Product Installation Manual

Transcription

1 Product Installation Manual Rev

2 Fox Blocks Product Installation Manual Fox Blocks reserves the right to make improvements and changes to the information in this and any other published materials. The current version of Fox Blocks Product Installation Manual and technical materials are available on the Fox Blocks website or by calling Fox Blocks at Fox Blocks has no control over conditions of application, installation, accessory materials or systems, and workmanship during the construction of Fox Blocks walls. Fox Blocks assumes no responsibility expressed or implied, except as stated at the Fox Blocks website - Copywrite by Fox Blocks 2006 Chapters 4 and 6 of the International Residential Code 2006 reprinted with permission from the International Code Council. Panel Jack Installation Instructions reprinted with permission from Reechcraft, Inc V-Buck Installation Instructions reprinted with permission from Vinyl Technologies Inc Rev

3 Table of Contents 1.0 Introduction 1.1 General Description 1.2 Advantages of Fox Blocks Insulating Concrete Forms Strength of Forms Robust Corner Forms Reversible Interlock Web Design to Control Setting 2.0 Technical Information 2.1 Dimensions of Fox Blocks 2.2 Applicable Testing Standards 2.3 Structural Design of Fox Blocks Walls 2.4 Building Code Evaluation Reports 2.5 Fox Blocks Resin Materials and the Environmental Benefits 2.6 Fox Blocks Vapor Barrier and Air Barrier 2.7 Fox Blocks Industry Association Memberships 2.8 Fox Blocks Industry Affiliations 3.0 List of Compatible and Complimentary Products 4.0 Installation 4.1 Fox Blocks Installation Overview Planning the Build Footings or Slab-on-Grade Placing Forms Bracing and Alignment Window and Door Openings Placing Steel Reinforcement Utility Service Wall Penetrations Preparation for the Concrete Pour Concrete Placement Finishing Off the Wall Installation of Floor and Roof Connections Installation of Utilities Exterior and Interior Finishes. Dampproofing and Waterproofing 4.2 Planning the Build 4.3 Footings or Slab-on-Grade 4.4 Placing Forms 4.5 Bracing and Alignment 4.6 Window and Door Openings 4.7 Placing Steel Reinforcement Rev

4 4.8 Utility Service Wall Penetrations 4.9 Preparation for the Concrete Pour 4.10 Concrete Placement 4.11 Finishing off the Wall 4.12 Installation of Floor and Roof Connections 4.13 Installation of Utilities 4.14 Exterior and Interior Finishes 4.15 Dampproofing and Waterproofing Appendix A Typical Construction Details Appendix B Structural Design References Appendix C Compatible and Complimentary Accessory Products Appendix D Tables for Structural Requirements of Fox Blocks Brickledge (Corbel) for Applications Supporting Brick Veneer or Floors Appendix E Recommended List of Tools Appendix F Recommended Pre-pour Inspection Check List Appendix G Panel Jack by Reechcraft, Installation Instructions Appendix H V-Buck Installation Instructions Appendix I Appendix J Safety Guideline for Concrete Pumps and Trucks Typical Construction Framing Techniques Appendix K Construction Glossary Rev

5 Section 1 Introduction Rev

6 1.0 Introduction Welcome to Fox Blocks. You have made an excellent decision to use Fox Blocks Insulating Concrete Forms (ICF s) for your next project. Fox Blocks forms have been cleverly designed to be contractor friendly. The thick Expanded PolyStyrene (EPS) panels interlock tightly together and have internally reinforced corner forms and a reversible interlock that make building with Fox Blocks easy with less waste. Buildings constructed with Fox Blocks walls are generally energy efficient buildings, using less energy for space heating and space cooling than observed with buildings using other typical construction materials. Consistent with this, buildings built with Fox Blocks ICF forms will have lower operating costs than are typically observed with similar structures built with other typical construction materials. Fox Blocks are manufactured by Airlite Plastics Company in Omaha Nebraska, a business with over 50 years of combined experience with injection molding and shape molding of plastics. Airlite Plastics received the prestigious Edgerton Quality Award in 2003, which is a testament of their commitment to delivering quality product. Airlite Plastics has achieved the International Standard of Operation (ISO) 9001 certification, which is a quality program, associated with the injection molding operation. This Product Installation Manual will lead you through the steps needed to complete a successful build. Please review this manual in detail, as the construction sequence for Fox Blocks walls is a departure from construction with traditional building materials and systems. Figure 1 Shown here is a 6 Fox Blocks straight block Figure 2 A finished ICF home looks no different than a wood- frame home from the outside Rev

7 This Product Installation Manual has been prepared with the assumption that the installer is familiar with typical framing and has a basic knowledge of construction, and as such will provide product specific information to supplement that basic knowledge. Fox Blocks provides training, which installers may find beneficial to attend. Please contact Fox Blocks at or to ask for information on upcoming training sessions. The information contained in this Product Installation Manual is current as of the date it was published. There may have been subsequent updates, and as such all installers are advised to visit regularly to check for updates or obtain a current edition. Fox Blocks walls must be built in compliance with applicable codes and regulations. Installers are advised to check with the local authority having jurisdiction to confirm what the requirements are, then plan and construct the build to meet the requirements. Installers should consider this Product Installation Manual as a guide to be used in conjunction with their years of construction experience and advice from Fox Blocks personnel. If you have any questions, please do not hesitate to call us at General Description Fox Blocks are an Insulating Concrete Form (ICF) system to build walls. As this installation manual will show, ICF walls are stacked up on a footing or slab on grade, the specified rebar is placed in the cavity between the EPS panels, then concrete is poured into the cavity and consolidated. The resulting wall assembly has a reinforced concrete core, which serves as the structural component of the wall, the EPS which provides the insulation, and web flanges which serve as full length, continuous furring strips for the attachment of interior or exterior finishes. In traditional forms the webs would be known as ties. The building code requires that the EPS on the interior side of the wall be protected by a 15 minute thermal barrier, and ½ inch sheet rock is recognized as providing such a thermal barrier. Figure 3 A Fox Blocks wall assembly Rev

8 1.2 The Advantages of Fox Bocks ICF Forms The advantages of Fox Blocks ICFs are several. Fox Blocks provide a clever design that has the good features of the tried and true early brands of ICFs, and then has incorporated significant improvements, which enhance the ease of use to you, the installer. This combined with our direct shipment method of distribution will deliver what could be the best ICF on the market at very competitive prices. Significant features are: - Strength of forms: Webs engineered to provide superior strength, Foam panels 2 5/8 minimum thickness of EPS resulting in minimal deflection of EPS panels during concrete pouring. - Robust corner forms: Reinforced corner forms with significant areas provided for cladding exterior surface finishes, A hole in the 90-degree corner forms is designed for the insertion of a length of rebar or pipe to tie the corner together, The internal corner bracket (patent pending) connects the inside and outside EPS panels and thus improves both the strength of the corner form and safety during construction and placing of concrete in the Fox Blocks walls. - Reversible interlock: There is only one corner form as there is no need for left and right hand corner forms. This makes ordering and stocking easier and provides greater flexibility on the jobsite, Less job site waste as cut-offs can more readily be used elsewhere in the walls. - Continuous web design to control settling: The webs are engineered to rest one on top of the other (hard plastic to hard plastic) as the courses are placed one on top of the other. This makes achieving final elevations much easier than with other ICF systems, which do not have the webs in contact and where the forms compresses while the concrete is being placed. Figure 4 Fox Blocks corner block with ties embedded Rev

9 Section 2 Technical Information Rev

10 2.0 Technical Information The section provides the product specific technical information, which will assist in the design of walls with Fox Blocks ICF forms, the permitting of projects, and the construction of the Fox Blocks builds. 2.1 Dimensions of Fox Blocks w w w. F o x B l o c k s. c o m B l o c k T y p e S t r a i g h t W i d t h ( i n c h e s ) ( 6 " c o r e ) L e n g t h ( i n c h e s ) R e t u r n ( i n c h e s ) S u r f a c e A r e a ( s q u a r e f e e t ) C o n c r e t e V o l. ( c u b i c y a r d s ) 4 8 N A ( e x t. o r i n t. ) ( t o t a l ) 6 i n c h c o n c r e t e t h i c k n e s s 9 0 º C o r n e r 4 5 º A n g l e ( 6 " c o r e ) ( 6 " c o r e ) 3 2 ( e x t. ) ( i n t. ) 2 6 ( e x t. ) ( i n t. ) 2 4 ( e x t. ) ( i n t. ) 1 8 ( e x t. ) ( i n t. ) B r i c k L e d g e N A ( e x t. ) ( i n t. ) ( e x t. ) ( i n t. ) ( e x t. c u r v e ) ( i n t. c u r v e ) T a p e r T o p N A ( e x t. o r i n t. ) T - B l o c k S h o r t L e g T - B l o c k L o n g L e g ( 6 " c o r e ) ( 6 " c o r e ) 44 ( e x t.) ( i n t.) ( i n t.) 44 ( e x t.) ( i n t.) ( i n t.) ( i n t. ) ( i n t. ) ( e x t. ) ( i n t. ) ( e x t. ) ( i n t. ) ( t o t a l ) ( t o t a l ) ( t o t a l ) ( C o r b e l o n l y ) ( t o t a l ) ( L e d g e o n l y ) ( t o t a l ) ( t o t a l ) S t r a i g h t ( 8 " c o r e ) 4 8 N A ( e x t. o r i n t. ) ( t o t a l ) 8 i n c h c o n c r e t e t h i c k n e s s 9 0 º C o r n e r 4 5 º A n g l e ( 8 " c o r e ) ( 8 " c o r e ) 3 4 ( e x t. ) ( i n t. ) 2 8 ( e x t. ) ( i n t. ) 2 6 ( e x t. ) ( i n t. ) 2 0 ( e x t. ) ( i n t. ) B r i c k L e d g e N A ( e x t. ) ( i n t. ) ( e x t. ) ( i n t. ) ( e x t. c u r v e ) ( i n t. c u r v e ) T a p e r T o p N A ( e x t. o r i n t. ) T - B l o c k S h o r t L e g T - B l o c k L o n g L e g ( 8 " c o r e ) ( 8 " c o r e ) 44 ( e x t.) ( i n t.) ( i n t.) 44 ( e x t.) ( i n t.) ( i n t.) ( i n t. ) ( i n t. ) ( e x t. ) ( i n t. ) ( e x t. ) ( i n t. ) ( t o t a l ) ( t o t a l ) ( t o t a l ) ( C o r b e l o n l y ) ( t o t a l ) ( L e d g e o n l y ) ( t o t a l ) ( t o t a l ) Rev

11 2.2 Applicable Testing Standards Fox Blocks ICFs comply with the requirements of the International Residential Code (IRC) and as such comply with the following standards: ASTM E84/UL 723 ASTM C578 The flame spread and smoke developed rating are determined in accordance with ASTM E84 / UL 723. The flame spread rating is less than 25 and smoke developed rating is less than 450. Testing at Underwriters Laboratories (UL) has confirmed the Flame Spread Rating of Fox Blocks at 10# and the Smoke Developed Rating of 300#. The Expanded Polystyrene (EPS) is tested in accordance with ASTM C578, and testing confirms it meets the requirements of Type II as defined by the standard. 2.3 Structural Design of Fox Blocks Walls Fox Blocks ICF walls must be constructed to comply with building code requirements. Figure 6 Fox Blocks walls are to be constructed with the concrete and steel reinforcement meeting with code requirements taken from the ICF flat wall prescriptive requirements of the applicable building code or as specified by the architect or engineer who designed the structure. Figure 7 ICF Design Table from IRC (Coming soon) More explicitly, the International Residential Code (IRC) has prescriptive design requirements and it is recommended these be used, provided the building falls within the applicability limits as stated in code Section 4 Foundations and Section R611 Insulating Concrete Form Wall Construction, Sub-Section R611.2 Applicability Limits. Rev

12 The code states that in the event of a structure not meeting the requirements of the Applicability Limits, the structure, is to be designed in accordance with ACI 318 by a design professional, such as an architect or engineer, licensed as required by the authority having jurisdiction. ACI 318 is the design standard for reinforced concrete published by the American Concrete Institute (ACI). ACI 318 is the recognized design standard for reinforced concrete in both the International Residential Code (IRC) and the International Building Code (IBC) as well as the Uniform Building Code (UBC), the BOCA National Building Code and the SBCCI Standard Building Code. For structural design requirements with respect to the placement of reinforcing steel in the Fox Blocks Brickledge (Corbel) Forms, Fox Blocks has developed Fox Blocks structural engineering design tables to be used with the Fox Blocks proprietary steel reinforcing placement in the brickledge forms. This can be found in Appendix D. There are other IRC documents providing prescriptive structural design requirements for ICF construction, which may serve as useful references, and these are listed in Appendix B. 2.4 Building Code Evaluation Reports Fox Blocks has submitted an application to the International Code Council Evaluation Service (ICC-ES) for an Evaluation Report. When the Evaluation Report is released Fox Block will post it on our website on the Technical Page. Please check our website regularly so that you have it shortly after it is complete and issued by ICC-ES. Following that, Fox Blocks will be making submissions to other jurisdictions for approvals, and as they are obtained the Fox Blocks website will be updated. 2.5 Fox Blocks Resin Materials and the Environmental Benefits The benefits of Expanded Polystyrene (EPS) foam thermal insulation products is its lightweight, energy efficiency and cost effectiveness. EPS resin is an excellent material for ICF construction for these and the following reasons: - Polystyrene is a lightweight cellular material composed of hydrogen and carbon atoms. There are two common types of Polystyrene foam, extruded polystyrene (popularly known by its Dow trademark Styrofoam and expanded polystyrene (EPS). - Both expanded and extruded polystyrene are used extensively as thermal insulation in industrial, commercial, and residential construction. Rev

13 - EPS is manufactured from expandable polystyrene beads containing a blowing agent and flame retardant additive. Steam heat expands the blowing agent to produce moisture-resistant multi-cellular particles or pre-expanded beads, which increase in size up to 40 times their volume during the process. - Following an intermediate period during which the beads lose their moisture, the blowing agent condenses out and air diffuses into the cellular structure. After the air has stabilized, the pre-expanded beads are thermally steam fused into blocks (which are then cured), or injected into molds to produce molded EPS. - EPS insulation can be molded in a range of densities to meet specific application requirements. Thanks to its closed cell, unique air-filled cellular structure, its resiliency and light weight, and its ease of convertibility from raw material to finished product, EPS works well under all kinds of applications. - EPS foam does not, and never has contained Chlorofluorocarbons (CFC s) or not fully Halogenated Chlorofluorocarbons (HCFC s). Following is an excerpt from the BASF Styropor technical bulletin #16 (original source: Carlos J. Hilado - Flammability Handbook for Plastics ). It compares the flash and self ignition temperatures of several materials that may be found in the home. Flash Ignition Temperature Self Ignition Temperature Material C F C F Paper Pine Cotton Wool N/A N/A Polyvinyl Chloride (PVC) Polyethylene Polystyrene Polystyrene Expanded The Flash Ignition Temperature is the temperature at which a material will give off a vapor to form a mixture with air which is ignitable by an external source. The self ignition temperature is the temperature of a material when smoking or flaming will begin spontaneously without a flame source. Rev

14 Q A Q A Q Does Expanded Polystyrene (EPS) present a serious fire hazard? It is true that expanded polystyrene will burn if exposed to a large enough heat source. There are many materials in the home that will ignite at lower temperatures than expanded polystyrene, as shown in the previous table. Also, to reduce the hazard of accidental ignition, all expanded polystyrene insulation board produced in Canada for construction use, has flame retardant additives incorporated during manufacturing. What about the effects of flame retardant additives? The addition of such chemicals helps to prevent ignition of the material from small fire sources, such as a lighted match or a burning cigarette - a very valuable safety factor in handling and insulation. Is it true that burning Polystyrene releases toxic gases? A All organic materials, including plastics, wood and paper products, wool and cotton, give off a variety of toxic products of combustion, including carbon monoxide. This is generally the most dangerous gas in a fire situation. Burning of the above organic materials can also contribute to oxygen deficiency. Knowledge of the chemical com position and structure of organic materials provides a basis for understanding the formation of smoke and toxic gases from the combustion of these materials. Most combustible materials contain the element carbon, and therefore oxidize in fires to produce carbon dioxide (CO2). When oxidation is not complete, CO, a toxic gas is produced. About 0.3% or 3,000 parts per million (PPM) of CO is lethal to man in 30 minutes. Polystyrene heated to 300 C will give off only 10 parts per million of carbon monoxide (CO); at 400 C, only 50 PPM; at 500 C, only 500 PPM and at 600 C, it will give off 1,000 parts per million of carbon monoxide gas. To put the above in perspective, a National Research Council report, relating to a flammability test on polystyrene, indicated that the maximum index obtained from the combustion of polystyrene was of the same order as that of wood. 2.6 Vapor Barrier and Air Barrier Vapor barrier is defined as the element of the building that is installed to control the diffusion of water vapor through the building envelope. (Commentary on Part 5 of the 1990 NBC). When the Fox Blocks Insulating Concrete Form Wall System is used to separate heated space from unheated space, there is no requirement for the EPS thermal insulation to be protected by a vapor barrier when it is in continuous contact with the concrete. Rev

15 The EPS foam that Fox Blocks are manufactured from is Type II, with a wator vapor permeance of 3.50 perms in (200ng/Pa s m²). Condensation occurs when warm, moist air comes in contact with a surface which is at a lower temperature than its dew point. (Dew point is the temperature at which water will condense from the air, based on the air temperature and relative humidity). By design, the interior surface of a Fox Blocks wall is relatively close to the ambient temperature of a room. This is due to the insulation value. Windows on the other hand, have a considerably lower insulation value, and therefore have an interior surface temperature closer to that of the outside air. Condensation will therefore occur on the window surface. By design, walls constructed with Fox Blocks have a 6 (153.6mm) or 8 (200mm) monolithic concrete core. This solid mass of concrete WILL NOT allow the infiltration or exfiltration of air through the wall. Thus, the concrete acts as an air barrier, as required by most building codes. Air Permeability Material cfm/ft² l/s m² 3/8 (mm) plywood /2 (10mm) Gypsum Board High Density Bead Board ASTM proposed air barrier standard Tyvek Typar Low Density Bead Board (Type 1) In addition, Fox Blocks unique design creates a zero air cavity between the cured concrete within the ICF block and the EPS foam. At every 8 on-center tie spacing there is an internal recess space that lines up with the block above or below. When the concrete is placed, the space is filled and when the concrete is curing, it holds the EPS form firmly against the concrete and eliminates any air gaps with the ICF form. 2.7 Fox Blocks Industry Association Memberships Fox Blocks Insulating Concrete Form System, or its employees as applicable, are members of the following industry associations: Insulating Concrete Form Association American Concrete Institute (ACI) Rev

16 Construction Specifications Institute (CSI) Metro Omaha Builders Association (MOBA) National Association of Home Builders (NAHB) United States Green Building Council (USGBC) Aggregates & Ready Mix Association of Minnesota (ARMAM) International Code Council (ICC) Nebraska Concrete & Aggregates Association (NCAA) Iowa Ready Mixed Concrete Association (IRMCA) Nebraska State Home Builders Association (NSHBA) Fox Blocks is pleased to contribute to the growth of the insulating concrete form industry through participating in the activities of these industry associations. 2.8 Fox Blocks Industry Affiliations Fox Blocks Insulating Concrete Form Wall Systems takes part in the following industry affiliations: Energy Star (applied for June, 2006) Recycling of Expanded Polystyrene (EPS) Resin and Polypropylene (PP) Injection Molding Resin Rev

17 Section 3 List of Compatible and Complimentary Products Rev

18 3.0 List of Compatible and Complementary Products The following is a list of complementary products, which you, the contractors, may wish to use on your projects. Contact information is provided in Appendix C: Footings Form-A-Drain Window and Door Bucks V-Buck Window and Door Flashings Tyvek Bituthene Mastic Bracing/Alignment/Scaffolding Panel Jack Plumwall Brace E-Z Accessories ICF Tools and Accessories Simpson Strong-Tie Ledger Connection System Multi Purpose Anchor/Joist Hanger System Wind-lock Parging Foundation Insulation Coating DuRock B-2000 Dampproofing Delta MS Clear Platon Perm-a-Barrier Waterproofing Bituthene 3000 Bakor, Blue Skin Polyguard 650 Waterproofing Membrane AC Hydroseal 3000 Waterproofing and Termite Control Polyguard XTM and XTP Membrane Rev

19 Exterior Surface Finish Systems TAFS Finestone Acrocrete Acrylic Based Finishes Senergy Sonowall Hard Coat Stucco Permacrete Steel Framing, Floors and Roofs Dietrich Metal Framing Composite Steel & Concrete Floors Hambro Concrete Floor Comflor Floor System Rev

20 Section 4 Installation Rev

21 4.0 Installation Plan the job from the start for an efficient and profitable build! 4.1 Fox Blocks Installation Overview a) Planning the Build Have the materials and tools at the site. Have adequate bracing to do the project. Plan good access for the concrete pump and ready-mix trucks. See Appendix I for Safety Guidelines associated with concrete placement using pump and ready-mix trucks. Check and align the walls prior to placing the concrete. Align the walls again just after the pour. Figure A A well organized Fox Blocks Jobsite b) Footings or Slab on Grade Footings must be constructed to comply with building code requirements. As a better building practice, Fox Blocks recommends the placement of horizontal rebar in the footing, vertical dowels and a keyway between the footing and Fox Blocks wall. Footing forms are typically wood or steel, however, prefabricated PVC forming systems are an acceptable alternate. Place and pour the footings level to + or ¼ inch. This is a much tighter tolerance than frequently used for typical residential construction, but it will save time and money when the Fox Blocks walls are being stacked. Figure B Early stages of a Fox Blocks job showing the forms on a footing Rev

22 c) Placing Forms When the first course of forms are placed the contractor has a choice of cutting off the protruding portion of the interlock, on the bottom of the Fox Blocks forms, and then placing the forms flat on the footing, or placing the Fox Blocks forms on the footing and applying adhesive foam in the gaps to seal the bottom of the form to the footing, so the wet concrete cannot leak out. Accurate placement of the first course is most important. This can be easily achieved by one of four methods. Method #1 - mark out the location of the interior surface of the wall with a string-line on the footing and then using a small amount of adhesive foam on the bottom of the Fox Blocks set them in position. Method #2 - use a 2 x4 as a cleat fastened to the top of the footing, marking the location of the interior surface of the forms and then place the first and second courses of Fox Blocks forms snug against the 2 x4. Method #3 - mark where the exterior surface of the forms will be placed, use a 2 x4 as a cleat fastened to the top of the footing, then place the first and second courses of Fox Blocks forms snug against the 2 x4. Next, prepare to pour the interior basement floor to secure the forms. Method #4 - for use by experienced ICF installers, is wet-setting the first course of Fox Blocks forms immediately after the footing is poured, leveled and marked, by pressing the forms in the wet concrete. Fox Blocks have furring (fastening) strips on the ends of the webs (ties), which are positioned 8 on-center down the length of the forms. The furring strips run the full height of the forms and when the furring strips are stacked one over the other, a continuous furring strip is created on both sides of Fox Blocks walls. Each form is marked with Fox Blocks directly over the fastening strips. Therefore to achieve continuous furring strips up both sides of a Fox Blocks wall, simply stack the forms so the Fox Blocks markings line up vertically. The forms are to be stacked in a running bond manner so that the interlock connects the forms together. This is easily achieved because the corner forms have a short leg and a long leg which provides this offset as the orientation of the corner forms alternates in each course, by flipping them over. The reversibility of the Fox Blocks forms reduces job site material waste. When forms must be cut to make the wall the correct length, these short forms should be used in the middle of the wall. Cut on the lines marked on the forms because if this is done, the interlock will work as designed and the cutoffs can be easily used elsewhere on the job. The corner forms are designed with a vertical hole in the outside corner panel to receive a length of rebar or pipe. Inserting a bar or pipe through all the courses in a story will provide the corner with additional alignment support, and strengthen the corner during the concrete pour. d) Bracing and Alignment After the third course of Fox Blocks has been installed, the bracing and alignment system should be installed as per Reechcraft's instructions for use. See Appendix G. Rev

23 At the corners it is important to position the upright-brace (strongback support) closest to the corners, in both walls leading to the corners, so that the upright-braces bridge over the running bond connection between the corner forms and the straight forms. This reinforces the connection of the corner forms to the walls and assists keeping the corners plumb. Figure C drawing or photo showing upright at corner bridging over running bond connection between the corner forms and the straight forms. (coming soon) Some contractors may find it beneficial to install additional bracing on the outside of the corners depending on the rate of placing the concrete. The walls should be aligned, plumbed, prior to the pour and then again after the pour to ensure a straight, plumb and level job. Follow all OSHA Safety & Health Guidelines associated with the installation of Fox Blocks Insulating Concrete Form Wall Systems. e) Window and Door Openings It is strongly recommended that bucks be built ahead of time, be on site, and ready for placement as the Fox Blocks walls are being constructed. Bucks can be either the plastic variety as is sold by V-Buck or fabricated out of wood with 2 x 12 s or with plywood and 2 x4 s running the length of the buck along each side. The installed bucks should have internal bracing to support the jams and top to keep them plumb and level. The bottom sill member of the buck should be removable for placement of concrete. All window and door openings should be poured first. Figure D Photo of Fox Blocks wall with properly installed and braced window buck. (coming soon) The bucks must be constructed to provide the necessary Rough Stud Opening dimensions as required by the specifications of the window or door manufacturer. f) Placing Steel Reinforcement The rebar must comply with building code requirements, or engineering specifications. If required, the owner is responsible for providing site specific structural engineering. The horizontal reinforcement must be installed as specified, as each course of Fox Blocks is placed on the wall. At corners the rebar must be continuous around the corner for a minimum of 24 inches. This will require the use of pre-bent corner bars or the ability to bend the rebar on site. Rev

24 Lap splicing, both contact and non-contact, in compliance with the IRC is permitted. The vertical reinforcement is placed (nested down through the horizontal rebar) after the Fox Blocks are stacked to the full height of the wall. Figure E Photo of Fox Blocks wall with both horizontal and vertical rebar in place (coming soon) The reinforcing steel must be placed in accordance with the structural requirements of the build code or as specified by the engineer of record. The reinforcing steel can be tied together using black annealed wire, plastic zip ties, or plastic Kodi-Klips. g) Utility Service Wall Penetrations Utility services such as electrical service, cable, water, and dryer vent can be accommodated by inserting a pipe through the wall, or use a 4 diameter tube through the wall. Remember it is much easier to do this before the concrete is poured than to cut through the concrete later. h) Preparation for the Concrete Pour It is strongly recommended that a pre-pour inspection be completed. The pre-pour inspection should include checking for: - Properly stacked forms with no gaps at the bottom ends of the blocks or between courses, - Any holes or gaps in the wall should be filled with foam, but please note that a badly stacked wall cannot be easily patched with foam. The complete engagement of the interlock between forms is necessary for the Fox Blocks forms to have adequate strength to support the concrete, - Tie the top course of Fox Blocks forms to the course below it with wire ties or plastic zip ties. As well, tie the forms end-to-end around the top course. In this way every form in the top course is secured to the adjacent forms it is in contact with, - Check forms which have been cut to ensure they have adequate support, - Check the site for cleanliness, as this is a great time to clean up the site and get it organized, Rev

25 - Have several blow-out kits on site. A blow-out kit consists of a piece of lumber ( 1 x4 or strip of plywood or OSB) a screw gun and screws. Finally, plumb the wall just prior to placement of concrete, and then tilt the wall towards the bracing units slightly (¼ inch at the top of the wall) as it is easier to push a wall into plumb than to pull it. It is recommended that the concrete design mix for Fox Blocks walls typically has a design strength of 3000 psi, slump of 5 to 6 inches and use 3/8 inch pea gravel for the large aggregate. i) Concrete Placement It is recommended that the forms under the windows be filled with concrete first, with the placement down through the bottom of the buck. Then, go to the top of the wall and start placing the concrete down into the forms. The placement rate should be 3 to 4 feet per hour per lift. j) Finishing Off the Wall Before placing the concrete, cut off the protruding portions of the exposed interlock. When the concrete is placed to the top of the wall the concrete must be troweled flat and level in preparation for the top plate. The use of a construction lazer level may assist with this task. Then, place the anchor bolts in the concrete as per code or engineers specifications. In high wind areas, hurricane tie down straps are to be installed as per code and/or the specifications of the manufacturer. k) Installation of Floor and Roof Connections Floor systems to be placed on the top of the Fox Blocks wall are built as typical floor platforms are built, as per code requirements. Floor systems to be connected to the side of the Fox Blocks wall are installed using a rim joist and floor hangers for the floor joists. The rim joist is connected to the wall using 1 of 2 methods: i) removing foam and casting bosses of concrete out to the outer face of the EPS panel and inserting anchor bolts to connect the rim joist to the wall, as shown in Figure U, or ii) using the proprietary system sold by Simpson Strong Tie. There are four further alternatives: a) use the Fox Blocks Taper Top Form, placed on the wall so the ledge faces inward and then set the floor joists on the ledge, Rev

26 b) use the Fox Blocks Brickledge (Corbel) Form, placed on the wall so the ledge faces inward and then set the floor joists on the ledge. For the requirements for the rebar in the form to support the floor loads, please see Appendix D, c) attach the floor joists to the Fox Blocks walls using the proprietary system sold by ICF Connect Ltd., d) use the Dietrich Metal Framing system, floor, roof and interior wall systems. Connection details are available from Dietrich. For further information on the systems provided by Simpson Strong Tie, ICF Connect Ltd, and Dietrich Industries, please see Appendix C. Roof trusses are attached to the top plate, as would be typically done in framed construction. In high wind areas the code may require the installation of hurricane tie down straps to further secure the roof. l) Installation of Utilities Electrical wire can easily be installed by cutting a groove in the EPS panel and then placing the wire in the groove. Cutting the groove can be done with a hot knife, a router, or an electric chain saw. Electrical boxes can be installed by removing the EPS and placing the box in the cavity. The box can then be fastened to the furring strip, or fastened through the back of the box to the concrete wall, if required by code. Similarly, plumbing, heating, refrigeration and air conditioning can be installed in conjunction with the Fox Blocks walls per building code requirements. Testing standards for mechanical utility equipment must meet American Society of Heating, Refrigeration, and Air Conditioning Engineers (ASHRAE) standards. m) Exterior and Interior Finishes Interior: The interior of ICF walls must be finished with a thermal barrier. The most convenient material to do this is ½ inch sheet rock, as it is recognized as providing the 15 minute thermal barrier required by code. The sheet rock must be mechanically fastened, and so should be screwed to the furring strips. Adhesives can be used in conjunction with mechanical fasteners. Exterior: Exterior finishes can be attached to the continuous full height furring strips in the EPS blocks in a similar fashion as would be typically done with frame walls. Attachment can be made at the corners to the special fastening strips embedded in the foam in the corner forms. Rev

27 In the case of brick veneer, a ledge is cast with the special Fox Blocks Brickledge Form and then the bricks are layed up on the ledge. Brick ties are installed with fasteners to the furring strips. EIFS lamina can be installed directly to the EPS foam. The EPS surface must be prepared in accordance with the EIFS manufacturers specifications. This is a barrier system and to perform satisfactorily, the detailing around windows and doors is important. Dampproofing and Waterproofing: The exterior of below grade walls must have a dampproofing or waterproofing material applied and free draining backfill or other drainage material be provided to allow water to move to the foundation drain and be drained away from the foundation. 4.2 Planning Plan the job from the start for a fast profitable build. A well-planned job will work much more smoothly and save you, the contractor, from experiencing unnecessary additional costs. Information needed before the start of construction to plan the build: - building plans, - rebar specifications for the walls, the lintels and around openings, - specification for the concrete, - rough stud opening measurement requirements for the window and door openings, - anchor bolt specifications and on-center spacing (in hurricane prone areas, high wind areas, and regions having a high seismic design category, there may be additional requirements to connect the floors and roofs to the walls). The key planning steps are: - plan for job safety, - complete an accurate takeoff and order sufficient Fox Blocks, - draw a wall cross-section elevation view in advance and determine where the coursing will be, the window openings, lintels and the top of the wall. This exercise will assist in planning the build, - pour footings level + or 1/4 inch, - plan to have the necessary tools at the site, see Appendix E, - plan to have adequate crew, - designate a space on site for the storage of the Fox Blocks forms. Frequently it is near the center of the build where access will be easy during the construction of the walls, - mark out the wall on the footing or slab and then mark where doors, windows, utility services and the dryer vent will go. This will enable you to easily visualize the layout and identify potential difficulties, and then you can plan in advance how you will deal with these items, - schedule the pour so you have adequate time to inspect the Fox Blocks walls with the forms empty and confirm they are ready and all the bracing and support is in place for the concrete, Rev

28 - prior to the pour, walk through the site and complete a checklist to confirm the walls are ready for the concrete. See the checklist in Appendix F, - order the concrete pump to come ½ hour before the concrete so it has adequate time to set up, - request the concrete pumper bring a double 90 degree or a reducer to 4 and short length of 4 flexible hose, to be added on the end of the pipe to slow the velocity of the concrete during placement, - plan to have a vibrator on site, confirm power source and have adequate extension cords, - ensure there is adequate access for the concrete pump truck, ready mix trucks and make sure there is a location for the ready-mix trucks and the concrete pump truck to clean out, - remember to check the alignment of the wall immediately after the pour is complete, - do not backfill against the ICF foundation walls until the floor system has been installed, or adequate lateral support has been provided. The temporary bracing systems designed to brace and align the walls are not designed to provide adequate lateral support to resist the forces imposed by the backfilled soil. 4.3 Footings or Slab on Grade Footings can be trench footings, formed footings, grade beams supported on piles or slabs on grade. All of these are viable footing systems provided they have been properly designed and engineered as required by local soil conditions and building department requirements. If site specific structural engineering is required it is the responsibility of the owner. Footings must be constructed to comply with building code requirements. As a better building practice, Fox Blocks recommends the placement of horizontal rebar in the footing, vertical dowels and a keyway between the footing and Fox Blocks walls. See Appendix A for typical construction footing and foundation details. Pour and level footings to + or ¼ inch. This is a much tighter tolerance than used for typical residential construction but it will save time and money when the Fox Blocks walls are being stacked. If the footings are not level, the bottom of the forms may have to be cut (scribed) to sit properly on the concrete, or shimmed, or have foam placed in the gaps, or a combination of these techniques. When the wall is 2 or 3 courses high, check and confirm that the build is going well and that there are not any irregularities in these lower courses, which are causing problems. If there are problems, address these irregularities as noted above. It is important to note that the bottom 2 courses should be level and properly supported by the footing or slab as this makes it much easier for the rest of the build to go smoothly and quickly. Time taken to have the bottom 2 courses installed properly is time well spent to achieve a successful build. Rev

29 4.4 Placing Forms Prior to starting the build there are several techniques which can be used to make the job easier: - Mark out the wall on the footing or slab and then mark in where doors and windows will go. This enables you to easily visualize the layout and identify potential problems, and then you can plan in advance how you will deal with these items, - Mark out with a chalk line the location of the interior of the wall to guide placement of the first course of forms. Then using adhesive foam, place a small amount of foam on the bottom of the forms and set them in place, - An alternative is to place a 2 x4 as a cleat on the top of the footing and fasten it to the footing, marking the location of the interior edge of the wall and then set the first course of forms in place, making sure the forms are snug against the 2 x4, - A second alternative, mark where the exterior surface of the form will be placed, use a 2 x4 as a cleat fastened to the top of the footing with a double-headed nail of mechanical anchor, then place the first and second courses of Fox Blocks forms snug against the 2 x4 cleat. Next, prepare to pour the interior basement floor to secure the ICF forms. - A third alternative, for use by experienced ICF installers, is wet-setting the first course of Fox Blocks forms immediately after the footing is poured, leveled and marked, by pressing the forms into the concrete. This method of placement of the first course of forms must be approved and compliant with local building code requirements. When the first course of forms are placed, the contractor has a choice of cutting off the protruding portion of the interlock on the bottom of the Fox Blocks forms, and then placing the forms flat on the footing to an interior or exterior chalk line marking, or placing the Fox Blocks forms on the footing and applying adhesive foam in the gaps to seal the bottom of the form to the footing, so the wet concrete cannot leak out. The forms are to be set in place using a running bond. This enables the interlock to tie the wall together. The running bond is achieved with the corner forms as each corner form has a short leg and a long leg, and by reversing the corner forms in each course as the wall is stacked the running bond is created. Fox Blocks have a furring (fastening) strips on the ends of the webs (ties), which are positioned 8 on-center down the length of the forms. The furring strips run the full height of the forms and when the furring strips are stacked one over the other a continuous furring strip is created on both sides of Fox Blocks walls. Each form is marked with Fox Blocks directly over the fastening strips. Therefore, to achieve continuous furring strips up both sides of a Fox Blocks wall, simply stack the forms so the Fox Blocks markings line up vertically. When forms must be cut to make the wall the correct length, these shorter forms should be placed in the middle region of the wall about midway between the corners. Remember to cut along the lines marked on the forms because if this is done, the interlock will work and the cutoffs can be easily used elsewhere on the job. Rev

30 Figure F A Fox Blocks 90 corner block has a long leg and a short leg Figure G Show photo with running bond stack (coming soon) The corner forms have additional plastic reinforcement embedded in the foam. This reinforcement provides both added strength to the forms and additional furring opportunity for attachment of cladding and exterior finishes at the corner. See Section 4.14 for more details. For additional strength, a hole is located near the tip of the corner forms, and once the corner forms are stacked, a length of rebar or plastic pipe can be pushed into this hole through the several courses which make up the story, thus tying the whole corner together. Figure H A Fox Blocks corner form with PVC pipe When installing the Fox Blocks Brickledge Forms, the corners must be mitered and glued together to create corner forms. Once the mitered Brickledge Corner Forms are in place, they should be reinforced with the addition of supplementary strips of 1 x4 s and tape around the outside of the corner to hold the form in place. Rev

31 T-Block Wall Connections: Fox Blocks have developed T-Block Corner Forms. The use of these forms significantly reduces the labor traditional required to splice typical ICF forms into this common style of wall interface. When T-Block Wall Forms are used, they should be alternated as one has a short leg and one has a long leg. In this manner the running bond pattern can be easily maintained in both walls. If the walls are to be built higher with Fox Blocks, the tops of the forms in the walls should be protected from being filled with concrete. This is accomplished by covering the interlock with 3 self-adhered tape that can easily be removed later. The tape can be clear pressure sensitive packaging tape, duct tape, or masking tape. Figure I A Fox Block T-block has a long leg, a short leg, and an offset T-wall which will create the running bond pattern. 4.5 Bracing and Alignment Figure J Reechcraft s Panel Jack bracing installed on a Fox Block wall After the third course has been placed, the bracing and alignment system should be installed as per Reechcraft's instructions for use. Please see Appendix G. Conventional 2 x4 bracing and alignment can be used, however, construction time is increased and is less effective in aligning the Fox Blocks wall before and after placing the concrete. At the corners, it is important to position the upright-brace (strongback support) closest to the corners, in both walls leading to the corners, so that the upright-braces bridge over the running bond connection between the corner forms and the straight forms. This reinforces the connection of the corner forms to the walls and assists keeping the corners plumb. Rev

32 Figure K Drawing or photo showing upright at corner bridging over running bond connection between the corner forms and the straight forms (coming soon) The walls should be aligned, plumbed, prior to the pour and then slightly tilted towards the bracing (1/4 inch at the top of the wall) as it is easier to push the wall into plumb after it has been filled with concrete than to pull it. Fox Blocks walls should be plumbed again immediately after the pour has been completed to ensure a straight, plumb and level job. Follow all OSHA Safety & Health Guidelines associated with the installation of Fox Blocks Insulating Concrete Form Wall Systems. 4.6 Window and Door Openings It is recommended that bucks be built ahead of time and be on site and ready for placement in the walls at the appropriate time in the construction of the Fox Blocks walls. Bucks can be either the plastic variety as is sold by V-buck or fabricated out of treated wood with 2 x 12 s or with plywood having 2 x4 s running the length of the buck along each side. For installation instructions for V-buck please see Appendix H. Figure L A V-buck installed in an ICF wall Rev

33 When building wood bucks, it is recommended that the bottom of the buck be constructed with 2 x4 s so that a space is left between the 2 x4 s. Concrete can then be placed into the forms below the buck through this space. Also, when constructing wood bucks remember that untreated wood cannot be placed directly in contact with the concrete, and therefore the bucks must be constructed with pressure treated lumber or a moisture barrier must be installed between the concrete and the wood. Wood bucks can be anchored to the concrete wall with anchor bolts or by driving long nails through the buck material into the space to be filled with concrete. When using pressure treated lumber ensure the anchor bolts or nails are compatible with the pressure treated lumber. The bottom sill member of the buck should be removable for access to the cavity below the window of door. This cavity is filled with concrete prior to pouring the ICF walls. Once this area is filled, the bottom sill member is installed and the remaining wall is ready to pour. All areas under window and door bucks are filled with concrete and vibrated. Figure M Detail of a wood buck made with 2 x12 s in Fox Blocks wall. (show 1 x4 around edges securing the buck in place in wall) (coming soon) Figure N Detail of a wood buck made with 2 x4 s and strips of plywood. (show 1 x4 around edges securing the buck in place in wall) (coming soon) Figure O Image of wood buck being installed. (coming soon) Rev

34 The wood bucks can be secured in place by nailing a 1 x4 around the perimeter on both sides of the wall. The 1 x4 can be removed after the concrete has set. The bucks, after being placed in the Fox Blocks walls, should have internal bracing to support the jams and top to keep them plumb and level, and prevent them from deflecting into the opening under the load of the wet concrete. This bracing can be achieved using 2 x lumber or using one of the several systems available for this purpose. This bracing is removed after the concrete has cured. Figure P Photo of a Fox Blocks wall with properly installed and braced window buck. (coming soon) The Bucks must be constructed to provide the necessary Rough Stud Opening as required by the specifications of the window or door manufacturer. Please note that when the windows and doors are installed in the Fox Blocks walls, attention to proper flashing details to is important. Correct installation of flashing, top caps, sills, proper caulking, etc is needed to ensure the weather barrier and air barrier are continuous and water is directed to the outside of the walls. Fox Blocks recommends using a peel and stick flexible 30 mil thick flashing. See Appendix C for more details. 4.7 Placing Steel Reinforcement Figure Q Photo of Fox Blocks wall with both horizontal and vertical rebar in place showing the alternating position of the horizontal rebar in different courses and the vertical steel nested down through (coming soon) Rev

35 The rebar must comply with building code requirements or engineering specifications. If required, the owner is responsible for providing site-specific structural engineering. The horizontal reinforcement must be installed as specified as each course of Fox Block is placed on the wall. It should be offset, alternatively one course to the next, as shown in Figure 18. At corners the rebar must be continuous around the corner for a minimum of 24 inches each direction. This will require the use of pre-bent corner bars or the ability to bend the rebar on site. The vertical reinforcement is placed after the wall is stacked. It is nested down through the horizontal rebar, and may be further positioned by being placed between the tabs on the sides of the webs. The vertical rebar is tied into position at the top of the wall. If there are dowels in the footing the engineer may have specified that the rebar be continuous from the footing to the top of the wall. In this case the vertical rebar may need to be tied to the dowels, or held in a non-contact splice with a pipe ring on the top of the footing. Alternatively, a hole can be cut in the Fox Blocks forms at the location of the dowels and the vertical rebar tied in place, the piece of foam is than returned to the wall and held in place with a piece of lumber or OSB screwed to the webs in close proximity. Lintels must be constructed over openings as per code or engineering requirements as provided by the structural design. Further, additional reinforcement is required at the sides and immediately below openings as per code requirements or engineers specifications. There may be special reinforcement requirements at the top of the walls and in the corners. If rebar splices are required, the code allows the use of both tied splices and non contact lap splices. Further information of non-contact lap splices can be seen in the details provided in Appendix A. 4.8 Utility Service Penetrations Utility services such as electrical service, cable, water, and dryer vent can be accommodated by inserting a pipe through the wall, or using a 4 diameter tube through the wall. Remember it is much easier to do this before the concrete is poured than to cut through the concrete later. Figure R Utility penetration installed in Fox Blocks wall, prior to concrete placement Rev

36 4.9 Preparation for the Concrete Pour It is strongly recommended that a pre-pour inspection be completed just prior to the pour. The pre-pour inspection should include: - Properly stacked forms with no gaps at the bottom or between courses. Any holes or gaps in the wall should be filled with foam, but caution is expressed that a poorly stacked wall cannot be easily patched with foam. The complete engagement of the interlock between forms is necessary for the Fox Block forms to have adequate strength and support the concrete, - Check for unsupported ends of forms extending 5 or more past the nearest web, and if found install additional support by placing a blow-out patch over the area as a preventative measure prior to the pour, - Tie the top course of Fox Blocks forms to the course below it with plastic zip ties or wire ties. Also, tie the forms end to end around the top course. In this way every form in the top course is secured to the adjacent forms it is in contact with, - Have several blow-out kits at hand on site. A blowout kit consists of a piece of lumber (1 x4 or a strip of plywood or OSB), a screw gun and screws, - Check the site for cleanliness as this is a great time to clean up the site and get it organized, - Finally plumb the wall just prior to placement of concrete and slightly tilt the wall towards the bracing (¼ inch at the top of the wall) as it is easier to push the wall into plumb after it has been filled with concrete than to pull it. Items to check are: - are the walls built according to the plan with the windows and doors in the correct locations and elevations? - Is the bracing system installed properly? - Are the walls straight? - Are the scaffold planks and guard rails (if required) installed properly and secured in place? - Has reinforcement been installed properly, particularly around openings and at lintels? Rev

37 - Have the window and door bucks been secured to the walls? - Are the service penetrations installed, and in the correct locations? - If beam pockets are required, have they been blocked out? - Has the floor connection or roof connection hardware been installed? - Is a vibrator on site to consolidate the concrete? - Are the top course forms secured (tied down with wire or zip ties) so they do not get bumped out of position during the pour? - If the walls are to be built higher with Fox Blocks, are the tops of the forms in the walls protected from being filled with concrete? For a complete checklist see Appendix F Concrete Placement It is Fox Blocks recommendation that concrete used in the footings have a minimum design strength of 2500 psi, and generally that the concrete used in the Fox Blocks walls have a minimum design strength of 3000 psi, use 3/8 pea gravel for large aggregate and have a slump of 5 to 6 inches. If required by code or approved by site-specific structural engineering, the concrete used in the Fox Blocks walls may have a minimum design strength less than 3000 psi depending on the construction project conditions. Typically, concrete pumping trucks are used in conjunction with ready-mix trucks to place concrete in ICF walls. When the pump is ordered, ask for a double 90 degree fitting or a reducer to 4 line and a short length of 4 inch flexible hose. These are installed at the end of the boom hose to slow the velocity of concrete as it flows into the wall. Figure S Concrete being placed in a Fox Blocks wall It is recommended that the forms under the window and door sills be filled with concrete first, with the placement down through the bottom of the bucks. Rev

38 Then, go to the top of the wall, determine a starting point, and start placing the concrete down into the forms. The placement rate should be 3 to 4 feet per hour per lift depending on site conditions and outside air temperature. Place a 3-foot lift and then move along around the wall until you get back to where you started. Then, start placing the second lift of concrete on the first lift at the initial designated starting point. Continue adding lifts until the forms are filled to the top of the wall. The concrete should be consolidated with an internal vibrator shortly after it is placed. Be careful not to use one that is too big or too powerful (a one inch head with a 1 hp motor is adequate). Further, for the second and subsequent lifts, the vibrator should be lowered to the point where it causes mixing of the top of the previous lift with the lift just placed to avoid a cold joint being formed. Pay particular attention to lintels and other areas of the walls where rebar may inhibit the easy placement of concrete. These locations should receive special focus to ensure adequate concrete has been placed and it is in good contact with the rebar. Finally, double check the wall is straight and plumb before the concrete has set up Finishing Off the Wall Before placing the concrete, cut off the protruding portion of the exposed interlock. When the concrete is placed to the top of the wall, the top of the concrete must be troweled flat in preparation for the top plate. The use of a construction lazer level may assist in achieving a level surface. Then place the anchor bolts in the concrete as per code or engineers specifications. In high wind areas hurricane tie down straps may have to be installed as per code, or the engineer s specifications or as specified by the manufacturer. Figure T Topping off the wall and installing anchor bolts Rev

39 4.12 Installation of Floor and Roof Connections Floor systems to be placed on the top of the Fox Blocks walls are built as typical floor platforms are built as per local building code requirements. Floor systems to be connected to the side of the Fox Blocks walls are installed using a rim joist and joist hangers for the floor joists. The rim joist is connected to the wall using 1 of 2 methods: i) at the elevation of the floor, cast bosses of concrete out to the face of the EPS with anchor bolts embedded into the concrete, and then attach the rim joist to the wall with the anchor bolts. The size and on-centre spacing of the anchor bolts is specified by code or by engineers specifications. See Appendix A for this construction detail. Figure U Image of rim joist with anchor attachment (coming soon) ii) attach the rim joist using the Simpson Strong Tie floor hanger. On center spacing as per manufacturer instructions, or engineer s specifications. See Appendix C for product contact information. Figure V Image of floor attached with Simpson Strong Tie (coming soon) There are four further alternatives: a) use the Fox Blocks Taper Top Form, placed on the wall so the ledge faces inward and then set the floor joists on the ledge. For more detail information, see Section 2.1 for form drawing illustrations. Rev

40 Figure W Image of rim joist attached with ICF Connect floor hanger b) use the Fox Blocks Brickledge (Corbel) Form, placed on the wall so the ledge faces inward and then set the floor joists on the ledge. For the requirements of the rebar in the form to support the floor loads, please see Appendix D, Figure X image of Fox Blocks Brickledge (corbel) form supporting floor c) attach the floor joists to the Fox Blocks walls using the proprietary system sold by ICF Connect Ltd. d) use the Dietrich Metal Framing system, floor, roof and interior wall systems. Connection details are available from Dietrich. For further information on the systems provided by Simpson Strong Tie, ICF Connect Ltd, and Dietrich Industries, please see Appendix C. Roof trusses are attached to the top plate, as would be typically done in framed construction. In high wind areas the code may require the installation of hurricane tie down straps to further secure the roof Installation of utilities Electrical wiring can easily be installed by cutting a groove in the EPS panel and then placing the wire in the groove. Cutting the groove can be done with a hot knife, a router, or an electric chain saw. Electrical boxes can be accommodated by cutting out the EPS and placing the box in the cavity. The box can then be fastened to the furring strip or fastened through the back of the box to the concrete wall. Rev

41 Using a router, hot-knife, or similar tool, create a channel in the foam which will allow the wire to be buried at the required depth from the surface (normally 1 1/4 or 30mm). Using an adhesive which is compatible with EPS, fox the standard electrical wiring to the back of the channel. Although it Is not required, the insulation can be replaced using an expandable polyurethane foam. Fixture boxes can be fastened in place using concrete screws directly to the concrete. Practice in the field has shown that using a router, fitted with a dovetail cutting bit, will produce the desired channel quickly and effectively. The channel created with a dovetail bit allows the wire to be inserted into the channel by inserting it sideways. Once the wire is in the channel, it can be turned 90 so that it cannot be easily dislodged. Following the appropriate inspections, the wire can be foamed in place using expandable polyurethane. Due to the difficulty in providing electrical wiring through a concrete wall for exterior lighting or outlets, it is recommended that provisions be made prior to placement of concrete by providing a sleeve to allow easier rough in of electrical wiring. At locations where it has been neglected to provide for exterior electrical work, wiring can be run from the eaves down to the location of the fixture box on the exterior panel of EPS. It will prove easier to provide an electrical service conduit in the general location of the exterior electrical fixture prior to placement of concrete. This also applies to buried electrical services which must be fed through the Fox Blocks wall. All electrical wiring and fixture box placement must be in accordance with the appropriate authority enforcing the applicable electrical codes and standards. Similarly, plumbing can be installed in the Fox Block walls. Although plumbing fixtures should be located in interior walls whenever possible, it will likely be necessary to locate some piping in the exterior walls of most buildings. Often in kitchens the sink is located on an exterior wall which will require the vent stack, waste pipes and supply pipes to be located in the exterior wall also. The Fox Blocks form panels can accommodate plumbing fittings and piping up to 1 1/2 (40mm) trade size. Using a hot-knife, router or similar tool, a channel of sufficient size can be cut into the EPS panel to accept the plumbing pipe. Larger size piping can be placed inside the wall prior to placement of concrete. When piping is to be located in the wall, the wall should be designed by an engineer to compensate for the weak point created at the location of the pipe. Likewise, heating, refrigeration and air-conditioning will also be an integral part of a Fox Blocks ICF project. With the low infiltration rate associated with an ICF constructed wall or building, these mechanical systems must be sized properly to comply with local building codes and ASHRAE equipment standards. Rev

42 Figure Y Photo showing electrical wire and plumbing installed (coming soon) 4.14 Exterior and Interior Finishes Fox Blocks forms are designed with furring strips embedded in the EPS every 8 on-center horizontally. These serve to receive the fasteners. As well, in the corner forms additional furring opportunity is provided to enable easy attachment of the finishes at corners. Figure Z Location of furring strips (ties) The interior of ICF walls must be finished with a thermal barrier. The most convenient material to do this with is ½ inch sheet rock (gypsum board), as it is recognized by code as providing the 15 minute thermal barrier. The sheet rock must be mechanical fastened to the structural component of the wall, and so screws should be used to fasten the sheet rock to the furring strips. Adhesives can be used in conjunction with mechanical fasteners. Exterior finishes can be attached to the furring strips in the EPS in a similar fashion as would be typically done with frame walls. Attachment can be made at the corners to the special fastening strips located in the foam in the corner forms. Rev

43 In the case of brick veneer, a brickledge can be cast with the special Fox Blocks Brickledge Form and then the bricks are layed on the ledge. Please see Appendix D for additional information on the use of the Fox Blocks Brickledge (Corbel) Form and reinforcement requirements. Brick ties are installed with fasteners to the furring strips. If additional anchorage is required for the brick ties, they can be anchored back to the concrete wall. An advantage of Fox Blocks walls is that if additional anchoring is required, concrete fasteners can be used to fasten directly to the concrete wall. Fox Blocks continuous plastic ties are designed with pull-out strengths greater than 200 lbs. per fastening screw. EIFS lamina can be installed directly to the expanded polystyrene (EPS) foam. The EPS surface must be prepared in accordance with the EIFS manufacturers specifications. EIFS cladding is a barrier system and to achieve satisfactory performance the detailing around windows and doors is important. In all cases the windows, doors and all other penetrations must be properly flashed (and caulked where necessary) to direct water to the exterior wall surface. See Appendix C for more flashing material recommendations Dampproofing and Waterproofing The exterior of below grade walls must have a dampproofing or waterproofing material applied and free draining backfill or other drainage material be provided to allow water to move to the foundation drain and be drained away from the foundation. Caution! Check with the supplier of any system being considered to confirm that it is compatible with EPS. Products manufactured with petroleum based materials may not be compatible with a Fox Blocks substrate. EPS is vulnerable to degradation when placed in contact with petroleum based products. It is the responsibility of the contractor to install compatible water proofing/dampproofing materials. Figure AA Image showing typical Fox Blocks foundation wall with waterproofing/damp proofing, drainage layer, and foundation drain. Rev

44 Such products are: Dampproofing Delta MS Clear Platon Perm-a-Barrier Waterproofing Bituthene 3000 Bakor, Blue Skin Polyguard 650 Waterproofing Membrane AC Hydroseal 3000 Polyguard TXM & XTP membrane (recognized as providing protection against termites in ICC Legacy ER-2136) Installation of the dampproofing and waterproofing must be in accordance with the building code and the manufacturers installation instructions. See Appendix C for manufacturers contact information. Rev

45 Appendix A Typical Construction Details

46

47

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50

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56

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59

60

61 CHAPTER 4 FOUNDATIONS SECTION R401 GENERAL R401.1 Application. The provisions of this chapter shall control the design and construction of the foundation and foundation spaces for all buildings. In addition to the provisions of this chapter, the design and construction of foundations in areas prone to flooding as established by Table R301.2(1) shall meet the provisions of Section R324. Wood foundations shall be designed and installed in accordance with AF&PA Report No. 7. Exception: The provisions of this chapter shall be permitted to be used for wood foundations only in the following situations: 1. In buildings that have no more than two floors and a roof. 2. When interior basement and foundation walls are constructed at intervals not exceeding 50 feet ( mm). Wood foundations in Seismic Design Category D 0,D 1 or D 2 shall be designed in accordance with accepted engineering practice. R401.2 Requirements. Foundation construction shall be capable of accommodating all loads according to Section R301 and of transmitting the resulting loads to the supporting soil. Fill soils that support footings and foundations shall be designed, installed and tested in accordance with accepted engineering practice. Gravel fill used as footings for wood and precast concrete foundations shall comply with Section R403. R401.3 Drainage. Surface drainage shall be diverted to a storm sewer conveyance or other approved point of collection so as to not create a hazard. Lots shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of 6 inches (152 mm) within the first 10 feet (3048 mm). Exception: Where lot lines, walls, slopes or other physical barriers prohibit 6 inches (152 mm) of fall within 10 feet (3048 mm), the final grade shall slope away from the foundation at a minimum slope of 5 percent and the water shall be directed to drains or swales to ensure drainage away from the structure. Swales shall be sloped a minimum of 2 percent when located within 10 feet (3048 mm) of the building foundation. Impervious surfaces within 10 feet (3048 mm) of the building foundation shall be sloped a minimum of 2 percent away from the building. R401.4 Soil tests. In areas likely to have expansive, compressible, shifting or other unknown soil characteristics, the building official shall determine whether to require a soil test to determine the soil s characteristics at a particular location. This test shall be made by an approved agency using an approved method. R Geotechnical evaluation. In lieu of a complete geotechnical evaluation, the load-bearing values in Table R shall be assumed. TABLE R PRESUMPTIVE LOAD BEARING VALUES OF FOUNDATION MATERIALS a CLASS OF MATERIAL LOAD-BEARING PRESSURE (pounds per square foot) Crystalline bedrock 12,000 Sedimentary and foliated rock 4,000 Sandy gravel and/or gravel (GW and GP) 3,000 Sand, silty sand, clayey sand, silty gravel and clayey gravel 2,000 (SW, SP, SM, SC, GM and GC) Clay, sandy clay, silty clay, clayey silt, silt and sandy silt 1,500 b (CL, ML, MH and CH) For SI: 1 pound per square foot = kpa. a. When soil tests are required by Section R401.4, the allowable bearing capacities of the soil shall be part of the recommendations. b. Where the building official determines that in-place soils with an allowable bearing capacity of less than 1,500 psf are likely to be present at the site, the allowable bearing capacity shall be determined by a soils investigation. R Compressible or shifting soil. Instead of a complete geotechnical evaluation, when top or subsoils are compressible or shifting, they shall be removed to a depth and width sufficient to assure stable moisture content in each active zone and shall not be used as fill or stabilized within each active zone by chemical, dewatering or presaturation. SECTION R402 MATERIALS R402.1 Wood foundations. Wood foundation systems shall be designed and installed in accordance with the provisions of this code. R Fasteners. Fasteners used below grade to attach plywood to the exterior side of exterior basement or crawlspace wall studs, or fasteners used in knee wall construction, shall be of Type 304 or 316 stainless steel. Fasteners used above grade to attach plywood and all lumber-to-lumber fasteners except those used in knee wall construction shall be of Type 304 or 316 stainless steel, silicon bronze, copper, hot-dipped galvanized (zinc coated) steel nails, or hot-tumbled galvanized (zinc coated) steel nails. Electrogalvanized steel nails and galvanized (zinc coated) steel staples shall not be permitted. R Wood treatment. All lumber and plywood shall be pressure-preservative treated and dried after treatment in accordance with AWPA U1 (Commodity Specification A, Use Category 4B and Section 5.2), and shall bear the label of an accredited agency. Where lumber and/or plywood is cut or drilled after treatment, the treated surface shall be field treated with copper naphthenate, the concentration of which shall contain a minimum of 2 percent copper metal, by 2006 INTERNATIONAL RESIDENTIAL CODE 67

62 FOUNDATIONS repeated brushing, dipping or soaking until the wood absorbs no more preservative. R402.2 Concrete. Concrete shall have a minimum specified compressive strength of f c, as shown in Table R Concrete subject to moderate or severe weathering as indicated in Table R301.2(1) shall be air entrained as specified in Table R The maximum weight of fly ash, other pozzolans, silica fume, slag or blended cements that is included in concrete mixtures for garage floor slabs and for exterior porches, carport slabs and steps that will be exposed to deicing chemicals shall not exceed the percentages of the total weight of cementitious materials specified in Section of ACI 318. Materials used to produce concrete and testing thereof shall comply with the applicable standards listed in Chapter 3 of ACI 318. R402.3 Precast concrete. Approved precast concrete foundations shall be designed and installed in accordance with the provisions of this code and the manufacturer s installation instructions. SECTION R403 FOOTINGS R403.1 General. All exterior walls shall be supported on continuous solid or fully grouted masonry or concrete footings, wood foundations, or other approved structural systems which shall be of sufficient design to accommodate all loads according to Section R301 and to transmit the resulting loads to the soil within the limitations as determined from the character of the soil. Footings shall be supported on undisturbed natural soils or engineered fill. TABLE R403.1 MINIMUM WIDTH OF CONCRETE OR MASONRY FOOTINGS (inches) a LOAD-BEARING VALUE OF SOIL (psf) 1,500 2,000 3,000 4,000 Conventional light frame construction 1-story story story inch brick veneer over light frame or 8-inch hollow concrete masonry 1-story story story inch solid or fully grouted masonry 1-story story story For SI: 1 inch = 25.4 mm, 1 pound per square foot = kpa. a. Where minimum footing width is 12 inches, use of a single wythe of solid or fully grouted 12-inch nominal concrete masonry units is permitted. R Minimum size. Minimum sizes for concrete and masonry footings shall be as set forth in Table R403.1 and Figure R403.1(1). The footing width, W, shall be based on the load-bearing value of the soil in accordance with Table R Spread footings shall be at least 6 inches (152 mm) thick. Footing projections, P, shall be at least 2 inches TYPE OR LOCATION OF CONCRETE CONSTRUCTION Basement walls, foundations and other concrete not exposed to the weather Basement slabs and interior slabs on grade, except garage floor slabs Basement walls, foundation walls, exterior walls and other vertical concrete work exposed to the weather Porches, carport slabs and steps exposed to the weather, and garage floor slabs TABLE R402.2 MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE MINIMUM SPECIFIED COMPRESSIVE STRENGTH a (f c ) Weathering Potential b Negligible Moderate Severe 2,500 2,500 2,500 c 2,500 2,500 2,500 c 2,500 3,000 d 3,000 d 2,500 3,000 d,e,f 3,500 d,e,f For SI: 1 pound per square inch = kpa. a. Strength at 28 days psi. b. See Table R301.2(1) for weathering potential. c. Concrete in these locations that may be subject to freezing and thawing during construction shall be air-entrained concrete in accordance with Footnote d. d. Concrete shall be air-entrained. Total air content (percent by volume of concrete) shall be not less than 5 percent or more than 7 percent. e. See Section R402.2 for maximum cementitious materials content. f. For garage floors with a steel troweled finish, reduction of the total air content (percent by volume of concrete) to not less than 3 percent is permitted if the specified compressive strength of the concrete is increased to not less than 4,000 psi INTERNATIONAL RESIDENTIAL CODE

63 FOUNDATIONS For SI: 1 inch = 25.4 mm. FIGURE R403.1(1) CONCRETE AND MASONRY FOUNDATION DETAILS 2006 INTERNATIONAL RESIDENTIAL CODE 69

64 FOUNDATIONS For SI: 1 inch 25.4 = mm, 1 foot =304.8, 1 mil = mm. FIGURE R403.1(2) PERMANENT WOOD FOUNDATION BASEMENT WALL SECTION (51 mm) and shall not exceed the thickness of the footing. The size of footings supporting piers and columns shall be based on the tributary load and allowable soil pressure in accordance with Table R Footings for wood foundations shall be in accordance with the details set forth in Section R403.2, and Figures R403.1(2) and R403.1(3). R Continuous footing in Seismic Design Categories D 0,D 1 and D 2. The braced wall panels at exterior walls of buildings located in Seismic Design Categories D 0,D 1 and D 2 shall be supported by continuous footings. All required interior braced wall panels in buildings with plan dimensions greater than 50 feet ( mm) shall also be supported by continuous footings. R Seismic reinforcing. Concrete footings located in Seismic Design Categories D 0,D 1 and D 2, as established in Table R301.2(1), shall have minimum reinforcement. Bottom reinforcement shall be located a minimum of 3 inches (76 mm) clear from the bottom of the footing INTERNATIONAL RESIDENTIAL CODE

65 FOUNDATIONS For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 mil = mm. FIGURE R403.1(3) PERMANENT WOOD FOUNDATION CRAWL SPACE SECTION In Seismic Design Categories D 0,D 1 and D 2 where a construction joint is created between a concrete footing and a stem wall, a minimum of one No. 4 bar shall be installed at not more than 4 feet (1219 mm) on center. The vertical bar shall extend to 3 inches (76 mm) clear of the bottom of the footing, have a standard hook and extend a minimum of 14 inches (357 mm) into the stem wall. In Seismic Design Categories D 0,D 1 and D 2 where a grouted masonry stem wall is supported on a concrete footing and stem wall, a minimum of one No. 4 bar shall be installed at not more than 4 feet on center. The vertical bar shall extend to 3 inches (76 mm) clear of the bottom of the footing and have a standard hook. In Seismic Design Categories D 0,D 1 and D 2 masonry stem walls without solid grout and vertical reinforcing are not permitted. Exception: In detached one- and two-family dwellings which are three stories or less in height and constructed with stud bearing walls, plain concrete footings without longitudinal reinforcement supporting walls and isolated plain concrete footings supporting columns or pedestals are permitted. R Foundations with stemwalls. Foundations with stem walls shall have installed a minimum of one No. 4 bar within 12 inches (305 mm) of the top of the wall and one No. 4 bar located 3 inches (76 mm) to 4 inches (102 mm) from the bottom of the footing. R Slabs-on-ground with turned-down footings. Slabs-on-ground with turned-down footings shall have a minimum of one No. 4 bar at the top and bottom of the footing. Exception: For slabs-on-ground cast monolithically with a footing, one No. 5 bar or two No. 4 bars shall be located in the middle third of the footing depth. R Minimum depth. All exterior footings shall be placed at least 12 inches (305 mm) below the undisturbed ground surface. Where applicable, the depth of footings shall also conform to Sections R through R R Frost protection. Except where otherwise protected from frost, foundation walls, piers and other permanent supports of buildings and structures shall be protected from frost by one or more of the following methods: 1. Extended below the frost line specified in Table R301.2.(1); 2. Constructing in accordance with Section R403.3; 3. Constructing in accordance with ASCE 32; or 4. Erected on solid rock INTERNATIONAL RESIDENTIAL CODE 71

66 FOUNDATIONS Exceptions: 1. Protection of freestanding accessory structures with an area of 600 square feet (56 m 2 ) or less, of light-framed construction, with an eave height of 10 feet (3048 mm) or less shall not be required. 2. Protection of freestanding accessory structures with an area of 400 square feet (37 m 2 ) or less, of other than light-framed construction, with an eave height of 10 feet (3048 mm) or less shall not be required. 3. Decks not supported by a dwelling need not be provided with footings that extend below the frost line. Footings shall not bear on frozen soil unless the frozen condition is permanent. R Seismic conditions. In Seismic Design Categories D 0,D 1 and D 2, interior footings supporting bearing or bracing walls and cast monolithically with a slab on grade shall extend to a depth of not less than 12 inches (305 mm) below the top of the slab. R Slope. The top surface of footings shall be level. The bottom surface of footings shall not have a slope exceeding one unit vertical in 10 units horizontal (10-percent slope). Footings shall be stepped where it is necessary to change the elevation of the top surface of the footings or where the slope of the bottom surface of the footings will exceed one unit vertical in ten units horizontal (10-percent slope). R Foundation anchorage. When braced wall panels are supported directly on continuous foundations, the wall wood sill plate or cold-formed steel bottom track shall be anchored to the foundation in accordance with this section. The wood sole plate at exterior walls on monolithic slabs and wood sill plate shall be anchored to the foundation with anchor bolts spaced a maximum of 6 feet (1829 mm) on center. There shall be a minimum of two bolts per plate section with one bolt located not more than 12 inches (305 mm) or less than seven bolt diameters from each end of the plate section. In Seismic Design Categories D 0,D 1 and D 2, anchor bolts shall be spaced at 6 feet (1829 mm) on center and located within 12 inches (305 mm) of the ends of each plate section at interior braced wall lines when required by Section R to be supported on a continuous foundation. Bolts shall be at least 1 / 2 inch (13 mm) in diameter and shall extend a minimum of 7 inches (178 mm) into masonry or concrete. Interior bearing wall sole plates on monolithic slab foundation shall be positively anchored with approved fasteners. A nut and washer shall be tightened on each bolt of the plate. Sills and sole plates shall be protected against decay and termites where required by Sections R319 and R320. Cold-formed steel framing systems shall be fastened to the wood sill plates or anchored directly to the foundation as required in Section R or R Exceptions: 1. Foundation anchorage, spaced as required to provide equivalent anchorage to 1 / 2 -inch-diameter (13 mm) anchor bolts. 2. Walls 24 inches (610 mm) total length or shorter connecting offset braced wall panels shall be anchored to the foundation with a minimum of one anchor bolt located in the center third of the plate section and shall be attached to adjacent braced wall panels per Figure R at corners. 3. Walls 12 inches (305 mm) total length or shorter connecting offset braced wall panels shall be permitted to be connected to the foundation without anchor bolts. The wall shall be attached to adjacent braced wall panels per Figure R at corners. R Foundation anchorage in Seismic Design Categories C, D 0,D 1 and D 2. In addition to the requirements of Section R , the following requirements shall apply to wood light-frame structures in Seismic Design Categories D 0,D 1 and D 2 and wood light-frame townhouses in Seismic Design Category C. 1. Plate washers conforming to Section R shall be provided for all anchor bolts over the full length of required braced wall lines. Properly sized cut washers shall be permitted for anchor bolts in wall lines not containing braced wall panels. 2. Interior braced wall plates shall have anchor bolts spaced at not more than 6 feet (1829 mm) on center and located within 12 inches (305 mm) of the ends of each plate section when supported on a continuous foundation. 3. Interior bearing wall sole plates shall have anchor bolts spaced at not more than 6 feet (1829 mm) on center and located within 12 inches (305 mm) of the ends of each plate section when supported on a continuous foundation. 4. The maximum anchor bolt spacing shall be 4 feet (1219 mm) for buildings over two stories in height. 5. Stepped cripple walls shall conform to Section R Where continuous wood foundations in accordance with Section R404.2 are used, the force transfer shall have a capacity equal to or greater than the connections required by Section R or the braced wall panel shall be connected to the wood foundations in accordance with the braced wall panel-to-floor fastening requirements of Table R602.3(1). R Footings on or adjacent to slopes. The placement of buildings and structures on or adjacent to slopes steeper than 1 unit vertical in 3 units horizontal (33.3-percent slope) shall conform to Sections R through R R Building clearances from ascending slopes. In general, buildings below slopes shall be set a INTERNATIONAL RESIDENTIAL CODE

67 FOUNDATIONS For SI: 1 foot = mm. FIGURE R FOUNDATION CLEARANCE FROM SLOPES sufficient distance from the slope to provide protection from slope drainage, erosion and shallow failures. Except as provided in Section R and Figure R , the following criteria will be assumed to provide this protection. Where the existing slope is steeper than one unit vertical in one unit horizontal (100-percent slope), the toe of the slope shall be assumed to be at the intersection of a horizontal plane drawn from the top of the foundation and a plane drawn tangent to the slope at an angle of 45 degrees (0.79 rad) to the horizontal. Where a retaining wall is constructed at the toe of the slope, the height of the slope shall be measured from the top of the wall to the top of the slope. R Footing setback from descending slope surfaces. Footings on or adjacent to slope surfaces shall be founded in material with an embedment and setback from the slope surface sufficient to provide vertical and lateral support for the footing without detrimental settlement. Except as provided for in Section R and Figure R , the following setback is deemed adequate to meet the criteria. Where the slope is steeper than one unit vertical in one unit horizontal (100-percent slope), the required setback shall be measured from an imaginary plane 45 degrees (0.79 rad) to the horizontal, projected upward from the toe of the slope. R Foundation elevation. On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches (305 mm) plus 2 percent. Alternate elevations are permitted subject to the approval of the building official, provided it can be demonstrated that required drainage to the point of discharge and away from the structure is provided at all locations on the site. R Alternate setback and clearances. Alternate setbacks and clearances are permitted, subject to the approval of the building official. The building official is permitted to require an investigation and recommendation of a qualified engineer to demonstrate that the intent of this section has been satisfied. Such an investigation shall include consideration of material, height of slope, slope gradient, load intensity and erosion characteristics of slope material. R Foundations on expansive soils. Foundation and floor slabs for buildings located on expansive soils shall be designed in accordance with Section of the International Building Code. Exception: Slab-on-ground and other foundation systems which have performed adequately in soil conditions similar to those encountered at the building site are permitted subject to the approval of the building official. R Expansive soils classifications. Soils meeting all four of the following provisions shall be considered expansive, except that tests to show compliance with Items 1, 2 and 3 shall not be required if the test prescribed in Item 4 is conducted: 1. Plasticity Index (PI) of 15 or greater, determined in accordance with ASTM D More than 10 percent of the soil particles pass a No. 200 sieve (75 mm), determined in accordance with ASTM D More than 10 percent of the soil particles are less than 5 micrometers in size, determined in accordance with ASTM D Expansion Index greater than 20, determined in accordance with ASTM D R403.2 Footings for wood foundations. Footings for wood foundations shall be in accordance with Figures R403.1(2) and R403.1(3). Gravel shall be washed and well graded. The maximum size stone shall not exceed 3 / 4 inch (19.1 mm). Gravel shall be free from organic, clayey or silty soils. Sand shall be coarse, not smaller than 1 / 16 -inch (1.6 mm) grains and shall be free from organic, clayey or silty soils. Crushed stone shall have a maximum size of 1 / 2 inch (12.7 mm). R403.3 Frost protected shallow foundations. For buildings where the monthly mean temperature of the building is maintained at a minimum of 64 F (18 C), footings are not required to extend below the frost line when protected from frost by insulation in accordance with Figure R403.3(1) and Table R Foundations protected from frost in accordance with Figure R403.3(1) and Table R403.3 shall not be used for unheated spaces such as porches, utility rooms, garages and carports, and shall not be attached to basements or crawl spaces 2006 INTERNATIONAL RESIDENTIAL CODE 73

68 FOUNDATIONS AIR FREEZING INDEX ( F-days) b TABLE R403.3 MINIMUM INSULATION REQUIREMENTS FOR FROST-PROTECTED FOOTINGS IN HEATED BUILDINGS a VERTICAL INSULATION R-VALUE c,d c,e HORIZONTAL INSULATION R-VALUE HORIZONTAL INSULATION DIMENSIONS PER FIGURE R403.3(1) (inches) Along walls At corners A B C 1,500 or less 4.5 Not required Not required Not required Not required Not required 2, Not required Not required Not required Not required Not required 2, , , , a. Insulation requirements are for protection against frost damage in heated buildings. Greater values may be required to meet energy conservation standards. Interpolation between values is permissible. b. See Figure R403.3(2) for Air Freezing Index values. c. Insulation materials shall provide the stated minimum R values under long-term exposure to moist, below-ground conditions in freezing climates. The following R values shall be used to determine insulation thicknesses required for this application: Type II expanded polystyrene 2.4R per inch; Type IV extruded polystyrene 4.5R per inch; Type VI extruded polystyrene 4.5R per inch; Type IX expanded polystyrene 3.2R per inch; Type X extruded polystyrene 4.5R per inch. d. Vertical insulation shall be expanded polystyrene insulation or extruded polystyrene insulation. e. Horizontal insulation shall be extruded polystyrene insulation. For SI: 1 inch = 25.4 mm. a. See Table R403.3 for required dimensions and R-values for vertical and horizontal insulation. FIGURE R403.3(1) INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS IN HEATED BUILDINGS INTERNATIONAL RESIDENTIAL CODE

69 FOUNDATIONS For SI: C = [( F)-32]/1.8. NOTE: The air-freezing index is defined as cumulative degree days below 32 F. It is used as a measure of the combined magnitude and duration of air temperature below freezing. The index was computed over a 12-month period (July-June) for each of the 3,044 stations used in the above analysis. Data from the period were fitted to a Weibull probability distribution to produce an estimate of the 100-year return period. FIGURE R403.3(2) AIR FREEZING INDEX AN ESTIMATE OF THE 100-YEAR RETURN PERIOD 2006 INTERNATIONAL RESIDENTIAL CODE 75

70 FOUNDATIONS For SI: 1 inch = 25.4 mm. a. See Table R403.3 for required dimensions and R-values for vertical and horizontal insulation. FIGURE R403.3(3) INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS ADJACENT TO UNHEATED SLAB-ON-GROUND STRUCTURE INTERNATIONAL RESIDENTIAL CODE

71 FOUNDATIONS that are not maintained at a minimum monthly mean temperature of 64 F (18 C). Materials used below grade for the purpose of insulating footings against frost shall be labeled as complying with ASTM C 578. R Foundations adjoining frost protected shallow foundations. Foundations that adjoin frost protected shallow foundations shall be protected from frost in accordance with Section R R Attachment to unheated slab-on-ground structure. Vertical wall insulation and horizontal insulation of frost protected shallow foundations that adjoin a slab-on-ground foundation that does not have a monthly mean temperature maintained at a minimum of 64 F (18 C), shall be in accordance with Figure R403.3(3) and Table R Vertical wall insulation shall extend between the frost protected shallow foundation and the adjoining slab foundation. Required horizontal insulation shall be continuous under the adjoining slab foundation and through any foundation walls adjoining the frost protected shallow foundation. Where insulation passes through a foundation wall, it shall either be of a type complying with this section and having bearing capacity equal to or greater than the structural loads imposed by the building, or the building shall be designed and constructed using beams, lintels, cantilevers or other means of transferring building loads such that the structural loads of the building do not bear on the insulation. R Attachment to heated structure. Where a frost protected shallow foundation abuts a structure that has a monthly mean temperature maintained at a minimum of 64 F (18 C), horizontal insulation and vertical wall insulation shall not be required between the frost protected shallow foundation and the adjoining structure. Where the frost protected shallow foundation abuts the heated structure, the horizontal insulation and vertical wall insulation shall extend along the adjoining foundation in accordance with Figure R403.3(4) a distance of not less than Dimension A in Table R Exception: Where the frost protected shallow foundation abuts the heated structure to form an inside corner, vertical insulation extending along the adjoining foundation is not required. R Protection of horizontal insulation below ground. Horizontal insulation placed less than 12 inches (305 mm) below the ground surface or that portion of horizontal insulation extending outward more than 24 inches (610 mm) from the foundation edge shall be protected against damage by use of a concrete slab or asphalt paving on the ground surface directly above the insulation or by cementitious board, plywood rated for below-ground use, or other approved materials placed below ground, directly above the top surface of the insulation. R Drainage. Final grade shall be sloped in accordance with Section R In other than Group I Soils, as detailed in Table R405.1, gravel or crushed stone beneath horizontal insulation below ground shall drain to daylight or into an approved sewer system. R Termite damage. The use of foam plastic in areas of very heavy termite infestation probability shall be in accordance with Section R FIGURE R403.3(4) INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS ADJACENT TO HEATED STRUCTURE 2006 INTERNATIONAL RESIDENTIAL CODE 77

72 FOUNDATIONS SECTION R404 FOUNDATION AND RETAINING WALLS R404.1 Concrete and masonry foundation walls. Concrete and masonry foundation walls shall be selected and constructed in accordance with the provisions of Section R404 or in accordance with ACI 318, ACI 332, NCMA TR68 A or ACI 530/ASCE 5/TMS 402 or other approved structural standards. When ACI 318, ACI 332 or ACI 530/ASCE 5/TMS 402 or the provisions of Section R404 are used to design concrete or masonry foundation walls, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority. Foundation walls that meet all of the following shall be considered laterally supported: 1. Full basement floor shall be 3.5 inches (89 mm) thick concrete slab poured tight against the bottom of the foundation wall. 2. Floor joists and blocking shall be connected to the sill plate at the top of wall by the prescriptive method called out in Table R404.1(1), or; shall be connected with an approved connector with listed capacity meeting Table R404.1(1). 3. Bolt spacing for the sill plate shall be no greater than per Table R404.1(2). 4. Floor shall be blocked perpendicular to the floor joists. Blocking shall be full depth within two joist spaces of the MAXIMUM WALL HEIGHT (feet) TABLE R404.1(1) TOP REACTIONS AND PRESCRIPTIVE SUPPORT FOR FOUNDATION WALLS a MAXIMUM UNBALANCED BACKFILL HEIGHT (feet) GW, GP, SW and SP soils 45.7 A 89.3 A B C 40.0 A 78.1 A B B C 35.6 A 69.4 A B B C C HORIZONTAL REACTION TO TOP (plf) Soil Classes (Letter indicates connection types b ) GM, GC, SM-SC and ML soils SC, MH, ML-CL and inorganic CL soils For SI: 1 foot = mm, 1 pound = kg, 1 plf = pounds per linear foot = kg/m. a. Loads are pounds per linear foot of wall. Prescriptive options are limited to maximum joist and blocking spacing of 24 inches on center. b. Prescriptive Support Requirements: Type Joist/blocking Attachment Requirement A 3-8d per joist per Table R602.3(1). B 1-20 gage angle clip each joist with 5-8d per leg. C 1-1 / 4 -inch thick steel angle. Horizontal leg attached to sill bolt adjacent to joist/blocking, vertical leg attached to joist/blocking with 1 / 2 -inch minimum diameter bolt. D 2-1 / 4 -inch thick steel, angles, one on each side of joist/blocking. Attach each angle to adjacent sill bolt through horizontal leg. Bolt to joist/blocking with 1 / 2 -inch minimum diameter bolt common to both angles INTERNATIONAL RESIDENTIAL CODE 68.6 A B C C 60.0 A B B C C 53.3 A B B C C D 91.4 A B C D 80.0 A B C C D 71.1 A B C C D D

73 FOUNDATIONS MAXIMUM WALL HEIGHT (feet) 7 8 TABLE R404.1(2) MAXIMUM PLATE ANCHOR-BOLT SPACING FOR SUPPORTED FOUNDATION WALL a MAXIMUM UNBALANCED BACKFILL HEIGHT (feet) inch = 25.4 mm, 1 foot = mm. GW, GP, SW and SP soils ANCHOR BOLT SPACING (inches) Soil Classes GM, GC, SM-SC and ML soils SC, MH, ML-CL and inorganic CL soils For SI: a. Spacing is based on 1 / 2 -inch diameter anchor bolts. For 5 / 8 -inch diameter anchor bolts, spacing may be multiplied by 1.27, with a maximum spacing of 72 inches foundation wall, and be flat-blocked with minimum 2-inch by 4-inch (51 mm by 102 mm) blocking elsewhere. 5. Where foundation walls support unbalanced load on opposite sides of the building, such as a daylight basement, the building aspect ratio, L/W, shall not exceed the value specified in Table R404.1(3). For such foundation walls, the rim board shall be attached to the sill with a 20 gage metal angle clip at 24 inches (610 mm) on center, with five 8d nails per leg, or an approved connector supplying 230 pounds per linear foot (3.36 kn/m) capacity. R Masonry foundation walls. Concrete masonry and clay masonry foundation walls shall be constructed as set forth in Table R (1), R (2), R (3) or R (4) and shall also comply with the provisions of Section R404 and the applicable provisions of Sections R606, R607 and R608. In Seismic Design Categories D 0,D 1 and D 2, concrete masonry and clay masonry foundation walls shall also comply with Section R Rubble stone masonry foundation walls shall be constructed in accordance with Sections R and R Rubble stone masonry walls shall not be used in Seismic Design Categories D 0, D 1 and D 2. R Concrete foundation walls. Concrete foundation walls shall be constructed as set forth in Table R (5) and shall also comply with the provisions of Section R404 and the applicable provisions of Section R In Seismic Design Categories D 0,D 1 and D 2, concrete foundation walls shall also comply with Section R R Design required. Concrete or masonry foundation walls shall be designed in accordance with accepted engineering practice when either of the following conditions exists: 1. Walls are subject to hydrostatic pressure from groundwater. 2. Walls supporting more than 48 inches (1219 mm) of unbalanced backfill that do not have permanent lateral support at the top or bottom. R Seismic Design Categories D 0,D 1 and D 2. In addition to the requirements of Tables R (1) and R (5), plain concrete and plain masonry foundation walls located in Seismic Design Categories D 0,D 1 and D 2,as established in Table R301.2(1), shall comply with the following. 1. Wall height shall not exceed 8 feet (2438 mm). 2. Unbalanced backfill height shall not exceed 4 feet (1219 mm). 3. Minimum reinforcement for plain concrete foundation walls shall consist of one No. 4 (No. 13) horizontal bar located in the upper 12 inches (305 mm) of the wall. 4. Minimum thickness for plain concrete foundation walls shall be 7.5 inches (191 mm) except that 6 inches (152 mm) is permitted when the maximum height is 4 feet, 6 inches (1372 mm). 5. Minimum nominal thickness for plain masonry foundation walls shall be 8 inches (203 mm). 6. Masonry stem walls shall have a minimum vertical reinforcement of one No. 3 (No. 10) bar located a maximum of 4 feet (1220 mm) on center in grouted cells. Vertical reinforcement shall be tied to the horizontal reinforcement in the footings. Foundation walls located in Seismic Design Categories D 0,D 1 and D 2, as established in Table R301.2(1), supporting more than 4 feet (1219 mm) of unbalanced backfill or exceeding 8 feet (2438 mm) in height shall be constructed in accordance with Table R (2), R (3) or R (4) for masonry, or Table R (5) for con INTERNATIONAL RESIDENTIAL CODE 79

74 FOUNDATIONS TABLE R404.1(3) MAXIMUM ASPECT RATIO, L/W FOR UNBALANCED FOUNDATIONS SOIL CLASSES MAXIMUM WALL HEIGHT (feet) MAXIMUM UNBALANCED BACKFILL HEIGHT (feet) GW, GP, SW and SP soils GM, GC, SM-SC and ML soils SC, MH, ML-CL and inorganic CL soils For SI: 1 foot = mm. crete. Where Table R (5) permits plain concrete walls, not less than No. 4 (No. 13) vertical bars at a spacing not exceeding 48 inches (1219 mm) shall be provided. Insulating concrete form foundation walls shall be reinforced as required in Table R404.4(1), R404.4(2), R404.4(3), R404.4(4) or R404.4(5). Where no vertical reinforcement is required by Table R404.4(2), R404.4(3) or R404.4(4) there shall be a minimum of one No. 4 (No. 13) bar at 48 inches (1220 mm) on center. All concrete and masonry foundation walls shall have two No. 4 (No. 13) horizontal bars located in the upper 12 inches (305 mm) of the wall. R Foundation wall thickness based on walls supported. The thickness of concrete and masonry foundation walls shall not be less than the thickness of the wall supported, except that foundation walls of at least 8-inch (203 mm) nominal thickness shall be permitted under brickveneered frame walls and under 10-inch-wide (254 mm) cavity walls where the total height of the wall supported, including gables, is not more than 20 feet (6096 mm), provided the requirements of Sections R and R are met. R Pier and curtain wall foundations. Use of Pier and curtain wall foundations shall be permitted to support light-frame construction not more than two stories in height, provided the following requirements are met: 1. All load-bearing walls shall be placed on continuous concrete footings placed integrally with the exterior wall footings. 2. The minimum actual thickness of a load-bearing masonry wall shall be not less than 4 inches (102 mm) nominal or 3 3 / 8 inches (92 mm) actual thickness, and shall be bonded integrally with piers spaced in accordance with Section R Piers shall be constructed in accordance with Section R606.6 and Section R , and shall be bonded into the load-bearing masonry wall in accordance with Section R or Section R The maximum height of a 4-inch (102 mm) load-bearing masonry foundation wall supporting INTERNATIONAL RESIDENTIAL CODE

75 FOUNDATIONS MAXIMUM WALL HEIGHT (feet) MAXIMUM UNBALANCED BACKFILL HEIGHT c (feet) TABLE R (1) PLAIN MASONRY FOUNDATION WALLS PLAIN MASONRY a MINIMUM NOMINAL WALL THICKNESS (inches) Soil classes b GW, GP, SW and SP 6 solid d or 8 6 solid d or 8 6 solid d or 8 6 solid d or solid d or 8 6 solid d or solid d or 8 6 solid d or solid d 6 solid d or solid d Footnote e GM, GC, SM, SM-SC and ML 6 solid d or solid d or solid d 6 solid d or solid d 12 solid d 6 solid d or solid d Footnote e Footnote e SC, MH, ML-CL and inorganic CL 6 solid d or solid d or solid d 12 solid d solid d Footnote e Footnote e solid d Footnote e Footnote e Footnote e For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square inch = Pa. a. Mortar shall be Type M or S and masonry shall be laid in running bond. Ungrouted hollow masonry units are permitted except where otherwise indicated. b. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R c. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundation wall, measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted. d. Solid grouted hollow units or solid masonry units. e. Wall construction shall be in accordance with Table R (2) or a design shall be provided. wood-frame walls and floors shall not be more than 4 feet (1219 mm). 5. Anchorage shall be in accordance with Section R , Figure R (1), or as specified by engineered design accepted by the building official. 6. The unbalanced fill for 4-inch (102 mm) foundation walls shall not exceed 24 inches (610 mm) for solid masonry or 12 inches (305 mm) for hollow masonry. 7. In Seismic Design Categories D 0,D 1 and D 2,prescriptive reinforcement shall be provided in the horizontal and vertical direction. Provide minimum horizontal joint reinforcement of two No.9 gage wires spaced not less than 6 inches (152 mm) or one 1 / 4 inch (6.4 mm) diameter wire at 10 inches (254 mm) on center vertically. Provide minimum vertical reinforcement of one No. 4 bar at 48 inches (1220 mm) on center horizontally grouted in place. R Height above finished grade. Concrete and masonry foundation walls shall extend above the finished grade adjacent to the foundation at all points a minimum of 4 inches (102 mm) where masonry veneer is used and a minimum of 6 inches (152 mm) elsewhere. R Backfill placement. Backfill shall not be placed against the wall until the wall has sufficient strength and has been anchored to the floor above, or has been sufficiently braced to prevent damage by the backfill. Exception: Bracing is not required for walls supporting less than 4 feet (1219 mm) of unbalanced backfill. R Rubble stone masonry. Rubble stone masonry foundation walls shall have a minimum thickness of 16 inches (406 mm), shall not support an unbalanced backfill exceeding 8 feet (2438 mm) in height, shall not support a soil pressure greater than 30 pounds per square foot per foot (4.71 kpa/m), and shall not be constructed in Seismic Design Categories D 0,D 1,D 2 or townhouses in Seismic Design Category C, as established in Figure R301.2(2) INTERNATIONAL RESIDENTIAL CODE 81

76 FOUNDATIONS WALL HEIGHT 6 feet 8 inches 7 feet 4 inches 8 feet 8 feet 8 inches 9 feet 4 inches 10 feet HEIGHT OF UNBALANCED BACKFILL e 4 feet (or less) 5 feet 6 feet 8 inches 4 feet (or less) 5 feet 6 feet 7 feet 4 inches 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 8 inches 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 9 feet 4 inches 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 9 feet 10 feet TABLE R (2) 8-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d > 5 INCHES a GW, GP, SW and SP soils 30 #4 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #5 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 48 o.c. #6 at 40 o.c. #4 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 48 o.c. #6 at 40 o.c. #6 at 32 o.c. MINIMUM VERTICAL REINFORCEMENT b,c Soil classes and lateral soil load d (psf per foot below grade) GM, GC, SM, SM-SC and ML soils 45 #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 48 o.c. #6 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 48 o.c. #6 at 32 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 48 o.c. #6 at 40 o.c. #6 at 24 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 48 o.c. #6 at 32 o.c. #6 at 24 o.c. #6 at 16 o.c. SC, ML-CL and inorganic CL soils 60 #4 at 48 o.c. #4 at 48 o.c. #6 at 48 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 40 o.c. #4 at 48 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 40 o.c. #6 at 32 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 48 o.c. #6 at 40 o.c. #6 at 24 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 48 o.c. #6 at 40 o.c. #6 at 24 o.c. #6 at 16 o.c. #4 at 48 o.c. #5 at 48 o.c. #6 at 48 o.c. #6 at 32 o.c. #6 at 24 o.c. #6 at 16 o.c. #6 at 16 o.c. For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square foot per foot = kpa/mm. a. Mortar shall be Type M or S and masonry shall be laid in running bond. b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the spacing of the reinforcement does not exceed 72 inches. c. Vertical reinforcement shall be Grade 60 minimum. The distance from the face of the soil side of the wall to the center of vertical reinforcement shall be at least 5 inches. d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer to Table R e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundationwall, measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted. R404.2 Wood foundation walls. Wood foundation walls shall be constructed in accordance with the provisions of Sections R through R and with the details shown in Figures R403.1(2) and R403.1(3). R Identification. All load-bearing lumber shall be identified by the grade mark of a lumber grading or inspection agency which has been approved by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certificate of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted. Wood structural panels shall conform to DOC PS 1 or DOC PS 2 and shall be identified by a grade mark or certificate of inspection issued by an approved agency. R Stud size. The studs used in foundation walls shall be 2-inch by 6-inch (51 mm by 152 mm) members. When spaced 16 inches (406 mm) on center, a wood species with an F b value of not less than 1,250 pounds per square inch (8612 kpa) as listed in AF&PA/NDS shall be used. When spaced 12 inches (305 mm) on center, an F b of not less than 875 psi (6029 kpa) shall be required. R Height of backfill. For wood foundations that are not designed and installed in accordance with AF&PA Report INTERNATIONAL RESIDENTIAL CODE

77 FOUNDATIONS No.7, the height of backfill against a foundation wall shall not exceed 4 feet (1219 mm). When the height of fill is more than 12 inches (305 mm) above the interior grade of a crawl space or floor of a basement, the thickness of the plywood sheathing shall meet the requirements of Table R R Backfilling. Wood foundation walls shall not be backfilled until the basement floor and first floor have been constructed or the walls have been braced. For crawl space construction, backfill or bracing shall be installed on the interior of the walls prior to placing backfill on the exterior. R Drainage and dampproofing. Wood foundation basements shall be drained and dampproofed in accordance with Sections R405 and R406, respectively. R Fastening. Wood structural panel foundation wall sheathing shall be attached to framing in accordance with Table R602.3(1) and Section R R404.3 Wood sill plates. Wood sill plates shall be a minimum of 2-inch by 4-inch (51 mm by 102 mm) nominal lumber. Sill plate anchorage shall be in accordance with Sections R and R WALL HEIGHT 6 feet 8 inches 7 feet 4 inches 8 feet 8 feet 8 inches 9 feet 4 inches 10 feet HEIGHT OF UNBALANCED BACKFILL e 4 feet (or less) 5 feet 6 feet 8 inches 4 feet (or less) 5 feet 6 feet 7 feet 4 inches 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 8 inches 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 9 feet 4 inches 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 9 feet 10 feet TABLE R (3) 10-INCH FOUNDATION WALLS WITH REINFORCING WHERE d > 6.75 INCHES a GW, GP, SW and SP soils 30 #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #6 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #5 at 56 o.c. #6 at 56 o.c. #6 at 48 o.c. MINIMUM VERTICAL REINFORCEMENT b, c Soil classes and later soil load d (psf per foot below grade) GM, GC, SM, SM-SC and ML soils 45 #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #6 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #6 at 48 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #5 at 56 o.c. #6 at 56 o.c. #6 at 40 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #6 at 56 o.c. #6 at 48 o.c. #6 at 40 o.c. #6 at 32 o.c. SC, MH, ML-CL and inorganic CL soils 60 #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #6 at 56 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #6 at 56 o.c. #6 at 48 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #6 at 56 o.c. #6 at 32 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #6 at 56 o.c. #6 at 40 o.c. #6 at 24 o.c. #4 at 56 o.c. #4 at 56 o.c. #5 at 56 o.c. #6 at 48 o.c. #6 at 40 o.c. #6 at 24 o.c. #6 at 24 o.c. For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square foot per foot = kpa/mm. a. Mortar shall be Type M or S and masonry shall be laid in running bond. b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the spacing of the reinforcement does not exceed 72 inches. c. Vertical reinforcement shall be Grade 60 minimum. The distance from the face of the soil side of the wall to the center of vertical reinforcement shall be at least 6.75 inches. d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer to Table R e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundation wall, measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted INTERNATIONAL RESIDENTIAL CODE 83

78 FOUNDATIONS WALL HEIGHT 6 feet 8 inches 7 feet 4 inches 8 feet 8 feet 8 inches 9 feet 4 inches 10 feet HEIGHT OF UNBALANCED BACKFILL e 4 feet (or less) 5 feet 6 feet 8 inches 4 feet (or less) 5 feet 6 feet 7 feet 4 inches 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 8 inches 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 9 feet 4 inches 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 9 feet 10 feet TABLE R (4) 12-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d > 8.75 INCHES a GW, GP, SW and SP soils 30 #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #6 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #6 at 72 o.c. #6 at 64 o.c. MINIMUM VERTICAL REINFORCEMENT b, c Soil classes and lateral soil load d (psf per foot below grade) GM, GC, SM, SM-SC and ML soils 45 #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #6 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #7 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #5 at 72 o.c. #6 at 72 o.c. #6 at 48 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #6 at 72 o.c. #6 at 72 o.c. #6 at 56 o.c. #6 at 40 o.c. SC, ML-CL and inorganic CL soils 60 #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #6 at 72 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #6 at 72 o.c. #6 at 64 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #6 at 72 o.c. #6 at 48 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #6 at 72 o.c. #6 at 56 o.c. #6 at 40 o.c. #4 at 72 o.c. #4 at 72 o.c. #5 at 72 o.c. #6 at 72 o.c. #6 at 48 o.c. #6 at 40 o.c. #6 at 32 o.c. For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square foot per foot = kpa/mm. a. Mortar shall be Type M or S and masonry shall be laid in running bond. b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the spacing of the reinforcement does not exceed 72 inches. c. Vertical reinforcement shall be Grade 60 minimum. The distance from the face of the soil side of the wall to the center of vertical reinforcement shall be at least 8.75 inches. d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer to Table R e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground levels. Where an interior concrete slab-on-grade is provided and in contact with the interior surface of the foundation wall, measurement of the unbalanced backfill height is permitted to be measured from the exterior finish ground level to the top of the interior concrete slab is permitted. R404.4 Insulating concrete form foundation walls. Insulating concrete form (ICF) foundation walls shall be designed and constructed in accordance with the provisions of this section or in accordance with the provisions of ACI 318. When ACI 318 or the provisions of this section are used to design insulating concrete form foundation walls, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design unless otherwise required by the state law of the jurisdiction having authority. R Applicability limits. The provisions of this section shall apply to the construction of insulating concrete form foundation walls for buildings not more than 60 feet ( mm) in plan dimensions, and floors not more than 32 feet (9754 mm) or roofs not more than 40 feet ( mm) in clear span. Buildings shall not exceed two stories in height above grade with each story not more than 10 feet (3048 mm) high. Foundation walls constructed in accordance with the provisions of this section shall be limited to buildings subjected to a maximum ground snow load of 70 psf (3.35 kn/m 2 ) and located in Seismic Design Category A, B or C. In Seismic Design Categories D 0,D 1 and D 2, foundation walls shall comply with Section R Insulating concrete form foundation walls supporting above-grade concrete walls shall be reinforced as required for the above INTERNATIONAL RESIDENTIAL CODE

79 FOUNDATIONS MAXIMUM WALL HEIGHT (feet) MAXIMUM UNBALANCED BACKFILL HEIGHT b (feet) GW, GP, SW and SP 30 TABLE R (5) h, i, j, k CONCRETE FOUNDATION WALLS c, d, e, f, l MINIMUM VERTICAL REINFORCEMENT SIZE AND SPACING Soil classes a and design lateral soil (psf per foot of depth) GM, GC, SM, SM-SC and ML 45 Minimum wall thickness (inches) SC, ML-CL and inorganic CL PC PC PC PC PC PC PC PC PC PC PC PC 5 PC PC PC PC PC PC PC PC PC PC PC PC 4 PC PC PC PC PC PC PC PC PC PC PC PC 5 PC PC PC PC PC PC g PC PC #4@35 PC g PC PC 6 PC PC PC PC #5@48 PC PC PC #5@36 PC PC PC 4 PC PC PC PC PC PC PC PC PC PC PC PC 5 PC PC PC PC PC PC PC PC #5@47 PC PC PC 6 PC PC PC PC #5@42 PC PC PC #6@43 #5@48 PC g PC 7 #5@46 PC PC PC #6@42 #5@46 PC g PC #6@34 #6@48 PC PC 4 PC PC PC PC PC PC PC PC PC PC PC PC 5 PC PC PC PC #4@38 PC g PC PC #5@43 PC PC PC 6 #4@37 PC g PC PC #5@37 PC PC PC #6@37 #5@43 PC g PC 7 #5@40 PC PC PC #6@37 #5@41 PC PC #6@34 #6@43 PC PC 8 #6@43 #5@47 PC g PC #6@34 #6@43 PC PC #6@27 #6@32 #6@44 PC 4 PC PC PC PC PC PC PC PC PC PC PC PC 5 PC PC PC PC #4@35 PC g PC PC #5@40 PC PC e PC 6 #4@34 PC g PC PC #6@48 PC PC PC #6@36 #5@39 PC g PC 7 #5@36 PC PC PC #6@34 #5@37 PC PC #6@33 #6@38 #5@37 PC g 8 #6@38 #5@41 PC g PC #6@33 #6@38 #5@37 PC g #6@24 #7@39 #6@39 #4@48 h 9 #6@34 #6@46 PC PC #6@26 #7@41 #6@41 PC #6@19 #7@31 #7@41 #6@39 4 PC PC PC PC PC PC PC PC PC PC PC PC 5 PC PC PC PC #4@33 PC g PC PC #5@38 PC PC PC 6 #5@48 PC g PC PC #6@45 PC PC PC #6@34 #5@37 PC PC 7 #6@47 PC PC PC #6@34 #6@48 PC PC #6@30 #6@35 #6@48 PC g 8 #6@34 #5@38 PC PC #6@30 #7@47 #6@47 PC g #6@22 #7@35 #7@48 #6@45 h 9 #6@34 #6@41 #4@48 PC g #6@23 #7@37 #7@48 #4@48 h DR #6@22 #7@37 #7@47 10 #6@28 #7@45 #6@45 PC DR #7@31 #7@40 #6@38 DR #6@22 #7@30 #7@38 For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square foot = kpa; 1 pound per square foot per foot = kpa/mm. a. Soil classes are in accordance with the United Soil Classification System. Refer to Table R405.1 b. Unbalanced backfill height is the difference in height of the exterior and interior finish ground levels. Where there is an interior concrete slab, the unbalanced backfill height shall be measured from the exterior finish ground level to the top of the interior concrete slab. c. The size and spacing of vertical reinforcement shown in the table is based on the use of reinforcement with a minimum yield strength of 60,000 psi. Vertical reinforcement with a minimum yield strength of 40,000 psi or 50,000 psi is permitted, provided the same size bar is used and the spacing shown in the table is reduced by multiplying the spacing by 0.67 or 0.83, respectively. d. Vertical reinforcement, when required, shall be placed nearest the inside face of the wall a distance d from the outside face (soil side) of the wall. The distance d is equal to the wall thickness, t, minus 1.25 inches plus one-half the bar diameter, db (d = t - ( db/2). The reinforcement shall be placed within a tolerance of ± 3 / 8 inch where d is less than or equal to 8 inches, or ± 1 / 2 inch where d is greater than 8 inches. e. In lieu of the reinforcement shown, smaller reinforcing bar sizes and closer spacings resulting in an equivalent cross-sectional area of reinforcement per linear foot of wall are permitted. f. Concrete cover for reinforcement measured from the inside face of the wall shall not be less than 3 / 4 inch. Concrete cover for reinforcement measured from the outside face of the wall shall not be less than 1 1 / 2 inches for No. 5 bars and smaller, and not less than 2 inches for larger bars. g. The minimum thickness is permitted to be reduced 2 inches, provided the minimum specified compressive strength of concrete f c, is 4,000 psi. (continued) 2006 INTERNATIONAL RESIDENTIAL CODE 85

80 FOUNDATIONS TABLE R (5) continued h, I, j, k CONCRETE FOUNDATION WALLS h. A plain concrete wall with a minimum thickness of 11.5 inches is permitted, provided minimum specified compressive strength of concrete, f c, is 3,500 psi. i. Concrete shall have a specified compressive strength of not less than 2,500 psi at 28 days, unless a higher strength is required by note g or h. j. DR means design is required in accordance with ACI 318 or ACI 332. k. PC means plain concrete. l. Where vertical reinforcement is required, horizontal reinforcement shall be provided in accordance with the requirements of Section R for ICF foundation walls. grade wall immediately above or the requirements in Tables R404.4(1), R404.4(2), R404.4(3), R404.4(4) or R404.4(5), whichever is greater. R Flat insulating concrete form wall systems. Flat ICF wall systems shall comply with Figure R611.3, shall have a minimum concrete thickness of 5.5 inches (140 mm), and shall have reinforcement in accordance with Table R404.4(1), R404.4(2) or R404.4(3). Alternatively, for 7.5-inch (191 mm) and 9.5-inch (241 mm) flat ICF wall systems, use of Table R (5) shall be permitted, provided the vertical reinforcement is of the grade and located within the wall as required by that table. R Waffle-grid insulating concrete form wall systems. Waffle-grid wall systems shall have a minimum nominal concrete thickness of 6 inches (152 mm) for the horizontal and vertical concrete members (cores) and shall be reinforced in accordance with Table R404.4(4). The minimum core dimension shall comply with Table R611.2 and Figure R R Screen-grid insulating concrete form wall systems. Screen-grid ICF wall systems shall have a minimum nominal concrete thickness of 6 inches (152 mm) for the horizontal and vertical concrete members (cores). The minimum core dimensions shall comply with Table R611.2 and Figure R Walls shall have reinforcement in accordance with Table R404.4(5). R Concrete material. Ready-mixed concrete for insulating concrete form walls shall be in accordance with Section R Maximum slump shall not be greater than 6 inches (152 mm) as determined in accordance with ASTM C 143. Maximum aggregate size shall not be larger than 3 / 4 inch (19.1 mm). Exception: Concrete mixes conforming to the ICF manufacturer s recommendations. R Reinforcing steel. R General. Reinforcing steel shall meet the requirements of ASTM A 615, A 706 or A 996. The minimum yield strength of reinforcing steel shall be 40,000 psi (Grade 40) (276 MPa). Vertical and horizontal wall reinforcements shall be placed no closer to the outside face of the wall than one-half the wall thickness. Steel reinforcement for foundation walls shall have concrete cover in accordance with ACI 318. Exception: Where insulated concrete forms are used and the form remains in place as cover for the concrete, the minimum concrete cover for the reinforcing steel is permitted to be reduced to 3 / 4 inch (19.1 mm). R Horizontal reinforcement. When vertical reinforcement is required, ICF foundation walls shall have horizontal reinforcement in accordance with this section. ICF foundation walls up to 8 feet (2438 mm) in height shall have a minimum of one continuous No. 4 horizontal reinforcing bar placed at 48 inches (1219 mm) on center with one bar located within 12 inches (305 mm) of the top of the wall story. ICF Foundation walls greater than 8 feet (2438 mm) in height shall have a minimum of one continuous No. 4 horizontal reinforcing bar placed at 36 inches (914 mm) on center with one bar located within 12 inches (305 mm) of the top of the wall story. R Wall openings. Vertical wall reinforcement required by Section R , R or R that is interrupted by wall openings shall have additional vertical reinforcement of the same size placed within 12 inches (305 mm) of each side of the opening. R Foam plastic insulation. Foam plastic insulation in insulating concrete foam construction shall comply with this section. R Material. Insulating concrete form material shall meet the surface burning characteristics of Section R A thermal barrier shall be provided on the building interior in accordance with Section R R Termite hazards. In areas where hazard of termite damage is very heavy in accordance with Figure R301.2(6), foam plastic insulation shall be permitted below grade on foundation walls in accordance with one of the following conditions: 1. When in addition to the requirements in Section R320.1, an approved method of protecting the foam plastic and structure from subterranean termite damage is provided. 2. The structural members of walls, floors, ceilings and roofs are entirely of noncombustible materials or pressure preservatively treated wood. 3. On the interior side of basement walls. R Foundation wall thickness based on walls supported. The thickness of ICF foundation walls shall not be less than the thickness of the wall supported above. R Height above finished ground. ICF foundation walls shall extend above the finished ground adjacent to the foundation at all points a minimum of 4 inches (102 mm) where masonry veneer is used and a minimum of 6 inches (152 mm) elsewhere INTERNATIONAL RESIDENTIAL CODE

81 FOUNDATIONS For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 degree = rad. FIGURE R (1) FOUNDATION WALL CLAY MASONRY CURTAIN WALL WITH CONCRETE MASONRY PIERS 2006 INTERNATIONAL RESIDENTIAL CODE 87

82 FOUNDATIONS HEIGHT OF FILL (inches) STUD SPACING (inches) TABLE R PLYWOOD GRADE AND THICKNESS FOR WOOD FOUNDATION CONSTRUCTION (30 pcf equivalent-fluid weight soil pressure) Grade a FACE GRAIN ACROSS STUDS Minimum thickness (inches) Span rating Grade a FACE GRAIN PARALLEL TO STUDS Minimum thickness (inches) b,c Span rating 12 B 15 / 32 32/16 A 15 / 32 32/16 24 B 15 / c 32 32/16 16 B 15 / 32 32/16 A 15 / c 32 32/16 B 19 / c 32 (4, 5 ply) 40/20 12 B 15 / 32 32/16 A 15 / 32 32/16 B 15 / c 32 (4, 5 ply) 32/16 36 B 19 / 32 (4, 5 ply) 40/20 16 B 15 / c 32 32/16 A 19 / 32 40/20 B 23 / 32 48/24 12 B 15 / 32 32/16 A 15 / c 32 32/16 19 B / c 32 (4, 5 ply) 40/ A / c 16 B 32 40/20 / 32 40/20 A 23 / 32 48/24 For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per cubic foot = kn/m 3. a. Plywood shall be of the following minimum grades in accordance with DOC PS 1 or DOC PS 2: 1. DOC PS 1 Plywood grades marked: 1.1. Structural I C-D (Exposure 1) 1.2. C-D (Exposure 1) 2. DOC PS 2 Plywood grades marked: 2.1. Structural I Sheathing (Exposure 1) 2.2. Sheathing (Exposure 1) 3. Where a major portion of the wall is exposed above ground and a better appearance is desired, the following plywood grades marked exterior are suitable: 3.1. Structural I A-C, Structural I B-C or Structural I C-C (Plugged) in accordance with DOC PS A-C Group 1, B-C Group 1, C-C (Plugged) Group 1 or MDO Group 1 in accordance with DOC PS Single Floor in accordance with DOC PS 1 or DOC PS 2 b. Minimum thickness 15 / 32 inch, except crawl space sheathing may be 3 / 8 inch for face grain across studs 16 inches on center and maximum 2-foot depth of unequal fill. c. For this fill height, thickness and grade combination, panels that are continuous over less than three spans (across less than three stud spacings) require blocking 16 inches above the bottom plate. Offset adjacent blocks and fasten through studs with two 16d corrosion-resistant nails at each end. R Backfill placement. Backfill shall be placed in accordance with Section R R Drainage and dampproofing/waterproofing. ICF foundation basements shall be drained and dampproofed/waterproofed in accordance with Sections R405 and R406. R404.5 Retaining walls. Retaining walls that are not laterally supported at the top and that retain in excess of 24 inches (610 mm) of unbalanced fill shall be designed to ensure stability against overturning, sliding, excessive foundation pressure and water uplift. Retaining walls shall be designed for a safety factor of 1.5 against lateral sliding and overturning. SECTION R405 FOUNDATION DRAINAGE R405.1 Concrete or masonry foundations. Drains shall be provided around all concrete or masonry foundations that retain earth and enclose habitable or usable spaces located below grade. Drainage tiles, gravel or crushed stone drains, perforated pipe or other approved systems or materials shall be installed at or below the area to be protected and shall discharge by gravity or mechanical means into an approved drainage system. Gravel or crushed stone drains shall extend at least 1 foot (305 mm) beyond the outside edge of the footing and 6 inches (152 mm) above the top of the footing and be covered with an approved filter membrane material. The top of open joints of drain tiles shall be protected with strips of building paper, and the drainage tiles or perforated pipe shall be placed on a minimum of 2 inches (51 mm) of washed gravel or crushed rock at least one sieve size INTERNATIONAL RESIDENTIAL CODE

83 FOUNDATIONS HEIGHT OF BASEMENT WALL (feet) TABLE R404.4(1) a, b, c, d 5.5-INCH THICK FLAT ICF FOUNDATION WALLS MAXIMUM UNBALANCED BACKFILL HEIGHT e (feet) MINIMUM VERTICAL REINFORCEMENT SIZE AND SPACING Soil classes f and design lateral soil load (psf per foot of depth) GW, GP, SW and SP 30 GM, GC, SM, SM-SC and ML 45 SC, ML-CL and inorganic CL 60 4 #4@48 #4@48 #4@48 5 #4@ #3@12 ; #4@22 ; #5@30 #3@8 ; #4@14 ; #5@22 ; #6@26 #3@12 ; #4@22 ; #5@32 #3@8 ; #4@14 ; #5@20 ; #6@24 #3@5 ; #4@10 ; #5@14 ; #6@18 #3@8 ; #4@14 ; #5@20 ; #6@26 #3@6 ; #4@10 : #5@14 ; #6@20 #3@4 ; #4@6 ; #5@10 ; #6@14 4 #4@48 #4@48 #4@48 5 #4@ #3@10 ; #4@20 ; #5@28 ; #6@34 #3@8 ; #4@14 ; #5@20 ; #6@22 #3@6 ; #4@10 ; #5@14 ; #6@16 #3@12 ; #4@20 ; #5@28 ; #6@36 #3@6 ; #4@12 ; #5@18 ; #6@20 #4@8 ; #5@12 ; #6@16 #4@6 ; #5@10 ; #6@12 #3@8 ; #4@14 ; #5@20 ; #6@22 #4@8 ; #5@14 ; #6@16 #4@6 ; #5@10 ; #6@12 #4@4 ; #5@6 ; #6@8 4 #4@48 #4@48 #4@48 5 #4@ #3@10 ; #4@18 ; #5@24 ; #6@30 #3@6 ; #4@12 ; #5@16 ; #6@18 #3@10 ; #4@18 ; #5@26 ; #6@30 #3@6 ; #4@12 ; #5@16 ; #6@18 #3@4 ; #4@8 ; #5@12 #3@6 ; #4@14 ; #5@18 ; #6@20 #3@4 ; #4@8 ; #5@12 ; #6@14 #4@6 ; #5@8 ; #6@10 8 #4@8 ; #5@12 ; #6@14 #4@6 ; #5@8 ; #6@12 #4@4 ; #5@6 ; #6@8 9 #4@6 ; #5@10 ; #6@12 #4@4 ; #5@6 ; #6@8 #5@4 ; #6@6 For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square inch = kpa, 1 pound per square foot = kpa. a. This table is based on concrete with a minimum specified concrete strength of 2500 psi, reinforcing steel with a minimum yield strength of 40,000 psi. When reinforcing steel with a minimum yield strength of 60,000 psi is used, the spacing of the reinforcement shall be increased to 1.5 times the spacing value in the table but in no case greater than 48 inches on center. b. This table is not intended to prohibit the use of an ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. c. Deflection criteria: L/240. d. Interpolation between rebar sizes and spacing is not permitted. e. Unbalanced backfill height is the difference in height of the exterior and interior finished ground. Where an interior concrete slab is provided, the unbalanced backfill height shall be measured from the exterior finished ground level to the top of the interior concrete slab. f. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R larger than the tile joint opening or perforation and covered with not less than 6 inches (152 mm) of the same material. Exception: A drainage system is not required when the foundation is installed on well-drained ground or sand-gravel mixture soils according to the Unified Soil Classification System, Group I Soils, as detailed in Table R R405.2 Wood foundations. Wood foundations enclosing habitable or usable spaces located below grade shall be adequately drained in accordance with Sections R through R R Base. A porous layer of gravel, crushed stone or coarse sand shall be placed to a minimum thickness of 4 inches (102 mm) under the basement floor. Provision shall be made for automatic draining of this layer and the gravel or crushed stone wall footings. R Moisture barrier. A 6-mil-thick (0.15 mm) polyethylene moisture barrier shall be applied over the porous layer with the basement floor constructed over the polyethylene. R Drainage system. In other than Group I soils, a sump shall be provided to drain the porous layer and footings INTERNATIONAL RESIDENTIAL CODE 89

84 FOUNDATIONS HEIGHT OF BASEMENT WALL (feet) MAXIMUM UNBALANCED BACKFILL HEIGHT f (feet) TABLE R404.4(2) a, b, c, d, e 7.5-INCH-THICK FLAT ICF FOUNDATION WALLS GW, GP, SW and SP 30 MINIMUM VERTICAL REINFORCEMENT SIZE AND SPACING Soil classes g and design lateral soil load (psf per foot of depth) GM, GC, SM, SM-SC and ML 45 6 N/R N/R 7 N/R #3@8 ; #4@14 ; #5@20 ; #6@28 6 N/R N/R 7 N/R 8 #3@8 ; #4@14 ; #5@22 ; #6@28 #3@6 ; #4@12 ; #5@18 ; #6@26 #3@4 ; #4@8 ; #5@14 ; #6@18 6 N/R N/R 7 N/R 8 9 #3@6 ; #4@12 ; #5@20 ; #6@26 #3@6 ; #4@10 ; #5@14 ; #6@20 #3@6 ; #4@12 ; #5@18 ; #6@24 #3@4 ; #4@8 ; #5@12 ; #6@16 #3@4 ; #4@6 ; #5@10 ; #6@12 SC, ML-CL and inorganic CL 60 #3@6 ; #4@12 ; #5@18 ; #6@24 #3@6 ; #4@10 ; #5@16 ; #6@20 #3@8 ; #4@14 ; #5@20 ; #6@28 #3@4 ; #4@8 ; #5@14 ; #6@18 #3@4 ; #4@6 ; #5@10 ; #6@14 #3@6 ; #4@12 ; #5@18 ; #6@26 #3@4 ; #4@8 ; #5@12 ; #6@18 #3@4 ; #4@6 ; #5@8 ; #6@12 #4@4 ; #5@6 ; #6@10 For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square inch = kpa, 1 pound per square foot = kpa. a. This table is based on concrete with a minimum specified concrete strength of 2500 psi, reinforcing steel with a minimum yield strength of 40,000 psi. When reinforcing steel with a minimum yield strength of 60,000 psi is used, the spacing of the reinforcement shall be increased to 1.5 times the spacing value in the table. b. This table is not intended to prohibit the use of an ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. c. N/R denotes not required. d. Deflection criteria: L/240. e. Interpolation between rebar sizes and spacing is not permitted. f. Unbalanced backfill height is the difference in height of the exterior and interior finished ground. Where an interior concrete slab is provided, the unbalanced backfill height shall be measured from the exterior finished ground level to the top of the interior concrete slab. The sump shall be at least 24 inches (610 mm) in diameter or 20 inches square ( m 2 ), shall extend at least 24 inches (610 mm) below the bottom of the basement floor and shall be capable of positive gravity or mechanical drainage to remove any accumulated water. The drainage system shall discharge into an approved sewer system or to daylight. SECTION R406 FOUNDATION WATERPROOFING AND DAMPPROOFING R406.1 Concrete and masonry foundation dampproofing. Except where required by Section R406.2 to be waterproofed, foundation walls that retain earth and enclose interior spaces and floors below grade shall be dampproofed from the top of the footing to the finished grade. Masonry walls shall have not less than 3 / 8 inch (9.5 mm) portland cement parging applied to the exterior of the wall. The parging shall be dampproofed in accordance with one of the following: 1. Bituminous coating pounds per square yard (1.63 kg/m 2 ) of acrylic modified cement. 3. 1/8-inch (3.2 mm) coat of surface-bonding cement complying with ASTM C Any material permitted for waterproofing in Section R Other approved methods or materials. Exception: Parging of unit masonry walls is not required where a material is approved for direct application to the masonry. Concrete walls shall be dampproofed by applying any one of the above listed dampproofing materials or any one of the waterproofing materials listed in Section R406.2 to the exterior of the wall. R406.2 Concrete and masonry foundation waterproofing. In areas where a high water table or other severe soil-water conditions are known to exist, exterior foundation walls that retain earth and enclose interior spaces and floors below grade shall be waterproofed from the top of the footing to the finished grade. Walls shall be waterproofed in accordance with one of the following: 1. 2-ply hot-mopped felts pound (25 kg) roll roofing mil (0.15 mm) polyvinyl chloride mil (0.15 mm) polyethylene mil (1 mm) polymer-modified asphalt INTERNATIONAL RESIDENTIAL CODE

85 FOUNDATIONS HEIGHT OF BASEMENT WALL (feet) MAXIMUM UNBALANCED BACKFILL HEIGHT f (feet) TABLE R404.4(3) a, b, c, d, e 9.5-INCH-THICK FLAT ICF FOUNDATION WALLS GW, GP, SW and SP 30 MINIMUM VERTICAL REINFORCEMENT SIZE AND SPACING Soil classes g and design lateral soil load (psf per foot of depth) GM, GC, SM, SM-SC and ML 45 SC, ML-CL and inorganic CL N/R N/R N/R N/R N/R N/R 7 N/R N/R 8 N/R #3@6 ; #4@12 ; #5@18 ; #6@26 #3@6 ; #4@12 ; #5@18 ; #6@26 #3@4 ; #4@8 ; #5@14 ; #6@18 5 N/R N/R N/R 6 N/R N/R N/R 7 N/R N/R 8 N/R 9 #3@4 ; #4@10 ; #5@14 ; #6@20 #3@6 ; #4@12 ; #5@16 ; #6@24 #3@4 ; #4@8 ; #5@12 ; #6@18 #3@6 ; #4@10 ; #5@18 ; #6@24 #3@4 ; #4@8 ; #5@12 ; #6@16 #3@4 ; #4@6 ; #5@10 ; #6@12 For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square inch = kpa, 1 pound per square foot = kpa. a. This table is based on concrete with a minimum specified concrete strength of 2500 psi, reinforcing steel with a minimum yield strength of 40,000 psi. When reinforcing steel with a minimum yield strength of 60,000 psi is used, the spacing of the reinforcement shall be increased to 1.5 times the spacing value in the table. b. This table is not intended to prohibit the use of an ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. c. N/R denotes not required. d. Deflection criteria: L/240. e. Interpolation between rebar sizes and spacing is not permitted. f. Unbalanced backfill height is the difference in height of the exterior and interior finished ground. Where an interior concrete slab is provided, the unbalanced backfill height shall be measured from the exterior finished ground level to the top of the interior concrete slab. g. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R mil (1.5 mm) flexible polymer cement / 8 inch (3 mm) cement-based, fiber-reinforced, waterproof coating mil (0.22 mm) solvent-free liquid-applied synthetic rubber. Exception: Organic-solvent-based products such as hydrocarbons, chlorinated hydrocarbons, ketones and esters shall not be used for ICF walls with expanded polystyrene form material. Use of plastic roofing cements, acrylic coatings, latex coatings, mortars and pargings to seal ICF walls is permitted. Cold-setting asphalt or hot asphalt shall conform to type C of ASTM D 449. Hot asphalt shall be applied at a temperature of less than 200 F (93 C). All joints in membrane waterproofing shall be lapped and sealed with an adhesive compatible with the membrane. R406.3 Dampproofing for wood foundations. Wood foundations enclosing habitable or usable spaces located below grade shall be dampproofed in accordance with Sections R through R R Panel joint sealed. Plywood panel joints in the foundation walls shall be sealed full length with a caulking compound capable of producing a moisture-proof seal under the conditions of temperature and moisture content at which it will be applied and used. R Below-grade moisture barrier. A 6-mil-thick (0.15 mm) polyethylene film shall be applied over the below-grade portion of exterior foundation walls prior to backfilling. Joints in the polyethylene film shall be lapped 6 inches (152 mm) and sealed with adhesive. The top edge of the polyethylene film shall be bonded to the sheathing to form a seal. Film areas at grade level shall be protected from mechanical damage and exposure by a pressure preservatively treated lumber or plywood strip attached to the wall several inches above finish grade level and extending approximately 9 inches (229 mm) below grade. The joint between the strip and the wall shall be caulked full length prior to fastening the strip to the wall. Other coverings appropriate to the architectural treatment may also be used. The polyethylene film shall extend down to the bottom of the wood footing plate but shall not overlap or extend into the gravel or crushed stone footing. R Porous fill. The space between the excavation and the foundation wall shall be backfilled with the same material used for footings, up to a height of 1 foot (305 mm) above the footing for well-drained sites, or one-half the total back-fill height for poorly drained sites. The porous fill shall be covered with strips of 30-pound (13.6 kg) asphalt paper or 6-mil (0.15 mm) polyethylene to permit water seepage while avoiding infiltration of fine soils INTERNATIONAL RESIDENTIAL CODE 91

86 FOUNDATIONS MINIMUM NOMINAL WALL THICKNESS f (inches) 6 8 HEIGHT OF BASEMENT WALL (feet) TABLE R404.4(4) a, b, c, d, e WAFFLE GRID ICF FOUNDATION WALLS MAXIMUM UNBALANCED BACKFILL HEIGHT g (feet) MINIMUM VERTICAL REINFORCEMENT SIZE AND SPACING Soil classes h and design lateral soil load (psf per foot of depth) GW, GP, SW and SP 30 GM, GC, SM, SM-SC and ML 45 SC, ML-CL and inorganic CL 60 4 #4@48 #3@12 ; #4@24 #3@12 5 #3@12 ; #5@24 #4@12 #7@12 6 #4@12 Design required Design required 7 #7@12 Design required Design required 4 #4@48 #3@12 ; #5@24 #3@12 5 #3@12 #4@12 Design required 6 #5@12 Design required Design required 7 Design required Design required Design required 4 #4@48 #4@12 #5@12 5 #3@12 Design required Design required 6 Design required Design required Design required 7 Design required Design required Design required 4 N/R N/R N/R 5 N/R #3@12 ; #4@24 ; #5@36 #3@12 ; #5@24 6 #3@12 ; #4@24 ; #5@36 #4@12 ; #5@24 #4@12 7 #3@12 ; #6@24 #4@12 #5@12 4 N/R N/R N/R 5 N/R #3@12 ; #5@24 #3@12 ; #5@24 6 #3@12 ; #4@24 #4@12 #4@12 7 #4@12 ; #5@24 #5@12 #5@12 8 #4@12 #5@12 #8@12 4 N/R #3@12 ; #4@24 ; #6@36 #3@12 ; #5@24 5 N/R #3@12 ; #4@24 ; #6@36 #4@12 ; #5@24 6 #3@12 ; #5@24 #4@12 #5@12 7 #4@12 #5@12 #6@12 8 #4@12 #6@12 Design required 9 #5@12 Design required Design required For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square inch = kpa, 1 pound per square foot = kpa. a. This table is based on concrete with a minimum specified concrete strength of 2500 psi, reinforcing steel with a minimum yield strength of 40,000 psi. When reinforcing steel with a minimum yield strength of 60,000 psi is used, the spacing of the reinforcement shall be increased 12 inches but in no case greater than 48 inches on center. b. This table is not intended to prohibit the use of an ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. c. N/R denotes not required. d. Deflection criteria: L/240. e. Interpolation between rebar sizes and spacing is not permitted. f. Refer to Table R611.4(2) for wall dimensions. g. Unbalanced backfill height is the difference in height of the exterior and interior finished ground. Where an interior concrete slab is provided, the unbalanced backfill height shall be measured from the exterior finished ground level to the top of the interior concrete slab. h. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R INTERNATIONAL RESIDENTIAL CODE

87 FOUNDATIONS MINIMUM NOMINAL WALL THICKNESS f (inches) 6 HEIGHT OF BASEMENT WALL (feet) TABLE R404.4(5) a, b c, d, e SCREEN-GRID ICF FOUNDATION WALLS MAXIMUM UNBALANCED BACKFILL HEIGHT g (feet) MINIMUM VERTICAL REINFORCEMENT SIZE AND SPACING Soil classes h and design lateral soil load (psf per foot of depth) GW, GP, SW and SP 30 4 #4@48 GM, GC, SM, SM-SC and ML 45 #3@12 ; #4@24 ; #5@36 SC, ML-CL and inorganic CL 60 #3@12 ; #5@24 5 #3@12 ; #4@24 #3@12 #4@12 6 #4@12 #5@12 Design required 7 #4@12 Design required Design required 4 #4@48 #3@12 ; #4@24 #3@12 ; #6@24 5 #3@12 ; #5@24 #4@12 #7@12 6 #4@12 Design required Design required 7 Design required Design required Design required 8 Design required Design required Design required 4 #4@48 #3@12 ; #5@24 #3@12 5 #3@12 #4@12 #7@12 6 #4@12 Design required Design required 7 Design required Design required Design required 8 Design required Design required Design required For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square inch = kpa, 1 pound per square foot = kpa. a. This table is based on concrete with a minimum specified concrete strength of 2500 psi, reinforcing steel with a minimum yield strength of 40,000 psi. When reinforcing steel with a minimum yield strength of 60,000 psi is used, the spacing of the reinforcement in the shaded cells shall be increased 12 inches. b. This table is not intended to prohibit the use of an ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. c. N/R denotes not required. d. Deflection criteria: L/240. e. Interpolation between rebar sizes and spacing is not permitted. f. Refer to Table R611.4(2) for wall dimensions. g. Unbalanced backfill height is the difference in height of the exterior and interior finished ground. Where an interior concrete slab is provided, the unbalanced backfill height shall be measured from the exterior finished ground level to the top of the interior concrete slab. h. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R R Backfill. The remainder of the excavated area shall be backfilled with the same type of soil as was removed during the excavation. or footing are exempt from the bottom end lateral displacement requirement within underfloor areas enclosed by a continuous foundation. SECTION R407 COLUMNS R407.1 Wood column protection. Wood columns shall be protected against decay as set forth in Section R319. R407.2 Steel column protection. All surfaces (inside and outside) of steel columns shall be given a shop coat of rust-inhibitive paint, except for corrosion-resistant steel and steel treated with coatings to provide corrosion resistance. R407.3 Structural requirements. The columns shall be restrained to prevent lateral displacement at the bottom end. Wood columns shall not be less in nominal size than 4 inches by 4 inches (102 mm by 102 mm) and steel columns shall not be less than 3-inch-diameter (76 mm) standard pipe or approved equivalent. Exception: In Seismic Design Categories A, B and C columns no more than 48 inches (1219 mm) in height on a pier SECTION R408 UNDER-FLOOR SPACE R408.1 Ventilation. The under-floor space between the bottom of the floor joists and the earth under any building (except space occupied by a basement) shall have ventilation openings through foundation walls or exterior walls. The minimum net area of ventilation openings shall not be less than 1 square foot ( m 2 ) for each 150 square feet (14 m 2 ) of under-floor space area. One such ventilating opening shall be within 3 feet (914 mm) of each corner of the building. R408.2 Openings for under-floor ventilation. The minimum net area of ventilation openings shall not be less than 1 square foot ( m 2 ) for each 150 square feet (14 m 2 ) of under-floor area. One ventilating opening shall be within 3 feet (914 mm) of each corner of the building. Ventilation openings shall be covered for their height and width with any of the following 2006 INTERNATIONAL RESIDENTIAL CODE 93

88 FOUNDATIONS SOIL GROUP Group I Group II Group III TABLE R405.1 PROPERTIES OF SOILS CLASSIFIED ACCORDING TO THE UNIFIED SOIL CLASSIFICATION SYSTEM UNIFIED SOIL CLASSIFICATION SYSTEM SYMBOL GW GP SW SOIL DESCRIPTION Well-graded gravels, gravel sand mixtures, little or no fines Poorly graded gravels or gravel sand mixtures, little or no fines Well-graded sands, gravelly sands, little or no fines DRAINAGE CHARACTERISTICS a FROST HEAVE POTENTIAL VOLUME CHANGE POTENTIAL EXPANSION b Good Low Low Good Low Low Good Low Low SP Poorly graded sands or gravelly sands, little or no fines Good Low Low GM Silty gravels, gravel-sand-silt mixtures Good Medium Low SM Silty sand, sand-silt mixtures Good Medium Low GC Clayey gravels, gravel-sand-clay mixtures Medium Medium Low SC Clayey sands, sand-clay mixture Medium Medium Low ML CL Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Medium High Low Medium Medium Medium to Low CH Inorganic clays of high plasticity, fat clays Poor Medium High MH OL Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Organic silts and organic silty clays of low plasticity Poor High High Poor Medium Medium Group IV Organic clays of medium to high plasticity, OH Unsatisfactory Medium High organic silts Pt Peat and other highly organic soils Unsatisfactory Medium High For SI: 1 inch = 25.4 mm. a. The percolation rate for good drainage is over 4 inches per hour, medium drainage is 2 inches to 4 inches per hour, and poor is less than 2 inches per hour. b. Soils with a low potential expansion typically have a plasticity index (PI) of 0 to 15, soils with a medium potential expansion have a PI of 10 to 35 and soils with a high potential expansion have a PI greater than 20. materials provided that the least dimension of the covering shall not exceed 1 / 4 inch (6.4 mm): 1. Perforated sheet metal plates not less than inch (1.8 mm) thick. 2. Expanded sheet metal plates not less than inch (1.2 mm) thick. 3. Cast-iron grill or grating. 4. Extruded load-bearing brick vents. 5. Hardware cloth of inch (0.89 mm) wire or heavier. 6. Corrosion-resistant wire mesh, with the least dimension being 1 / 8 inch (3.2 mm). R408.3 Unvented crawl space. Ventilation openings in under-floor spaces specified in Sections R408.1 and R408.2 shall not be required where: 1. Exposed earth is covered with a continuous vapor retarder. Joints of the vapor retarder shall overlap by 6 inches (152 mm) and shall be sealed or taped. The edges of the vapor retarder shall extend at least 6 inches (152 mm) up the stem wall and shall be attached and sealed to the stem wall; and 2. One of the following is provided for the under-floor space: 2.1. Continuously operated mechanical exhaust ventilation at a rate equal to 1 cfm (0.47 L/s) for each 50 ft 2 (4.7 m 2 ) of crawlspace floor area, including an air pathway to the common area (such as a duct or transfer grille), and perimeter walls insulated in accordance with Section N ; 2.2. Conditioned air supply sized to deliver at a rate equal to 1 cfm (0.47 L/s) for each 50 ft 2 (4.7 m 2 ) of under-floor area, including a return air pathway to the common area (such as a duct or transfer grille), and perimeter walls insulated in accordance with Section N ; INTERNATIONAL RESIDENTIAL CODE

89 FOUNDATIONS 2.3. Plenum complying with Section M1601.4, if under-floor space is used as a plenum. R408.4 Access. Access shall be provided to all under-floor spaces. Access openings through the floor shall be a minimum of 18 inches by 24 inches (457 mm by 610 mm). Openings through a perimeter wall shall be not less than 16 inches by 24 inches (407 mm by 610 mm). When any portion of the through-wall access is below grade, an areaway not less than 16 inches by 24 inches (407 mm by 610 mm) shall be provided. The bottom of the areaway shall be below the threshold of the access opening. Through wall access openings shall not be located under a door to the residence. See Section M for access requirements where mechanical equipment is located under floors. R408.5 Removal of debris. The under-floor grade shall be cleaned of all vegetation and organic material. All wood forms used for placing concrete shall be removed before a building is occupied or used for any purpose. All construction materials shall be removed before a building is occupied or used for any purpose. R408.6 Finished grade. The finished grade of under-floor surface may be located at the bottom of the footings; however, where there is evidence that the groundwater table can rise to within 6 inches (152 mm) of the finished floor at the building perimeter or where there is evidence that the surface water does not readily drain from the building site, the grade in the under-floor space shall be as high as the outside finished grade, unless an approved drainage system is provided. R408.7 Flood resistance. For buildings located in areas prone to flooding as established in Table R301.2(1): 1. Walls enclosing the under-floor space shall be provided with flood openings in accordance with Section R The finished ground level of the under-floor space shall be equal to or higher than the outside finished ground level. Exception: Under-floor spaces that meet the requirements of FEMA/FIA TB INTERNATIONAL RESIDENTIAL CODE 95

90 WALL CONSTRUCTION the framing restraints, and the glass unit masonry perimeter units. R610.6 Sills. Before bedding of glass units, the sill area shall be covered with a water base asphaltic emulsion coating. The coating shall shall be a minimum of 1 / 8 inch (3 mm) thick. R610.7 Expansion joints. Glass unit masonry panels shall be provided with expansion joints along the top and sides at all structural supports. Expansion joints shall be a minimum of 3 / 8 inch (10 mm) in thickness and shall have sufficient thickness to accommodate displacements of the supporting structure. Expansion joints shall be entirely free of mortar and other debris and shall be filled with resilient material. R610.8 Mortar. Glass unit masonry shall be laid with Type S or N mortar. Mortar shall not be retempered after initial set. Mortar unused within 1 1 / 2 hours after initial mixing shall be discarded. R610.9 Reinforcement. Glass unit masonry panels shall have horizontal joint reinforcement spaced a maximum of 16 inches (406 mm) on center located in the mortar bed joint. Horizontal joint reinforcement shall extend the entire length of the panel but shall not extend across expansion joints. Longitudinal wires shall be lapped a minimum of 6 inches (152 mm) at splices. Joint reinforcement shall be placed in the bed joint immediately below and above openings in the panel. The reinforcement shall have not less than two parallel longitudinal wires of size W1.7 or greater, and have welded cross wires of size W1.7 or greater. R Placement. Glass units shall be placed so head and bed joints are filled solidly. Mortar shall not be furrowed. Head and bed joints of glass unit masonry shall be 1 / 4 inch (6.4 mm) thick, except that vertical joint thickness of radial panels shall not be less than 1 / 8 inch (3 mm) or greater than 5 / 8 inch (16 mm). The bed joint thickness tolerance shall be minus 1 / 16 inch (1.6 mm) and plus 1 / 8 inch (3 mm). The head joint thickness tolerance shall be plus or minus 1 / 8 inch (3 mm). SECTION R611 INSULATING CONCRETE FORM WALL CONSTRUCTION R611.1 General. Insulating Concrete Form (IFC) walls shall be designed and constructed in accordance with the provisions of this section or in accordance with the provisions of ACI 318. When ACI 318 or the provisions of this section are used to design insulating concrete form walls, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority. R611.2 Applicability limits. The provisions of this section shall apply to the construction of insulating concrete form walls for buildings not greater than 60 feet ( mm) in plan dimensions, and floors not greater than 32 feet (9754 mm) or roofs not greater than 40 feet ( mm) in clear span. Buildings shall not exceed two stories in height above-grade. ICF walls shall comply with the requirements in Table R Walls constructed in accordance with the provisions of this section shall be limited to buildings subjected to a maximum design wind speed of 150 miles per hour (67 m/s), and Seismic Design Categories A, B, C, D 0,D 1 and D 2. The provisions of this section shall not apply to the construction of ICF walls for buildings or portions of buildings considered irregular as defined in Section R For townhouses in Seismic Design Category C and all buildings in Seismic Design Category D 0,D 1 or D 2, the provisions of this section shall apply only to buildings meeting the following requirements. 1. Rectangular buildings with a maximum building aspect ratio of 2:1.The building aspect ratio shall be determined by dividing the longest dimension of the building by the shortest dimension of the building. 2. Walls are aligned vertically with the walls below. WALL TYPE AND NOMINAL SIZE MAXIMUM WALL WEIGHT (psf) c TABLE R611.2 REQUIREMENTS FOR ICF WALLS b MINIMUM WIDTH OF VERTICAL CORE (inches) a MINIMUM THICKNESS OF VERTICAL CORE (inches) a MAXIMUM SPACING OF VERTICAL CORES (inches) MAXIMUM SPACING OF HORIZONTAL CORES (inches) MINIMUM WEB THICKNESS (inches) 3.5 Flat d 44 d N/A N/A N/A N/A N/A 5.5 Flat 69 N/A N/A N/A N/A N/A 7.5 Flat 94 N/A N/A N/A N/A N/A 9.5 Flat 119 N/A N/A N/A N/A N/A 6 Waffle-Grid Waffle-Grid Screen-Grid N/A For SI: 1 inch = 25.4 mm; 1 pound per cubic foot = kg/m 3 ; 1 pound per square foot = kpa. a. For width W, thickness T, spacing, and web thickness, refer to Figures R611.4 and R b. N/A indicates not applicable. c. Wall weight is based on a unit weight of concrete of 150 pcf. The tabulated values do not include any allowance for interior and exterior finishes. d. For all buildings in Seismic Design Category A or B, and detached one- and two-family dwellings in Seismic Design Category C the actual wall thickness is permitted to be up to 1 inch thicker than shown and the maximum wall weight to be 56 psf. Construction requirements and other limitations within Section R611 for 3.5-inch flat ICF walls shall apply. Interpolation between provisions for 3.5-inch and 5.5-inch flat ICF walls is not permitted INTERNATIONAL RESIDENTIAL CODE 193

91 WALL CONSTRUCTION 3. Cantilever and setback construction shall not be permitted. 4. The weight of interior and exterior finishes applied to ICF walls shall not exceed 8 psf (380 Pa). 5. The gable portion of ICF walls shall be constructed of light-frame construction. R611.3 Flat insulating concrete form wall systems. Flat ICF wall systems shall comply with Figure R611.3 and shall have reinforcement in accordance with Tables R611.3(1) and R611.3(2) and Section R R611.4 Waffle-grid insulating concrete form wall systems. Waffle-grid wall systems shall comply with Figure R611.4 and shall have reinforcement in accordance with Tables R611.3(1) and R611.4(1) and Section R The minimum core dimensions shall comply with Table R R611.5 Screen-grid insulating concrete form wall systems. Screen-grid ICF wall systems shall comply with Figure R611.5 and shall have reinforcement in accordance with Tables R611.3(1) and R611.5 and Section R The minimum core dimensions shall comply with Table R R611.6 Material. Insulating concrete form wall materials shall comply with this section. R Concrete material. Ready-mixed concrete for insulating concrete form walls shall be in accordance with Section R Maximum slump shall not be greater than 6 inches (152 mm) as determined in accordance with ASTM FIGURE R611.3 FLAT ICF WALL SYSTEM TABLE R611.3(1) DESIGN WIND PRESSURE FOR USE WITH TABLES R611.3(2), R611.4(1), AND R611.5 FOR ABOVE GRADE WALLS a WIND SPEED (mph) e DESIGN WIND PRESSURE (psf) Enclosed b Partially Enclosed b Exposure c Exposure c B C D B C D d d 99 d d d 114 d For SI: 1 pound per square foot = kpa; 1 mile per hour = m/s; 1 foot = mm; 1 square foot = m 2. a. This table is based on ASCE 7-98 components and cladding wind pressures using a mean roof height of 35 ft and a tributary area of 10 ft 2. b. Buildings in wind-borne debris regions as defined in Section R202 shall be considered as Partially Enclosed unless glazed openings are protected in accordance with Section R , in which case the building shall be considered as Enclosed. All other buildings shall be classified as Enclosed. c. Exposure Categories shall be determined in accordance with Section R d. For wind pressures greater than 80 psf, design is required in accordance with ACI 318 and approved manufacturer guidelines. e. Interpolation is permitted between wind speeds INTERNATIONAL RESIDENTIAL CODE

92 WALL CONSTRUCTION C 143. Maximum aggregate size shall not be larger than 3 / 4 inch (19 mm). Exception: Concrete mixes conforming to the ICF manufacturer s recommendations. In Seismic Design Categories D 0,D 1 and D 2, the minimum concrete compressive strength shall be 3,000 psi (20.5 MPa). R Reinforcing steel. Reinforcing steel shall meet the requirements of ASTM A 615, A 706, or A 996. Except in Seismic Design Categories D 0,D 1 and D 2, the minimum yield strength of reinforcing steel shall be 40,000 psi (Grade 40) (276 MPa). In Seismic Design Categories D 0,D 1 and D 2, reinforcing steel shall meet the requirements of ASTM A 706 for low-alloy steel with a minimum yield strength of 60,000 psi (Grade 60) (414 Mpa). Design Wind Pressure [Table R611.3(1)] (psf) TABLE R611.3(2) a, b, c, d MINIMUM VERTICAL WALL REINFORCEMENT FOR FLAT ICF ABOVE-GRADE WALLS Maximum Unsupported Wall Height (feet) Nonload-Bearing Wall or Supporting Roof d, e, f Minimum Vertical Reinforcement Supporting Light-Framed Second Story and Roof Minimum Wall Thickness (inches) Supporting ICF Second Story and Roof 3.5 g g g #4@48 #4@48 #4@48 #4@48 #4@48 #4@48 9 #4@48 #4@48 #4@48 #4@48 #4@48 #4@48 10 #4@38 #4@48 #4@40 #4@48 #4@42 #4@48 8 #4@42 #4@48 #4@46 #4@48 #4@48 #4@48 9 #4@32; #5@48 #4@48 #4@34; #5@48 #4@48 #4@34; #5@48 #4@48 10 Design Required #4@48 Design Required #4@48 Design Required #4@48 8 #4@30; #5@48 #4@48 #4@30; #5@48 #4@48 #4@32; #5@48 #4@48 9 Design Required #4@42 Design Required #4@46 Design Required #4@48 10 Design Required #4@32; #5@48 Design Required #4@34; #5@48 Design Required #4@38 8 #4@20; #5@30 #4@42 #4@22; #5@34 #4@46 #4@24; #5@36 #4@48 9 Design Required #4@34; #5@48 Design Required #4@34; #5@48 Design Required #4@38 10 Design Required #4@26; #5@38 Design Required #4@26; #5@38 Design Required #4@28; #5@46 8 Design Required #4@34; #5@48 Design Required #4@36 Design Required #4@40 9 Design Required #4@26; #5@38 Design Required #4@28; #5@46 Design Required #4@34; #5@48 10 Design Required #4@22; #5@34 Design Required #4@22; #5@34 Design Required #4@26; #5@38 8 Design Required #4@28; #5@46 Design Required #4@30; #5@48 Design Required #4@34; #5@48 9 Design Required #4@22; #5@34 Design Required #4@22; #5@34 Design Required #4@24; #5@36 10 Design Required #4@16; #5@26 Design Required #4@18; #5@28 Design Required #4@20; #5@30 8 Design Required #4@26; #5@38 Design Required #4@26; #5@38 Design Required #4@28; #5@ Design Required #4@20; #5@30 Design Required #4@20; #5@30 Design Required #4@21; #5@34 10 Design Required #4@14; #5@24 Design Required #4@14; #5@24 Design Required #4@16; #5@26 For SI: 1 inch = 25.4 mm; 1 foot = mm; 1 mile per hour = m/s; 1 pound per square inch = kpa. a. This table is based on reinforcing bars with a minimum yield strength of 40,000 psi and concrete with a minimum specified compressive strength of 2,500 psi. For Seismic Design Categories D 0, D 1 and D 2, reinforcing bars shall have a minimum yield strength of 60,000 psi. See Section R b. Deflection criterion is L/240, where L is the height of the wall story in inches. c. Interpolation shall not be permitted. d. Reinforcement spacing for 3.5 inch walls shall be permitted to be multiplied by 1.6 when reinforcing steel with a minimum yield strength of 60,000 psi is used. Reinforcement shall not be less than one #4 bar at 48 inches (1.2 m) on center. e. Reinforcement spacing for 5.5 inch (139.7 mm) walls shall be permitted to be multiplied by 1.5 when reinforcing steel with a minimum yield strength of 60,000 psi is used. Reinforcement shall not be less than one #4 bar at 48 inches on center. f. See Section R for limitations on maximum spacing of vertical reinforcement in Seismic Design Categories C, D 0, D 1 and D 2. g. A 3.5-inch wall shall not be permitted if wood ledgers are used to support floor or roof loads. See Section R INTERNATIONAL RESIDENTIAL CODE 195

93 WALL CONSTRUCTION Design Wind Pressure [Table R611.3(1)] (psf) TABLE R611.4(1) a, b, c MINIMUM VERTICAL WALL REINFORCEMENT FOR WAFFLE-GRID ICF ABOVE-GRADE WALLS Maximum Unsupported Wall Height (feet) Nonload-Bearing Wall or Supporting Roof MINIMUM VERTICAL REINFORCEMENT d, e Supporting Light-Framed Second Story and Roof Minimum Wall Thickness (inches) Supporting ICF Second Story and Roof #4@48 #4@48 #4@48 #4@48 #4@48 #4@48 9 #4@48 #4@48 #4@48 #4@48 #4@48 #4@48 10 #4@48 #4@48 #4@48 #4@48 #4@48 #4@48 8 #4@48 #4@48 #4@48 #4@48 #4@48 #4@48 9 #4@48 #4@48 #4@48 #4@48 #4@48 #4@48 10 #4@36; #5@48 #4@48 #4@36; #5@48 #4@48 #4@36; #5@48 #4@48 8 #4@36; #5@48 #4@48 #4@48 #4@48 #4@48 #4@48 9 #4@36; #5@48 #4@48 #4@36; #5@48 #4@48 #4@36; #5@48 #4@48 10 #4@24; #5@36 #4@36; #5@48 #4@24; #5@36 #4@48 #4@24; #5@36 #4@48 8 #4@36; #5@48 #4@48 #4@36; #5@48 #4@48 #4@36; #5@48 #4@48 9 #4@24; #5@36 #4@36; #5@48 #4@24; #5@36 #4@48 #4@24; #5@48 #4@48 10 Design Required #4@36; #5@48 Design Required #4@36; #5@48 Design Required #4@36; #5@48 8 #4@24; #5@36 #4@48 #4@24; #5@36 #4@48 #4@24; #5@48 #4@48 9 Design Required #4@36; #5@48 Design Required #4@36; #5@48 Design Required #4@36; #5@48 10 Design Required #4@24; #5@36 Design Required #4@24; #5@36 Design Required #4@24; #5@48 8 #4@24; #5@36 #4@36; #5@48 #4@24; #5@36 #4@36; #5@48 #4@24; #5@36 #4@48 9 Design Required #4@24; #5@36 Design Required #4@24; #5@48 Design Required #4@24; #5@48 10 Design Required #4@12; #5@36 Design Required #4@24; #5@36 Design Required #4@24; #5@36 8 #4@12; #5@24 #4@24; #5@48 #4@12; #5@24 #4@24; #5@48 #4@12; #5@24 #4@36; #5@ Design Required #4@24; #5@36 Design Required #4@24; #5@36 Design Required #4@24; #5@36 10 Design Required #4@12; #5@24 Design Required #4@12; #5@24 Design Required #4@12; #5@24 For SI: 1 foot = mm; 1 inch = 25.4 mm; 1 mile per hour = m/s; 1 pound per square inch = MPa. a. This table is based on reinforcing bars with a minimum yield strength of 40,000 psi and concrete with a minimum specified compressive strength of 2,500 psi. For Seismic Design Categories D 0, D 1 and D 2, reinforcing bars shall have a minimum yield strength of 60,000 psi. See Section R b. Deflection criterion is L/240, where L is the height of the wall story in inches. c. Interpolation shall not be permitted. d. Increasing reinforcement spacing by 12 inches shall be permitted when reinforcing steel with a minimum yield strength of 60,000 psi is used or substitution of No. 4 reinforcing bars for #5 bars shall be permitted when reinforcing steel with a minimum yield strength of 60,000 psi is used at the same spacing required for #5 bars. Reinforcement shall not be less than one #4 bar at 48 inches on center. e. See Section R for limitations on maximum spacing of vertical reinforcement in Seismic Design Categories C, D 0, D 1 and D 2. FIGURE R611.4 WAFFLE-GRID ICF WALL SYSTEM INTERNATIONAL RESIDENTIAL CODE

94 WALL CONSTRUCTION DESIGN WIND PRESSURE [TABLE R611.3(1)] (psf) TABLE R611.5 a, b, c MINIMUM VERTICAL WALL REINFORCEMENT FOR SCREEN-GRID ICF ABOVE-GRADE WALLS MAXIMUM UNSUPPORTED WALL HEIGHT (feet) Nonload-Bearing Wall or Supporting Roof MINIMUM VERTICAL REINFORCEMENT d,e Supporting Light-Framed Second Story and Roof Supporting ICF Second Story and Roof 8 #4@48 #4@48 #4@48 9 #4@48 #4@48 #4@48 10 #4@48 #4@48 #4@48 8 #4@48 #4@48 #4@48 9 #4@48 #4@48 #4@48 10 #4@36; #5@48 #4@48 #4@48 8 #4@48 #4@48 #4@48 9 #4@36; #5@48 #4@36; #5@48 #4@48 10 #4@24; #5@48 #4@24; #5@48 #4@24; #5@48 8 #4@36; #5@48 #4@36; #5@48 #4@48 9 #4@24; #5@48 #4@24; #5@48 #4@24; #5@48 10 Design Required Design Required Design Required 8 #4@24; #5@48 #4@24; #5@48 #4@36; #5@48 9 #4@24; #5@36 #4@24; #5@36 #4@24; #5@36 10 Design Required Design Required Design Required 8 #4@24; #5@36 #4@24; #5@36 #4@24; #5@36 9 Design Required Design Required Design Required 10 Design Required Design Required Design Required 8 #4@12; #5@36 #4@24; #5@36 #4@24; #5@ Design Required Design Required Design Required 10 Design Required Design Required Design Required For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 mile per hour = m/s; 1 pound per square inch = kpa. a. This table is based on reinforcing bars with a minimum yield strength of 40,000 psi and concrete with a minimum specified compressive strength of 2,500 psi. For Seismic Design Categories D 0, D 1 and D 2, reinforcing bars shall have a minimum yield strength of 60,000 psi. See Section R b. Deflection criterion is L/240, where L is the height of the wall story in inches. c. Interpolation shall not be permitted. d. Increasing reinforcement spacing by 12 inches shall be permitted when reinforcing steel with a minimum yield strength of 60,000 psi is used. Reinforcement shall not be less than one #4 bar at 48 inches on center. e. See Section R for limitations on maximum spacing of vertical reinforcement in Seismic Design Categories C, D 0, D 1 and D 2. For SI: 1 inch = 25.4 mm. FIGURE R611.5 SCREEN-GRID IFC WALL SYSTEM 2006 INTERNATIONAL RESIDENTIAL CODE 197

95 WALL CONSTRUCTION R Insulation materials. Insulating concrete forms material shall meet the surface burning characteristics of Section R A thermal barrier shall be provided on the building interior in accordance with Section R314.2 or Section R R611.7 Wall construction. Insulating concrete form walls shall be constructed in accordance with the provisions of this section and Figure R611.7(1). R Reinforcement. R Location. Vertical and horizontal wall reinforcement shall be placed within the middle third of the wall. Steel reinforcement shall have a minimum concrete cover in accordance with ACI 318. Exception: Where insulated concrete forms are used and the form remains in place as cover for the concrete, the minimum concrete cover for the reinforcing steel is permitted to be reduced to 3 / 4 inch (19 mm). R Vertical steel. Above-grade concrete walls shall have reinforcement in accordance with Sections R611.3, R611.4, or R611.5 and R Where the design wind pressure exceeds 40 psf (1.92 kpa) in accordance with Table R611.3(1) or for townhouses in Seismic Design Category C and all buildings in Seismic Design Categories D 0,D 1 and D 2, vertical wall reinforcement in the top-most ICF story shall terminate with a 90-degree (1.57 rad) standard hook in accordance with Section R The free end of the hook shall be within 4 inches (102 mm) of the top of the ICF wall and shall be oriented parallel to the horizontal steel in the top of the wall. For townhouses in Seismic Design Category C, the minimum vertical reinforcement shall be one No. 5 bar at 24 inches (610 mm) on center or one No. 4 at 16 inches (407 mm) on center. For all buildings in Seismic Design Categories D 0,D 1 and D 2, the minimum vertical reinforcement shall be one No. 5 bar at 18 inches (457 mm) on center or one No. 4 at 12 inches (305 mm) on center. Above-grade ICF walls shall be supported on concrete foundations reinforced as required for the above-grade wall immediately above, or in accordance with Tables R404.4(1) through R404.4(5), whichever requires the greater amount of reinforcement. Vertical reinforcement shall be continuous from the bottom of the foundation wall to the roof. Lap splices, if required, shall comply with Section R Where vertical reinforcement in the above-grade wall is not continuous with the foundation wall reinforcement, dowel bars with a size and spacing to match the vertical ICF wall reinforcement shall be embedded 40 d b into the foundation wall and shall be lap spliced with the above-grade wall reinforcement. Alternatively, for No. 6 and larger bars, the portion of the bar embedded in the foundation wall shall be embedded 24 inches in the foundation wall and shall have a standard hook. R Horizontal reinforcement. Concrete walls with a minimum thickness of 4 inches (102 mm) shall have a minimum of one continuous No. 4 horizontal reinforcing bar placed at 32 inches (812 mm) on center with one bar within 12 inches (305 mm) of the top of the wall story. Concrete walls 5.5 inches (140 mm) thick or more shall have a minimum of one continuous No. 4 horizontal reinforcing bar placed at 48 inches (1219 mm) on center with one bar located within 12 inches (305 mm) of the top of the wall story. For townhouses in Seismic Design Category C, the minimum horizontal reinforcement shall be one No. 5 bar at 24 inches (610 mm) on center or one No. 4 at 16 inches (407 mm) on center. For all buildings in Seismic Design Categories D 0,D 1 and D 2, the minimum horizontal reinforcement shall be one No. 5 bar at 18 inches (457 mm) on center or one No. 4 at 12 inches (305 mm) on center. Horizontal reinforcement shall be continuous around building corners using corner bars or by bending the bars. In either case, the minimum lap splice shall be 24 inches (610 mm). For townhouses in Seismic Design Category C and for all buildings in Seismic Design Categories D 0,D 1 and D 2, each end of all horizontal reinforcement shall terminate with a standard hook or lap splice. R Lap splices. Where lap splicing of vertical or horizontal reinforcing steel is necessary, the lap splice shall be in accordance with Figure R and a minimum of 40 d b,whered b is the diameter of the smaller bar. The maximum distance between noncontact parallel bars at a lap splice shall not exceed 8d b. R Standard hook. Where the free end of a reinforcing bar is required to have a standard hook, the hook shall be a 180-degree bend plus 4 d b extension but not less than 2 1 / 2 inches, or a 90-degree bend plus 12 d b extension. R Wall openings. Wall openings shall have a minimum of 8 inches (203 mm) of depth of concrete for flat and waffle-grid ICF walls and 12 inches (305 mm) for screen-grid walls over the length of the opening. When the depth of concrete above the opening is less than 12 inches for flat or waffle-grid walls, lintels in accordance with Section R shall be provided. Reinforcement around openings shall be provided in accordance with Table R611.7(1) and Figure R611.7(2). Reinforcement placed horizontally above or below an opening shall extend a minimum of 24 inches (610 mm) beyond the limits of the opening. Wall opening reinforcement shall be provided in addition to the reinforcement required by Sections R611.3, R611.4, R611.5 and R The perimeter of all wall openings shall be framed with a minimum 2-inch by 4-inch plate, anchored to the wall with 1 / 2 -inch (13 mm) diameter anchor bolts spaced a maximum of 24 inches (610 mm) on center. The bolts shall be embedded into the concrete a minimum of 4 inches (102 mm) and have a minimum of 1 1 / 2 inches (38 mm) of concrete cover to the face of the wall. Exception: The 2-inch by 4-inch plate is not required where the wall is formed to provide solid concrete around the perimeter of the opening with a minimum depth of 4 inches (102 mm) for the full thickness of the wall INTERNATIONAL RESIDENTIAL CODE

96 WALL CONSTRUCTION WALL TYPE AND OPENING WIDTH (L) (feet) Flat, Waffle-, and Screen-Grid: L < 2 Flat, Waffle-, and Screen-Grid: L 2 TABLE R611.7(1) MINIMUM WALL OPENING REINFORCEMENT REQUIREMENTS IN ICF WALLS a MINIMUM HORIZONTAL OPENING REINFORCEMENT None required Provide lintels in accordance with Section R Provide one No. 4 bar within 12 inches from the bottom of the opening. Top and bottom lintel reinforcement shall extend a minimum of 24 inches beyond the limits of the opening. MINIMUM VERTICAL OPENING REINFORCEMENT None required In locations with wind speeds less than or equal to 110 mph or in Seismic Design Categories A and B, provide one No. 4 bar for the full height of the wall story within 12 inches of each side of the opening. In locations with wind speeds greater than 110 mph, townhouses in Seismic Design Category C, or all buildings in Seismic Design Categories D 0, D 1 and D 2, provide two No. 4 bars or one No. 5 bar for the full height of the wall story within 12 inches of each side of the opening. For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 mile per hour = m/s; 1 pound per square inch = kpa. a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. This table is not intended to prohibit the use of ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. For SI: 1 foot = mm. NOTE: Section cut through flat wall or vertical core of waffle- or screen-grid walls. FIGURE R611.7(1) ICF WALL CONSTRUCTION 2006 INTERNATIONAL RESIDENTIAL CODE 199

97 WALL CONSTRUCTION R Lintels. R General requirements. Lintels shall be provided over all openings greater than or equal to 2 feet (610 mm) in width. Lintels for flat ICF walls shall be constructed in accordance with Figure R611.7(3) and Table R611.7(2) or R611.7(3). Lintels for waffle-grid ICF walls shall be constructed in accordance with Figure R611.7(4) or Figure R611.7(5) and Table R611.7(4) or R611.7(5). Lintels for screen-grid ICF walls shall be constructed in accordance with Figure R611.7(6) or Figure R611.7(7). Lintel construction in accordance with Figure R611.7(3) shall be permitted with waffle-grid and screen-grid ICF wall construction. Lintel depths are permitted to be increased by the height of the ICF wall located directly above the opening, provided that the lintel depth spans the entire length of the opening. R Stirrups. Where required, No. 3 stirrups shall be installed in flat, waffle-grid and screen-grid wall lintels in accordance with the following: 1. For flat walls the stirrups shall be spaced at a maximum spacing of d/2whered equals the depth of the lintel (D) minus the bottom cover of concrete as shown in Figure R611.7(3). Stirrups shall not be required in the middle portion of the span (A) per Figure R611.7(2), for flat walls for a length not to exceed the values shown in parenthesis in Tables R611.7(2) and R611.7(3) or for spans in accordance with Table R611.7(8). 2. For waffle-grid walls a minimum of two No. 3 stirrups shall be placed in each vertical core of waffle-grid lintels. Stirrups shall not be required in the middle portion of the span (A) per Figure R611.7(2), for waffle-grid walls for a length not to exceed the values shown in parenthesis in Tables R611.7(4) and R611.7(5) or for spans in accordance with Table R611.7(8). 3. For screen-grid walls one No. 3 stirrup shall be placed in each vertical core of screen-grid lintels. Exception: Stirrups are not required in screen-grid lintels meeting the following requirements: 1. Lintel Depth (D) = 12 inches (305 mm) - spans less than or equal 3 feet 7 inches. 2. Lintel Depth (D) = 24 inches (610 mm) - spans less than or equal 4 feet 4 inches. R Horizontal reinforcement. One No. 4 horizontal bar shall be provided in the top of the lintel. Horizontal reinforcement placed within 12 inches (305 mm) of the top of the wall in accordance with Section R shall be permitted to serve as the top or bottom reinforcement in the lintel provided the reinforcement meets the location requirements in Figure R611.7(2), R611.7(3), R611.7(4), R611.7(5), R611.7(6), or R611.7(7), and the size requirements in Tables R611.7(2), R611.7(3), R611.7(4), R611.7(5), R611.7(6), R611.7(7), or R611.7(8). R Load-bearing walls. Lintels in flat ICF load-bearing walls shall comply with Table R611.7(2), Table RR611.7(3) or Table R611.7(8). Lintels in waffle-grid ICF load-bearing walls shall comply with Table R611.7(4), Table R611.7(5) or Table R611.7(8). Lintels in screen-grid ICF load-bearing walls shall comply with Table R611.7(6) or Table R611.7(7). Where spans larger than those permitted in Table R611.7(2), Table R611.7(3), Table R611.7(4), Table R611.7(5), R611.7(6), R611.7(7) or R611.7(8) are required, the lintels shall comply with Table R611.7 (9). R Nonload-bearing walls. Lintels in nonload-bearing flat, waffle-grid and screen-grid ICF walls shall comply with Table R611.7 (10). Stirrups are not required. R Minimum length of wall without openings. The wind velocity pressures of Table R shall be used to determine the minimum amount of solid wall length in accordance with Tables R611.7(9A) through R611.7(10B) and Figure R Table R611.7(11) shall be used to determine the minimum amount of solid wall length for townhouses in Seismic Design Category C, and all buildings in Seismic Design Categories D 0,D 1 and D 2 for all types of ICF walls. The greater amount of solid wall length required by wind loading or seismic loading shall apply. The minimum percentage of solid wall length shall include only those solid wall segments that are a minimum of 24 inches (610 mm) in length. The maximum distance between wall segments included in determining solid wall length shall not exceed 18 feet (5486 mm). A minimum length of 24 inches (610 mm) of solid wall segment, extending the full height of each wall story, shall occur at all interior and exterior corners of exterior walls. R611.8 ICF wall-to-floor connections. R Top bearing. FloorsbearingonthetopofICF foundation walls in accordance with Figure R611.8(1) shall have the wood sill plate anchored to the ICF wall with minimum 1 / 2 -inch (13 mm) diameter bolts embedded a minimum of 7 inches (178 mm) and placed at a maximum spacing of 6 feet (1829 mm) on center and not more than 12 inches (305 mm) from corners. Anchor bolts for waffle-grid and screen-grid walls shall be located in the cores. In conditions where wind speeds are in excess of 90 miles per hour (40 m/s), the 1 / 2 -inch (13 mm) diameter anchor bolts shall be placed at a maximum spacing of 4 feet (1219 mm) on center. Bolts shall extend a minimum of 7 inches (178 mm) into concrete. Sill plates shall be protected against decay where required by Section R319. Cold-formed steel framing systems shall be anchored to the concrete in accordance with Section R or Section R INTERNATIONAL RESIDENTIAL CODE

98 WALL CONSTRUCTION MINIMUM LINTEL THICKNESS, T (inches) TABLE R611.7(2) MAXIMUM ALLOWABLE CLEAR SPANS FOR ICF LINTELS FOR FLAT LOAD-BEARING WALLS NO. 4 BOTTOM BAR SIZE LINTEL DEPTH, D (inches) Supporting Roof Only MAXIMUM CLEAR SPAN, (feet-inches) (Number is Middle of Span, A) e Supporting Light-Framed 2nd Story and Roof Ground Snow Load a, b, c, d, f Supporting ICF Second Story and Roof 30 psf 70 psf 30 psf 70 psf 30 psf 70 psf 4-9 (1-2) 6-8 (1-11) 7-11 (2-9) 8-11 (3-5) 9-10 (4-1) 5-2 (1-10) 6-8 (3-0) 7-10 (4-1) 8-10 (5-3) 9-8 (6-3) 5-2 (2-6) 6-7 (4-0) 7-9 (5-5) 8-8 (6-10) 9-6 (8-2) 5-2 (3-1) 6-7 (5-0) 7-8 (6-9) 4-2 (0-9) 5-5 (1-3) 6-5 (1-9) 7-4 (2-3) 8-1 (2-9) 4-2 (1-2) 5-5 (2-0) 6-5 (2-9) 7-3 (3-6) 8-0 (4-3) 4-2 (1-8) 5-5 (2-8) 6-5 (3-8) 7-2 (4-8) 7-11 (5-8) 4-2 (2-1) 5-5 (3-4) 6-4 (4-7) 3-10 (0-8) 5-0 (1-1) 6-0 (1-6) 6-9 (1-11) 7-6 (2-4) 3-10 (1-0) 5-0 (1-9) 6-0 (2-5) 6-9 (3-1) 7-5 (3-8) 3-11 (1-5) 5-0 (2-4) 5-11 (3-3) 6-8 (4-2) 7-4 (5-1) 3-11 (1-9) 5-0 (3-0) 5-11 (4-2) 3-4 (0-6) 4-5 (0-10) 5-3 (1-2) 6-0 (1-6) 6-7 (1-10) 3-5 (0-9) 4-5 (1-4) 5-3 (1-10) 6-0 (2-4) 6-7 (2-11) 3-5 (1-1) 4-5 (1-10) 5-3 (2-6) 5-11 (3-3) 6-6 (3-11) 3-5 (1-5) 4-5 (2-4) 5-3 (3-3) 3-5 (0-6) 4-6 (0-10) 5-4 (1-2) 6-1 (1-7) 6-9 (1-11) 3-5 (0-10) 4-6 (1-4) 5-4 (1-11) 6-1 (2-5) 6-8 (3-0) 3-6 (1-1) 4-6 (1-10) 5-4 (2-7) 6-0 (3-4) 6-7 (4-1) 3-6 (1-5) 4-6 (2-5) 5-4 (3-4) 3-1 (0-5) 4-0 (0-8) 4-10 (1-0) 5-6 (1-3) 6-1 (1-6) 3-1 (0-8) 4-1 (1-1) 4-10 (1-7) 5-6 (2-0) 6-0 (2-5) 3-2 (0-11) 4-1 (1-6) 4-10 (2-2) 5-5 (2-9) 6-0 (3-4) 3-2 (1-2) 4-1 (1-11) For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square inch = 6.895kPa, 1 pound per square foot = kpa. a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used, the span lengths in the shaded cells shall be increased by 1.2 times the table values. b. This table is not intended to prohibit the use of ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. c. Deflection criterion: L/240. d. Design load assumptions: Floor dead load is 10 psf Attic live load is 20 psf Floor live load is 30 psf Roof dead load is 15 psf Building width is 32 feet ICF wall dead load is 69 psf Light-framed wall dead load is 10 psf e. No. 3 stirrups are required at d/2 spacing except no stirrups are required for the distance, (A), shown in the middle portion of the span in accordance with Figure R611.7(2) and Section R f. Interpolation is permitted between ground snow loads and between lintel depths (2-8) 2006 INTERNATIONAL RESIDENTIAL CODE 201

99 WALL CONSTRUCTION MINIMUM LINTEL THICKNESS, T (inches) TABLE R611.7(3) MAXIMUM ALLOWABLE CLEAR SPANS FOR ICF LINTELS FOR FLAT LOAD-BEARING WALLS NO. 5 BOTTOM BAR SIZE LINTEL DEPTH, D (inches) (1-2) (1-11) (2-9) (3-5) (4-1) (1-10) (3-0) (4-1) (5-3) (6-3) (2-6) (4-0) (5-5) (6-10) (8-2) (3-1) (5-0) (6-9) (8-4) (10-0) Supporting Roof INTERNATIONAL RESIDENTIAL CODE a, b, c, d, f MAXIMUM CLEAR SPAN, (feet-inches) (Number is Middle of Span, A) e Supporting Light-Framed 2nd Story and Roof Ground Snow Load Supporting ICF Second Story and Roof 30 psf 70 psf 30 psf 70 psf 30 psf 70 psf 4-2 (0-9) 6-3 (1-3) 8-0 (1-9) 9-1 (2-3) 10-0 (2-9) 4-10 (1-2) 6-9 (2-0) 8-0 (2-9) 9-0 (3-6) 9-11 (4-3) 5-2 (1-8) 6-9 (2-8) 7-11 (3-8) 8-11 (4-8) 9-10 (5-8) 5-2 (2-1) 6-8 (3-4) 7-11 (4-7) 8-10 (5-10) 9-9 (6-11) 3-11 (0-8) 5-11 (1-1) 7-4 (1-6) 8-4 (1-11) 9-3 (2-4) 4-7 (1-0) 6-3 (1-9) 7-5 (2-5) 8-4 (3-1) 9-3 (3-8) 4-9 (1-5) 6-3 (2-4) 7-4 (3-3) 8-4 (4-2) 9-2 (5-1) 4-10 (1-9) 6-2 (3-0) 7-4 (4-2) 8-3 (5-4) 9-0 (6-5) 3-7 (0-6) 5-5 (0-10) 6-6 (1-2) 7-5 (1-6) 8-2 (1-10) 4-2 (0-9) 5-6 (1-4) 6-6 (1-10) 7-5 (2-4) 8-2 (2-11) 4-3 (1-1) 5-6 (1-10) 6-6 (2-6) 7-4 (3-3) 8-1 (3-11) 4-3 (1-5) 5-6 (2-4) 6-6 (3-3) 7-4 (4-2) 8-1 (5-0) 3-7 (0-6) 5-5 (0-10) 6-7 (1-2) 7-6 (1-7) 8-4 (1-11) 4-2 (0-10) 5-7 (1-4) 6-7 (1-11) 7-6 (2-5) 8-3 (3-0) 4-3 (1-1) 5-7 (1-10) 6-7 (2-7) 7-6 (3-4) 8-3 (4-1) 4-4 (1-5) 5-7 (2-5) 6-7 (3-4) 7-5 (4-3) 8-2 (5-2) 3-5 (0-5) 5-0 (0-8) 5-11 (1-0) 6-9 (1-3) 7-6 (1-6) 3-10 (0-8) 5-0 (1-1) 6-0 (1-7) 6-9 (2-0) 7-6 (2-5) 3-10 (0-11) 5-0 (1-6) 6-0 (2-2) 6-9 (2-9) 7-5 (3-4) 3-11 (1-2) 5-0 (1-11) 5-11 (2-8) 6-9 (3-6) 7-5 (4-3) For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square inch = 6.895kPa, 1 pound per square foot = kpa. a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used the span lengths in the shaded cells shall be increased by 1.2 times the table values. b. This table is not intended to prohibit the use of ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. c. Deflection criterion: L/240. d. Design load assumptions: Floor dead load is 10 psf Attic live load is 20 psf Floor live load is 30 psf Roof dead load is 15 psf Building width is 32 feet ICF wall dead load is 69 psf Light-framed wall dead load is 10 psf e. No. 3 stirrups are required at d/2 spacing except no stirrups are required for the distance, (A), shown in the middle portion of the span in accordance with Figure R611.7(2) and Section R f. Interpolation is permitted between ground snow loads and between lintel depths.

100 WALL CONSTRUCTION NOMINAL LINTEL THICKNESS T g,h (inches) 6 8 TABLE R611.7(4) MAXIMUM ALLOWABLE CLEAR SPANS FOR WAFFLE-GRID ICF WALL LINTELS NO. 4 BOTTOM BAR SIZE LINTEL DEPTH D (inches) Supporting Roof MAXIMUM CLEAR SPAN (feet-inches) (Number is Middle of Span, A) e Supporting Light-Framed 2nd Story and Roof Ground Snow Load a, b, c, d, f Supporting ICF Second Story and Roof 30 psf 70 psf 30 psf 70 psf 30 psf 70 psf 5-2 (0-10) 6-8 (1-5) 7-11 (1-11) 8-11 (2-6) 9-10 (3-0) 5-2 (0-10) 6-8 (1-5) 7-10 (1-11) 8-10 (2-6) 9-8 (3-0) 4-2 (0-7) 5-5 (0-11) 6-6 (1-4) 7-4 (1-8) 8-1 (2-0) 4-3 (0-7) 5-5 (0-11) 6-5 (1-4) 7-3 (1-8) 8-0 (2-0) 3-10 (0-6) 5-0 (0-9) 6-0 (1-1) 6-9 (1-5) 7-6 (1-9) 3-11 (0-6) 5-1 (0-9) 6-0 (1-1) 6-9 (1-5) 7-5 (1-9) 3-5 (0-4) 4-5 (0-7) 5-3 (0-10) 6-0 (1-1) 6-7 (1-4) 3-5 (0-4) 4-5 (0-7) 5-3 (0-10) 6-0 (1-1) 6-7 (1-4) 3-6 (0-5) 4-7 (0-8) 5-6 (0-11) 6-3 (1-2) 6-10 (1-5) 3-7 (0-5) 4-8 (0-8) 5-6 (0-11) 6-2 (1-2) 6-10 (1-5) 3-2 (0-4) 4-2 (0-6) 4-11 (0-9) 5-7 (0-11) 6-2 (1-2) 3-2 (0-4) 4-2 (0-6) 4-11 (0-9) 5-7 (0-11) For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 psi = kpa, 1 psf = kpa. a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used the span lengths in the shaded cells shall be increased by 1.2 times the table values. b. This table is not intended to prohibit the use of ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. c. Deflection criterion: L/240. d. Design load assumptions: Floor dead load is 10 psf Attic live load is 20 psf Floor live load is 30 psf Roof dead load is 15 psf Building width is 32 feet ICF wall dead load is 55 psf Light-framed wall dead load is 10 psf e. No. 3 stirrups are required at d/2 spacing except no stirrups are required for the distance, (A), shown in the middle portion of the span in accordance with Figure R611.7(2) and Section R f. Interpolation is permitted between ground snow loads and between lintel depths. g. For actual wall lintel width, refer to Table R h. Lintel width corresponds to the nominal waffle-grid ICF wall thickness with a minimum thickness of 2 inches. 6-2 (1-2) 2006 INTERNATIONAL RESIDENTIAL CODE 203

101 WALL CONSTRUCTION NOMINAL LINTEL THICKNESS, T g, h (inches) 6 8 TABLE R611.7(5) MAXIMUM ALLOWABLE CLEAR SPANS FOR WAFFLE-GRID ICF WALL LINTELS NO. 5 BOTTOM BAR SIZE LINTEL DEPTH D (inches) Supporting Roof MAXIMUM CLEAR SPAN (feet-inches) (Number is Middle of Span, A) e Supporting Light-Framed 2nd Story and Roof Ground Snow Load a, b, c, d, f Supporting ICF Second Story and Roof 30 psf 70 psf 30 psf 70 psf 30 psf 70 psf 5-4 (0-10) 8-0 (1-5) 9-9 (1-11) 11-0 (2-6) 12-2 (3-0) 6-0 (0-10) 8-3 (1-5) 9-9 (1-11) (2-6) 12-0 (3-0) 4-8 (0-7) 6-9 (0-11) 8-0 (1-4) 9-1 (1-8) 10-0 (2-0) 5-2 (0-7) 6-9 (0-11) 8-0 (1-4) 9-0 (1-8) 9-11 (2-0) 4-5 (0-6) 6-3 (0-9) 7-5 (1-1) 8-5 (1-5) 9-3 (1-9) 4-9 (0-6) 6-3 (0-9) 7-5 (1-1) 8-4 (1-5) 9-2 (1-9) 4-1 (0-4) 5-6 (0-7) 6-6 (0-10) 7-5 (1-1) 8-2 (1-4) 4-3 (0-4) 5-6 (0-7) 6-6 (0-10) 7-5 (1-1) 8-2 (1-4) 4-5 (0-5) 6-3 (0-8) 7-5 (0-11) 8-5 (1-2) 9-3 (1-5) 4-9 (0-5) 6-3 (0-8) 7-5 (0-11) 8-4 (1-2) 9-2 (1-5) 3-10 (0-4) 5-1 (0-6) 6-1 (0-9) 6-11 (0-11) 7-8 (1-2) 3-11 (0-4) 5-2 (0-6) 6-1 (0-9) 6-11 (0-11) For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 psi = kpa, 1 psf = kpa. a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used the span lengths in the shaded cells shall be increased by 1.2 times the table values. b. This table is not intended to prohibit the use of ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. c. Deflection criterion: L/240. d. Design load assumptions: Floor dead load is 10 psf Attic live load is 20 psf Floor live load is 30 psf Roof dead load is 15 psf Building width is 32 feet ICF wall dead load is 53 psf Light-framed wall dead load is 10 psf e. No. 3 stirrups are required at d/2 spacing except no stirrups are required for the distance, (A), shown in the middle portion of the span in accordance with Figure R611.7(2) and Section R f. Interpolation is permitted between ground snow loads and between lintel depths. g. For actual wall lintel width, refer to Table R h. Lintel width corresponds to the nominal waffle-grid ICF wall thickness with a minimum thickness of 2 inches. 7-8 (1-2) INTERNATIONAL RESIDENTIAL CODE

102 WALL CONSTRUCTION MINIMUM LINTEL THICKNESS, T (inches) h,i 6 TABLE R611.7(6) MAXIMUM ALLOWABLE CLEAR SPANS FOR SCREEN-GRID ICF LINTELS IN LOAD-BEARING WALLS NO. 4 BOTTOM BAR SIZE MINIMUM LINTEL DEPTH, D (inches) Supporting Roof MAXIMUM CLEAR SPAN (feet-inches) Supporting Light-Framed Second Story and Roof Maximum Ground Snow Load (psf) a, b, c, d,e, f, g Supporting ICF Second Story and Roof NA For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 psi = kpa, 1 psf = kpa. a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used the span lengths in the shaded cells shall be increased by 1.2 times the table values. b. This table is not intended to prohibit the use of ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. c. Deflection criterion: L/240. d Design load assumptions: Floor dead load is 10 psf Attic live load is 20 psf Floor live load is 30 psf Roof dead load is 15 psf Maximum floor clear span is 32 ft ICF wall dead load is 53 psf Light-frame wall dead load is 10 psf e. Stirrup requirements: Stirrups are not required for lintels 12 inches deep. One No. 3 stirrup is required in each vertical core for lintels 24 inches deep. f. Interpolation is permitted between ground snow loads. g. Flat ICF lintels may be used in lieu of screen-grid lintels. h. For actual wall lintel width, refer to Table R i. Lintel width corresponds to the nominal screen-grid ICF wall thickness. MINIMUM LINTEL THICKNESS, T (inches) h,i 6 TABLE R611.7(7) MAXIMUM ALLOWABLE CLEAR SPANS FOR SCREEN-GRID ICF LINTELS IN LOAD-BEARING WALLS NO. 5 BOTTOM BAR SIZE MINIMUM LINTEL DEPTH, D (inches) Supporting Roof MAXIMUM CLEAR SPAN (feet-inches) Supporting Light-Framed Second Story and Roof Maximum Ground Snow Load (psf) a, b, c, d, e, f, g Supporting ICF Second Story and Roof NA For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 pound per square inch = 6.895kPa, 1 pound per square foot = kpa. a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used the span lengths in the shaded cells shall be increased by 1.2 times the table values. b. This table is not intended to prohibit the use of ICF manufacturer s tables based on engineering analysis in accordance with ACI 318. c. Deflection criterion: L/240. d. Design load assumptions: Floor dead load is 10 psf Attic live load is 20 psf Floor live load is 30 psf Roof dead load is 15 psf Maximum floor clear span is 32 ft ICF wall dead load is 53 psf Light-frame wall dead load is 10 psf e. Stirrup requirements: Stirrups are not required for lintels 12 inches deep. One No. 3 stirrup is required in each vertical core for lintels 24 inches deep. f. Interpolation is permitted between ground snow loads. g. Flat ICF lintels may be used in lieu of screen-grid lintels. h. For actual wall lintel width, refer to Table R i. Lintel width corresponds to the nominal screen-grid ICF wall thickness INTERNATIONAL RESIDENTIAL CODE 205

103 WALL CONSTRUCTION TABLE R611.7(8) MAXIMUM ALLOWABLE CLEAR SPANS FOR ICF LINTELS WITHOUT STIRRUPS IN LOAD-BEARING WALLS (NO. 4 OR NO. 5) BOTTOM BAR SIZE MINIMUM LINTEL THICKNESS, T (inches) MINIMUM LINTEL DEPTH, D (inches) Supporting Roof Only MAXIMUM CLEAR SPAN (feet-inches) Supporting Light-Framed Second Story and Roof MAXIMUM GROUND SNOW LOAD (psf) a, b, c, d, e, f, g, h Supporting ICF Second Story and Roof Flat ICF Lintel Waffle-Grid ICF Lintel or For SI: 1 inch = 25.4 mm; 1 foot = mm; 1 pound per square foot = kpa; 1 pound per square inch = kpa. a. Table values are based on tensile reinforcement with a minimum yield strength of 40,000 psi (276 MPa), concrete with a minimum specified compressive strength of 2,500 psi, and a building width (clear span) of 32 feet. b. Spans located in shaded cells shall be permitted to be multiplied by 1.05 when concrete with a minimum compressive strength of 3,000 psi is used or by 1.1 when concrete with a minimum compressive strength of 4,000 psi is used. c. Deflection criterion is L/240, where L is the clear span of the lintel in inches. d. Linear interpolation shall be permitted between ground snow loads and between lintel depths. e. Lintel depth, D, shall be permitted to include the available height of ICF wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the opening. f. Spans shall be permitted to be multiplied by 1.05 for a building width (clear span) of 28 feet. g. Spans shall be permitted to be multiplied by 1.1 for a building width (clear span) of 24 feet or less. h. ICF wall dead load is 69 psf INTERNATIONAL RESIDENTIAL CODE

104 WALL CONSTRUCTION TABLE R611.7(9) a, b, c, d, e, f, h MINIMUM BOTTOM BAR ICF LINTEL REINFORCEMENT FOR LARGE CLEAR SPANS IN LOAD-BEARING WALLS MINIMUM LINTEL THICKNESS, T e,g (inches) MINIMUM LINTEL DEPTH, D (inches) Supporting Light-Frame Roof Only MINIMUM BOTTOM LINTEL REINFORCEMENT Supporting Light-Framed Second Story and Roof Maximum Ground Snow Load (psf) Supporting ICF Second Story and Light-Frame Roof Flat ICF Lintel, 12 feet- 3 inches Maximum Clear Span #5 1 #7 D/R D/R D/R D/R #6 1 #7 D/R D/R D/R D/R 24 1 #5 1 #7 1 #7 1 #8 1 #8 D/R 16 1 #7; 2 #5 D/R D/R D/R D/R D/R 20 1 #6; 2 #4 1#7; 2 #5 1 #8; 2 #6 D/R D/R D/R 24 1 #6; 2 #4 1 #7; 2 #5 1 #7; 2 #5 1 #8; 2 #6 1 #8; 2 #6 1 #8; 2 # #7; 2 #5 D/R D/R D/R D/R D/R 20 1 #6; 2 #4 1 #7; 2 #5 1 #8; 2 #6 1 #8; 2 #6 1 #8; 2 #6 1 #9; 2 # #6; 2 #4 1 #7; 2 #5 1 #7; 2 #5 1 #7; 2 #6 1 #8; 2 #6 1 #9; 2 #6 Flat ICF Lintel, 16 feet-3 inches Maximum Clear Span #7 D/R D/R D/R D/R D/R #7; 2 #5 D/R D/R D/R D/R D/R #7; 2 #5 1 #9; 2 #6 1 #9; 2 #6 D/R D/R D/R 6 8 Waffle-Grid ICF Lintel, 12 feet-3 inches Maximum Clear Span 20 1 #6 D/R D/R D/R D/R D/R 24 1 #5 1 #7; 2 #5 1 #7; 2 #5 1 #8; 2 #6 1 #8; 2 #6 D/R 16 1 #7; 2 #5 D/R D/R D/R D/R D/R 20 1 #6; 2 #4 1 #7; 2 #5 1 #8; 2 #6 D/R D/R D/R 24 1 #5 1 #7; 2 #5 1 #7; 2 #5 1 #8; 2 #6 1 #8; 2 #6 1 #8; 2 #6 Screen-Grid ICF Lintel, 12 feet-3 inches Maximum Clear Span #5 1 #7 D/R D/R D/R D/R For SI: 1 inch = 25.4 mm, 1 foot = mm, 1 psi = kpa, 1 psf = kpa. a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used the span lengths in the shaded cells shall be increased by 1.2 times the table values. b. This table is not intended to prohibit the use of ICF manufacturers tables based on engineering analysis in accordance with ACI 318. c. D/R indicates design is required. d. Deflection criterion: L/240. e. Interpolation is permitted between ground snow loads and between lintel depths. f. No. 3 stirrups are required a maximum d/2 spacing for spans greater than 4 feet. g. Actual thickness is shown for flat lintels; nominal thickness is given for waffle-grid and screen-grid lintels. Lintel thickness corresponds to the nominal waffle-grid and screen-grid ICF wall thickness. Refer to Table R611.2 for actual wall thickness. h. ICF wall dead load varies based on wall thickness using 150 pcf concrete density INTERNATIONAL RESIDENTIAL CODE 207

105 WALL CONSTRUCTION TABLE R611.7(9A) a, b, c MINIMUM SOLID END WALL LENGTH REQUIREMENTS FOR FLAT ICF WALLS (WIND PERPENDICULAR TO RIDGE) WALL CATEGORY One-Story or Top Story of Two-Story First Story of Two-Story BUILDING SIDE WALL LENGTH, L (feet) Roof Slope WIND VELOCITY PRESSURE FROM TABLE R (psf) Minimum Solid Wall Length on Building End Wall (feet) 1: : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d (continued) INTERNATIONAL RESIDENTIAL CODE

106 WALL CONSTRUCTION Footnotes to Table R611.7 (9A) For SI: 1 foot = mm; 1 inch = 25.4 mm; 1 pound per square foot = kPa. a. Table values are based on a 3.5 in thick flat wall. For a 5.5 in thick flat wall, multiply the table values by 0.9. The adjusted values shall not result in solid wall lengths less than 4ft. b. Table values are based on a maximum unsupported wall height of 10 ft. c. Linear interpolation shall be permitted. d. The minimum solid wall lengths shown in the table are based on a building with an end wall length W of 60 feet and a roof slope of less than 7:12. For roof slopes of 7:12 or greater and end wall length W greater than 30 feet, the minimum solid wall length determined from the table shall be multiplied by: [(W-30)/30]. TABLE R611.7(9B) a, b, c, d MINIMUM SOLID SIDEWALL LENGTH REQUIREMENTS FOR FLAT ICF WALLS (WIND PARALLEL TO RIDGE) WALL CATEGORY BUILDING END WALL WIDTH, W (feet) WIND VELOCITY PRESSURE FROM TABLE R (psf) One-Story or Top Story of Two-Story Minimum Solid Wall Length on Building Side Wall (feet) First Story of Two-Story For SI: 1 foot = mm; 1 inch = 25.4 mm; 1 pound per square foot = kPa. a. Table values are based on a 3.5 in thick flat wall. For a 5.5 in thick flat wall, multiply the table values by 0.9. The adjusted values shall not result in solid wall lengths less than 4ft. b. Table values are based on a maximum unsupported wall height of 10 ft. c. Table values are based on a maximum 12:12 roof pitch. d. Linear interpolation shall be permitted INTERNATIONAL RESIDENTIAL CODE 209

107 WALL CONSTRUCTION TABLE R611.7(10) MAXIMUM ALLOWABLE CLEAR SPANS FOR ICF LINTELS IN NONLOAD-BEARING WALLS WITHOUT STIRRUPS a,b,c,d NO. 4 BOTTOM BAR MINIMUM LINTEL THICKNESS, T (inches) or 8 MINIMUM LINTEL DEPTH, D (inches) Flat ICF Lintel Supporting Light-Framed Nonbearing Wall (feet-inches) MAXIMUM CLEAR SPAN Supporting ICF Second Story and Nonbearing Wall (feet-inches) Waffle-Grid ICF Lintel Screen-Grid Lintel For SI: 1 foot = mm; 1 inch = 25.4 mm; 1 pounds per square foot = kPa. a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent rectangular cross section. b. This table is not intended to prohibit the use of ICF manufacturers tables based on engineering analysis in accordance with ACI 318. c. Deflection criterion is L/240, where L is the clear span of the lintel in inches. d. Linear interpolation is permitted between lintel depths INTERNATIONAL RESIDENTIAL CODE

108 WALL CONSTRUCTION WALL CATEGORY One-Story or Top Story of Two-Story First Story of Two-Story BUILDING SIDE WALL LENGTH, L (feet) TABLE R611.7(10A) MINIMUM SOLID END WALL LENGTH REQUIREMENTS FOR WAFFLE AND a, b, c SCREEN-GRID ICF WALLS (WIND PERPENDICULAR TO RIDGE) ROOF SLOPE WIND VELOCITY PRESSURE FROM TABLE R Minimum Solid Wall Length on Building End Wall (feet) 1: : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d : : :12 d :12 d (continued) 2006 INTERNATIONAL RESIDENTIAL CODE 211

109 WALL CONSTRUCTION WALL CATEGORY First Story of Two-Story BUILDING SIDE WALL LENGTH, L (feet) 50 TABLE R611.7(10A) continued MINIMUM SOLID END WALL LENGTH REQUIREMENTS FOR WAFFLE AND a, b, c SCREEN-GRID ICF WALLS (WIND PERPENDICULAR TO RIDGE) ROOF SLOPE WIND VELOCITY PRESSURE FROM TABLE R Minimum Solid Wall Length on Building End Wall (feet) 1: : :12 d :12 d : : :12 d :12 d For SI: 1 foot = mm; 1 inch = 25.4 mm; 1 pound per square foot = kPa. a. Table values are based on a 6 in (152.4 mm) thick nominal waffle-grid wall. For a 8 in thick nominal waffle-grid wall, multiply the table values by b. Table values are based on a maximum unsupported wall height of 10 ft. c. Linear interpolation is permitted. d. The minimum solid wall lengths shown in the table are based on a building with an end wall length W of 60 feet and a roof slope of less than 7:12. For roof slopes of 7:12 or greater and end wall length W greater than 30 feet, the minimum solid wall length determined from the table shall be multiplied by: [(W-30)/30]. WALL CATEGORY One-Story or Top Story of Two-Story TABLE R611.7(10B) MINIMUM SOLID SIDE WALL LENGTH REQUIREMENTS FOR 6-INCH WAFFLE AND a, b, c, d SCREEN-GRID ICF WALLS (WIND PARALLEL TO RIDGE) BUILDING END WALL WIDTH, W (feet) WIND VELOCITY PRESSURE FROM TABLE R (psf) Minimum Solid Wall Length on Building Side Wall (feet) First Story of Two-Story For SI: 1 foot = mm; 1 inch = 25.4 mm; 1 pound per square foot = kPa. a. Table values are based on a 6 in thick nominal waffle-grid wall. For a 8 in thick nominal waffle-grid wall, multiply the table values by b. Table values are based on a maximum unsupported wall height of 10 ft. c. Table values are based on a maximum 12:12 roof pitch. d. Linear interpolation shall be permitted INTERNATIONAL RESIDENTIAL CODE

110 WALL CONSTRUCTION TABLE R611.7(11) MINIMUM PERCENTAGE OF SOLID WALL LENGTH ALONG EXTERIOR WALL LINES FOR TOWNHOUSES IN SEISMIC DESIGN CATEGORY C AND ALL BUILDINGS IN SEISMIC DESIGN CATEGORIES D 0,D 1 AND D 2 a, b SEISMIC DESIGN CATEGORY (SDC) One-Story or Top Story of Two-Story MINIMUM SOLID WALL LENGTH (percent) Wall Supporting Light-Framed Second Story and Roof Wall Supporting ICF Second Story and Roof Townhouses in SDC C c 20 percent 25 percent 35 percent d D 1 25 percent 30 percent 40 percent d D 2 30 percent 35 percent 45 percent For SI: 1 inch = 25.4 mm; 1 mile per hour = m/s. a. Base percentages are applicable for maximum unsupported wall height of 10-feet, light-frame gable construction, and all ICF wall types. These percentages assume that the maximum weight of the interior and exterior wall finishes applied to ICF walls do not exceed 8 psf. b. For all walls, the minimum required length of solid walls shall be based on the table percent value multiplied by the minimum dimension of a rectangle inscribing the overall building plan. c. Walls shall be reinforced with a minimum No. 5 bar (Grade 40 or 60) spaced a maximum of 24 inches on center each way or a No. 4 bar spaced a maximum of 16 inches on center each way. (Grade 40 or 60) spaced at a maximum of 16 inches on center each way. d. Walls shall be constructed with a minimum concrete compressive strength of 3,000 psi and reinforced with minimum #5 rebar (Grade 60 ASTM A 706) spaced a maximum of 18 inches on center each way or No. 4 rebar (Grade 60 ASTM A706) spaced at a maximum of 12 inches (304.8 mm) on center each way. The minimum thickness of flat ICF walls shall be 5.5 inches. TABLE R WIND VELOCITY PRESSURE FOR DETERMINATION OF MINIMUM SOLID WALL LENGTH a WIND SPEED (mph) d VELOCITY PRESSURE (psf) Exposure b B C D c For SI: 1 pound per square foot = kpa; 1 mile per hour = m/s. a. Table values are based on ASCE 7-98 Figure 6-4 using a mean roof height of 35 ft. b. Exposure Categories shall be determined in accordance with Section R c. Design is required in accordance with ACI 318 and approved manufacturer guidelines. d. Interpolation is permitted between wind speeds. R Top bearing requirements for Seismic Design Categories C, D 0,D 1 and D 2. For townhouses in Seismic Design Category C, wood sill plates attached to ICF walls shall be anchored with Grade A 307, 3 / 8 -inch-diameter (10 mm) headed anchor bolts embedded a minimum of 7 inches (178 mm) and placed at a maximum spacing of 36 inches (914 mm) on center. For all buildings in Seismic Design Category D 0 or D 1, wood sill plates attached to ICF walls shall be anchored with ASTM A 307, Grade A, 3 / 8 -inch-diameter (10 mm) headed anchor bolts embedded a minimum of 7 inches (178 mm) and placed at a maximum spacing of 24 inches (610 mm) on center. For all buildings in Seismic Design Category D 2, wood sill plates attached to ICF walls shall be anchored with ASTM A 307, Grade A, 3 / 8 -inch-diameter (10 mm) headed anchor bolts embedded a minimum of 7 inches (178 mm) and placed at a maximum spacing of 16 inches (406 mm) on center. Larger diameter bolts than specified herein shall not be used. For townhouses in Seismic Design Category C, each floor joist perpendicular to an ICF wall shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 3-8d common nails per leg in accordance with Figure R611.8(1). For all buildings in Seismic Design Category D 0 or D 1, each floor joist perpendicular to an ICF wall shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 4-8d common nails per leg in accordance with Figure R611.8(1). For all buildings in Seismic Design Category D 2, each floor joist perpendicular to an ICF wall shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 6-8d common nails per leg in accordance with Figure R611.8(1). For ICF walls parallel to floor framing in townhouses in Seismic Design Category C, full depth blocking shall be placed at 24 inches (610 mm) on center and shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 5-8d common nails per leg in accordance with Figure R611.8(6). For ICF walls parallel to floor framing for all buildings in Seismic Design Category D 0 or D 1, full depth blocking shall be placed at 24 inches (610 mm) on center and shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 6-8d common nails per leg in accordance with Figure R611.8(6). For ICF walls parallel to floor framing for all buildings in Seismic Design Category D 2, full depth blocking shall be placed at 24 inches (610 mm) on center and shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 9-8d common nails per leg in accordance with Figure R611.8(6) INTERNATIONAL RESIDENTIAL CODE 213

111 WALL CONSTRUCTION FIGURE R611.7(2) REINFORCEMENT OF OPERNINGS For SI: 1 inch = 25.4 mm. NOTE: Section cut through flat wall. FIGURE R611.7(3) ICF LINTELS FOR FLAT AND SCREEN-GRID WALLS INTERNATIONAL RESIDENTIAL CODE

112 WALL CONSTRUCTION For SI: 1 inch = 25.4 mm. NOTE: Section cut through vertical core of a waffle-grid lintel. FIGURE R611.7(4) SINGLE FORM HEIGHT WAFFLE-GRID LINTEL For SI: 1 inch = 25.4 mm. NOTE: Section cut through vertical core of a waffle-grid lintel. FIGURE R611.7(5) DOUBLE FORM HEIGHT WAFFLE-GRID LINTEL 2006 INTERNATIONAL RESIDENTIAL CODE 215

113 WALL CONSTRUCTION FIGURE R611.7(6) SINGLE FORM HEIGHT SCREEN-GRID LINTEL FIGURE R611.7(7) DOUBLE FORM HEIGHT SCREEN-GRID LINTEL R Ledger bearing. Wood ledger boards supporting bearing ends of joists or trusses shall be anchored to flat ICF walls with minimum thickness of 5.5 inches (140 mm) and to waffle- or screen-grid ICF walls with minimum nominal thickness of 6 inches (152 mm) in accordance with Figure R611.8(2), R611.8(3), R611.8(4) or R611.8(5) and Table R611.8(1). Wood ledger boards supporting bearing ends of joists or trusses shall be anchored to flat ICF walls with minimum thickness of 3.5 inches (140 mm) in accordance with Figure R611.8(5) and Table R611.8(1). The ledger shall be a minimum 2 by 8, No. 2 Southern Yellow Pine or No. 2 Douglas Fir. Ledgers anchored to nonload-bearing walls to support floor or roof sheathing shall be attached with 1 / 2 inch (12.7 mm) diameter or headed anchor bolts spaced a maximum of 6 feet (1829 mm) on center. Anchor bolts shall be embedded a minimum of 4 inches (102 mm) into the concrete measured from the inside face of the insulating form. For insulating forms with a face shell thickness of 1.5 inches (38 mm) or less, the hole in the form shall be a minimum of 4 inches (102 mm) in diameter. For insulating forms with a face shell thicker than 1.5 inches (38 mm), the diameter of the hole in the form shall be increased by 1 inch (25 mm) for each 1 / 2 inch (13 mm) of additional insulating form face shell thickness. The ledger board shall be in direct contact with the concrete at each bolt location. R Ledger bearing requirements for Seismic Design Categories C, D 0,D 1 and D 2. Additional anchorage mechanisms connecting the wall to the floor system INTERNATIONAL RESIDENTIAL CODE

114 WALL CONSTRUCTION FIGURE R LAP SPLICES shall be installed at a maximum spacing of 6 feet (1829 mm) on center for townhouses in Seismic Design Category C and 4 feet (1220 mm) on center for all buildings in Seismic Design Categories D 0,D 1 and D 2. The additional anchorage mechanisms shall be attached to the ICF wall reinforcement and joist rafters or blocking in accordance with Figures R611.8(1) through R611.8(7). The additional anchorage shall be installed through an oversized hole in the ledger board that is 1 / 2 inch (13 mm) larger than the anchorage mechanism diameter to prevent combined tension and shear in the mechanism. The blocking shall be attached to floor or roof sheathing in accordance with edge fastener spacing. Such additional anchorage shall not be accomplished by the use of toe nails or nails subject to withdrawal nor shall such anchorage mechanisms induce tension stresses perpendicular to grain in ledgers or nailers. The capacity of such anchors shall result in connections capable of resisting the design values listed in Table R611.8(2).The diaphragm sheathing fasteners applied directly to a ledger shall not be considered effective in providing the additional anchorage required by this section. Where the additional anchorage mechanisms consist of threaded rods with hex nuts or headed bolts complying with ASTM A 307, Grade A or ASTM F 1554, Grade 36, the design tensile strengths shown in Table R611.9 shall be equal to or greater than the product of the design values listed in Table R611.8(2) and the spacing of the bolts in feet (mm). Anchor bolts shall be embedded as indicated in Table R Bolts with hooks shall not be used. R Floor and roof diaphragm construction. Floor and roof diaphragms shall be constructed of wood structural panel sheathing attached to wood framing in accordance with Table R602.3(1) or Table R602.3(2) or to cold-formed steel floor framing in accordance with Table R (2) or to cold-formed steel roof framing in accordance with Table R R Floor and roof diaphragm construction requirements in Seismic Design Categories D 0,D 1 and D 2. The requirements of this section shall apply in addition to those required by Section R Edge spacing of fasteners in floor and roof sheathing shall be 4 inches (102 mm) on center for Seismic Design Category D 0 or D 1 and 3 inches (76 mm) on center for Seismic Design Category D 2. In Seismic Design Categories D 0,D 1 and D 2,all sheathing edges shall be attached to framing or blocking. Minimum sheathing fastener size shall be inch (3 mm) diameter with a minimum penetration of 1 3 / 8 -inches (35 mm) into framing members supporting the sheathing. Minimum wood structural panel thickness shall be 7 / 16 inch (11 mm) for roof sheathing and 23 / 32 inch (18 mm) for floor sheathing. Vertical offsets in floor framing shall not be permitted. R611.9 ICF wall to top sill plate (roof) connections. Wood sill plates attaching roof framing to ICF walls shall be anchored with minimum 1 / 2 inch (13 mm) diameter anchor bolt embedded a minimum of 7 inches (178 mm) and placed at 6 feet (1829 mm) on center in accordance with Figure R Anchor bolts shall be located in the cores of waffle-grid and screen-grid ICF walls. Roof assemblies subject to wind uplift pressure of 20 pounds per square foot (1.44 kpa) or greater as established in Table R301.2(2) shall have rafter or truss ties provided in accordance with Table R R ICF wall to top sill plate (roof) connections for Seismic Design Categories C, D 0,D 1 and D 2. The requirements of this section shall apply in addition to those required by Section R The top of an ICF wall at a gable shall be attached to an attic floor in accordance with Section R For townhouses in Seismic Design Category C, attic floor diaphragms shall be constructed of structural wood sheathing panels attached to wood framing in accordance with Table R602.3(1) or Table R602.3(2). Edge spacing of fasteners in attic floor sheathing shall be 4 inches (102 mm) on center for Seismic Design Category D 0 or D 1 and 3 inches (76 mm) on center for Seismic Design Category D 2.InSeismic Design Categories D 0,D 1 and D 2, all sheathing edges shall be attached to framing or blocking. Minimum sheathing fastener size shall be inch (2.8 mm) diameter with a 2006 INTERNATIONAL RESIDENTIAL CODE 217

115 WALL CONSTRUCTION FIGURE R MINIMUM SOLID WALL LENGTH INTERNATIONAL RESIDENTIAL CODE

116 WALL CONSTRUCTION TABLE R611.8(1) a, b, c FLOOR LEDGER-ICF WALL CONNECTION (SIDE-BEARING CONNECTION) REQUIREMENTS MAXIMUM FLOOR CLEAR SPAN d (feet) Staggered 1 / 2 -inch-diameter anchor bolts MAXIMUM ANCHOR BOLT SPACING e (inches) Staggered 5 / 8 -inch-diameter anchor bolts Two 1 / 2 -inch-diameter anchor bolts f Two 5 / 8 -inch-diameter anchor bolts f For SI: 1 inch = 25.4 mm, 1 foot = mm. a. Minimum ledger board nominal depth shall be 8 inches. The thickness of the ledger board shall be a minimum of 2 inches. Thickness of ledger board is in nominal lumber dimensions. Ledger board shall be minimum No. 2 Grade. b. Minimum edge distance shall be 2 inches for 1 / 2 -inch-diameter anchor bolts and 2.5 inches for 5 / 8 -inch-diameter anchor bolts. c. Interpolation is permitted between floor spans. d. Floor span corresponds to the clear span of the floor structure (i.e., joists or trusses) spanning between load-bearing walls or beams. e. Anchor bolts shall extend through the ledger to the center of the flat ICF wall thickness or the center of the horizontal or vertical core thickness of the waffle-grid or screen-grid ICF wall system. f. Minimum vertical distance between bolts shall be 1.5 inches for 1 / 2 -inch-diameter anchor bolts and 2 inches for 5 / 8 -inch-diameter anchor bolts. minimum penetration of 1 3 / 8 inches (35 mm) into framing members supporting the sheathing. Minimum wood structural panel thickness shall be 7 / 16 inch (11 mm) for the attic floor sheathing. Where hipped roof construction is used, the use of a structural attic floor is not required. For townhouses in Seismic Design Category C, wood sill plates attached to ICF walls shall be anchored with ASTM A 307, Grade A, 3 / 8 -inch (10 mm) diameter anchor bolts embedded a minimum of 7 inches (178 mm) and placed at a maximum spacing of 36 inches (914 mm) on center. For all buildings in Seismic Design Category D 0 or D 1, wood sill plates attached to ICF walls shall be anchored with ASTM A 307, Grade A, 3 / 8 -inch (10 mm) diameter anchor bolts embedded a minimum of 7 inches (178 mm) and placed at a maximum spacing of 16 inches (406 mm) on center. For all buildings in Seismic Design Category D 2, wood sill plates attached to ICF walls shall be anchored with ASTM A 307, Grade A, 3 / 8 -inch (10 mm) diameter anchor bolts embedded a minimum of 7 inches (178 mm) and placed at a maximum spacing of 16 inches (406 mm) on center. For townhouses in Seismic Design Category C, each floor joist shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 3-8d common nails per leg in accordance with Figure R611.8(1). For all buildings in Seismic Design Category D 0 or D 1, each floor joist shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 4-8d common nails per leg in accordance with Figure R611.8(1). For all buildings in Seismic Design Category D 2, each floor joist shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 6-8d common nails per leg in accordance with Figure R611.8(1). Where hipped roof construction is used without an attic floor, the following shall apply. For townhouses in Seismic Design Category C, each rafter shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 3-8d common nails per leg in accordance with Figure R For all buildings in Seismic Design Category D 0 or D 1, each rafter shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 4-8d common nails per leg in accordance with Figure R For all buildings in Seismic Design Category D 2, each rafter shall be attached to the sill plate with an 18-gage [( in.) (1.2 mm)] angle bracket using 6-8d common nails per leg in accordance with Figure R INTERNATIONAL RESIDENTIAL CODE 219

117 WALL CONSTRUCTION TABLE R611.8(2) DESIGN VALUES (PLF) FOR FLOOR JOIST-TO-WALL ANCHORS REQUIRED FOR TOWNHOUSES IN SEISMIC DESIGN CATEGORY C AND ALL BUILDINGS IN SEISMIC DESIGN CATEGORIES D 0,D 1 AND D 2 a, b WALL TYPE SEISMIC DESIGN CATEGORY C D 0 or D 1 D 2 Flat NP NP Flat Flat Flat ,223 Waffle Waffle Screen For SI: 1pound per linear foot = kg/m. NP = Not Permitted a. Table values are based on IBC Equation using a tributary wall height of 11 feet. Table values shall be permitted to be reduced for tributary wall heights less than 11 feet by multiplying the table values by X/11, where X is the tributary wall height. b. Values may be reduced by 30 percent when used for ASD. FIGURE R611.8(1) SECTION CUT THROUGH FLAT WALL OR VERTICAL CORE OF WAFFLE- OR SCREEN-GRID WALL INTERNATIONAL RESIDENTIAL CODE

118 WALL CONSTRUCTION For SI: 1 inch = 25.4 mm. NOTE: Section cut through flat wall or vertical core of a waffle- or screen-grid wall. FIGURE R611.8(2) FLOOR LEDGER ICF WALL CONNECTION (SIDE-BEARING CONNECTION) For SI: 1 inch = 25.4 mm. NOTE: Section cut through flat wall or vertical core of a waffle- or screen-grid wall. FIGURE R611.8(3) FLOOR LEDGER ICF WALL CONNECTION (LEDGE-BEARING CONNECTION) 2006 INTERNATIONAL RESIDENTIAL CODE 221

119 WALL CONSTRUCTION For SI: 1 inch = 25.4 mm. NOTE: Section cut through flat wall. FIGURE R611.8(4) WOOD FLOOR LEDGER ICF WALL SYSTEM CONNECTION (THROUGH-BOLT SIDE-BEARING CONNECTION) For SI: 1 inch = 25.4 mm. NOTE: Section cut through flat wall. FIGURE R611.8(5) FLOOR LEDGER ICF WALL CONNECTION INTERNATIONAL RESIDENTIAL CODE

120 WALL CONSTRUCTION FIGURE R611.8(6) ANCHORAGE REQUIREMENTS FOR TOP BEARING WALLS FOR TOWNHOUSES IN SEISMIC DESIGN CATEGORY C AND ALL BUILDINGS IN SEISMIC DESIGN CATEGORIES D 0, D 1, AND D 2 FOR FLOOR FRAMING PARALLEL TO WALL FIGURE R611.8(7) ANCHORAGE REQUIREMENTS FOR LEDGER BEARING WALLS FOR TOWNHOUSES IN SEISMIC DESIGN CATEGORY C AND ALL BUILDINGS IN SEISMIC DESIGN CATEGORIES D 0, D 1 AND D 2 FOR FLOOR FRAMING PARALLEL TO WALL 2006 INTERNATIONAL RESIDENTIAL CODE 223

121 WALL CONSTRUCTION DIAMETER OF BOLT (inches) TABLE R611.9 DESIGN TENSILE STRENGTH OF HEADED BOLTS CAST IN CONCRETE a MINIMUM EMBEDMENT DEPTH (inches) DESIGN TENSILE STRENGTH b (pounds) 1 / / 8 with washer c 2 3 / 4 d / 2 with washer c 4 d 4630 For SI: 1 pound per square inch = kpa. a. Applicable to concrete of all strengths. See Notes (c) and (d). b. Values are based on ASTM F 1554, Grade 36 bolts. Where ASTM A 307, Grade A headed bolts are used, the strength shall be increased by c. A hardened washer shall be installed at the nut embedded in the concrete or head of the bolt to increase the bearing area. The washer is not required where the concrete strength is 4000 psi or more. d. Embedment depth shall be permitted to be reduced 1 / 4 -inch where 4000 psi concrete is used. NOTE: Section cut through flat wall or vertical core of a waffle- or screen-grid wall. FIGURE R611.9 ROOF SILL PLATE ICF WALL CONNECTION SECTION R612 CONVENTIONALLY FORMED CONCRETE WALL CONSTRUCTION R612.1 General. Conventionally formed concrete walls with flat surfaces shall be designed and constructed in accordance with the provisions of Section R611 for Flat ICF walls or in accordance with the provisions of ACI 318. SECTION R613 EXTERIOR WINDOWS AND GLASS DOORS R613.1 General. This section prescribes performance and construction requirements for exterior window systems installed in wall systems. Windows shall be installed and flashed in accordance with the manufacturer s written installation instructions. Written installation instructions shall be provided by the manufacturer for each window. R613.2 Window sills. In dwelling units, where the opening of an operable window is located more than 72 inches (1829 mm) above the finished grade or surface below, the lowest part of the clear opening of the window shall be a minimum of 24 inches (610 mm) above the finished floor of the room in which the window is located. Glazing between the floor and 24 inches (610 mm) shall be fixed or have openings through which a 4-inch-diameter (102 mm) sphere cannot pass. Exceptions: 1. Windows whose openings will not allow a 4-inch-diameter (102 mm) sphere to pass through the opening when the opening is in its largest opened position. 2. Openings that are provided with window guards that comply with ASTM F 2006 or F R613.3 Performance. Exterior windows and doors shall be designed to resist the design wind loads specified in Table R301.2(2) adjusted for height and exposure per Table R301.2(3). R613.4 Testing and labeling. Exterior windows and sliding doors shall be tested by an approved independent laboratory, and bear a label identifying manufacturer, performance characteris INTERNATIONAL RESIDENTIAL CODE

122 Appendix C Compatible Accessory Products Rev

123 Product Corporation Contact Information Footings Form-a-Drain CertainTeed Corp. Tel: Window and Door Bucks V-Buck Vinyl Technologies Inc. Tel: Window and Door Flashing Tyvek DuPont Tel:866-33TYVEK Bituthene Grace Construction Products Tel: AC Hydroseal Northern Elastomeric Inc. Tel: Bracing /Alignment /Scaffolding Panel Jack Reechcraft Tel: Contact person Cody Norman Direct line Plumwall Plumwall Limited Tel: Contact Person: Daniel Pauls Brace E-Z Frame E-Z Tools, LLC Tel: Accessories ICF tools and Wind-Lock Corporation accessories Tel: Ledger Connection Simpson Strong Tie Co. System Tel: Multi-purpose ICF Connect Ltd. anchor/joist hanger Tel: system Contact person: Richard Nishikawa Rev

124 Product Corporation Contact Information Purging Foundation U.S.E. Hickson Products Ltd. Insulation Coating Tel: DuRock B-2000 DuRock Alfacing Tel: Contact person: Jerry Dampproofing Delta MS Clear Consella Dorken Products Tel: ext: 23 Platon Armtec Tel: Perm-a-Barrier Grace Construction Products Tel: Waterproofing Bituthene 3000 Grace Construction Products Tel: Bakor Blue Skin Henry Company Tel: Waterproofing PolyGuard Products Rev

125 Product Corporation Contact Information Exterior Surface Finish Systems TAFS Dryvit Systems Inc Tel: ext: 9 Senergy Degussa Wall Systems Inc. Tel: Finestone Degussa Wall Systems Inc. Tel: Sonowall Degussa Wall Systems Inc. Tel: Acrocrete Degussa Wall Systems Inc. Tel: Hard Coat Stucco, Sto Corp Synthetic Stucco, Tel: Acrylic Based Finishes Contact Person: Bob Tayson Permacrete ICF PermaCrete Tel: Contact Person: Don Tiskevics Steel Framing, Floors and Roofs Dietrich Metal Dietrich Industries Framing Tel: Composite Steel & Concrete Floors Concrete Floor Hambro System Tel: Comflor Bailey Metal Products Floor system Tel: Contact Person: Stuart Hunt Rev

126 Appendix D Tables for Structural Requirements of Fox Blocks Corbel Forms for Applications Supporting Brick Veneer or Floors Rev

127 Rev

128 Rev

129 Rev

130 Appendix E Recommended List of Tools Rev

131 Recommended List of Tools In addition to the usual tools a contractor would have, the following is a list of tools recommended to have on site while assembling the Fox Blocks forms, to facilitate an easier build: - Wall bracing and alignment system including: - Fasteners to anchor system to substrate - Scaffold planks and other lumber, if required, for guardrails and bearing planks - Fasteners to secure in place scaffold planks and guardrails, if required - Screws to secure the strongbacks to the Fox Blocks - String line or chalk line - Zip ties or wire ties - Rebar bender /cutter - Rebar ties - Rasp - Foam gun and foam refills - Pruning saw & key hole saw - Construction laser level - Mason s level - Fiber tape & waterproof markers - Cordless drill - Step stools and step ladders Additional recommended items to have on site at time of concrete pour: - OSHA approved personnel safety equipment: safety glasses, rubber gloves, wash water, etc. - Internal vibrator with extension cords (confirm source of power) - Concrete pump special equipment, 4-inch reducer and a length of 4-inch hose, or double 90-degree attachment, to slow the velocity of the concrete Rev

132 Appendix F Recommended Pre-pour Inspection Check List Rev

133 Recommended Pre-pour Inspection Check List Are the walls the correct length? Are the window and door openings the correct dimensions as specified? Are the window and door openings in the correct locations? Are other wall penetrations in the locations as specified? Is the bracing installed correctly as per Reechcraft s instructions? Is rebar installed as per specifications including at lintels and around wall openings? Has top course of Fox Blocks been tied to course below? Has the top course of Fox Blocks been tied end to end? Has additional support been provided where forms have been cut? When necessary, has the top course interlock been protected so it does not fill with concrete? If this is pour will bring the wall to its final height, have the protruding portions of the interlock been cut off? Are bucks properly installed with bracing and secured in place? Is the floor /roof connection properly constructed and anchor bolts (if required) on site? Has concrete with the proper strength and aggregate size been ordered? Has the concrete pump been ordered ½ hour ahead of concrete for set-up? Is there adequate access for concrete pump and ready-mix trucks? Is there provision for the ready-mix trucks to clean out? Are the walls straight? Are the walls plumb? Is the top of the wall level and at the specified elevation? Rev

134 Panel Jack TM Pro System BRACING, ALIGNMENT AND SCAFFOLDING EQUIPMENT

135 TABLE OF CONTENTS Product Overview 3 Performance and Specific Requirements 3 Relevant Codes and Standards 3 Component Description 4 Preliminary Considerations of Use 5 Practical Use 5 Handling and Maintenance 6 Set-Up and Use Instructions Overview 6 Application and Design 8 96 Panel Jack ProSystem Panel Jack ProSystem 10 Anchoring Detail 11 Assembly Detail 12 Spacing Set-Up Detail 13 Accessories 14,15 2

136 Product Overview Panel Jack Pro System is a product designed for use in insulating concrete form (ICF) wall forming applications. The system provides support for builders at the required heights necessary to construct and fill the ICF form cavity with concrete. It also braces the wall unit until it has cured and provides the means to plumb and align the wall before the concrete sets. Utilizing the Panel Jack Pro System allows the contractor the means to build ICF walls fast and straight, while ensuring a safe work environment and providing a professional job site appearance. Performance and Specific Requirements The Panel Jack Pro System is designed for use within an excavation or at grade level to support people in winds up to 40 mph. Any other use is not recommended and is at the users own risk. Requirements identified in this manual represent the minimum requirements, the user is responsible to research and give precedence to federal, state and local codes and special site conditions. Spacing of the bracing product should be determined by the installing contractor in accordance with federal, state and local codes for wind bracing and scaffold. The maximum spacing for each Panel Jack Pro System product is not to exceed 7 feet (6 recommended). Scaffold planking and handrail materials should be: American Number 1 Southern Pine or Douglas Fir. Approved laminated structural or manufactured planks and stages are recommended. Anchoring of components is paramount to the performance of the system, specific to each site, and is the responsibility of the installing contractor to meet the following minimum requirements of a safe working load. See engineering requirements on page 8. The duty rating for each Panel Jack Pro System is 300 lbs. each or 2 people per span plus materials including forms and rebar sufficient for three courses. Relevant Codes and Standards The user is responsible to review and apply the requirements of federal, state and local regulations for wind bracing and scaffolding as defined by the above code agencies. The Panel Jack Pro System is designed to be in compliance with all applicable OSHA scaffold standards. This system is also engineered to meet the specific performance demands listed in this manual. All manufacturing processes are subjected to our in house inspection policy to insure the delivery of quality products void of manufacturing defects. 3

137 Component Description Careful consideration has been given to the variety of applications that job site conditions and wall forming create to develop a product well suited for the intended use. The basic system is represented by the following fundamental components: Strongback The main vertical component of the system is a 6005 T-5 extruded aluminum channel intended to be secured to the footing or slab at the base of the wall and to the wall forms through the provided 1 ½ x 3/16 slots at two points per course. Use #10 screws to fasten the strongback to the ICF form. Through holes (21/32) drilled 12 on center provide the means for independently mounting the platform bracket and/or the diagonal turnbuckle brace to the strongback channel through the use of the provided 9/16 x 6 zinc plated HR pin held in position with a clip. The base of the strongback consists of two removable aluminum clips drilled for anchoring the strongback. Diagonal Turnbuckle Brace The diagonal component of the system has three fixed adjustment positions to accommodate the 96, 108, 120 and 144 systems. These fixed adjustment positions place the platform bracket between 32 and 48 below the top of the wall. The diagonal turnbuckle brace can be placed at different angles to accommodate irregular excavation elevations. In addition, 6 of fine adjustment can be achieved twisting the turnbuckle brace. Approximately 2 of the threaded portion of the screw should be visible to ensure equal push and pull of the wall. A swivel foot assembly is mounted at the base of the diagonal turnbuckle brace and provides 25 square inches of surface area to support the loads. The base plate is equipped with holes sufficient to anchor the diagonal turnbuckle brace to soil or secure it to the footing, slab or intermediate floors. There is one 7/8 diameter hole and four ¼ holes per base plate. Platform Bracket the platform bracket is a fixed position bracket designed for strength and durability. The platform bracket incorporates a 9/16 diameter hole to provide secure attachment of the platform bracket to the strongback through the corresponding holes provided in the strongback. The platform bracket is designed to accept two 2x10 scaffold planks and a 1-inch toeboard. Use two #10 x 3 wood screws to secure the overlapping planks together. An optional vertical handrail support accommodates 2 x 4 top rail, midrails and toeboards. ¼ holes are provided in the support brackets to secure the handrails in place. Handrails should be mounted in the inside of the scaffold work surface. Mounting Hardware All mounting hardware or fasteners supplied with the system are SAE grade 2 and 9/16 HR zinc plated mild steel. 4

138 Preliminary Considerations of Use Review plans to determine the number of bracing units required for the project by starting with a bracing unit in the corner. Maximum spacing of the brace is 7 feet (6 recommended). Do not reduce the number of bracing units relative to the door or window openings. Instead, use additional bracing units to insure adequate support and ability to control the wall in areas where voids may occur. The bracing unit locations should be centered relative to the overall length of the wall, but offset relative to the changes in the direction of the wall. For example, at outside corners the first bracing unit in each direction should be located as close to the corner as form tie spacing will allow. Bracing on the inside corners a distance of not less than 27 is required for the clearance of platform bracket and planking. For longer and taller walls, bracing on both sides of the wall is recommended. NOTE: WOOD BRACING FROM THE GROUND TO THE UNDER- SIDE OF THE PLANKING WILL BE REQUIRED AT THE CORNERS TO SUPPORT PLANKING OVERHANG. Practical Use Prepare the layout of the excavation, footings and wall form location in accordance with the wall designer and ICF installation procedures. Gather the bracing components within the perimeter of the wall. Ensure that the diagonal turnbuckle braces are set to the fixed adjustment position relative to the intended height of the wall and that the fine adjusters are set to allow equal in and out adjustment of the wall after concrete is placed. Install a minimum of three courses of ICF forms before erecting the bracing system. Locate the positions for the bracing units at the base of the wall and center them on the form ties. Stand the strongback in position and secure it to the footing. Using two #10 pan head wood screws per course of block, secure the strongback to the ICF forms by screwing into the form ties through the slotted holes in the back of the strongback. The screws should be located at the Top Of The Slot. Tightened to allow full compression of the form interfaces, but not allowing the form to float upwards. Fasten the top of the Diagonal turnbuckle brace and platform bracket by using the 6 pin and keeper pin. Attach the brace and platform bracket assembly to the strongback at the appropriate height location relative to the height of the wall being formed. Refer to the Panel Jack Pro System drawings in the back of this user manual. Hold a level held parallel to the strongback at eyelevel and bring the strongback to within 1.5 degrees of plumb with the wall leaning in towards the perimeter and anchor the base of the diagonal turnbuckle brace. During this process it may be necessary to adjust the angle of the 5

139 brace relative to the strongback or even to readjust the fixed position to suit the excavation. Once all of the strongback and platform bracket and diagonal brace assemblies have been erected, planking can be set in place to continue erection of the wall. As each consecutive course is set in place, ensure that a minimum of two screws per course is used to secure the strongback to the form units. As the form stacking approaches the intended wall height, the planking can be moved up to the final position with the planking and handrails in accordance with all applicable codes, and the final course erection and preparations to pour the walls can be completed. OSHA requires scaffolding; handrails and toe board if the workers feet are 6 or more off the ground. Once the erection is complete, do a final check of the vertical condition of the wall. Ultimately, a slight inward tilt allows for the easiest plumb adjustment after the pour. Once the wall has been poured, final plumb and alignment adjustments can be made using the fine adjustment of the individual diagonal turnbuckle braces in conjunction with alignment and plumbing measures taken during the process. Do not remove the bracing or backfill until the wall has reached sufficient cure in accordance with the wall designer s direction, and intermediate floor and/or roof diaphram have been installed. Handling and Maintenance With and emphasis toward performance, value and ease of use, the materials used in the Panel Jack Pro System are the strongest, most lightweight and user friendly we could design. The painted parts of the product are finished by electrostatic coating to provide excellent durability and corrosion resistance. Reasonable handling and maintenance will result in years of dependable service. Primary maintenance consists of periodic lubrication of the fine adjustment threaded portion at the top of the Diagonal Turnbuckle Brace and at the swival at the bottom of the Diagonal Turnbuckle Brace. WARNING! FAILURE TO READ AND FOLLOW ALL INSTRUC- TIONS MAY RESULT IN SERIOUS INJURY OR DEATH. INSPEC- TION: Inspect unit for damage before each use. Never use unit if parts are missing, cracked, bent or after being exposed to any corrosive agent. Label the unit Dangerous Do Not Use and discard, or call manufacturer. Handle all units with care. SET-UP AND USE: Do Not Exceed the duty rating of this unit. The maximum safe weight load for each unit is 300 pounds. Over loading could cause serious injury or death. Place the unit on a firm surface where footing is solid, rigid and capable of carrying the maximum intended load without slipping. Do not place the unit on snow, ice, loose gravel, mud, leaves or other slippery surfaces. Be sure the vertical strongback channel, foot and base clips 6

140 are properly secured to avoid slipping. Do not place boxes, ladders or other scaffolding on top of the plank to gain additional height. This unit IS NOT to be used independent of a rated plank or stage. Be sure all locking devices are secure. Do not use the unit beyond a plank height of 20 feet off the ground or floor. Be sure the plank or stage is supported a minimum of 12 to 18 inches on each end. The recommended spacing for the unit is 6 feet not to exceed 7 feet. Never set the units in front of unlocked doors or in other locations where the units could be bumped or kicked. Barricades must be used where necessary. Do not apply side loads to the unit or plank. Never pull or push anything while working on the units. Do not use the unit without an appropriately rated scaffold plank or stage. DANGER! Aluminum conducts electricity! Keep unit away from uninsulated electrical circuits and wires. Use extreme caution when working near electrical wires. Failure to comply may result in serious injury or death. Maximum scaffold height: 21 feet. SECURLY ENGAGE ALL LOCKS AND BOLTS BEFORE CLIMBING. Be sure to use fall restraint devices as prescribed by local, state and federal authorities. Failure to comply with all local, state and federal requirements may result in serious injury or death. Never drop or apply an impact load to the unit. Do not use the unit if you are not in good physical condition on are under the influence of any substance (including prescription medicine) that may impair your ability to use the unit properly and safely. Do not leave the unit set up when unattended. Do not use in high winds. Keep your body center in the work platform. Do not overreach. Never hoist anything from the scaffold plank. Do not bounce or run on the scaffold plank. Keep the unit clean and free of all foreign material. Do not store any material on the unit. The units should be properly supported and secured during transport. Always store in a clean, dry place. WARNING: All accessories must be installed in accordance with the manufacturers recommended procedure. This product MEETS OR EXCEEDS ESTABLISHED OSHA REQUIREMENTS. Wind Resistance The Panel Jack Pro System is designed and engineered to resist wind loads form winds of up to 40 mph. Normal construction limits the potential wind resistance to that which foundation resistance will allow. When used to provide wind bracing where the strut is staked to soil, the brace unit shall be installed on two sides of the wall. The mass of normal strip footings available to resist wind uplift limits safe occupancy of the scaffold to concurrent winds of 40 mph. Where scaffold members are anchored to soil, at wind speeds in excess of 40 mph the scaffold should be abandoned. Where the competent founding materials are available to develop anchor loads, the brace may be installed on one side only. 7

141 Application and Design Design Standards The Panel Jack Pro System is designed to meet ASD and Aluminum Design Manual 2000 requirements when installed as indicated. The Panel Jack Pro System is designed to withstand a 40 mph wind. The manufacturer has given the Panel Jack Pro System a 300 pound working load limit per unit. In compliance with the Occupational Safety and Health Administration (OSHA) a safety factor of 4 has been met under a controlled test environment. 8

142 96 Panel Jack Pro System 9

143 144 Panel Jack Pro System 10

144 Anchoring Detail Anchoring Adjustable Brace To Soil Prepare sill to support strut base plate. Except in dense soils, provide bearing planks to support strut loads. Planks shall be 2 x 10 (nominal) in cross section and 24 minimum in length supported on mud sills and securely staked to ground. Anchoring Adjustable Brace To Concrete Slab Provide two anchors at leading edge. Each anchor to have a safe working rated resistance of 400# in pullout and shear. Scaffold may be used to resist wind on the scaffold side of the wall. Provide two anchors at trailing edge when used to resist wind in two directions. Base must have sufficient mass to prevent uplift of 1000# and similar loads. Strong Back Anchor Provide two anchors at base. Each anchor to have a safe working rated resistance of 400# in pullout and shear. 11

145 Assembly Detail 3 x 4 Aluminum Strongback Platform Bracket Hairpin Clip Platform Pin Turnbuckle

146 Spacing Set-Up Detail 13

147 Accessories Strong Back Extension Coupler with Hardware 14

148 Accessories 16, 20, 24 Tallwall System 5 Midspan Brace 15

149 Corner Pin Assembly 8, 10, 12 Outside or Inside Corner Brace ReechCraft, Inc st Avenue North Fargo, North Dakota

150 Get The Wood Out! VBUCK U.S. PAT. 5,996,293 & 6,070,375 Canadian PAT. 2,255,256 Instructions Cut Connect Brace Install for Insulating Concrete Form Buildings VBUCK Vinyl Technologies Inc. BInder: Instructions 02/17/2006

151 Congratulations! You have just joined a team of quality Insulating Concrete Form (ICF) builders who use the VBUCK vinyl window block-out and bracing system. By using the VBUCK system you will: Save time and labor. Improve the street appeal of your building projects. Enjoy using the simplest window block-out available in all the shapes and sizes you can envision. Decrease call-backs due to issues associated with using wood. Confidently say, No hazardous chemicals will leach into surrounding soils. Before using the VBUCK system, please read and follow all instructions. Porc says, Always remember to practice shop safety rules. Wear safety glasses and gloves when working with the VBUCK brand system. Follow your manufacturer s safety guidelines when using any power tool. Follow all assembly, bracing and installation instructions for all VBUCK brand products. VBUCK Brand products are owned and manufactured by, or licensed to, Vinyl Technologies Inc., Logan, Utah VBUCK BInder: Instructions 02/17/2006

152 Frequently Asked Questions What sealants can I use with VBUCK? Most conventional sealants (silicone or latex) are compatible with the VBUCK brand system. If unsure, test in an inconspicuous area for compatibility. How do I seal off chambers when pouring concrete? Use an expanding foam product or duct tape to seal the top of vertical struts prior to pour. This will prevent the chamber from filling with concrete or water. If water gets into the chamber, drill weep holes at the bottom of each strut. If concrete gets into the cells, it will be difficult to attach the window or door. How do I attach windows when using the VBUCK system? Attach window of choice according to window manufacturer s instructions. Use #8, 1 7/8 K-lath or TEK self drilling fasteners (part # ) to secure windows. How can I get additional support for heavy doors? For additional support, insert cellular PVC (part # 2536) into applicable chambers. Where can I go for technical assistance? Call us at VBUCK ( ) 8:00 am to 5:00 pm Mountain Time and please visit our website, for product updates and tips from other VBUCK users. BInder: Instructions 02/17/2006

153 Assembly Tools and fasteners Power sliding miter saw or circular saw Power drill Level Square 1/2 self-drilling fasteners (part # 32123) #8, 1 7/8 K-lath or Tek self drilling fasteners (part # ) Using a power sliding miter saw or circular saw, cut lineal to rough opening (R/O) size. Insert eight (8) corner connectors and four (4) center connectors for VBUCK greater than 8 wide. Square and brace by using the VBUCK brand bracing system. Tap top into place. Tap corner connectors and center connectors (when needed) into top and bottom pieces. Attach struts or sides to sill. BInder: Instructions 02/17/2006

154 Installation When installing VBUCK, complete the bracing process by attaching the VBUCK brand Yoke & Tie or double Yoke & Tie system to side members of block-out. For best results, follow all bracing instructions. 1 Single Yoke & Tie Assembly Drill 13/16 hole through VBUCK strut/side. 2 Assemble Yoke & Tie by sliding wire yoke through hole in tie end. Push button into hole until you hear or feel a click. 3 Clip yoke over second or third interior web of ICF block and slide tie through button. Slide tie tightly through button to secure to block. Use adhesive to adhere VBUCK to ICF. BInder: Instructions 02/17/2006

155 Double Yoke & Tie Assembly Drill 2, 13/16 holes through VBUCK 1 2 strut/side. Assemble Yoke & Ties by sliding wire yoke through hole in tie end. Push buttons into holes until you hear or feel a click. 3 4 Clip yoke over second or third interior web of ICF block and slide ties through buttons. Use adhesive to adhere VBUCK to ICF. Slide tie tightly through button to secure to block. BInder: Instructions 02/17/2006

156 VBUCK Bracing Instructions With Yoke & Tie Windows: Assemble VBUCK to R/O size, attach VBRACE to each corner with self drilling fasteners and insert into ICF block. Use Power Brace (every on center) if opening is larger than four (4) feet. Fasten VBUCK Yoke & Tie on side pieces one for 16 block and two for 24 block. When using VBUCK measuring 12 or wider use the VBUCK brand double Yoke & Tie. Fasten Yoke & Tie, one for 16 block; two for 24 block. Place 2 x 10 x 12 wood spreaders between each POWER BRACE and VBUCK. Place 18 x 18 VBRACEs at each corner (8 total). Use adhesive to adhere VBUCK to ICF Place POWER BRACES every Extend until snug (do not over extend). Place 2 x 10 x 12 wood spreaders between each POWER BRACE and VBUCK. Single Yoke & Tie Window Bracing Example BInder: Instructions 02/17/2006

157 VBUCK Bracing Instructions For Doors With Yoke & Tie Doors: Assemble VBUCK to R/O size, attach VBRACE to each corner with self-drilling fasteners and insert into ICF block. Use Power Brace (every on center) if opening is larger than four (4) feet. Fasten VBUCK Yoke & Tie on side pieces one for 16 block and two for 24 block. When using VBUCK measuring 12 or wider use the VBUCK brand double Yoke & Tie. Fasten Yoke & Tie, one for 16 block; two for 24 block. Place wood spreader between each POWER BRACE and VBUCK. Place 18 x 18 VBRACEs at each corner (8 total) Use adhesive to adhere VBUCK to ICF. Place 2 x 6 spreader at bottom of opening. Place POWER BRACES every Extend until snug (do not over extend). Single Yoke & Tie Door Bracing Example BInder: Instructions 02/17/2007

158 VBUCK Bracing Instructions When Pouring Large Headers Windows and Doors: Assemble VBUCK to R/O size, attach VBRACE to each corner with self-drilling fasteners and insert into ICF block. Use POWER BRACE (every on center) if opening is larger than four (4) feet. Fasten VBUCK Yoke & Tie on side pieces one for 16 block and two for 24 block. When using VBUCK measuring 12 or wider use the VBUCK brand double Yoke & Tie. In order to spread concrete load, build spreader box using 2 x 4s on each side of sill, fastening 2 x 6 x 10 blocks between each CRP for POWER BRACE installation. Fasten Yoke & Tie, one for 16 block; two for 24 block. Place 2 x 6 spreader below large header. Brace with POWER BRACES every Place 18 x 18 VBRACEs at each corner (8 total). Use adhesive to adhere VBUCK to ICF. Place wood box spreader along sill. Center POWER BRACE on each 2 x 10 x 12 block. 2 x 4 spreader box. Use 2 1/2 fasteners or 16 penny nails. BInder: Instructions 02/17/2006

159 VBUCK Bracing Instructions for Windows in a Series Place a 2 x 10 x 12 wood spreader between each POWER BRACE and VBUCK. Place Yoke on block ties (they may overlap). Slide button to snap in VBUCK for a secure fit Use adhesive to adhere VBUCK to ICF. Cross brace diagonally one 2 x4 in front, one in back. Place POWER BRACES every Extend until snug (do not over extend). Place 18 x 18 VBRACEs at each corner (8 total for each window). Fasten Yoke & Tie, one for 16 block; two for 24 block. BInder: Instructions 02/17/2006

160 Recessed Windows For recessed windows fasten cellular PVC at desired depth using self-drilling fasteners. Install window as per window manufacturer s instructions. Recessed Windows Fasten cellular PVC window stop at desired depth using self drilling fasteners every 4. Important Notices Pouring Concrete: For best results, the slump should not be more than 6 and the pour rate should follow ACI /318R-05 guidelines. Pump concrete into trough or pre-drilled holes (CRP) in window sill prior to pouring sides or lintel. Customer Responsibilities: Every effort has been made to ensure that this product will perform for nearly all openings in either residential or commercial construction. It is your responsibility to follow all written and illustrated instructions for block-out assembly and bracing. If your particular opening is not typical, please contact our office for more information. Material Movement: Much like wood, a small amount of movement was anticipated in the engineering of this product. Build rough openings to allow for this movement. Material Color: VBUCK will vary in color because our product is made from either virgin or re-grind PVC. This does not affect the quality of the product. BInder: Instructions 02/17/2006

161 QICWcover.eps AMERICAN CONCRETE PUMPING ASSOCIATION for ICF Laborers, and Placing Crew American Concrete Pumping Association 606 Enterprise Drive Lewis Center, Ohio Tel: (614) Fax: (614) v 5.0.0

162 CALIFORNIA Proposition 65 Warning Diesel engine exhaust and some of its constituents are known to the State of California to cause cancer, birth defects, and other reproductive harm. Note! Co-worker Safety Rules is intended to be a reference tool kept close at hand for the purpose of educating the people working near the pump or boom. It contains the safety points needed by your coworkers to keep them out of harm s way throughout the course of the day s work. You should make an effort to see that all persons involved with your pour have access to this information, even if it must be verbally transmitted or translated. version February, 2005 copyright 1992, 1993, 1999, 2000, 2003 CPMA. All rights reserved. Manufacturer's recommendations supercede any and all information provided by the ACPA. discl.eps

163 Stay clear. Contact will result in death or serious injury if the unit becomes electrically charged. WARNING Stop agitator before putting any solid object in hopper. before servicing unit. WARNING Keep hands out of hopper and valve assembly. See operation manual if access is required. SAFETY MANUAL GENERAL RULES I. ICF Co-worker Safety 1. Safety Rules For Workers Assigned To The Pump. 1.1 WARNING! You must know how to stop the pump and boom. Have the operator show you the locations of the emergency stop switches. E-Stop Switch DANGER WARNING This machine is remote controlled and may start at any time. Stop engine Figure 1 Know how to stop the unit in an emergency estop.eps 1.2 WARNING! You should wear the same personal safety equipment as the operator. Goggles, hard hat, ear protection, and rubber gloves are especially important when working near the hopper (Figure 2). HARD HAT SAFETY GLASSES HEARING PROTECTION SNUG FITTING CLOTHES Figure 2 Wear the same protective clothing as the operator LIME RESISTANT GLOVES STEEL TOED SHOES/BOOTS 500ICFCoworker.fm PAGE 1

164 GENERAL RULES SAFETY MANUAL 1.3 DANGER! Electrocution hazard! If the pump or boom becomes energized with high voltage and you are in contact with any part of it, you are at risk of electrocution! You should monitor the movement of the boom and alert the operator if he allows the boom to come within 17 feet of an electrical wire. (See Figure 3.) everybodyelec.eps Figure 3 If the pump becomes energized, everything that touches the pump is also energized 1.4 WARNING! Keep an eye on the movements of the boom, even when there are no electrical wires nearby. Alert the operator if he is nearing any obstruction or hazard. Where job site safety is concerned, two sets of eyes and ears are better than one. 1.5 WARNING! Crushing hazard. Never, ever position yourself between the ready mix truck and the pump! Stand to the side, where the driver can see you (Figure 4). NO! bkupguy.eps Figure 4 Never stand between the ready mix truck and the pump 1.6 WARNING! When backing in ready mix trucks, use clear and concise hand signals (Figure 5). PAGE 2 500ICFCoworker.fm

165 SAFETY MANUAL GENERAL RULES Clear Signals YES! clearsig.eps Figure 5 Use clear, concise hand signals 1.7 WARNING! Do not allow the ready mix driver to put concrete in the pump hopper until the pump operator gives him the OK. Filling the hopper early can cause the pump to plug. 1.8 WARNING! If you see foreign material that could create a blockage coming from the ready mix truck, alert the operator to stop the pump. If you can t get the operator s attention, push an E-stop. Do not attempt to remove the material from the hopper or grate while the hydraulic system is ready to work. (See point 1.17 on page 6). 1.9 WARNING! Never allow the ready mix driver to clean his equipment out into the hopper, because it can create a blockage. (Water will wash the cement and fine sand from the course aggregate causing segregation) WARNING! Do not operate the pump or boom unless you are a trained operator and the regular operator has released the controls to you. There must not be more than one operator at a time. This does not apply to emergency stopping of the pump or boom if there is a need to do so WARNING! Do not let the concrete level in the hopper become low enough that you can see the top of the valve mechanism! If air is sucked into the material cylinders, the pump will compress the air. Compressed air always poses a hazard as it is expelled from the hopper or the delivery pipeline (Figure 6). If air is taken into the material cylinders, take the following steps to minimize the hazard: 1. Stop the pump immediately. Hit the emergency stop button if that is the quickest way to stop the pump. There may be an expulsion of compressed air the next time the concrete valve shifts, which can be safely absorbed by filling the hopper with concrete. 2. Alert the operator of the problem. It is his job to know the procedures for safe removal of air from the pump and delivery system. These procedures may include pumping in reverse for a couple of strokes. 500ICFCoworker.fm PAGE 3

166 GENERAL RULES SAFETY MANUAL 3. Persons standing at the discharge end or near the delivery line must be warned to move away until all of the air has been purged. Warn them to stay a prudent and reasonable distance beyond the reach of the end hose (figure 6). 4. When the pump is restarted, the slowest possible speed should be used until all air is removed from the pipeline. Don t assume that the first little air bubble is the end of the compressed air. 5. Do not go near the discharge until the operator gives you the OK. If workers are positioned in high or precarious places, warn them to expect a loud sound as the air escapes the pipeline. (Warn them even if they are well away from the discharge.) That way, we can prevent the worker from falling as a result of being startled by the noise. hosepop7.eps Figure 6 Remove everyone from the discharge area whenever the pump is first starting, restarting after moving, or if air has been introduced into the line 1.12 WARNING! When initially priming the delivery system, when restarting after moving, when restarting after adding or removing hoses, or whenever air has been introduced into the line, warn everyone to stay a prudent and reasonable distance beyond the reach of the end hose until concrete runs steadily and there is no movement of the delivery system. (Figure 6). Air will be in the line when first starting, when restarting after moving, and after the line has been taken apart or opened for any reason WARNING! Never use compressed air to clear a blockage! The operator is responsible for knowing the safe blockage removal procedures. It is unsafe and unnecessary to use compressed air. If the pump pressure can t move it, air pressure won t either. PAGE 4 500ICFCoworker.fm

167 SAFETY MANUAL GENERAL RULES 1.14 WARNING! Never stand on, sit on, or straddle a pipe or hose while it s in use, or whenever it is pressurized. Delivery system wears out with each stroke of the pump. If the pipe or hose bursts, the last place you want to be is on top of it (Figure 7). pipelineguy.eps NO! Figure 7 Never straddle or sit on a pressurized pipeline 1.15 WARNING! Expulsion hazard! (See Figure 8.) Never open a pipeline that is under pressure. The pump must be run in reverse for at least two strokes and then stopped before opening a pipeline. Have the operator reverse the pump. If the pipeline is pressurized, do not open it. The operator is responsible for knowing how to safely release the pressure. explode2col.eps NO! smexplode.eps Figure 8 Never open a pressurized pipeline CAUTION! Be careful when handling pipeline or any other heavy object. Learn how to lift without using your back. Get assistance if needed. 500ICFCoworker.fm PAGE 5

168 GENERAL RULES SAFETY MANUAL 1.17 WARNING! Crushing/amputation hazard! Never put your hands, feet, or any other body part into the water box, concrete valve, or hopper when the hydraulic system is operational or ready to operate! Always use a proper lock-out/tag-out procedure! Never stand on the hopper grate! (See Figure 9.) NO! Figure 9 Never put your body in the machine! NO! 1safehopcolor.eps 1.18 WARNING! Never lift or remove the hopper grate for any reason, unless the machine is de-energized (Figure 10). Figure 10 Lifting hopper grate exposes the agitator and the concrete valve agitguy.eps 1.19 WARNING! Do not remove the water box covers or grates when the machine is stroking (Figure 11). If you must remove the water box cover (to add water, for example), a proper lock-out/tag-out procedure must be employed to ensure that the machine is de-energized before removing the water box covers. Replace the covers before restarting the pump. PAGE 6 500ICFCoworker.fm

169 SAFETY MANUAL GENERAL RULES Figure 11 Do not remove the water box covers when the machine is stroking NO! donotrem.eps 1.20 WARNING! Mount or dismount the pump or truck using the 3 point rule. One hand and two feet or two hands and one foot are to be in contact with a secure surface at all times (Figure 12). Figure 12 The 3 point rule 1.21 WARNING! Keep unauthorized personnel off of the pump. 500ICFCoworker.fm PAGE 7

170 GENERAL RULES SAFETY MANUAL 2. Safety Rules For The Placing Crew WARNING! 2.1 Electrocution hazard! If the pump or boom becomes energized with high voltage and you are in contact with any part of it, you are at risk of electrocution! You should monitor the movement of the boom and alert the operator if the boom comes within 17 feet of an electrical wire. (See Figure 13.) everybodyelec.eps Figure 13 If the pump becomes energized, everything that touches the pump is also energized 2.2 WARNING! If the boom can contact overhead wires a spotter must be used to warn the operator if the boom is coming near the wires. (Figure 14.) icfdpthprcp.eps From the vantage point of this operator, it would be extremely difficult to tell if the end of the boom will contact the electric wires. The operator should put himself in this position. If this is impossible, he MUST use a spotter. DO NOT RELY ON DEPTH PERCEPTION WITH HIGH VOLTAGE WIRES! Figure 14 Use a spotter near obstructions or wires PAGE 8 500ICFCoworker.fm

171 SAFETY MANUAL GENERAL RULES 2.3 WARNING! Keep an eye on the movements of the boom, even when there are no electrical wires nearby. Alert the operator if he is nearing any obstruction or hazard. Where job site safety is concerned, two sets of eyes and ears are better than one. 2.4 WARNING! Wear personal protective clothing when working around a concrete pump (Figure 15). The gloves should resist concrete lime burns. If you will be working in the concrete, which is highly caustic to the skin, protect your feet and hands with rubber boots and gloves. HARD HAT SAFETY GLASSES HEARING PROTECTION SNUG FITTING CLOTHES LIME RESISTANT GLOVES Figure 15 Wear safety gear STEEL TOED SHOES/BOOTS 2.5 WARNING! When the operator is initially priming the delivery system, restarting after moving, restarting after adding or removing hoses, or any time that air has been introduced into the delivery pipeline, you should stand away from the tip hose or point of discharge. Do not get near the discharge until concrete runs steadily and there is no movement of the material pipeline. Stay back a prudent and reasonable distance from the end hose until concrete flows smoothly. Compressed air in the line can cause rubber hose to move violently (Figure 16). If the operator tells you that air is coming, proceed as follows: Get to ground level (if in a high place) and remain well away from the discharge or at least take cover. Stay away from the discharge. Be sure that all the air is gone before getting near the point of discharge again. It is the operator s job to know when it s safe to go back to pumping. 2.6 WARNING! Never use compressed air to clear a blockage! It is unsafe and unnecessary. If the pump pressure can t move it, air pressure won t either. Stand away from anyone that is attempting to use compressed air in this manner. 2.7 WARNING! Do not look into the end of a plugged hose or pipe! 500ICFCoworker.fm PAGE 9

172 GENERAL RULES SAFETY MANUAL hosepop7.eps Figure 16 Stay away from the point of discharge when starting or restarting, and when there s air in the pipeline 2.8 WARNING! When the pump crew is using compressed air to clean the boom or system pipeline, stay away from the discharge area. Never try to hold down a pipe or hose that is being cleaned with air. 2.9 WARNING! Never open a pressurized pipeline (Figure 17). The pump operator must release the pressure before you open the line. If the line is pressurized with compressed air, let the operator release the pressure and verify that the air has escaped before you proceed. explode2col.eps NO! Figure 17 Never open a pressurized pipeline smexplode.eps 2.10 WARNING! After removing pipe sections you must reassemble using gaskets and clamps. Pipelines assembled without gaskets will leak cement and water, which can cause a blockage. PAGE ICFCoworker.fm

173 SAFETY MANUAL GENERAL RULES 2.11 WARNING! Concrete is being moved through the delivery system by pressure. Failure of a pipe, clamp, hose, or elbow is possible. For this and any number of other reasons, spend as little time as possible standing under the boom, and wear protective clothing WARNING! The hose man should not hug the hose, but hold it with both hands, to allow the hose to move freely (Figure 18). NO! OK donthug.eps Figure 18 Do not hug the boom hose 2.13 WARNING! The hose man should not walk backwards (Figure 19). Walking forward will allow him to see obstacles and avoid tripping. OK NO! walkingbacksm.eps Figure 19 Do not walk backwards, stay out of the path of the boom WARNING! The hose man should never position himself between the boom or boom hose and any fixed object like a wall or column (Figure 19). 500ICFCoworker.fm PAGE 11

174 GENERAL RULES SAFETY MANUAL 2.15 WARNING! Never hang more weight than your boom is designed to hold. Double ended hoses with a device like an s pipe or a ram s horn Figure 20, not only risk weighing too much for the boom but pose an extreme hazard to the hose man if the hose should whip as shown in Figure 16. If the flow of concrete must be slowed, use a reducing hose instead of hanging a device from the end of the hose. Figure 20 Devices like these weigh too much and pose a hazard s_ramhorn.eps 2.16 WARNING! Do not kink the end hose. Kinking will cause the pump to create maximum concrete pressure. The pump may unkink the hose by force! (See Figure 21.) NO! Do not allow the hose to kink! hosekinkcolor.eps This man could be injured if the pump unkinks the hose by force! Figure 21 Never kink the hose; Never hold the hose with your shoulder kink.eps 2.17 WARNING! Never try to support the tip hose with your back or shoulders. Let the hose hang from the boom (Figure 21) CAUTION! Be careful when handling pipeline or any other heavy object. Learn how to lift without using your back. Get assistance if needed. PAGE ICFCoworker.fm

175 SAFETY MANUAL GENERAL RULES 2.19 WARNING! Crushing hazard! Never position your hands or any body part between the end of the delivery system and a fixed object (e.g., between the tip hose and the concrete form) (Figure 22). Watch for clamps lowering with the line, because they have a larger diameter than the pipes/hoses they connect. pinchpointicf.eps Figure 22 Watch out for the pinch points 2.20 WARNING! Try to keep the boom hose no lower than two feet above the deck. As the boom moves up and down, it may hit the feet of the hose man, or the hose opening may be blocked as it contacts the deck, which could create back pressure and cause the hose to whip WARNING! Falling hazard! When pouring columns, slabs, or walls above ground, secure yourself from falling. Use scaffolding, NEVER tie yourself off to the boom (Figure 23). Figure 23 Never tie yourself off to the boom boomtieofficf.eps 500ICFCoworker.fm PAGE 13

176 GENERAL RULES SAFETY MANUAL 2.22 WARNING! Never stand on, sit on, or straddle a pipeline while it s in use, or whenever it is pressurized (Figure 24). Pipeline wears out with each stroke of the pump. If the pipe bursts, you want to be to the side of it, not on top of it. VRYsmpipeguy.eps NO! Figure 24 Never straddle or sit on a pressurized pipeline 2.23 WARNING! To avoid confusion and conflicting signals, only one person should signal the pump operator WARNING! Before the pour begins, the hose man, the operator and the spotter should review and agree on the hand signals (Figure 25). It is very important that the operator and hose man understand each other. (2 taps) 1. START PUMP SPEED UP 2. SLOW PUMP DOWN 3. STOP PUMP 4. LITTLE BIT 5. RELIEVE PRESSURE 6. ADD WATER 4-GALLONS 7. ALL DONE CLEAN UP 8. BOOM UP 9. BOOM DOWN 10. BOOM LEFT 11. BOOM RIGHT 12. OPEN OR EXTEND BOOM Figure 25 ACPA recommended hand signals 13. CLOSE OR RETRACT BOOM 14. STOP BOOM acpahandsignew.eps PAGE ICFCoworker.fm

177 Appendix J Typical Construction Framing Techniques Rev

178 Gable Ends Often building plans will require a pitched (cathedral) ceiling. This requires that the wall construction continue to the ridge, rather than terminating at the eaves. Typical Gable Framing To form the gable end, simply cut the forms to the necessary angle, and fill with a low slump concrete. If the concrete to be used has a higher slump than required, it can still be used. By attaching a strip of wood to each side of the gable, a piece of plywood can be fastened to the top to hold the concrete in place until it has cured. The plywood and strips of lumber can be removed after the concrete has cured. 2 x4 runners on both sides of gable provide support during concrete placement Figure 1 Typical Gable End Insulation must extend above the underside of the ceiling. Alternate Gable Framing Alternatively, gable ends can be formed without cutting the forms on a slope. The wall forms can be stacked to create the general shape of the gable, and by inserting end caps the concrete is prevented from spilling out the ends of the forms. After completion of the pour, the top of the wall can be framed in with lumber to match the roof trusses or rafters. Rev

179 Figure 2 Alternative Gable End Chimneys With today s high efficiency heat sources, fireplaces have become a luxury item, which is often overlooked in new homes. However, many new homebuyers want to experience the atmosphere of simpler items, and would like to have a fireplace to gather around on a cold winter night. Chimneys can easily be built into a building constructed of Fox Blocks Insulating Concrete Forms. By merely incorporating an opening in the wall for the firebox, similar to a window or door opening, the chimney can be built as normal on the outside of the Fox Blocks wall. Chimney extends up outside of wall Figure 3 Typical Chimney Construction Reinforced concrete lintel Hearth area Rev

180 Appendix K Construction Glossary Rev

181 Following are several terms used in this manual and the typical understanding of their meaning. 90 corner form a section of a Fox Blocks wall system that creates a ninety degree corner ACI Air barrier Allowable bearing pressure Allowable load ASHRAE ASTM Authority having jurisdiction Basement Bearing surface Buck Chalk line Consolidation Course American Concrete Institute the elements of the building envelope that provide a continuous effective barrier to the movement of air through the building envelope the maximum pressure that may safely be applied to the soil or rock by the foundation the maximum load that may be safely applied to the foundation American Society of Heating, Refrigeration and Air- Conditioning Engineers American Society for Testing and Materials the governmental body responsible for the enforcement of any part of the codes or regulations mentioned in this manual a story of a building located below the first story the contact surface between the foundation and a floor joist, beam, open web steel joist of hollow core slab the frame, normally wood or vinyl, used to hold the concrete in the forms at window and door openings string line the manipulation of concrete to remove air bubbles to avoid honey-combing and voids which can allow leakage a horizontal row of Fox Blocks form units Rev

182 Curing Dampproofing Dead load EPS Brickledge form Exterior cladding Fire resistance rating (FRR) Firewall Flame spread rating Footing Foundation Grade hydration; the chemical reaction that occurs as concrete loses its water a product or the application of a product designed to inhibit the passage of water the weight of all permanent structural and non-structural components of a building Expanded Polystyrene a section of a Fox Blocks wall system used to create a shelf to support the application of brick veneer those components of a building which are exposed to the outdoor environment and are intended to provide exterior protection, i.e. from weather the time in hours, or fraction thereof, that a material or assembly of materials will withstand the presence of flame and the transmission of heat when exposed to fire under specified conditions of test and performance criteria. a type of fire separation of non-combustible construction which subdivides a building or separates adjoining buildings to resist the spread of fire which has a fire resistance rating and structural stability under fire conditions an index or classification indicating the extent of spread of flame on the surface of a material or an assembly under specified conditions of test the wider portion of the foundation found at the bottom of the foundation wall, also referred to as a footer a system through which the loads from a building are transferred to supporting soil or rock the average level of proposed or finished ground adjoining a building at all exterior walls Rev

183 Grade beam Hard coat HUD Lintel Live load Load Loadbearing Moist cure Parging Party wall Pile Point load Pour rate Regulation RO a below grade wall that is reinforced such that it will perform as a beam to support the loading conditions imposed by the building a finish material normally applied to the exterior with a trowel to provide a weather resistant coating that is aesthetically pleasing US Department of Housing and Urban Development the section of wall directly over an opening designed to transfer the loads to the side of the opening the load other than a dead load to be assumed in the design of the structural members of a building a supported weight or mass as applying to a building element means subjected to or designed to carry loads in addition to its own dead load hydration in the presence of water an acrylic based, cementitious coating designed for use on EPS a wall jointly owned and jointly used by 2 parties under easement agreement, and erected at or upon a line separating 2 parcels of land a slender deep foundation made of materials such as wood, steel or concrete of combination thereof a load that is concentrated over a small area the speed at which concrete can be placed into a wall given a certain temperature the governmental rules governing the design or use of a material or its installation Rough Opening, see RSO Rev

184 Rock RSO Scaffold bracket Shrinkage Soil Sound transmission class (STC) Standard Straight form Step footing Stirrup Taper Top form Tee-wall Thermal bridge Tie UL that portion of the earth s crust which is consolidated, coherent and relatively hard Rough Stud Opening; dimension supplied by the window/ door manufacturer referencing the outside dimensions of the unit the shelf angle designed to support the scaffold planks the dimensional change of concrete due to hydration that portion of the earth s crust which is fragmentary, or such that some individual particles of a dried sample may be readily separated by agitation in water the classification rating of the quantity of airborne sound which is inhibited from traveling through a material or assembly the minimum quality to which a material must be manufactured a straight section of a Fox Blocks wall system a footing that incorporates multiple elevations in order to compensate for sloping site conditions a section of reinforcing steel bent and shaped to strengthen a section of concrete wall a section of a Fox Blocks wall system which is similar to the straight form used to create a wider bearing surface at the top of the wall the intersection between two walls that are perpendicular to each other an area through which heat energy can be transmitted through a wall assembly the black plastic strap which functions as a form tie and furring strip; also known as web Underwriters Laboratories Rev

185 Vapor barrier Waterproofing Web the element of the building envelope that is installed to control the diffusion of water vapor through the building envelope a product of the application of a product designed to prohibit the passage of water through its surface the black plastic strap which functions as a form tie and furring strip; also known as tie Rev