WO 2006/116295 PCT/US2006/015444 TITLE A Reinforced Foundation, and Method of Constructing the Same 5 BACKGROUND OF THE INVENTION [0001] The present invention relates to a reinforced cementitious member that is specially adapted to bear compression loads, and in particular, a cementitious member, having an elongated member that is embedded in the cementitious member that better transmits compression 10 forces to the substrate in which the elongated member is received, and a method of embedding the elongated member in that substrate. 10002] The present invention improves on current methods for forming a foundation or other cementitious member that will receive compression forces as a result of a structure bearing upon the cementitious member. 15 The present invention has particular use where the design of the structure already requires an anchor to be embedded in the cementitious member and connected to the structure to work in tension to hold the structure to the cementitious member. The present invention allows an anchor that is designed to receive tension loads also help the cementitious member bear 20 compression loads imposed on the cementitious member by the structure. [0003] The present invention has particular utility in connecting shear walls, or shear resisting systems, to the foundation of a building. [0004] All structures must be designed to resist lateral forces. Prior methods for improving the lateral resistance of light-frame construction 25 walls focused on adding components to a wall built according to i conventional practices. In light-frame construction, the simplest such wall consists of a bottom plate, studs resting on and connected to the bottom plate, and a top plate resting on and connected to the studs. Openings for windows and doorways may be incorporated into the light-frame wall. 30 1 WO 2006/116295 PCT/US2006/015444 [0005 One of the earliest methods for bracing a wall against lateral forces was to incorporate bracing into the frame of the wall in the form of diagonal bracing members. Another simple means of providing lateral resistance was to provide sheathing to the frame. Plywood sheathing and 5 Oriented Strand Board are common sheathing materials used today in conventional light-frame construction. [0006] As light-frame construction design became more sophisticated, foundation anchors were added to connect the bottom plate of the wall to the foundation to prevent the wall from slipping off the foundation. Later 10 on it was realized that certain walls were light enough to lift up under moment reactions caused by lateral forces and so needed to be further anchored with brackets called holdowns, which attach to the studs of the wall and to bolts set into the foundation. [0007] With proper design and installation, these conventional methods 15 of providing lateral resistance by applying sheathing, foundation anchors and anchored holdowns to conventional walls can provide acceptable resistance to most lateral forces. However, proper construction and installation can be a problem when the shear walls of the structure are built on site from component materials. The division of labor on job cites can result in improper connections. Furthermore, the installer may cut 20 corners and sacrifice resistance to lateral forces in return for ease of installation or aesthetic considerations. [00081 Thus, it was realized that there was a need to minimize the possibility of variation in the construction and installation of the 25 component that will be responsible for providing lateral resistance. One solution to this problem was to build prefabricated shear wall systems in factories and then ship them to the building site where they need only be incorporated into the structure. An early example of such a shear wall system is US Patent 5,706,626, granted to Lee Mueller on January 13, 1998. Another such example is found in Publication US 001 30 2 WO 2006/116295 PCT/US2006/015444 0002529A1, application serial number 08/975,940, published June 7, 2001. [00091 Concurrent with the development of factory-built shear resistance systems, has been the development of more rigorous testing and evaluation procedures for light-frame construction. Modern procedures test the entire shear resistance system. The tests simulate the loads that would be imposed on a shear resisting system, during the cyclic (reversing) lateral forces that would occur during an earthquake. [00101 Among other variables, the tests are designed to measure the 10 stiffness of the shear-resisting assemblies. Stiffness is measured in terms of the force that is required to displace the top of the shear resisting assembly a given lateral distance. Other variables evaluated are the ability of the shear resisting system to dissipate the energy imparted to it. [0011] Testing of full shear resisting systems under cyclic loading has 15 shown that as the shear resisting systems or walls have gotten stronger and better able to resist displacement under lateral loads, the overturning forces imposed have increased, putting stress on the connections of the walls to their foundations, such that failure of the anchorage or the foundation itself has become a limiting factor in the performance of these 20 systems. [00121 The present invention provides an improved relatively incompressible substrate for a structure, which is generally a cementitious member, and specifically a foundation when the structure is supported by the cementitious member) and method of making the improved substrate, 25 so that the substrate can better withstand compression forces imposed on it. SUMMARY OF THE INVENTION 30 3 WO 2006/116295 PCT/US2006/015444 [0013] It is an object of the present invention to provide a reinforced substrate for a structure, so that the substrate is better able to withstand compression forces imposed on it by the structure bearing upon it. [0014] This object is achieved by redistributing the bearing or 5 compression forces that the structure imposes on the structure, by incorporating a specially shaped reinforcing member into the structure. [00151 It is a further object of the present invention to provide a method of making a connection between a cementitious member or masonry member and a structure adjacent or over the cementitious member that imposes compression forces on the cementitious member. 10 [0016] The present invention allows the same anchor in a cementitious member to both hold a structure, such as a shear resisting system, to the cementitious member, as when the structure tries to lift away from the cementitious member, and to also better transmit compression forces to the cementitious member, as when the structure is pressed against the 15 cementitious member. [0017] In one embodiment of the present invention, a pair of anchors are partially embedded in a cementitious member, a concrete foundation. Upper portions of the anchors protrude from the top surface of the foundation and these portions or attachments thereto are received by a shear resisting system and are connected to it. 20 [0018] Typically, and in the preferred embodiment of the present invention, the upper portions of the anchors that protrude from the top surface of the foundation are threaded to receive a nut, preferably a heavy nut, openings are created in the shear resisting system, and the upper portions of the anchors are received through these openings and, in particular, are received through a horizontally disposed member that is 25 part of the system which provides a sufficiently strong bearing surface against which a nut threaded onto the top of the anchor can be tightened against and bear upon. The bearing of the nuts on the bearing surfaces of the shear resisting system connects the shear resisting system to the anchors and prevents the shear resisting system from lifting off of the anchors. 30 4 WO 2006/116295 PCT/US2006/015444 [00191 The improvement of the present invention comprises adding a flange - in the preferred form, a second heavy nut - to each anchor, and the top surface of the flange is set flush with of just below the top surface of the foundation, such that the portions of the base of the shear wall immediately surrounding the anchors either rests upon the nuts or 5 flanges of the anchors or the base of the shear wall immediately surrounding the anchors can transmit compression forces to the flange, and that component of the bearing forces received by the flange and imposed by the shear resisting system are distributed or carried into deeper parts of the cementitious member by the anchor. 10020] In this particular embodiment of the present invention, because 10 the shear wall bears upon the flanges or is able to transmit compression forces to the flange because of its nearness to the top surface of the foundation, compression forces are not just borne by the foundation around the anchor but also by the anchor itself. The presence of the flange or nut allows the anchor to receive the compression forces, and the anchor which is embedded deep in the foundation distributes the 15 compression forces to the deeper parts of the foundation. [0021] In the preferred embodiment of this particular embodiment of the invention, the foundation near the upper portion of the anchor is formed from a single pouring of concrete, such that there are no breaks or discontinuities in the upper portion of the foundation, and the anchor and the flanges attached to the anchor are positioned in a form for the 20 foundation before the concrete is poured and then the concrete of the cementitious member sets around the anchor and the flange. In this manner, a stronger anchor is provided for the structure, yet the designer need not make any special allowances for installing the structure on the cementitious member and the anchor, because the anchor once properly set in the foundation, is no different from a typical anchor without the flange. 25 [0022] However, it may be desirable to improve anchors that have already been set in concrete by adding flanges or nuts to them, in which case, the preferred method of adapting an existing anchor is to remove the hardened material of the cementitious member from the upper portion of the anchor until sufficient space is made for a heavy nut or flange to be 30 5 WO 2006/116295 PCT/US2006/015444 placed on and connected to the anchor with the top surface of the nut or flange flush, or substantially flush, with the top surface of concrete. After this is done, any voids in the concrete can be filled with a high strength epoxy-based adhesive or other suitable filler material. By breaking away the hardened substrate and placing the flange below the 5 top surface of the substrate, the structure will be able to sit or contact the top surface of the substrate as is generally intended by the designer of the structure, and therefore other accommodations will not have to be made for a structure sitting above where it was originally intended. [00231 It is a further object of the present invention to provide a connection and method of making a connection between a structure and 10 a cementitious member that is adjacent or supporting the structure that is stronger than present connections made according to present methods, but is easy and economical to construct. BRIEF DESCRIPTION OF THE FIGURES [0024] Figure 1 is sectional, elevation view of a connection formed 15 ~according to the present invention. The anchors, flanges and latera restrating of the present invention are shown embedded in a concrete foundation. The structure is a prefabricated shear resisting system [0025] Figure 2 is a sectional, elevation view similar to figure 1. 20 [00261 Figure 3 is a sectional, side view of a concrete foundation having an anchor formed according to the present invention embedded in it. [0027} Figure 4 is a top view of a substrate having an anchor formed according to the present invention embedded in it. The flanges are shown as they would be when set flush with the tops surface of the substrate. 25 [00281 Figure 5 is a sectional, elevation view similar to figure 2, except that the material of the foundation originally poured around the anchors has been broken away, flanges according to the present invention have been added and a second material injected into the voids. 30 6 WO 2006/116295 PCT/US2006/015444 [00291 Figure 6 is a sectional, side view similar to figure 3, except that the material of the foundation originally poured around the anchors has been broken away, flanges according to the present invention have been added and a second material injected into the voids. [0030 Figure 7 is a sectional, elevation view similar to figure 5. [00311 Figure 8 is a top view similar to figure 4, except that the material of the foundation originally poured around the anchors has been broken away, flanges according to the present invention have been added and a second material injected into the voids. 10 [00321 Figure 9 it a top view of an anchor embedded in a substrate having a lateral restraint of the present invention attached to it. [00331 Figure 10 it a top view of a pair of anchors embedded in a substrate each having lateral restraints of the present invention attached 15 to them. The view is taken below the flanges which are attached to the anchors. [00341 Figure 11 is a sectional, elevation view of a pair of anchors embedded in a substrate, each having lateral restraints of the present invention attached to them. The flanges are shown attached to the 20 anchors. [0035] Figure 12 is a sectional, side view of a substrate having an anchor and lateral restraint, as shown in figure 9. [00361 Figure 13 is a sectional, side view of a substrate, having an 25 anchor according to the present invention and a lateral restraint embedded in it. The flange is shown below the contact surface of the substrate. [00371 Figure 14 is a sectional, side view of a substrate, having an anchor according to the present invention and a lateral restraint embedded 30 7 WO 2006/116295 PCT/US2006/015444 in it. The substrate is comprised of two layers to create a top surface for the substrate that is just above the top surface of the flange. [0038] Figure 15 is a sectional, top view of an anchor embedded in a substrate, showing the lateral restraint attached to the anchor below the top surface of the substrate. [00391 Figure 16 is a sectional, side view of an anchor embedded in a substrate, showing the lateral restraint attached to the anchor, and a flange attached to the anchor. 10 [00401 Figure 17 is a sectional, top view of an anchor embedded in a substrate, showing the lateral restraint attache to the anchor below the top surface of the substrate. [0041] Figure 18 is a sectional, side view of a foundation with a form defining the side wall of the foundation and a anchor bolt holder attached 15 to the form, from which an anchor is suspended. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENT OF THE INVENTION [0042] As shown in figure 1, in the preferred embodiment of one 20 arrangement of the present invention, a structure, in the particular case shown, a shear resisting system 1, rests upon a substrate -- a concrete foundation 2 as shown in figure 1, and a pair of anchors 3 which are embedded in the substrate or cementitious member 2 and which have upper portions 4 that protrude from the foundation 2 are received by and 25 attached to the structure 1 in such a manner that the anchors 3 prevent the shear resisting system 1 from substantially lifting off of the foundation 2 when the shear resisting system 1 is subject to uplift forces. [00431 As is shown in figure 2, also in the preferred form of the invention, the anchors 3 that are attached to the structure 1 are formed 30 8 WO 2006/116295 PCT/US2006/015444 with or are modified to have a flange 5 or other similar member which can transfer compression loads from the structure 1 to the anchor 3 or, as in the preferred embodiment, upon which the lowermost or base member 6 or members of the structure 1 can rest. 5 [00441 In the preferred embodiment of this arrangement of the present invention shown in figure 2, the anchors 3 are positioned in such a manner that the top surfaces 7 of the flanges 5 are flush with the top surface 8 of the cementitious member 2. In this manner, the flanges 5, along with the top surface 8 of the cementitious member, receive 10 compression forces imposed by the structure 1. [00451 While in the preferred embodiment of the invention, the top surface 7 of flange 5 is flush with the top surface 8 of cementitious member 2, the top surface 7 of the flange 5 can also be below the top surface 8 of the cementitious member 6, as is shown in figure 13, such 15 that the portions of the base member 6 immediately around the anchor 3 do not rest directly on the flange 5 and the flange 5 can still function to carry compression forces form the structure 1 into the anchor 3. When the flange 5 is a heavy nut threaded onto an anchor 3, it is believe the nut 5 can be as low as 0.5 inches below the top surface 8 of the substrate 2 and still act to effectively transfer compression forces into the 20 anchor 3. [00461 As is shown in figure 2, in the preferred embodiment of the present invention, the relatively incompressible substrate 2 has a contact surface 8 upon which the structure 1 imposes compression loads, and the structure 1 has a base member 6 which bears against the contact surface 25 8 of the substrate 2. [00471 As is best shown in figure 13, further, an anchor 3 is embedded in the substrate 2, below the base member 6 of the structure 1. The anchor 3 has an upper portion 4, and the upper portion 4 of the anchor 3 30 9 WO 2006/116295 PCT/US2006/015444 has an embedded section 13 which is disposed at or near the contact surface 8 of substrate 2. The anchor 3 also has a long shank 14 that extends into the substrate 2 and a bottom portion 11 where the anchor 3 is structured to mechanically interlock with the substrate 2. [0048] In the preferred embodiment of the invention, the anchor 3 further has a flange 5 with a top surface 7, and the flange 5 is further supported by and positioned on the upper portion 4 of the anchor 3 so that the top surface 7 of the flange 5 is disposed at or near the contact surface 8 of the substrate 2. 10 [0049] In an alternate embodiment of the invention, the upper portion 4 of the anchor 3 can be formed with an exposed section 12 protruding above the contact surface of the substrate 2, and the structure 1 can be attached to the exposed section 12 so that compression loads can be transmitted to the anchor 3 through the exposed section 12 of upper 15 portion 4 of the anchor 3, as by welding the structure 1 to the anchor 3 or by having the anchor 3 fitted with a flange 5 above the contact surface 8 of the substrate 2 on which some part of the structure 1 can effectively transmit compression loads of the structure 1 to the anchor 3. 20 [0050] As shown in figures 1, 2, 3, and 9 through 17, in the preferred embodiment of the invention, one or more lateral restraints 101, which are also embedded in the substrate 2, are attached to the anchor 3 along the shank 14 of the anchor 3. If the anchor 3 has a flange 5 which is set at or near the level of the contact surface 8 of the substrate 2, as is the case in the preferred embodiment, the lateral restraint 101 is set below 25 the flange 5. [0051] As shown in figure 9, in the preferred embodiment, the lateral restraint 101 has a connection section 102 where the lateral restraint 101 attaches to the anchor 3. The lateral restraint 101 also has one or more 30 10 WO 2006/116295 PCT/US2006/015444 spacing, transitional sections 103, attached to the connection section 102, and one or more anchoring tabs 104 attached to the transitional sections 103 and separated from the anchor 3 by the spacing, transitional sections 103. 5 [00521 As shown in figures 9 and 10, the lateral restraints 101 are especially useful when the substrate 2 is a vary narrow foundation and the anchor 3 is placed particularly close to one or more side walls 120 and 121 of the foundation wall 18. In the preferred embodiment, the position of the lateral restraint 101 is optimized to prevent movement of 10 the shank 14 of the anchor 3 toward the side walls 120 and 121 of the foundation wall 18 that are closest to the particular anchor 3. This is done by positioning the connection section 102 between the anchor 3 and the closest side wall 120 and disposing the transitional, spacing section 103 and the anchoring tab 104 in an area of the substrate where 15 the distance between the anchoring tab 104 and the side wall 120 closest to the anchor 3 is farther.than the distance between the anchor 3 and the side wall 120 closest to it. [0053] Where the foundation wall 18 is only 6 or 8 inches wide along its narrowest dimension, in order for the lateral restraint 101 to be 20 embedded in the foundation wall 18, the distance between an anchoring tab 104 and its closest connection section 102 will only be from 2 to 6 inches long. [0054] In the preferred embodiment, the lateral restraint 101 is made 25 from galvanized sheet steel, but could be made from steel wire, plastic, fibrous materials, or any materials that can resist tension forces and withstand being embedded in a cementitious member 2. Where the lateral restraint 101 is only attached to one anchor 3, the lateral restraint 101 has two spacing, transitional sections 103, attached to the 30 11 WO 2006/116295 PCT/US2006/015444 connection section 102, and an anchoring tab 104 is attached to each of the transitional sections 103 and separated from the anchor by the spacing, transitional sections 103. 5 [00551 As shown in figures 9 and 15, in the preferred embodiment, the connection section 102 of the lateral restraint 101 has first and second ends 105 and 106, and a central portion 107 that wraps around at least a portion of the anchor 3, and the spacing, transitional sections 103 are attached to the ends 105 and 106 of the connection section 102 . Further, the connection section 102 of the lateral restraint 101 is formed 10 to grab and hold the anchor 3 between the ends 105 and 106 of the connection section 102, and the connection section 102 of the lateral restraint 101 is formed with a wrapping surface 108 that contacts the anchor 3 and the wrapping surface 108 is formed to hold onto the anchor 3 where it has threads. 15 [00561 As shown in figures 9 and 15, also, in the preferred embodiment, the spacing, transitional section 103 is formed with an embossment 109 to stiffen the spacing, transitional section 103, and the anchoring tab 104 of the lateral restraint 101 is formed with an embossment 110 to stiffen the anchoring tab 104, and the embossments 20 109 and 110 are preferably connected. [00571 As shown in figures 15 and 16, in an alternate embodiment of the lateral restraint 101, the connection section 102 of the lateral restraint 101 has an opening 111 that receives the anchor 3, and this 25 opening 3 in the connection section 102 is dimensioned to closely receive the anchor 3, and preferably is formed to thread onto a threaded portion of the anchor. Further, this opening 111 in the connection section 102 is preferably a drawn opening 111. 30 12 WO 2006/116295 PCT/US2006/015444 [0058] As shown in figures 2 and 17, when two anchors 3 in close proximity are used, as when the anchors 3 are attached to a narrow shear resisting system 1, the preferred lateral restraint 101 is connected to both the anchors 3, and the lateral restraint 101 is formed with a second 5 connection section 112 to which one or more spacing, transitional sections 103 are attached, and anchoring tabs 104 are attached to the opposite ends of each transitional section 103 , and the second connection section 112 is attached to the first connection section 102 by means of a spacer 113. Such a lateral restraint 101 also helps position 10 the anchors 3 during the pour, keeping the in alignment with each other. [00591 In this particular lateral restraint 101, the first and second connection sections 102 and 112 have first and second ends 105 and 106, and a central portion 1 07b that wraps partially around each anchor 3, and the spacing, transitional sections 103 are attached to one of the 15 ends 105 or 106 of each of the connection sections 102 and 112. Also, in this particular lateral restraint 101, the connection sections 102 and 112 of the lateral restraint 1010 are formed to grab and hold the anchor 3 between the ends 105 and 106 of the connection sections, and the spacer 113 is formed with an embossment 114, as shown in figure 17. 20 10060] As shown in figure 2, in the preferred form of the invention, the foundation 2 has an upper or top surface 8 which supports the shear resisting system 1, and the shear resisting system 1 has a base member 6 with a lower surface 9, and substantially all of the lower surface 9 of the 25 base member 6 rests upon the top surface 8 of the foundation 2. [0061] As shown in figure 3, in the preferred form of the invention, the pair of anchors 3 embedded in the foundation 2 have upper portions 4, a middle portion 10 and a bottom portion 11. The upper portion 4 of each anchor 3 is divided into an exposed section 12 which protrudes from the 30 13 WO 2006/116295 PCT/US2006/015444 top surface 8 of the foundation 2 and is received by the shear resisting system 1. The upper portion 4 of each anchor 3 also has and embedded section 13 which lies immediately below the level of the top surface 8 of the foundation 2. In the preferred embodiment, the middle portion 10 of 5 the anchor 4 is important for the long shank 14 that extends deep into the foundation 2 to the bottom portion 11 where the anchor 3 is structured to mechanically interlock with the foundation 2. [0062] As shown in figure 1, in the preferred form of the invention, the anchors 3 are attached to the structure 1 by way of tension force 10 couplers 15 which are attached to the exposed sections 12 of the upper portions 4 of the anchors 3 and which bear upon bearing surfaces 16 in the structure 1, such that the structure or shear resisting system 1 is substantially prevented from moving past the tension force couplers 15 and moving upwardly in relation to the upper portions 4 of the anchors 3. 15 [00631 In the preferred form of the invention, the flanges 5 are formed with substantially planar upper or top surfaces 7 , which are supported by and positioned on the embedded sections 13 of the upper portions 4 of the anchors 3 in such a manner that the top surfaces 7 of the flanges 5 are level with the top surface 8 of the foundation 2 such that the portions of the base member 6 of the shear resisting system 1 immediately 20 surrounding the exposed sections 12 of the upper portion 4 of the anchors 3 can rest on the top surfaces 7 of the flanges 5. [00641 As show in figure 2, in the preferred form of the invention the cementitious member 2 is made, at least in part, of curable material 17 and was formed from material 17 in such a manner that the material 17 25 that forms all or a substantial portion of the top surface 8 of the foundation 2 on which all of the base member 6 of the shear resisting system 1 sits extends a substantial portion down the anchors 3 below the embedded section 13 of the upper portion 4 of the anchor 3, forming a foundation wall 18 for supporting the shear resisting system 1. In the 30 14 WO 2006/116295 PCT/US2006/015444 preferred embodiment, the material that forms the top surface 8 of the foundation 2 on which substantially all of the base member 6 of the shear resisting system 1 sits extends to a level at least 6" inches down the top surface 8 of the foundation 2. [00651 The cementitious member 2 can be made from concrete poured and set in a foundation form. It can comprise concrete masonry units in which grout or concrete is poured to fill in the voids, or it can include foundations made from insulated foam forms. [0066] In the preferred form of the invention, the foundation 2 is made 10 of curable cementitious material 17 and was formed from this material 17 in such a manner that the material 17 that forms the top surface 8 of the foundation 2 and is on the same level as the embedded section 13 of the upper portion 4 of the anchor 3 was poured and set at the same time as the material 17 on the same level as that portion of the anchor 3 that is 15 next below the embedded section 13 of the upper portion 4 of the anchor 3 along the shank 14 of the anchor 3. [0067] The material 17 that makes up the cementitious member 2, has a first semi fluid state that allows it to be molded and shaped and pushed or flow, but upon curing or setting, it becomes a hardened mass that is 20 substantially incompressible by any forces that the structure 1 could impose on it under regularly occurring conditions. [00681 In the preferred embodiment of the present invention, the upper portions 4 of the anchors 3 that protrude from the top surface of the foundation 2 are threaded to receive a heavy nut or tension force coupler 25 15. However, the upper portions 4 of the anchors 3 need not be threaded and the tension force couplers 15 can take many forms including welds, adhesives, deformations of the upper portion 4 of the anchor 3, or any connection between the anchor 3 and the structure 1 that restrains 30 15 WO 2006/116295 PCT/US2006/015444 the structure 1 from moving longitudinally with respect to and away from the anchor 3. [0069] In the preferred embodiment of the invention, the upper portions 4 of the anchors 3 are received in openings created in the base of the S shear resisting system 1, because the shear resisting system 1 overlies the anchors 3. In certain shear resisting systems 1, the shear resisting system 1 can fit between the anchors 3 at the ends of the shear resisting system 1 used to anchor it against uplift forces and the anchors 3 are attached to members placed on the outside edges of the shear resisting 10 system 1. In such instances, a base plate 6 or similar member could be added to the shear resisting system 1 to extend the foot print or bearing surface of the shear resisting system 1 so that compression forces could be transferred to the anchors 3 at the level of the top surface 8 of the foundation 2. 15 10070] In the preferred embodiment, the upper portions 4 of the anchors 3 are received through openings in the base member 6 of the shear resisting system 1, and the base member 6 in which these openings are formed also serves as the horizontally disposed member 16 or bearing surface against which a nut 15 threaded onto the upper portion 4 of the anchor 3 can be tightened against and bear upon to anchor the shear 20 resisting system 1 without significant displacement of this connection against uplift forces. [00711 In the preferred form of the invention the base member 6 of the shear resisting system 1 is made from a substantially incompressible material with respect to the compression loads that will be exerted on the 25 base member 6 where it overlies the anchors 3. [00721 In the preferred form of the invention, the flange 5 through which the shear resisting system 1 transfers compression forces to the anchor 3 is a heavy nut threaded onto the threaded upper portion 4 of the 30 16 WO 2006/116295 PCT/US2006/015444 anchor 3. In another embodiment of the invention, the flange 5 consists of a heavy nut threaded onto the threaded upper portion 4 of the anchor 3, supporting a washer or similar plate. [0073] In the preferred form of the invention, the shear resisting system 1 is a corrugated shear wall as described in pending United States application serial number 10/734,870, filed December 12, 2003, the specification and claims of which is incorporated herein by reference. [0074] It certain installations, the protruding portion or exposed section 12 of the upper portion 4 of the anchor 3 may not reach high enough for 10 the shear resisting system 1 to be attached to the particular portion of the anchor 3 protruding from the foundation 2. In such cases the protruding portion of the anchor 3 can be extended by attaching an extension coupler to a first portion in a releasable manner and then attaching a second portion to the extension coupler. 15 [0075] As shown in figure 18, the preferred connection of the present invention is made by creating a form for a foundation 2. An anchor bolt template 19 is then attached to the side of the form. The preferred template 19 is formed in accordance with pending United States Patent Application 10/868,722, the specification and claims of which are 20 incorporated herein by reference. The anchor bolt template 19 suspends the anchors 3 in the form and keeps them aligned and plumb during the pouring of the un-cured foundation material 17. The anchors are releasably attached the to the anchor bolt template 19, and positioned such that the heavy nut that makes up the flange 5 abuts against a spacing surface 20 on the anchor bolt template 19 for positioning the 25 upper surface 7 of the flange 5 at what will be the level of the top surface 8 of the foundation 2. The nuts that will serve as the tension force couplers 15 are attached to the upper portions 4 of the anchors 3 so that the anchor bolt template 19 is compressed between the lower surface 21 of the nut that serves as the tension force coupler 15 and the 30 17 WO 2006/116295 PCT/US2006/015444 upper surface 7 of the flange 5. Any lateratal restraints 101 are attached to the anchors. The concrete 17 is then poured and allowed to set. Once the concrete 17 has sufficiently set, the nut that serves as the tension force coupler 15 is removed from the anchors 3 as is the anchor 5 bolt template 19 and the shear resisting system 1 is mounted on the cured foundation 2 by inserting the base member 6 over the anchor bolts 3. The tension force couplers 15 are then reattached to the upper portions 4 of the anchors 3 such that they bear upon bearing surface 16 of the shear resisting system 1, and substantially all of the lowermost surface 9 of the base member 6 of the shear resisting system 1 rests 10 upon the top surface 8 of the foundation 2 and portions of the lower surface 9 of the base member 6 bear upon the top surface 7 of the flanges 5. [0076] As shown in figure 5, as mentioned above, it may be desirable to retrofit existing anchors 3 with flanges 5 after a foundation 2 has been 15 ~poured and set. In such instances, the portions of the foundation 2 immediately surrounding the embedded section 13 of the upper portion 4 of the anchor 3 are removed, flanges 5 are attached to the anchors 3 so that the top surface 7 of the flange 5 is level with the top surface 8 of the foundation 2 and any spaces are filled in with a second material 22, 20 preferably a high strength, non-compressible material, such as Epoxy-Tie* SET-High Strength Epoxy, sold by Simpson Strong-Tie Company, or other material with similar characteristics. [0077] When the anchors 3 will be positioned before the material 17 for the foundation 2 is poured it is preferred to sell the anchors 3 with the 25 flanges 5 pre-attached and positioned correctly. If the flanges 5 are nuts, they can be welded to the anchors or the threads on the anchors 3 can be disturbed to prevent movement of the nuts or flanges 5. The flange 5 can be a washer or plate attached to or formed in the anchor or any member that can transmit compression forces imposed from above the anchor 3 to the anchor 3. 30 18 WO 2006/116295 PCT/US2006/015444 [00781 The present invention has been tested in a laboratory where an actuator provided cyclic lateral loading to the top of multiple shear resisting system 1 of varying dimensions made according to patent application 10/734,870. One such shear resisting system 1 was seven 5 feet tall and 18 inches wide. A simulated foundation 2 was poured, and the anchors 3 were connected at their bottom sections 11 to the test bed of the apparatus. Testing showed that the connection of the present invention is superior to a connection made according to the prior art where the anchors 3 were not formed with flanges 5. 10 10079] As shown in figure 3, for the testing and for the preferred manner of making the invention, the foundation 2 is made from concrete having a minimum compression strength of 2500 psi, the anchors 3 are made from all-thread rod having a material grade of ASTM A449 (or equivalent), and a minimum size of 3/4" for walls that are 2" wide or less and 1" for walls or shear resisting systems 1 that are larger than 12" 15 wide. The flange 5 is preferably a heavy hex nut, ASTM A563, Grade DH Al 94, Grade 2H. The nut that serves as the tension force coupler 15 is of the same grade as the flange nut 5, as are nuts 23 at the bottom portion of the anchor that sandwich a plate washer 24 in between them for preventing pull-out of the anchor 3. The plates 24 for preventing pull 20 out of the bolts 3 are steel plates made from ASTM A36 grade material and are either 1.75" x 1.75" x .25" for smaller shear resisting systems 1 using the 3/4" anchors 3, or are 2.25" x 2.25" x .375" for larger shear resisting systems 1 using 1" anchors 3. The simulated foundation 2 used in testing contained standard #4 rebar 25 to reinforce the foundation 2. 25 [0080] As is shown in figure 14, when the flange 5 is positioned above the contact surface 8 of the substrate 2, a high strength relatively incompressible material such as grout 26 can be added around the flange to create a level bearing surface for the structure 2. 30 19