRC.Forwalls designed in accordance 2.6 Foundation Stemwalls: with the IBC, as permitted by IRC Sections R104.11 and R301.1.2, special inspection in accordance with the IBC is Under the UBC, Quad-Lock wall systems may be used as a required. foundation stem wall when supporting wood-framed construction when the wall and concrete footings supporting When approved by the building official, special inspection the wall complywith UBC Table 18-1-C.Compliance with UBC under the UBC is not required when all of the following Table 18-1-C is mandatory when regulation is by the UBC. conditions are met: Page 3 of 5 ER-5188 1. Wall systems are a maximum of 8 feet high (2.4 m)and 4.1 Quad-Lock form units are manufactured,identified, are limited to use in single-story construction of Group R, and installed in accordance with this report and the Division 3,or Group U, Division 1,Occupancies. manufacturer's published installation instructions. 2. Maximum height of a concrete pour is 48 inches (1219 4.2 When regulated by the UBC or IBC, walls mm).Succeeding lifts must be placed in accordance with constructed with the Quad-Lock System are Section 1905.10 of the UBC. considered combustible construction. 3. Installation is by installers approved by Quad-Lock 4.3 Calculations showing compliance with the general Building Systems. design requirements of Chapter 16 of the UBC or the 4. The installation instructions must indicate methods used IBC are submitted to the building official for to verify proper placement of concrete. approval,except calculations are not required when 5. Specified compressive strength (F,)of concrete used in the building design is based on Section 2.3.2 or design is one-half of that specified. 2.3.3 of this evaluation report. 2.11 Identification: 4.4 The EPS foam forms are separated from the building interior with an approved thermal barrier, such as Each package of form panels and ties bear a stamped label minimum'/,-inch-thick(12.7 mm)gypsum wallboard that includes the name and address of Quad-Lock Building installed as specified in this report. Other thermal Systems, the evaluation report number(ER-5188), and the barriers, having an index of 15 or higher, are name of the inspection agency(Intertek Testing Services NA acceptable, provided they are recognized in a Inc.). current evaluation report. 3.0 EVIDENCE SUBMITTED 4.5 When regulation is under the UBC or IBC, special Data in accordance with the ICC-ES Acceptance Criteria for inspection is provided in accordance with Section Foam Plastic Insulation (AC12), dated June 2004, and in 2.10 of this report. accordance with the ICC-ES Acceptance Criteria for Concrete Floor, Roof and Wall Systems and Concrete Masonry Wall 4.6 When regulation is under the IRC,compliance with Systems(AC15),dated June 2003,including reports of room Section R324.4 of the IRC must be demonstrated. fire tests in accordance with UBC Standard 26-3 and reports 4.7 Manufacturing of Quad-Lock form units is by Aqua- of small-scale fire testing in accordance with UBC Standard Pak Styro Containers Ltd.,7398132"'Street,Surrey, 7-1 (ASTM E 119);and a quality control manual. British Columbia, Canada, under a quality control 4.0 FINDINGS program with inspections by Intertek Testing That the Quad-Lock Building Systems described in this Services NA Inc.(AA-647). report comply with the 1997 Uniform Building CodeTM This report is subject to re-examination in two years. (UBC),the 2000 International Building Code®(IBC),and the 2000 International Residential Code®(IRC),subject to the following conditions: Page 4 of 5 ER-5188 3 .L. FIGURE 1—SYSTEM COMPONENTS Page 5 of 5 ER-5188 ANCHOR BE_SpOLT �I ATTACHMENT OF WALL AS REQUIRED TO BRACNG ELEMENT AS REQUIRED SILL PLATE PER FLOOR JOIST PARGI NG DRYWALL SLOPE GRADE AWAY FROM FOUNDATION HORIZONTAL & VERTICAL REINF. AS REQUIRED FINISH {BADE At QUAD—LOCK PANEL j WATERPROOFING (AS REQUIRED) FLOOR SLAB MAY BEAR AGAINST QUAD—LOCK FORMING PANEL — (32pai FA X PRESSURE) r %N, METAL J—TRACK -------- SECURELY FASTENED 2'-6" O.C. i 4- MFMBRPNE FIGURE 2—TYPICAL WALL SECTION ' F.S LEGACY REPORT Reissued Nov NER,2000 Revision A:January 1, 2004 ICC Evaluation Service, Inc. Business/Regional Office■5360 Workman Mill Road,Whittier,California 90601■(562)699-0543 Regional Office■900 Montclair Road,Suite A,Birmingham,Alabama 35213■(205)599-9800 wwwAcC-es .org Regional Office a 4051 West Flossmoor Road,Country Club Hills,Illinois 60478 m(708)799-2305 Legacy report on the 2000 International Building Code®,the 2000 International Residential Code®,the 2002 Accumulative Supplement to the International CodesTM,the BOCA"National Building Code/1999, the 1999 Standard Building Code°and the 1997 Uniform Building Code'rm DIVISION:06—WOOD AND PLASTICS plywood or OSB surface splines under the skins of each Section:06120—Structural Panels face. When additional structural capacity is needed, an additional spline stud is incorporated in the interior of a EVALUATION SUBJECT: panel or the spline stud at one side is doubled. INSULSPAN STRUCTURAL INSULATED PANELS 3.2 Material Specifications 3.2.1 Foam Core - the foam core is polystyrene, ex- MANUFACTURER: panded from BASF beads(NER-479)or NOVA Chemicals Inc.beads(NER-236,Dylite M77)by board manufacturers INSULSPAN,INC. under the supervision of a an accredited quality control P.O.BOX 38 agency.Nominal density is 1 pcf.The panels are available BLISSFIELD, MI 49228 in insulation thicknesses of 3 1/2 and 5 1/2 inches(88.9 and www.insuispan.com 139.7 mm)for wall and floor applications and 3 1/2, 5 1/2, 7114, 9114, and 11 1l4 inches (88.9, 139.7, 184.2, 235, ADDITIONAL LISTEES: 285.8 mm) for roof 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 EXTREME PANEL TECHNOLOGIES fifty(450)when tested in accordance with ASTM E84 in a 475 EAST 4TH STREET NORTH thickness of 5 inches(127 mm). P.O.BOX 435 COTTONWOOD,MN 56229 3.2.2 OSB skins-the OSB skins are APA or TECO rated sheathing, Exposure 1, 3/8 inch (9.5 mm)thick (24/0) or INSULSPAN i GLI 7/16 inch(11.1 mm)thick(24/16),conforming to US DOC 9012 EAST US 223 PS-2.Skins are one-piece for the full length of the panels P.O.BOX 38 (no joints in the skins).Maximum skin size is 8 feet(2440 BLISSFIELD, MI 49228 mm)by 28 feet(8534 mm). 3.2.3 Spline Studs-the spline studs are No. 2 or better 1.0 SUBJECT southern pine sawn lumber,No.2 or better spruce-pine-fir sawn lumber,or 1 3/4 inch(44.5 mm)thick 1.9E DF Micro- Insulspan Structural Insulated Panels Ilam LVL(NER-481).Alternatively,3 inch(76.2 mm)wide, 5l8 inch (15.9 mm)thick plywood or OSB surface splines 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT may be used when spline studs are not required for structural capacityorto meetfire resistive assembly details. 2.1 Structural 2.2 Surface Burning Characteristics 3.2.4 Adhesive-qualified adhesives are used to bond the 2.3 Fire Resistance OSB skins to the foam core and are identified in the manufacturer's quality control manual. 3.0 DESCRIPTION 3.2.5 Nails- in addition to glue, nails are used to attach OSB skins to spline studs.Such nails are 6d or 8d(as may 3.1 General be required for racking loads) common nails meeting The Insulspan Structural Insulated Panels are structural Federal Specification FF-N-105B and have a minimum Fyb oriented strand board (OSB)sandwich panels which are of 100,000 psi(690 MPa).When OSB or plywood surface used as components in roof, floor, and wall assemblies. splines are used, staples or fasteners shall be used as The sandwich panels are factory constructed with oriented specified elsewhere in this report. strand board skins on each face of an expanded polysty- 3.3 Structural Design rene foam core.In order to join adjacent panels in the field during installation,spline studs are factory installed on one Standard panels are 4 ft. or 8 ft. (1220 or 2440 mm) in side of each panel.Alternatively, it is permitted to make width and vary in height up to 28 ft. (8534 mm), and are provision on each side of the panels for field installation of illustrated in Figure 1. ICC-ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to he construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied,as to any .finding or other matter in this report,or as to any product covered by the report. Copyright©2004 Page 1 of 12 Page 2 of 12 NER-520 Openings (headers and supporting framing) are accom- 6.6 Structural calculations and allowable load tables, plished by conventional framing methods and are not prepared by Steven Winter Associates, Inc., signed evaluated by this report. and sealed by George Thomas Bible, P.E., R.A. Allowable loads for the panels are set forth in the tables at 6.7 Manufacturer's published allowable load tables dated the end of this report. September 9, 1999. 3.4 Fire Resistance 6.8 Report entitled Comparative Tests forNES Qualifica- Floor/ceiling, roof and wall assemblies constructed using tion of New Adhesive and New Bead Applicator, Insulspan structural insulated panels can provide fire Report No. Cl 59908 prepared by Cl Professional resistance ratings per ASTM El 19.One floor/ceiling and Services, Inc., dated May 29, 1999, signed by Ter- roof/ceiling assembly and one wall assembly have been ence J.Cavanagh. evaluated by this report. 6.9 Engineering report on analysis of results of compara- Floor assemblies and roof/ceiling assemblies required to tive tests concerning qualification of new adhesive and have a fire resistance ratings per ASTM El 19 of ONE new bead applicator,prepared by TJC and Associates, HOUR shall meet the construction requirements of Figure Inc.,TJCAA Project No. 19920,dated May 24, 1999, 2. Wall assemblies required to have a fire resistance signed and sealed by Terence Cavanagh. ratings per ASTM E119 of ONE HOUR shall meet the 6.10 Letter and supporting calculations concerning per- construction requirements of Figure 3. centage of allowable load present in walls tested for fire resistance, prepared by PFS Corporation, dated 4.0 INSTALLATION May 9,2000,signed by James A. Rothman, P.E. When required bythe applicable Code,each structure built 6.11 Letters clarifying issues related to fire testing of the using Insulspan Structural Insulated Panels shall be floor-ceiling assembly, prepared by Southwest Re- designed by a registered architect or engineer and draw- search Institute,dated August 21,2000 and October 9, ings must be provided which bear their registered stamp 2000, signed by Andre Garabedian and Alex B. or seal when applying for a building permit.Such drawings Wenzel. shall contain specific instructions with regard to connec- tions,erection,and installation of the panels and shall be 6.12 Letter discussing fire performance of UL 1256 fire available at all times on the job site during installation. tests (general fire behavior and spline options), prepared by PFS Corporation,dated June 23,2000, 5.0 IDENTIFICATION signed by Michael J.Slifka, P.E. All Insulspan Structural Insulated Panels shall be identified 7.0 CONDITIONS OF USE by a stamp indicating the panel type,NER-520,the manu- facturer's name and/or trademark,and the PFS Corporation The ICC-ES Subcommittee for the National Evaluation logo. Service finds that Insulspan Structural Insulated Panels as described in this report comply with or are suitable alterna- 6.0 EVIDENCE SUBMITTED tives to the 2000 International Building Code®, the 2000 International Residential Code®, the 2002 Accumulative 6.1 Manufacturer's quality control manual. Supplement to the International CodesTM', the BOCA" 6.2 Manufacturer's installation Guide National Building Code/1999,the 1999 Standard Building Code®and the 1997 Uniform Building Coder"",subject to 6.3 Report of tests conducted in accordance with ASTM the following conditions: E72, prepared by PFS Corporation: 7.1 The Insulspan Structural Insulated Panels are fabri- • Report #PFS 84-116, signed by Edwin Schaffer, cated and erected to comply with this report. Design Ph. D., P.E. loads shall be determined in accordance with the • Report#PFS 86-50,signed by Edwin Schaffer,Ph. applicable code and loadings on the panels shall not D., P.E. exceed the allowable loads noted in the allowable load tables at the end of this report.Additionally,for • Report#PFS 91-32, signed by Ronald H. Reindl, plastered ceilings, the live load deflection shall be A.I.A. limited to 1/360th of the span. • Report#PFS 84-17,signed by Edwin Hodgson and 7.2 Design calculations and details for specific applica- Ralph L.Tonn, P.E. tions using Insulspan Structural Insulated Panels shall • Report#PFS 99-37,signed by James A.Rothman, be furnished to the code official verifying compliance P.E. with this report and the applicable code.The individ- ual preparing such documents shall posses the 6.4 Report of tests conducted in accordance with ASTM necessary credentials regarding competency and El 19: qualifications as required by the applicable code and • prepared by Southwest Research Institute, SwRI the professional registration laws of the state where Project No.01-8305-029,dated June 1985,signed the construction is undertaken. by Nigel R.Stamp,Jesse J.Beitel,and Dr.Gordon 7.3 Panels having core thicknesses of greater than 5 1/2 E. Hartzell. inches(139.7 mm)shall have 7n6 inch(11.1 mm)thick • prepared by Southwest Research Institute, SwRI skins only and are limited to roof applications only. Project No.01-2305-311,dated June 1999,signed 7.4 The scope of this report is limited to an evaluation of by Andre Garabedian and Alex B.Wenzel. the structural capacity of the panels and the fire 6.5 Report of tests conducted in accordance with UL resistance rating of assemblies using the panels. 1256, prepared by Southwest Research Institute, Panel connections and other issues concerning the SwRI Project No.01-2303-273,dated June 23, 1999, panel's incorporation into the structural system of a signed by Anthony L.Sauceda and Alex B.Wenzel. building are not within the scope of this report. Page 3 of 12 NER-520 7.5 The panel core shall be separated from the interior of 7.9 No cutting or routing of the panels shall be permitted the building by an approved 15 minute thermal barrier except as shown on approved drawings. installed as prescribed in the applicable code. 7.10 The foam plastic core shall be manufactured from 7.6 The exterior of the wall panels and roof panels shall beads listed in Section 3.2.1 of this report, with no be covered with an approved exterior wall covering or additional additives applied by the block molder. an approved roof covering respectively. 7.11 This report is subject to periodic re-examination. For 7.7 The use of the panels shall be limited to buildings information on the current status of this report, con- where combustible construction is permitted by the tact the IMES. applicable code. 7.8 This report does not include an evaluation of panels whose components are preservative treated or fire retardant treated wood. FIGURE 1* STD, 4'-0- W. 8' -O" W. f FIELD INSTALLED TOP PLATE. - - 6d NAILS AT -- - — — 6" O.C. (TYP.) T USE 8d NAILS VARIESWHEN R ( f� FOR RA CKING v O.S.B. INT. I U w a O S.B EXT ! --WIRE CHASE "±J VAFt1E5 PRE-CUT WIRE Cr CHASE IN FOAM > -FOAM CORE. WIRE CHASE a VARIES - — --FIELD INSTALLED FND. OR BOTTOM PLATE. FLOOR. T. VERT SECTION EL, VIEW WHER PANELS STD 4'• U W PANEL OlmER PANELS - - N -- 8' -0" W. PANEL --- _ N- " O S.B. INT. - �-FOAM CORE. 8d NAILS 2x- SPLINE STUD 0 6"O.C.-TYP. (FACTORY INSTALLED `O.S B EXT. EACH SIDE. AT ONE END OF PANEL ONLY). 2X SPLINE CONNECTION OTHER PANELS STD, 4'--0" W. PANEL �_QIHER PANELS 8' -0" W. PANEL r O.S.B WT. FOAM CORE t-77tio O.S.B. E X T 5 f8"X3" OSB SPLINE BOTH SIDES OPTIONAL SURFACE SPLINE CONNECTION NOR, SECTION DATE: 09/28/00 STANDARD WALL PANEL AND DETAILS 'Page 4 of 12 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 'TOTAL LOAD, SKIN THICKNESS-7116 INCHES SKIN THICKNESS-7/16 INCHES PEAD+LIVE) DEFLECTION CRITERION Ll960 DEFLEC710N CFdTERION - U240 20 PSF PANEL THKW14M PANEL THICKNESS 4W 6-W 8-1/8• 104l8• 12-18' 4-W 6-W 8-IW 10-18' 124W NO SPLINE 9' 13' IV 18' 21Y B 13' IV Is 20' SINGLE SPLINE SPF#12 10' 1s IV 23' 28' tr IV 20' 24' 28' SYP#2 17 IV 27 2V 2V it 19' 24' 2r 28- LVL 13' IV 2r 26' 2V IV 20' 2C zr 28' DOUBLE SPLINE SPF#t2 17 1& 22' 2V 2r 15' ZY 2C 28' 28' SYP42 14• 18' I 2r 28' 1' 21' 2s 2V 2V LVL 14' 19 2T 2V 28' 18 21' 25 I 28 I z8' TOTAL LOAD SKINTHICCOESS- /16INCHES SKINTHICCKNESS-7H6I'KC'E$ (DEAD+LIVE) DEFLECTION C WTE1 ON - L/3e0 DEFLECTION CRITMON - L/240 30 PW PANEL.THICKNESS PANEL.THICKNESS 44W 6-3/8• 8-1/8" 19-1v 12-18• 4-3W 41-=. 8-VB' 10-118- 12-118• NO SPLINE T IV 13' 15' 1& r 10' 13' 1s IV SIN=SPLINE SPF02 r 10' 17 15' IV V 13' 16' 19 2r SYP02 V 1r 1s 20' 2T s• 13' IV 21r 23' LVL 1r 1s IV 2r 2T IT I& 19' 22' 25' DOUBLE SPLINE SPF42 11' 15' IF 2r 25 13' 1r 20' 23' 26' SYP42 12' IV 19' 27 2r 13- 1r 20' 24' 2T LVL 1r 16 20 I 24 I 28' 13 I 1T I 21' 1 24 j 28' TOTAL LOAD SKIN THICKNESS-7n6 INCHES SKIN THICKNESS-7116 INCHES (DEAD+LIVE) DEFLECTION CWTERION - L1360 DEFLECTION CRITBmON - U240 40 PW PANEL 7MKXNESS PANEL THICIO#ESS 4.3/8• 813/8' 1/8• 10-Iff 124W 4.3W 6-W 8-1w 10-1#8• 12aB' NO SPLINE V r 10' 13' IV 8' e' 11' 13' 14' SINGLE SPL94E SPF02 6' V 10' 13' 15, 8' 11' 14• IV IV SYPN2 V 9' tr IF 1T V it' 14• IV IV LVL V 14' 1r 1V 27 9' 14' 1r IV 22* DOUBLE SPLINE SW02 9' 14' 1r 20' 2r 9• 14' 1r 20' 27 1 1 t 1 14 t r 20 23 10' is 1 T 20 23 LVL 10 15' 18' 21' 24' 10 15 18 21' 1 24' TOTAL LOAD SKIN THICKNESS-7116 INCHES SKIN THICKNESS-7118 RICHES MEAD+LIVE) DEFLEC.710MCCi EMON - LIM DEFLECTIONC2iffEFJON - L1240 I0 PM PANEL THICKNESS PANEL THICKNESS 44V &W 8-118, 10-1/8• 12-1/r 4.318• 6-M, 8-1/8• 10-UB' 12-Iff NO SPLINE s r 9• 11' 17 s' r 9' 11' 17 SINGLE SPLINE SPF02 5' r r 11' 13' r 9' 1r 14' 1r SYP82 5' T 9' IT 14' r 9' 1r I# 1r LVL T 17 15, 1r IF r 1r 1s 1r 19 DOUBLE SPLINE SPF##2 r 11' 14' 1T 20' r 11' 14' 1r 20' SYP42 8' 13' 18' 18' 21' 8' 17 IT IV 21' LYL 8 13 18 19' 21- 8' 13' IV 19' 21- See Page 9 of this report for footnotes ©INSULSPAN 1999 Table 1.Allowable Spans for Transverse Loads on Insulspan Panels 9/9/99 'Page 5 of 12 NER-520 INSULSPAN MAXIMUM ALLOWABLE HEIGHTS FOR AXIAL LOADS SKIN THICKNESS = 7/16 IN. PANEL THICKNESS = 4-3/8 IN. AXIAL LOAD (NON-BEAR2 0 PLF ECCENTRICITY= 0 IN. ECCENTRICITY= 23016 INCHES WIND PRE.SSkA2Em WIND PRESSURE 10 15, 20 25 30 10 15 20 25 30 No SPLINE 1T 14' 12' 10 9 1T 14' 17 to 9 SINGLE SPLINE SPF92 20 14' 12' 10' 9 20' 14' 17 to 9 SYP#2 27 IT it 10 9 20 IT 17 la 9 LVL 20 1T t5 IN 13 20' iT 16 14 17 DOUBLE SPLINE SPF*2 20r 17' 16 l4' 13 20r 17' 1s 19 13 SYP#2 27 1T to 14 13 20 1T tB 14' 1-3 LVL 27 19 16 16 13 20 19 16 16 IT AXIAL LOAD 1000 PLF ECCENTRICITY- 0 IN. ECCENTRICITY- 23f18 INCHES WIND PRESSURE W WD PRESSURE 10 15 20 25 30 10 15 20 25 1 30 NOSPLNE is 17 1t' icr 9 is 13' 11' 10' 9 SINGLE SPLINE SPF•2 I IN 14' I to 9 16' 14' 1r 10' 9 SYP82 19 1B 17 l0' 9 19 19 17 10 9 LVL 19 1T Is i4' 13 19 1T 1s 13 17 DOUBLE SPLINE SPF92 19 1T is l4' 13 19 1T 1s 13 17 SYP#2 19 1T is 14' 13 19 1T is 14' 13 LVL 20r 1T I& 14' 13 20' 1T 1s 14 I 13 AXIAL LOAD 2000 PLF ECCENTRCITY- 0 N. ECCENTRICITY- 23M6 INCHES WIND PRESSURE WIND 10 15 20 25 30 10 15 20 25 30 NO SPLINE IN 17 10 9 V 9 8' T (i 6' SINGLE SPLINE SPF#2 I 1 T 14 17 10` 9 17 10 9 6' V SYP82 16 1B 1r 17 9 17 11' 9 V 6' LVL 1S 16' 14' i3 17 13 11' i0' 9 6' DOUBLE SPLINE SPF02 IV is 16 13 lr 113 11. 10 9 V SYP#2 16' 1B is 13 17 13 ill 10 9 6' LVL 19 IV 16 1C 13 14 12 10 9 9 AXIAL LOAD 3000 PLF ECCENTRICTY- 0 IN. ECCENTRICITY- 23H6 INCHES WIND PRESSUREOSn WIND OSn 10 15 1 20 25 30 10 15 20 25 30 NO SPLINE 13 11' 9 V T — — — — — SNGLE SPLINE SPF#2 16' Ile 17 10' 9 — — — — — SYP 8 2 16' 14' 17 10 9 — — -- — — LVL 15 14' 17 11' 10' — — — — — DOUBLE SPLINE SPF#2 16 IN 17 11' 10' — — — — SYP#2 17, 14' 13 17 11' — -- — — LVL 1 T 14' I 13 17 1 11' See Page 9 of this report for footnotes ©INSULSPAN 2000 Table 2.Allowable Heights for Axial Loads on Insulspan Panels-4-3/8 Inch thick 9/9/99 'Page 6 of 12 NER-520 INSULSPAN MAXIMUM ALLOWABLE HEIGHTS FOR AXIAL LOADS SKIN THICKNESS = 7/16 IN. PANEL THICKNESS = 6-3/8 IN. MAL LOAD {NON-BEARNG) 0 PLF ECCENTRICITY= 0IN. EOCENIRIMY a "16 i1JCHES WIND PRESSURE WIND PRESSURE 10 15 1 20 25 30 10 15 20 1 25 30 NO SPLINE I 2Y 19 15 IC 13' 23 19 IV 14' 1S SINGLE SPLINE SPF#2 26 20' 16 14' 17 26' 20' 15 If IS SYP#2 2T 2T IV 15 13' 2T 2Y 19 15 IS LVL 2T 23' 20' IV 16' 2T 2Y 20' IV 1g DOUBLE SPLINE SPF 92 1 27' 2T 20' IV I 2T 23 20r 19 1 T SYP 02 27 24' 21' IV 17 2T 24' 21' 19 1 T LVL 28' 24r 21' 19 IT 28' 24' 21' 19' IT AXIN-LOAD 1000 PLF ECCENTRICITY= 0 IN. ECCENTRICITY= 3-/16 04CHES WIND SSURE WIND PRESSURE 10 15 20 25 30 10 15 20 25 30 NO SPLINE 21' 1B 15 14' 12' 21' 19 15 14 12' S94GI.E SPLINE S11*#2 1 26 20' IV 14' 17 25 20' 16 14' 13' SYP#2 29 27 19 15 IT 26 27 19' 15 IT LVL 2V 23' 20' IV IV 26' 27 20' 1& 16 DOUBLE SPLINE SPF*2 29 27 20' 19 1T 26' 2T 20' IN I& SYP 02 2T 25 21' 19 1T 27 27 20' IV I LVL 2T 24 21' 19 1T 2T 24' 21' 19 IT AXLAL LOAD 2000 PLF ECCENTRICITY= 0 IN. ECCENTRICITY Q 33/16 94CHES WIND PRESSURE WIND PRESSURE 10 15 20 25 30 10 15 20 25 30 NO SPLINE 20' 1 T 15 IS 17 14' 12 11' 9 9 SINGLE SPLINE SPF#2 1 24 20' 19 IVIS 1T 15 IS 12 1l' SYP#2 25 27 19' 15 IS IV 15 Iv 12' 1l' LVL 25 27 19' 1T I& IV 15' 14' 12 11' DOUBLE SPLINE SPF02 1 26 27 19' 1T 16 18' 16' 14' 17 11' SYP02 2S' 2Y 20' I& 16' 19' 16' 15 13' 12 LVL 26' 23' 2cr IV IT 20' 1T 15' IT 12' AXIAL LOAD 3000 PLF ECCENTRICITY= 0 IN. ECCENTRCTY= 3 VI S MVCHES WM1D PRESSURE618111 WM PRESSUREamn 10 15 1 20 25 30 10 15 20 25 1 30 NO SPLINE 1 19 IV 14 17 11' — — — — — StNGILE SPLINE SPF#2 1 21' IV 16 1N 13' — — — — — SYP 02 27 19 1& 15 17 — — -- — — LVL 27 19 1T 15 14' 4' 4' -- - -- DOUBLE SPLINE SPF#2 1 27 I I l5 14' 5 4 4 — SYP#2 27 19' 1 T 19 14' T 6' S 5 5 LVL 23' 20' IT IV 14 8' T 6' 8' S See Page 9 of this report for footnotes ©INSULSPAN 2000 Table 3.Allowable Heights for Axial Loads on Insulspan Panels-6-3/8 Inch thick 9/9/99 'Page 7 of 12 NER-520 INSULSPAN MAXIMUM ALLOWABLE HEIGHTS FOR AXIAL LOADS SKIN THICKNESS = 7/16 IN. PANEL THICKNESS = 4-1/4 IN. AXIAL LOAD 0X*II-BEAMNG) 0 PLF ECCENTRICITY= 0 IN. ECCENTRICITY- 2-3/16 INCHES WIND PRESSURE WNJDPRESSUI (133191 10 15 20 25 30 10 15 20 25 30 NOSPLINE 1T 14 12' 1V 9 1T 14 17 1V 9 SINGLE SPLINE SPFtf2I 19' 14' 17 iV 9 19+ I4 17 IV 9 SYP#2 2V 16 17 IV 9 2(Y Is 17 W 9 LVL 20' 1T 1s IT 12 2V IT 16 13 17 DOUBLESPL94E SPF#2 217 IT 16 IT 12' 217 11" 16 IT 17 SYP#2 2V 1T is IT 17 2V IT 1s IT 17 LVL 20' 17 1s IT 17 2V 1T 16 IT 17 AXIAL LOAD 1000 PLF ECCENTRKM Y- 0 IN. ECCENTRICITY- 2-3/10 INCHES WIND.RRESSINtE WIND PRESSURE 10 15 20 25 30 10 15 20 25 30 NO SPLINE IT IT 11' IV V is 17 11' IV 9 SINGLE SPLINE SPF#2 f IV 14 12' 1V V 16 14' 17 1V 9' SYP#2 I 19' 16 17 1V 916 16 17 IV 9LVL I9' 17 1s IT 17 16 is 14 i7 11' DOUBLE SPLINE SPF92 19 1T 16 IT 17 19' 16 14 17 11' SYP#2 19 1T 16 17 17 19 16 14 IT 17 LVL 2V IT is IT 17 IV 16 14 13 17 AXIAL LOAD 2000 PLF ECCENTRICITY- 0 IN. ECCENTRICITY- 2-V1614CFES WM0 PRESSURE WIND PRESSURE 10 15 20 25 30 10 15 20 25 30 NO SPLINE 14' 12' IV 9 6 T 6 6 S 4' SINGLE SPLINE SPF#2 16 14' 17 1V 9 1V 6 T T 6 SYP#2 16 16 17 1V 9 IV 9 6 T 6 LVL 16 19 13 17 11' IV 9 6 T T DOUBLE SPLINE SPF#2 16 1s IT i7 iT 11' 9' 6 T T SYP 02 16 16 14 i7 I1' 11' IV 6 6 T LVL 19 16 14 13 17 12' 19 9 V T AXIAL LOAD 3000 PLF ECCENTRICITY a 0 IN. ECCENTRICITY- 23/16 INCHES W0415PRESSURE WIND PRESSURE 10 15 20 25 30 10 15 20 25 30 No SPLINE is 11' 9' 6 T — — — — — SINGLE SPLINE SPF#21 16 17 IT 1V V — — — — — SYP#2 Is 17 11' icy 9 — — — — — LVL 1s 17 11' 19 9' — — — — — DOUBL.E SPLINE SPF#2 16 13 11' 1 V 9 — — — — — SYP#2 is 17 11 10' ICY — — — -- — LVL 1s IT 17 11' 1V See Page 9 of this report for footnotes ©INSULSPAN 2000 Table 4.Allowable Heights for Axial Loads on Insulspan Panels-4-1/4 Inch thick 9/9/99 'Page 8 of 12 NER-520 INSULSPAN MAXIMUM ALLOWABLE HEIGHTS FOR AXIAL LOADS SKIN THICKNESS = 3/8 IN. PANEL THICKNESS = 6-1/4 IN. AXIAL LOAD 0KX+BEARING) 0 PLF ECCENTRICfTY- 0 IN. ECCENTRICITY- 343116 INCN11ES WIND PRESSURE WIID PRESSURE 10 15 20 25 30 10 15 1 20 25 30 NO SPLINE 1 23 19 16 19 13 23 19 16 15 13 SINGLE SPLINE SPF02 1 26 19 19 i5 13 26 19 16 15 13 SYP 82 26 21' 1& 1S 13 26 21' 16 15' 13 LVL 27 22 19 17 is 2T 27 19 1T 16 DOUBLE SPLIT SPF#2 2T 27 19 17 is 2T 27 19 1T i5 SYP 92 26 27 19 17 16 26 27 19 1T 16 LVL 26 23 20' 16 16 21Y 23 20' 16 1 16 MAIL LOAD 1000 PLF ECCENTRICITY- 0 M. ECCENTRCTY- 3.3/18 INCHES WIND PRESSURE WIND PRESStRE 10 15 20 25 30 10 15 20 25 30 NO SPLINE 1 21- 19 16 14' 17 21- 16 it 14' 17 SINGLE SPLINE SPF#Z 1 26 111' 16 1S 13' 24' 19 16 15 13 SYP#2 26 21' 16 15 13 24 20' 16- 15 13 LVL 26 27 19 17 is 25' 21' 16 16 1S DOUBLE SPLINE SPF#2 1 26 2z 19 1T 15 26 21- 19 16 19 SYP#2 2T 27 19 1T 16 26 27 19 1T 15 LVL 2T 23 I 20' 18' i6 26 2z i9 1T I 16 AXIAL LOAD 2000 PLF ECCENTRICITY- 0 IN. ECCENTRIGITY- 33/16 INCHES WID PRESSURE WIND PRESSURE 10 15 20 25 30 10 15 20 25 30 NO SPLINE I 2Q 1T 15 13 1z 17 10' 9 6 T SINGLE SPLINE SPF*2 I 23 19 16 16 13 16 17 ill 10' 9' SYP#2 24' 2t7 16 15 13 Is 13 i1' 10' 9 LVL 24' 20' 16 16 Is 19 13 11- I 9 DOUBLE SPLINE SPF02 1 24' 20' IV 16 15 19 13 1z IV 10' SYP#2 2S 21' 16 1T 15 I 14- 17 11' 10' VL 25' 21' 19 IT 1S iT 15' IV 17 11' AXIAL LOAD 3000 PLF ECCENTRIgTY- 0 W. ECCENTRICITY- 3-W 6 INCHES WINDPRESSlk2E WIND PRESSURE 10 15 20 25 30 10 15 20 25 30 NO SPLINE IV 15 13 IT 11' — — — — SINGLE SPLIT SPF 02 1 20' 19 14' 13 17 — — — — — SYP#2 20' 1 T 15' 13 17 — — — — — LVL 20' 1T i5' 13 IT — — — — — DOUBLE SPLINE SPF#2 1 20' 1 r 15 14' 17 — — -- — — SYP#2 21' 1& 16' 14' 13 — — — — — LVL 21' 16 16 14 f 13 See Page 9 of this report for footnotes ©INSULSPAN 2000 Table 5.Allowable Heights for Axial Loads on Insulspan Panels-6-1/4 Inch thick 9/9/99 'Page 9 of 12 NER-520 Footnotes 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 pcf)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 pcf)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 tojoin 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 U360 shall be used for floor loads. For roof panels with slopes less than 3 in 12 pitch,the U360 deflection criterion shall be used. For roof panels with slopes of 3 in 12 or greater,the deflection criterion of U240 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),"@INSULSPAN 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 pcf)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 tojoin 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),"@INSULSPAN 1999",dated September 9, 1999. 'Page 10 of 12 NER-520 MiN, 4'—0" W. IF EITHER SOLID LUMBER SPLINES OR DOUBLE OSS SURFACE SPLINES ARE ACCEPTABLE FOR THE PANEL CONNECTIONS z z{ N U) p V) l O 0 J If m i O O I � � i f I PLAN VIEW 01HER PANELS MIN, 4'-0" W. PANEL O1HER HAN&S W Q 3 -2 j Lam.J SECTION NOTE:See footnotes on Page 12 for descriptions of numbered elements FIGURE 2* FLOOR/CEILING ASSEMBLY-ONE HOUR Page 11 of 12 NER-520 32"MIN, FOAM CORE WIDTH VARIES cn I W - wii<E NA.SE PRE--Cu! WIRE Cr a i CHASE IN FOAM i I } WIRE HASE . SI v I F ND. OR FLOOR. _ r i`E VA: 10f�J 1lE `�v VERT. SEA 11QN OIr+ER PANELS WIDTH VARIES UTHER PANEL S 4 4 i d NOTE:See footnotes on Page 12 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. ` Page 12 of 12 NER-520 Footnotes for Figure 2-Floor/Ceiling and Roof/Ceiling 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. Footnotes 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 exterior walls is permitted in jurisdictions using the 1999 Standard Building Code°or the BOLA®National Building Code/1999 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.