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WO2009117165A2 - Structure spatiale sans cadre - Google Patents

Structure spatiale sans cadre Download PDF

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Publication number
WO2009117165A2
WO2009117165A2 PCT/US2009/001811 US2009001811W WO2009117165A2 WO 2009117165 A2 WO2009117165 A2 WO 2009117165A2 US 2009001811 W US2009001811 W US 2009001811W WO 2009117165 A2 WO2009117165 A2 WO 2009117165A2
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WO
WIPO (PCT)
Prior art keywords
plates
modular
module
space
modules
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PCT/US2009/001811
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English (en)
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WO2009117165A3 (fr
Inventor
Michael M. Davarpanah
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Ceased legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C2/00—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels
    • E04C2/30—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by the shape or structure
    • E04C2/32—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by the shape or structure formed of corrugated or otherwise indented sheet-like material; composed of such layers with or without layers of flat sheet-like material
    • E04C2/328—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by the shape or structure formed of corrugated or otherwise indented sheet-like material; composed of such layers with or without layers of flat sheet-like material slightly bowed or folded panels not otherwise provided for
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D15/00—Movable or portable bridges; Floating bridges
    • E01D15/12—Portable or sectional bridges
    • E01D15/133—Portable or sectional bridges built-up from readily separable standardised sections or elements, e.g. Bailey bridges
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/32—Arched structures; Vaulted structures; Folded structures
    • E04B1/3205—Structures with a longitudinal horizontal axis, e.g. cylindrical or prismatic structures
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/32—Arched structures; Vaulted structures; Folded structures
    • E04B1/3211—Structures with a vertical rotation axis or the like, e.g. semi-spherical structures
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/343—Structures characterised by movable, separable, or collapsible parts, e.g. for transport
    • E04B1/344—Structures characterised by movable, separable, or collapsible parts, e.g. for transport with hinged parts
    • E04B1/345—Structures deriving their rigidity from concertina folds
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/32—Arched structures; Vaulted structures; Folded structures
    • E04B2001/327—Arched structures; Vaulted structures; Folded structures comprised of a number of panels or blocs connected together forming a self-supporting structure

Definitions

  • This invention relates to a frameless. preferably folded plate, space structure. More particularly, the invention relates to frameless folded plate space structural systems which use folded plate space modular(s) as the building block(s) of a structural system and may be used to create structures without the need for load bearing columns, frames or other structural support members, in order to maintain the integrity of the structure.
  • This invention has several main components including the folded plate space modular, and frameless folded plate space structural systems (FFPSSS).
  • FFPSSS folded plate space modular, and frameless folded plate space structural systems
  • the system applications may include: [003] Frameless Folded Plate Space Structures FFPS-S
  • the space modular is designed based on the folded plate structural concept, and can be made from any material, including plastics.
  • Space modules are, in accordance with one aspect of the invention, made from thin plates of structural plastic, and these can be as thin as 1/8 inch or less, specifically configured and shaped so that a plurality of such plates, whether of the same shape or different shapes, can be located adjacent one another in a selected manner to create a folded plate space modular.
  • a single folded plate space modular is used with other identical or different shaped modules to form a frameless folded plate space structural system.
  • Frameless folded plate space structural system(s) can be assembled to form a complete structure or a component of a structure such as frameless plate space roof structures.
  • Frameless folded plate space structures offer advantages of conventional structures and a lot more. Unlike conventional structures in which the load on the structure is transferred onto a framing component of the structure, the load on frameless space structures is carried by the entire shell of the structure. This particular design may eliminate the need for framing. The framing is indeed the largest and heaviest component of any structure.
  • They may be ideal for school cafeterias and lunch shelters, gathering rooms, swimming pool enclosures, gyms, shade structures, green houses, warehousing, light industries, hangars, to name just a few examples.
  • Roof modules are typically installed on the exterior walls of the structure. They are only supported by the exterior waits and there is no need for any roof framing or interior supports. Furthermore, they are water proof and insulated.
  • Flexible metal molds can be designed and fabricated which with some modifications can take the angles and sizes of several size modules. All modules (including wall, ceiling, roof) may be typically the same and follow the same formulas. The same mold can be used to fabricate different modules.
  • Folded plate solar modules can be fabricated by incorporating solar cells into the structural plastic plates.
  • Solar modules are like the other modules in that they have all architectural and structural characteristics of the modules. The number of solar modules used in any structure will typically depend upon the electrical and other needs and requirements of the structure.
  • each module is monolithically fabricated to act as one structural unit. Forces on the module typically result from dead load, live load, wind and seismic movements and these are balanced by the tension and compression stresses in the plates. Stress in a structure is an internal resistant to an external force. It is the sum of these stresses in the plates which holds the modules in equilibrium.
  • the modules of the invention are typically, but not necessarily, the same.
  • Flexible molds can be adjusted to form the angles and measurements of different modules. This design flexibility offers structures which can practically satisfy all architectural needs of any projects.
  • the modules preferably need to be monolithical.
  • the plates preferably need to have fixed connections to transfer the stresses in the plates. There are two primary fabrication methods.
  • the modules may be connected to each other and the foundation by flexible bolted connections.
  • connections allow free movement of the individual modules as well as the entire structure.
  • the module can freely move in all directions.
  • the flexible connections absorb a big percentage of pressure on the module which may result from seismic movements, wind and other loads on the structure.
  • the entire structure can freely move in the direction of the load.
  • the pressure on the structure is preferably absorbed by the connections reducing the load on individual modules.
  • Figure 1 shows various views of a folded plate space structure or modular in accordance with one aspect of the invention (SM- I ):
  • Figure 2 shows various views of pieces of a folded plate space structure or module in accordance with one aspect of the invention, including individual plate configurations and dimensions (SM-
  • Figure 3 shows various views of types of folded plate space modulars and information relating thereto (SM-2);
  • Figures 4, 5 and 6 show various views of a folded plate space modular including structural calculations and formulas, maximum moment calculations, and outer plates lateral forces and movements
  • FIG. 7 shows various views of and calculations for a Frameless Folded Plate Structural System (FFPSS). including Loads/reactions Structural Formulas and Sample calculations (SYS-I ), Wind/Reactions Structural Formulas and Sample Calculations (SYS-2), Shear/Moment
  • FPSS Frameless Folded Plate Structural System
  • Figures 1 1 , 12 and 13 show various views and calculations of a frameless folded plate space structure (FFPSS)Jncluding: Type-3 Space Structure. Plans. Elevations (SS- I A- I ); Front Elevation, Space Wall modules (SS- I A-2): and Structure and Modules Perspective (SS-I A-3);
  • FPSS frameless folded plate space structure
  • Figures 14 and 15 show details relating to Type-2, frameless folded plate space structures in
  • Figures 16, 17, 18. 19 and 20 show a details relating to a frameless folded plate space structure, including: Structural Calculation Formulas (SS-I S-I ); Sample Structural Calculations (SS-I S-2); Front Elevation Structural Formulas (SS- 1 S-3): Wall Modules Geometric Design & Sections (SS-4A); and Wall
  • Figures 21 , 22 and 23 show views and details of a Frameless Folded Plate Space Roof System
  • FFPSRS Type-2 Roof Structure, Plans and Elevations
  • Figure 26 shows views and details of a Frameless Folded Plate Space Mid and High Rise (FFPS-
  • HR including Typical High Rise, Plan, Section, Detail (HR-I A);
  • FIGS 27, 28 and 29 show views and details of a Frameless Folded Plate Space Bridge (FFPSB), including: Bridge, Sections and Details (BS-I ); Ramp Modular. Plan, Sections and Details (BS-2); and
  • FFPSB Frameless Folded Plate Space Bridge
  • Figure 30 shows views and details of a Frameless Folded Plate Space Dams (FFPSD), including plans, elevations and Anchoring Details (D- I A); and
  • FPSD Frameless Folded Plate Space Dams
  • Figure 31 shows views and details of a Frameless Folded Plate Space Tunneling Methods
  • FFPSTM Rock Tunneling Method
  • RTM Rock Tunneling Method
  • TM-I Sections and Details
  • the invention comprises a specially designed and configured space module.
  • the invention is also for a structure which is comprised of such a space module which may be used with other similar and/or differently configured space modules, the various space modules being designed and attached to each other in a manner which results in a structure that is strong, easy to construct and has various other advantages and benefits as will be described herein.
  • Figure 1 of the drawings show a top view and side view respectively of a typical space module 10. Although typical, it is just one of many a great range of shapes, dimensions and configurations of space module 10 which can be made in accordance with the invention. Indeed, the benefits and advantages of the invention lie in the fact that a space module 10 of selected, customized and desired configuration can br created to suit a specific application.
  • the space module 10 now briefly described with reference to Figure I should therefore be seen as representative only.
  • the space module 10 is generally of overall rectangular shape and is made up of longitudinal panels 12, 14, 16 and 18. The panels are angled with respect to each other, and their relationship changes over the length of the panel. This can best be seen by reference to section A-A, section B-B and section
  • the Frameless Folded Plate Space Structural system of the invention uses the folded Plate Space Module, as the building block of the new system.
  • the system has numerous applications including Frameless Folded Plate Space Structures, Roof Systems, Domes, Future Pressurized Colonies, High Rises. Bridge Systems, Dam Systems, and Tunneling Systems.
  • the Space Modular is designed based on the Folded Plate Structural Concept.
  • Space Modules are monolithic Structural Units made of thin structural plates, placed in various planes and angles to form the shape of the space modules. Forces on the modular resulting from Dead Loads, Live Loads, Wind and Seismic Movements are balanced by internal Tensile and Compressive Stresses in symmetrical plates acting in opposite directions. Stresses in a structure are internal resistance to external forces. It is the sum of these stresses which holds the Space Modules in equilibrium.
  • Space Modules in accordance with one aspect of the invention are three dimensional structural units, carrying and transferring loads in three dimensions. It is the three dimensional structural characteristic of the modules and using the plates as structural members and stresses in the plates to counterbalance the external forces which provide the space module with its unique features. Plates are placed, supported and involved in a manner to carry their maximum loading capacities and reach their maximum allowable stresses.
  • the Space Module of the invention is designed to be supported on all four sides. Bottom and Top modules in the chain provide the longitudinal support and adjacent modules or symmetrical outer plates of the same modular acting in opposite directions provide the lateral support.
  • Figure 1 illustrates a type of Space Modular of the invention which combines two similar sections each made of four pairs of Symmetrical Plates acting in opposite directions. Each Modular has two End Connection Plates and two side connection plates.
  • Figure 1 (a) shows the side view of an atypical modular.
  • Rotation Angle A, End Connection Angles AlL, AlH and Rotation Arm a are variables and are selected based on the Longitudinal Cross section of the system and positioning of each modular in the system.
  • the Desired Span, Middle and End Height values of each modular among other structural and architectural requirements of the system dictates the selection of these values.
  • Figure 1 (b) illustrates the top view of a Space Modular. Detail shows Total width of the Modular W, width of each section W 5 . Projected end widths of Load Bearing Plates W-,, W 4 and projected middle width value of W 3 . In Standard Shape Space Modules, the value of W, is half of the section width W 5 .
  • 1-A-a Design Variables [051 ] The first step in design of the space modular is the selection of following variables:
  • Rotation and connection angles are calculated based on the architectural characteristics of the system and positioning of each modular. Designers should select these angles, among other considerations, with emphasis on limiting the number of typical modules needed to design the system.
  • Rotation Arm a as outlined above, Designers should consider and take into consideration the structural impact of increasing the length of Rotation Arm u.
  • An increase in length of rotation Arm a reduces the number of modules required to form the required cross section but proportionally decreases the Maximum allowable Moment and Load Bearing capacity of the Modular.
  • Modular Width W is independent but should be chosen proportional to Modular Rotation Arm a. A ratio close to Vi is preferred, for W/a is a reasonable starting point. Increase of the total width of the modular increases the maximum Allowable Moment a Modular can carry.
  • Section Width W ⁇ is chosen based on the structural requirement of the modular.
  • An increase in the Section Width W 5 proportionally increases the Load Bearing Plate Widths and effective structural depths. Designers should use a reasonable number of sections in each modular to achieve the required load requirements while maintaining reasonable Plate Widths.
  • Plate Projected End width W is proportional to the end width of Load Bearing Plates (Dimensions/, and/,).
  • An increase in Dimension W increases the above/ and/ dimensions, End Plate Connection Plate Sizes and Shear Force capacity of the modular.
  • Main Load Bearing Plates Intersection angle ⁇ is the main structural variable of the modular. This is the angle of intersection of the Main Load Bearing Plates and an imaginary Plane passing through the rotation Arm a and the base of the Modular (see section X-X, Figure 2).
  • An increase in Angle of ⁇ increases all structural capacities of the modular including Maximum allowable Moment and Shear Force. As structural formulas will show, increase of the Angle ⁇ is generally the most economical way to increase the maximum allowable moment of the Modular.
  • Figure 2 includes geometric formulas. Formulas calculate Space Modular Dimensions, Plates Dimensions and Plate Intersection Angles.
  • FIG 3 illustrates the two major shape FC Bricks, Standard and Tapered.
  • Standard Shape FC Bricks have a uniform width. End and Mid Widths of Standard Shape FC Bricks are the same. There are several Standard Shape FC Bricks including: Folded Plate Space Modular; Folded Plate Wall Modular; and Folded Plate Deck and Ceiliny Modular.
  • Tapered FC Bricks have tapered shapes with variable End and Mid Widths. Tapered FC Bricks are used for round sections including Dome and Super Dome Structures. End and mid Widths are calculated based on the radius each one turns. Figures 16 to 18 show a Dome structures. As the drawing shows, the end and mid Widths are calculated based on the exterior circle which each one forms.
  • FC Brick Types [064] FC Brick Type illustrates the Shape and the number of sections each FC Brick is made of. Figure 3 shows Standard and Tapered Shape, also identified as Type 3 FC Bricks. Types S3 and T3.
  • Space modules are three dimensional structural units. They carry and transfer loads in three dimensions, using the plates as load bearing structural members.
  • Figure 3 illustrates different Loading
  • Figure 6 illustrates different Loading Conditions which a Space modular can be subject to: Reactions, Moment and Shear.
  • FIG. 6(a) shows a Space modular subject to Downward Loading condition with upward reactions at end connection points (End Connection Plates).
  • This Loading Condition results in positive moment on the space Modular and inward forces on the outer side Plates due to internal stresses in the outer plates. Positive moment causes Compressive Stresses above the Neutral Axis X-X and Tensile Stresses below the Neutral Axis. It is the sum of Internal Compressive and Tensile Torques which balances the External Moment. Maximum Shear happens at the connection points and is equal to the Resultant of the Reactions at the connection. Inward Forces on the outer symmetrical Plates are either balanced by the adjacent modules ' outer plates acting in opposite directions or by a compression member
  • FIG. 6(e) shows the Modular subjected to upward loading condition with downward Reactions. This Loading Condition results in negative moment on the Space modular and outward Forces on the outer Plates due to internal stresses. Negative Moment on the Modular causes Tensile Stresses above Neutral Axis X-X and Compressive Stresses below Neutral Axis X-X. Maximum Shear happens at the connection points and is equal to the Resultant of Reactions at the connection. Outward forces on the outer symmetrical Plates are either balanced by the adjacent module's outer Plates acting in opposite directions or by a tension member (braces) tying the outer Plates of same modular acting in opposite directions.
  • This Loading Condition results in positive lateral moment on the space Modular, inward Forces on the plates subject to Lateral Loading and outward forces on the opposite outer plates.
  • Positive lateral moment on the modular causes Compressive stresses in the plates to the loading side of Y-Y axis and tensile stresses in the plates on the other side of Y-Y axis. Maximum shear happens at the connections equal to the resultant of the reactions at the connections.
  • Centroid of a plane surface is a point that corresponds to the center of gravity of a very thin homogeneous plate of the same area and shape.
  • Neutral Axis of a section is a line through the Centroid of the section. The equation of moments is used to locate the Neutral Axis. If an area is divided into a number of parts, Statical Moment of the area with respect to an axis is equal to the sum of Statical
  • I x n, o. p ⁇ ⁇ ⁇ ( ri + r -3 2 x t + r, x / - r i
  • Section A-A in Figure 5. shows the modular cross section at the middle of the Modular. As previously explained, it is the sum of internal torques of the stresses which resist the external longitudinal moment. Under positive external moment, the area above the Neutral Axis is in compression and the area below the Neutral Axis is in tension. Or if
  • Space Modular After the Space Modular is designed for flexure, it should be investigated for shear. Space Modular has a tendency to fail by shear by the fibers that slide past each other both vertically and horizontally. Shearing stresses are not equally distributed over the cross section but are greatest at the Neutral Axis and are zero at the extreme fibers. Maximum allowable vertical shear V is the product of the
  • Section B-B Figure 5. shows the Modular cross section at the connections points.
  • Maximum shear force is the product of total cross sectional area and maximum allowable shear stress or
  • Buckling is the failure of Space Modular at a concentrated load or at reactions due to compression stresses or
  • R ma * t ⁇ ⁇ N. O. P x f 1 + N. O. P x / 2 + Ir 1 )f c
  • Sheet SM -3B illustrates a modular subject to negative and positive moments.
  • Figure 5(a) shows the modular subject to positive moment, Inward lateral forces and outer plates inward movement.
  • the lateral force itself is not uniform. It is zero at the ends and maximum at the middle of the modular.
  • the sum of lateral forces at any point along the outer plates is the projection of the Internal
  • the lateral force is either provided by adjacent sections or in case of single section systems, it is provided by braces.
  • Figure 6 illustrates structural calculations for Space Modular FCB -25-16 x 16x8 - 0" x 60° As ca
  • Frameless Folded Plate Space Structural System uses the Space Modular as the core of the system. Typical Modules. FC Bricks are bolted together by the end plates to form a longitudinal chain.
  • FC Brick is supported longitudinally by bottom and top bricks, eliminating the need for any intermediate supports.
  • the system is only supported by the two end FC bricks bolted to the foundation (Exterior Supports).
  • Lateral support is provided by adjacent Bricks, or in case of single section structures, lateral support is provided by outer plates of the same modular acting in opposite Directions.
  • the number and kinds of bricks to form the chain depends on the architectural, civil and structural characteristic of the system.
  • Frameless Folded Plate Space Structural System combines and expands four main structural systems: Arch System; Shell System; Sectionalized System; and Folded Plate.
  • the end system is an Arch, Shell, Folded Plate, and Sectionalized System.
  • Each system has numerous advantages which will be briefly explained but it is the folded Plate structure of the FC Bricks and new extended sectionalized concept which practically provides unlimited structural capabilities for the system.
  • Figure 7 illustrates a "Type 10" System longitudinal cross section, made of 10 typical modules bolted together by end plates.
  • Cross Sections show the behavior of the system and each individual modular subject to three moving loads on the system. Moments at the bolted connections are zero and each individual modular is subject to negative and positive moment as the loads move along the cross section. Moving Loads create positive moments on the modules directly carrying the loads causing downward curvature of the Modules and negative moments on the rest of the modules in the system causing upward curvature of the modules.
  • FC Brick Among other structural characteristics and capabilities of the FC Brick is the structural capability of the FC Brick to resist negative and positive moments which make the system possible and unique. Under normal loading conditions, a modular is held in place by top and bottom modules acting as main supports, just like a structural unit in conventional structures is supported by columns or walls. The moment which each FC Brick is subject to is the moment caused by the loads directly on the brick and the moment caused by the resultant of the reactions at each end on the connections. However, unlike conventional structures in which reactions are positive causing positive moments on the modular, reactions on a connection in this system can be negative causing negative moment in the brick.
  • FC Brick Maximum Shear Force on the FC Brick is equal to the upward or downward resultant reaction Forces.
  • Most Space Structures are made of several sections. Each section is bolted to the adjacent sections providing the necessary lateral support. The resultant inward or outward forces on the outer plates are the sum of dead and live load on the outer plates, and the longitudinal forces in the plates result from stresses in the plates. Maximum longitudinal forces in the plates happen at the point of maximum moment on the modular.
  • lateral support is provided by symmetrical outer plates acting in opposite directions. This is done by compression and tension members (braces) tying the two outer plates together.
  • the optimum numbers and kinds of Typical Space Modules are selected to form the required cross section.
  • Figure 8 illustrates a "Type 10", Space System.
  • the type 10 Space system includes ten FC Bricks.
  • the section shows the height and clear span of the entire Space System, and ends and mid span projected angles of each individual FC Bricks in the system, Angles «1- ⁇ o ⁇ 1 0
  • the first step of selection is to select the number of modules, Modular Rotation Arms and Modules Projected angles ⁇ i to ⁇ r, .
  • Variables can be grouped in two categories.
  • the first step to analyze the Space Structures is to calculate the Reactions due to Deal Load, Live
  • FIG. 9 titled Load/Reaction Formulas shows a two dimensional longitudinal cross section of the system.
  • the drawing shows loads on each modular, distribution of loads and reactions.
  • the section needs to be supported by the remaining section in the system.
  • Each modular is supported and supports the rest of modules in a chain form.
  • Each connection point has an uplift reaction force equal to half of the load on that section of the chain and a downward load equal to half of the load of the rest of the chain.
  • the sections are assembled by simple bolt connections, dividing the span of the structure into several sub-spans preventing accumulation of moments.
  • FIG. 7 illustrates a "Type 10" Space System.
  • the system includes 10 typical FC Bricks, supported by end Modules.
  • the drawing shows a longitudinal cross section of the Space System.
  • the System has eleven connections, - ⁇ * °> ⁇ ⁇ • • ⁇ ⁇ .
  • Each connection provides an upward reaction force equal to half of the total load of the section to the left for the modular to the left and applies a force, equal to half of the total load of the section to the right on the modular.
  • the same connection provides an upward Reaction Force equal to half of the total load of the section to the right for the Modular to the right, and applies a force equal to half of the section to the left on the modular.
  • Connection C provides an upward Reaction Force Of 7 V for modular 2, equal to half of the total load of the section to the left and applies a downward force of M 's , on the modular, equal to half of the total load of the section to the right.
  • connection point D [111] Similarly, at connection point D:
  • Figure 9 illustrates the reactions formulas for all connections in the system.
  • the sum of Upward Reaction and Downward Forces v a - v + 3 ' , ( r *- v + 1 ⁇ * / , ... at the connection points for each modular is the resultant force on the modular.
  • Figure 7 illustrates three longitudinal cross section of the system, Moments and the modular's curvature tendency due to three moving loads on the system.
  • the modular subject to live load where the resultant of the forces v "r o " + w ⁇ ) and v my + 1 ⁇ m ) on the end of modular, at the connections, are positive, is subject to positive moment.
  • Figure 9 illustrates the cross section of a "Type 10" space system including ten FC Bricks with rotation arms of 20 feet and Dead Loads of 5 tons, subject to three loads of 80 tons on Modules 1, 2 and 3.
  • Figure 9 also shows each individual modular in the system, including Live Load, Dead Load and end forces at the connections.
  • the equation of moment about the middle of the modular can be as follows: Modular 1 :
  • the supports and the maximum actual buckling force is equal to the total reactions at the supports, equal to ⁇ l - v and R - y .
  • Figure 8 shows a two dimensional longitudinal cross section of the system.
  • the drawing shows wind loads on each modular, distributions of loads and reactions.
  • the drawing also shows the formulas for calculation of reactions at each connection. Reaction calculations are similar to Live Load/Dead Load reaction calculations described in previous chapter 2-C-b-l .
  • Modular selection is based on the maximum moment for each modular. Maximum moment is the maximum moment on each modular based on Live/Dead Load, wind Pressure or a combination thereof.
  • Figure 10 shows a "type 2", Space modular.
  • the drawing illustrates formulas for calculating the maximum allowable moment for different sections of the modular.
  • the drawing also shows the process of verification of the modular.
  • Simple Frameless Folded Plate Space Structures are made of assembling several similar sections of a Frameless Folded Plate Space Structural System with required cross section in a row to achieve the required depth (Length). Numerous advantages of FFPSS to conventional structures make them ideal for construction of all kinds and types of structures including Residential, commercial, Agricultural and industrial buildings. Their light weight, easy delivery, fast construction, and structural capabilities make them unique for fast track or Emergency Shelter construction.
  • FIG. 11 illustrates a simple "Type 3-5" Space Structure.
  • Type 3-5 FFPSS is made of five sections of "Type-3 ", Frameless Folded Plate Space Structural Systems in a row with a total of fifteen FC Bricks.
  • the types of the systems and number of sections used depend on a number of variables including the required building cross sections and building size. Each section is bolted to the adjacent sections and the foundation forming a folded plate arch shell structure. More complex structures are constructed by using several different systems with different cross sections.
  • Figure 2 illustrates the front elevation and a partial longitudinal cross section of a Type 3 FFPS Structure. Front and Back Elevations are enclosed with Space wall modules bolted to the side connection plates of the outer modules and the foundation. Wall modules are manufactured in several standard and custom made sizes.
  • Figure 13 illustrates the perspective of a Type 3 FFPS-Structure, typical Space modules and the End sections. End Sections (End modules) are specially designed with side connection plates which extend to form the openings for typical wall modules. Wall Modules can be removed to form the rough openings to receive gates and/or windows.
  • Figure 14 shows a simple Type 2 Space Structure, cross section, and front elevation. Figure 14 also illustrates several standard size Type 2 Space structures.
  • Figure 15 illustrates some of the system flexibilities.
  • the drawing shows the different structures which can be made from FC-Bricks used in a Type, 3-15, Space Structure.
  • Type 3-15, FFPS Structures is made of 45 FC-Bricks which can be used to construct three units of Type, 3-5 FFPS Structures, or five units of Type 2-3 FFPS Structure and five units of Type, 1-3 FFPS Roof Structures, or can be used to construct a Type, 5-15 FFPS Structures by adding an additional two FC-Bricks to each section.
  • End sections should be treated as laterally unsupported. End sections should be braced like a single section system, previously described in section l-C-b-8. In most structures, a total of three braces is adequate to provide the required lateral support.
  • Figure 18 shows the cross section of a Space Structure, Wall Modules and the Reactions. Figure 18 also illustrates the formulas for calculating the maximum moments on wall modules. Figures 19 and 20 illustrate Space wall modules' architectural and structural calculations. Reaction WL5 is one of the lateral forces on the outer plates of the end sections which need to be considered when designing the End Section Braces.
  • Space Structural Systems with the desired cross section to achieve the required size. They may be installed on exterior walls or on main structural framing eliminating the need for any additional framing, sheathing, roofing and insulation.
  • Figure 21 shows a Type 2 Space RoofSystem and aType 3 Space Structure.
  • Figure 22 illustrates a Type 3-5 Space Roof System.
  • the type 3-5 Roof system is made of five sections of the Type 3 FFPS- Structural System.
  • Figure 12 also shows the connection details for a typical Roof System.
  • Figure 24 shows a typical Space Dome Structure with exterior outside diameter of OD- 1.
  • Section A-A in this figure shows a section through the Dome. As the section shows, the Dome is horizontally cut into several layers: SM-A, SM-B, SM-C, etc.
  • Each layer represents a circular row of typical Tapered Space Modules bolted to each other to form a certain circular foot print with outside Diameters of ODl, 0D2, etc. Outside diameters, ODs, can easily be calculated by deducting each layer's horizontal projection from OD-I.
  • Figure 22(b) shows the top view of the same Dome. As the top view shows, the Dome has been divided into Vertical Grids. Vertical Grid Lines divide each layer into typical, similar size sections: SM-
  • Each section is a tapered space modular with bottom, mid and top total widths, ⁇ 7 : , w :>! and W H equal to:
  • Tapered Modular [138] Tapered modules should be designed using the following sets of variables:
  • Figure 25 illustrates a Super Dome.
  • the drawing shows the design possibilities and capabilities. All seating Platforms, offices, walkways can be constructed using FC-Bricks, Space Ceiling/Floor modules hung from the shell itself, eliminating any need for interior supports or walls.
  • FIG. 26 illustrates atypical FFPS High Rise and connection details.
  • FFPS-High Rises have two main components, Space Wall Modules and Space Ceiling Modules.
  • Space wall modules act as load Bearing walls, supporting the Space Ceiling Modules.
  • Structural calculations follow the structural calculations described in System Structural Design and Space Modular Structural calculations. Lateral support for each section (walls and ceilings) is provided by adjacent sections.
  • FFPS-BS Frameless folded Plate Space Bridge Systems.
  • FFPS-B ridge Systems with their numerous advantages including Light Weight, Easy Delivery and Erection can be used as temporary or permanent bridges. System flexibility offers any required cross section and span.
  • FIG. 1 illustrates a Type 10, Bridge System.
  • the type 10 Bridge System is made of total ten
  • FIG. 28 shows the top, longitudinal section and cross section of a typical Space Ramp Modular. Space Ramp Modules are similar to the rest of the modules with plates extending down to the required grades.
  • Figure 29 shows a Type 10-2, Space Bridge System. The number 2 represents the number of sections.
  • Structural Design of FFPS-Bridge Systems is similar to System Structural Design described in previous chapters. Lateral Support for the Bridges is provided by a Bridge Deck Framing System.
  • Figure 29 shows a cross section of a bridge and the Deck Framing. Deck Framing is made of fiber glass plates in two directions, providing lateral support for the Bridge System and support for Bridge Decking.
  • FFPS- Dam System are made of sections of FFPS-Structural systems with desired cross section to achieve the desired height.
  • Figure 30 illustrates the plan view and elevation of a Space Dam. The drawing shows the support locations and anchoring systems.
  • FFPS-Dam is calculated as per structural calculations described herein. Live Load on each section varies and is proportional to the height of the Dam. Each section needs to be designed to independently carry the live load. Since the live load on each section varies, the lateral force resulting from internal stresses also varies. The entire structure needs to be laterally supported by a system of continuous bracings. Section A-A in Figure 30 shows the lateral continuous bracing and the attachment detail.
  • FFPS-SS can be used for tunneling purposes for both Rock Tunneling and Shield Tunneling
  • Tunnel sections are made of sections of FFPS-Structural System with the desired cross section installed after the drilling is done.
  • each section can be assembled in whole or parts and erected after the drilling is done.
  • Figure 31 shows a section of a tunnel. Sections can be erected and temporarily anchored before the slab and foundation is poured. The space between the sections and rock can be pump filled with pea gravel.
  • Shield Tunneling Sections can installed as the shield system moves.

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Abstract

La présente invention concerne un module de construction qui comprend une pluralité de plaques formées reliées les unes aux autres selon des angles et des orientations choisies afin de former un module de construction. Les plaques ont au moins deux formes différentes et peuvent être disposées les unes par rapport aux autres de manière à former un module de construction tridimensionnel, les forces externes exercées sur le module étant équilibrées par des contraintes internes de traction et de compression présentes dans les plaques symétriques agissant dans des directions opposées. L’invention porte aussi sur un système structurel sans cadre comprenant une pluralité de ces modules de construction qui sont fixés les uns aux autres afin de former un système structurel.
PCT/US2009/001811 2008-03-21 2009-03-20 Structure spatiale sans cadre Ceased WO2009117165A2 (fr)

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