CA1245877A - Precast concrete dome system - Google Patents
Precast concrete dome systemInfo
- Publication number
- CA1245877A CA1245877A CA000487264A CA487264A CA1245877A CA 1245877 A CA1245877 A CA 1245877A CA 000487264 A CA000487264 A CA 000487264A CA 487264 A CA487264 A CA 487264A CA 1245877 A CA1245877 A CA 1245877A
- Authority
- CA
- Canada
- Prior art keywords
- panels
- course
- edge
- longitudinal
- panel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired
Links
Classifications
-
- 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
- E04B1/32—Arched structures; Vaulted structures; Folded structures
- E04B2001/3217—Auxiliary supporting devices used during erection of the arched 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
- E04B2001/3258—Arched structures; Vaulted structures; Folded structures comprised entirely of a single self-supporting panel
- E04B2001/3264—Arched structures; Vaulted structures; Folded structures comprised entirely of a single self-supporting panel hardened in situ
-
- 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
- E04B2001/3276—Panel connection details
-
- 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
- E04B2001/3288—Panel frame details, e.g. flanges of steel sheet panels
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Tents Or Canopies (AREA)
Abstract
ABSTRACT OF THE DISCLOSURE
A domed self-supporting frameless building structure includes a plurality of monolithic, precast, elongated, concrete panels arranged in abutting edge to edge relationship with one another such that the panels are under compressive loadings in both the longitudinal and lateral directions. The longitudinal edges of each of such panels coincide with imaginary lines of longitude of a spherical or sphere-like shape. A plurality of circumferential courses of such panels are provided with the panels of any one such course being in abutting end-to-end relation with the panels of the next adjacent course. A tension ring surrounds the lower extremity of such dome and the lowermost ends of the panels of the lowermost course are in abutting relation with the ring thereby to assist in securing the panels together in the abutting edge to edge relationship.
A domed self-supporting frameless building structure includes a plurality of monolithic, precast, elongated, concrete panels arranged in abutting edge to edge relationship with one another such that the panels are under compressive loadings in both the longitudinal and lateral directions. The longitudinal edges of each of such panels coincide with imaginary lines of longitude of a spherical or sphere-like shape. A plurality of circumferential courses of such panels are provided with the panels of any one such course being in abutting end-to-end relation with the panels of the next adjacent course. A tension ring surrounds the lower extremity of such dome and the lowermost ends of the panels of the lowermost course are in abutting relation with the ring thereby to assist in securing the panels together in the abutting edge to edge relationship.
Description
87'7 Background of The Invention This invention relates to improvements in domed building structures.
The prior art has provided numerous forms of roof structures. Passive self-supporting structures include the cast-in-place shell structures of Luigi Nervi, which structures require extensive and complex forms and staging thus giving rise to substantial construction costs. Other passive structures include the elegant but complex lattice-work geodesic domes and cupolas as designed by Buckminister Fuller, the well known American designer.
Other domed structures have been formed of wood, sheet metal, fibre glass and the like. Most of these structures require additional frame supports or panel stiffeners and/or special means for attaching the panels together thus giving rise to high installation costs.
Active roof supports include flexible air pressure supported domes made from air impervious fabrics or from thin sheets of stainless steel. Such structures have and are being used in large buildings such as sports stadiums, hockey rinks and the like. The disadvantages include high installation/operating costs due to the need for energy consuming blower systems to maintain air pressure, air lock doors etcO as well as the ever present
The prior art has provided numerous forms of roof structures. Passive self-supporting structures include the cast-in-place shell structures of Luigi Nervi, which structures require extensive and complex forms and staging thus giving rise to substantial construction costs. Other passive structures include the elegant but complex lattice-work geodesic domes and cupolas as designed by Buckminister Fuller, the well known American designer.
Other domed structures have been formed of wood, sheet metal, fibre glass and the like. Most of these structures require additional frame supports or panel stiffeners and/or special means for attaching the panels together thus giving rise to high installation costs.
Active roof supports include flexible air pressure supported domes made from air impervious fabrics or from thin sheets of stainless steel. Such structures have and are being used in large buildings such as sports stadiums, hockey rinks and the like. The disadvantages include high installation/operating costs due to the need for energy consuming blower systems to maintain air pressure, air lock doors etcO as well as the ever present
2~ danger of structural collapse in the event the thin roof material is pierced or torn by a moving object and/or the blower systems or air locXs ~ail. A collapse of this nature, especially when the roof is carrying a substantial snow load, can produce disasterous results.
._ - 2 ~ 7~
Summary of the Invention It is an object of the invention to provide a domed, passive, self-supportiny building struc~ure ~hich can be erected with a minimum of stagings and supports, and which building structure employs prefabricated structural units which are identical to one another.
Because of the repetition of components, the costs of forms etc. are relatively low. Also because of the repeti~ion of identical components, erection on site is facilitated, again leading to reduced overall costs. The teachings of the invention can be used in a wide range of sizes of building structures, from relatively small domes of eg. 100 ft. diameter up to 600 ft. diameter or even more.
Accordingly, the present invention in one aspect provides a domed self-supporting frameless building structure comprising a plurality of monolithic, precast, elongated, concrete panels arranged in abutting edge to edge relationship with one another such that the panels are under compressive loadings in both the longitudinal and lateral directions, the longitudinal edges of each of such panels coinciding with imaginary lines of longitude of a spherical or sphere-like shape; there being a plurality of circumferential courses of such panels with the panels of an~ one such course being in abutting end-to-end relation with the panels of the next adjacent course, and a tension ring surrounding the lower extremity of such dome and the lowermo~t ends of the panels of a lowermost said course being in abutting relation with said ring thereby to assist in securing said panels together in said abutting edge to edge relationship.
Further aspects of the invention will become apparent from the following description of a preferred embodiment of æame taken in conjunction with the appended claims.
._ - 2 ~ 7~
Summary of the Invention It is an object of the invention to provide a domed, passive, self-supportiny building struc~ure ~hich can be erected with a minimum of stagings and supports, and which building structure employs prefabricated structural units which are identical to one another.
Because of the repetition of components, the costs of forms etc. are relatively low. Also because of the repeti~ion of identical components, erection on site is facilitated, again leading to reduced overall costs. The teachings of the invention can be used in a wide range of sizes of building structures, from relatively small domes of eg. 100 ft. diameter up to 600 ft. diameter or even more.
Accordingly, the present invention in one aspect provides a domed self-supporting frameless building structure comprising a plurality of monolithic, precast, elongated, concrete panels arranged in abutting edge to edge relationship with one another such that the panels are under compressive loadings in both the longitudinal and lateral directions, the longitudinal edges of each of such panels coinciding with imaginary lines of longitude of a spherical or sphere-like shape; there being a plurality of circumferential courses of such panels with the panels of an~ one such course being in abutting end-to-end relation with the panels of the next adjacent course, and a tension ring surrounding the lower extremity of such dome and the lowermo~t ends of the panels of a lowermost said course being in abutting relation with said ring thereby to assist in securing said panels together in said abutting edge to edge relationship.
Further aspects of the invention will become apparent from the following description of a preferred embodiment of æame taken in conjunction with the appended claims.
3 ~ 7~
Brief Descrip~ion of The Drawings In drawings which illustrate an embodiment of the invention:
Fig. 1 is a perspective view of a domed skructure according to the present invention;
Fig. 2 is a plan view of a group of dome segments as they would appeax if laid out f lat, Fig. 3 is a sec~ion view taken along line 3-3 of Fig. 2 showing the panel structure;
Fig. 4 is a section view taken along line 4-4 of Fig. 1 and showing the tension ring;
Fig. 5 is a section view taken along line 5-5 of Fig. l;
Fig. 6 is a section view taken along line 6-6 of Fig. 1 and showing the joint between panels;
Fig. 7 is a section view taken along line 6 6 of Fig. 1 and showing an alternative form of joint;
Fig. 8 is a somewhat simplified view illustrating the erection procedure;
Fiy. 9 is a section view taken along line 9-9 of Fig. 1 showing the joint between adjacent panel ends;
Fig. 10 is a fragmentary view of the dome surface showing an alternative a rangement wherein the joints between adjacent panel ends are staggered;
Fig. 11 is a longitudinal section view of one of the panels showing insulation and roofing in combination therewith;
Fig. 12 is a vertical section through a hockey arena incorporating the invention;
Fig. 13 is a plan view of the arena of Fig. 12 but with the roof removed.
._
Brief Descrip~ion of The Drawings In drawings which illustrate an embodiment of the invention:
Fig. 1 is a perspective view of a domed skructure according to the present invention;
Fig. 2 is a plan view of a group of dome segments as they would appeax if laid out f lat, Fig. 3 is a sec~ion view taken along line 3-3 of Fig. 2 showing the panel structure;
Fig. 4 is a section view taken along line 4-4 of Fig. 1 and showing the tension ring;
Fig. 5 is a section view taken along line 5-5 of Fig. l;
Fig. 6 is a section view taken along line 6-6 of Fig. 1 and showing the joint between panels;
Fig. 7 is a section view taken along line 6 6 of Fig. 1 and showing an alternative form of joint;
Fig. 8 is a somewhat simplified view illustrating the erection procedure;
Fiy. 9 is a section view taken along line 9-9 of Fig. 1 showing the joint between adjacent panel ends;
Fig. 10 is a fragmentary view of the dome surface showing an alternative a rangement wherein the joints between adjacent panel ends are staggered;
Fig. 11 is a longitudinal section view of one of the panels showing insulation and roofing in combination therewith;
Fig. 12 is a vertical section through a hockey arena incorporating the invention;
Fig. 13 is a plan view of the arena of Fig. 12 but with the roof removed.
._
- 4 - ~ ~fl~7 Detailed Description of Preferred Embodiment Referring now to the drawings there is shown at Fig. 1 a semi-spherical dome 10 incorporating the principles of the invention. The dome i5 self-supporting i.e. frameless. The dome 10 is essentially made up of a series of monolithic concrete panels 12 arranged in abutting edge-to-edge relation to one another with the panels 12 being under compressive loadings in both the longitudinal and transverse directions. The longitudinal edges 14 of the panels coincide with imaginary lines of longitude of the semi-spherical shape. In this example, there are shown three circumferential courses of panels i.e. a bottom course 16, an intermediate course 18 and a top course 20. The panels of each course 16, 18, 20 are in abutting end-to-end relation with the panels of the next adjacent course, such panel courses meeting along circumferential lines of latitude of the semi-spherical shape. A tension ring 22 circumscribes the lower extremity of the dome and the lower ends of the panels of the bottom course are in abutting relation therewith.
Ring 22 thus reacts against the downward and outward thrusts imposed by the panels 12 and hence serves to maintain the panels 1~ in their respective positions.
As seen from Fi~s. 1 and 2 only three di~ferent panel sizes are required in this example, the panel size decreasing as one goes from the bottom course 16, to the intermediate course 18 and thence to the top course 20.
In the embodiment shown the panels 12 are sinyle curved, i.e. curved along their lengths, to match the dome's spherical surface but flat in the lateral direction.
However it will be understood that the panels 12 can be double curved, i.e. curved in the lateral direction as well, to better conform to the spherical surface defined by the dome as a whole, if required.
Each panel is provided with a waffle-like pattern on its lower surface which defines a ~eries of longitudinal ribs 24 and a series of trangverse ribs 26.
The ribs provide extra strength and rigidity, thes~ being supplemented by means of reinforcing rods or prestressed strand 28 embedded in the longitudinal ribs 24, such reinforcing 28 preferably being tensioned to provide a pre-stressed final product. The panels may also incorporate a wire mesh reinforcing grid (not shown) which extends throughout the entire extent of the upper layer of the panel. The total panel depth, measured at the marginal ribs 24, depends on the total panel span.
Panel thickness, including stiffening ribs, may be from about 1.0 to 2 feet for total panel length of 16 to about 70 feet respectively. Panel thickness between the ribs is preferably from 1.5 to 2 inches. The concrete used may be the standard 150 lb./cu. ft. variety or the light weight 120 lb/cu. ft. variety. The panel width is determined by weight considerations i.e. truck and/or crane capacity.
Suggested maximum width is presently 10 to 12 feet.
By using prestressed reinforcing the panels 14 can be made relatively long thus reducing the number of panel courses and reducing scaffolding and erection time.
It should be noted that in the completed structure the dome essentially acts as a "thin shell" with the panels 12 in compression so that the panel reinforcing is not used to any extent i.e. it is essentially redundant except for buckling and eccentric loading conditions. However it increases the safety factor of the dome and enables point loads and snow loads to be withstood without panel failure.
With reference to Figs. 3 and 6 it will be seen that the longitudinal edges of panels 12 are provided with a step-like recess 32 therein and running the full length of same. When the outer extremities 34 of ribs 24 contact each other in abutting relation, the recesses 32 together define a U-shaped-in-section recess 36 which receives a grouting compound 40 which completely fills the recess.
- 6 - ~2)~
Hairpin or U-shaped reinforcing bar portions ~2 extending outwardly of the panel edges at spaced intervals are secured in the grouting compound 40 and serve ~o secure the panels 12 together.
An alternative form of joint between the longitudinal edges of panels 12 is shown in Fig. 7. Each panel again includes a step-like recesss extending therealong except that here such stepped portions fit together in a ship-lap configuration so that one panel, at least temporarily during construction, supports the other. (This would permit erection of panels without scaffolding after initial ring beam panel erection is complete.) Again, a U-shaped recess 36 is provided which is filled with grouting compound 40, the latter engaging the reinforcing bar portions 42 as before.
The joint configuration at the abutting ends of adjacent panels (Fig. 9) is similar to that of Fig. 7. A
U-shaped recess 46 is defined between them which is filled with grouting 48, with reinforcing bar loop portions 50 engaging in the grouting 48 and helping to secure the panels together. The step-like portions 52, 54 fit together in ship-lap fashion with the end of lower panel 12 supporting the end of the next upper panel 12. This feature is of importance during erection procedures as it reduces the amount of scaffolding needed.
Referring to the tension ring 22 (Figs. 4 ~ 8) there is shown a pre-cast segmental trough 60. The trough sections are set in place, such as on the upper ends of concrete columns or piles 62 which may extend above ground level G a desired distance. The reinforcing bars are then put in place within the trough and suitably lapped. (Such reinforcing may be in the form of po6t-tensioning if desired whereby to keep the ring 22 in compression). The segmental trough 60 is filled with concrete 61, which surrounds the rein~orcing~
7L ,~ ~
After the tension ring 22 has been completed, erection of panels 12 can ~ake place. A suitable crane or hoist (not shown), lifts the individual panels up and lowers them down so that the lower ends of same abu~
against the sloping annular seat por~ion 62 defined on ring 22 while the upper ends of the panels rest on ring scaffold 64 or tilt post supports. After all panels of the bottom course have been put into place, the longitudinal joints (Fig. 6 or 7) are grouted and allowed to cure. Following this ~he next course of panels is laid in place using essentially the same procedure, and so on, until the uppermost course of panels has been properly positioned and the joint grouting cured following which the interior scaffolding may be removed, at which point the entire dome structure behaves as a "thin shell" i.e.
with all the panels 12 in compression.
With reference to Fig. 5 there is shown a typical example of a structure. The length of the first panel couxse is 17.5 meters while that of the next two courses is 12.0 meters each. The diameter of the central top opening is 6.0 meters and the overall height of the dome structure is 15.3 meters. The radial distance from the central axis of the structure to the perimeter is 40.80 meters. These dimensions are illustrative only and not limiting as the invention permits a wide variety of building sizes to be constructed.
With further references to Fig. 5, the spring angle A should be kept between about 40 and 52. When the angle is less than 40 the buckling forces on the panels increase substantially as does the ten~ion in ring 22. At angles greater than 52 the headroom becomes excessive thus leading to a less economical design.
In order to further reinforce the dome structure, reinforcing bars or strand could be placed in the longitudinal joints between the panels 12 before grouting .
to increase the safety actor. Also, circumferential strands or reinforcing bars could be placed in the joints between the adjacent ends of the panels before groutiny for the same reason.
A modification of the structure is shown in Fig. 10. Here the joints 66 between adjacent panel ends are staggered. This has the advantage that the panels 12 of the first course serve as a guide in the placement of the panels 12 of the next course (and can support them when proper ship-lap edges are provided. This would eliminate some interior scaffolding).
Fig. 11 illustrates the roofing technique. After the panels 12 have been all laid in place, a layer 70 of mastic material is supplied to the dome surface to provide a vapor barrier and air seal. Following this, sheets of rigid foam insulation 72 are laid on the surface and held in place with clips 74. A top weather resistant membrane 76 such as SARNAFIL is then applied in known fashion to complete the roofing procedureO
Completed building structures are shown in Figs.
12 and 13. As seen in Fig. 12 the dome 10 is provided with a top vent housing 80 which could contain mechanical equipment eg. a venting fan (not shown)~ The building structure is shown as housing side-by-side ice hockey rinks together with bleachers and the other amenities usually associated with hocXey rinks. Many other uses for the building are contemplated such as field houses, soccer facilities, football, curling rinks, tennis, basketball or volleyball courts, arenas for cattle shows and auctions, circus performances, stage shows and the like.
The building structure described has many advantages over other types of domed structures. The structure described provides a passive, long span roof (without need of interior columns) using concrete in its most efficient mode of use - under compression, with all . .
,. j~
, . . ~ .
~Zf~7~
g its inherent properties including durability, ~ire resistance and low maintenance. Because of the repetition of the components, (each course of panels having all identical units), forming costs are relatively low thus lowering the overall building cost. The interior waffling on the panel allows substantial strength with low weight and such waffled structura additionally provides acoustic (sound absorbing) benefits as well. The exterior insulation provides for a "warm" support structure which does not require thermal expansion joints and the like and a valuable heat or cold "sink". The same basic design can be used to provide a wide range of sizes of buildings.
The precast concrete components can be plant produced locally using local materials and services. Erection techniques are very simple and rapid erection is made possible. Minimum on-site construction time should permit dome erection to be completed in only three or four weeks of time.
' i
Ring 22 thus reacts against the downward and outward thrusts imposed by the panels 12 and hence serves to maintain the panels 1~ in their respective positions.
As seen from Fi~s. 1 and 2 only three di~ferent panel sizes are required in this example, the panel size decreasing as one goes from the bottom course 16, to the intermediate course 18 and thence to the top course 20.
In the embodiment shown the panels 12 are sinyle curved, i.e. curved along their lengths, to match the dome's spherical surface but flat in the lateral direction.
However it will be understood that the panels 12 can be double curved, i.e. curved in the lateral direction as well, to better conform to the spherical surface defined by the dome as a whole, if required.
Each panel is provided with a waffle-like pattern on its lower surface which defines a ~eries of longitudinal ribs 24 and a series of trangverse ribs 26.
The ribs provide extra strength and rigidity, thes~ being supplemented by means of reinforcing rods or prestressed strand 28 embedded in the longitudinal ribs 24, such reinforcing 28 preferably being tensioned to provide a pre-stressed final product. The panels may also incorporate a wire mesh reinforcing grid (not shown) which extends throughout the entire extent of the upper layer of the panel. The total panel depth, measured at the marginal ribs 24, depends on the total panel span.
Panel thickness, including stiffening ribs, may be from about 1.0 to 2 feet for total panel length of 16 to about 70 feet respectively. Panel thickness between the ribs is preferably from 1.5 to 2 inches. The concrete used may be the standard 150 lb./cu. ft. variety or the light weight 120 lb/cu. ft. variety. The panel width is determined by weight considerations i.e. truck and/or crane capacity.
Suggested maximum width is presently 10 to 12 feet.
By using prestressed reinforcing the panels 14 can be made relatively long thus reducing the number of panel courses and reducing scaffolding and erection time.
It should be noted that in the completed structure the dome essentially acts as a "thin shell" with the panels 12 in compression so that the panel reinforcing is not used to any extent i.e. it is essentially redundant except for buckling and eccentric loading conditions. However it increases the safety factor of the dome and enables point loads and snow loads to be withstood without panel failure.
With reference to Figs. 3 and 6 it will be seen that the longitudinal edges of panels 12 are provided with a step-like recess 32 therein and running the full length of same. When the outer extremities 34 of ribs 24 contact each other in abutting relation, the recesses 32 together define a U-shaped-in-section recess 36 which receives a grouting compound 40 which completely fills the recess.
- 6 - ~2)~
Hairpin or U-shaped reinforcing bar portions ~2 extending outwardly of the panel edges at spaced intervals are secured in the grouting compound 40 and serve ~o secure the panels 12 together.
An alternative form of joint between the longitudinal edges of panels 12 is shown in Fig. 7. Each panel again includes a step-like recesss extending therealong except that here such stepped portions fit together in a ship-lap configuration so that one panel, at least temporarily during construction, supports the other. (This would permit erection of panels without scaffolding after initial ring beam panel erection is complete.) Again, a U-shaped recess 36 is provided which is filled with grouting compound 40, the latter engaging the reinforcing bar portions 42 as before.
The joint configuration at the abutting ends of adjacent panels (Fig. 9) is similar to that of Fig. 7. A
U-shaped recess 46 is defined between them which is filled with grouting 48, with reinforcing bar loop portions 50 engaging in the grouting 48 and helping to secure the panels together. The step-like portions 52, 54 fit together in ship-lap fashion with the end of lower panel 12 supporting the end of the next upper panel 12. This feature is of importance during erection procedures as it reduces the amount of scaffolding needed.
Referring to the tension ring 22 (Figs. 4 ~ 8) there is shown a pre-cast segmental trough 60. The trough sections are set in place, such as on the upper ends of concrete columns or piles 62 which may extend above ground level G a desired distance. The reinforcing bars are then put in place within the trough and suitably lapped. (Such reinforcing may be in the form of po6t-tensioning if desired whereby to keep the ring 22 in compression). The segmental trough 60 is filled with concrete 61, which surrounds the rein~orcing~
7L ,~ ~
After the tension ring 22 has been completed, erection of panels 12 can ~ake place. A suitable crane or hoist (not shown), lifts the individual panels up and lowers them down so that the lower ends of same abu~
against the sloping annular seat por~ion 62 defined on ring 22 while the upper ends of the panels rest on ring scaffold 64 or tilt post supports. After all panels of the bottom course have been put into place, the longitudinal joints (Fig. 6 or 7) are grouted and allowed to cure. Following this ~he next course of panels is laid in place using essentially the same procedure, and so on, until the uppermost course of panels has been properly positioned and the joint grouting cured following which the interior scaffolding may be removed, at which point the entire dome structure behaves as a "thin shell" i.e.
with all the panels 12 in compression.
With reference to Fig. 5 there is shown a typical example of a structure. The length of the first panel couxse is 17.5 meters while that of the next two courses is 12.0 meters each. The diameter of the central top opening is 6.0 meters and the overall height of the dome structure is 15.3 meters. The radial distance from the central axis of the structure to the perimeter is 40.80 meters. These dimensions are illustrative only and not limiting as the invention permits a wide variety of building sizes to be constructed.
With further references to Fig. 5, the spring angle A should be kept between about 40 and 52. When the angle is less than 40 the buckling forces on the panels increase substantially as does the ten~ion in ring 22. At angles greater than 52 the headroom becomes excessive thus leading to a less economical design.
In order to further reinforce the dome structure, reinforcing bars or strand could be placed in the longitudinal joints between the panels 12 before grouting .
to increase the safety actor. Also, circumferential strands or reinforcing bars could be placed in the joints between the adjacent ends of the panels before groutiny for the same reason.
A modification of the structure is shown in Fig. 10. Here the joints 66 between adjacent panel ends are staggered. This has the advantage that the panels 12 of the first course serve as a guide in the placement of the panels 12 of the next course (and can support them when proper ship-lap edges are provided. This would eliminate some interior scaffolding).
Fig. 11 illustrates the roofing technique. After the panels 12 have been all laid in place, a layer 70 of mastic material is supplied to the dome surface to provide a vapor barrier and air seal. Following this, sheets of rigid foam insulation 72 are laid on the surface and held in place with clips 74. A top weather resistant membrane 76 such as SARNAFIL is then applied in known fashion to complete the roofing procedureO
Completed building structures are shown in Figs.
12 and 13. As seen in Fig. 12 the dome 10 is provided with a top vent housing 80 which could contain mechanical equipment eg. a venting fan (not shown)~ The building structure is shown as housing side-by-side ice hockey rinks together with bleachers and the other amenities usually associated with hocXey rinks. Many other uses for the building are contemplated such as field houses, soccer facilities, football, curling rinks, tennis, basketball or volleyball courts, arenas for cattle shows and auctions, circus performances, stage shows and the like.
The building structure described has many advantages over other types of domed structures. The structure described provides a passive, long span roof (without need of interior columns) using concrete in its most efficient mode of use - under compression, with all . .
,. j~
, . . ~ .
~Zf~7~
g its inherent properties including durability, ~ire resistance and low maintenance. Because of the repetition of the components, (each course of panels having all identical units), forming costs are relatively low thus lowering the overall building cost. The interior waffling on the panel allows substantial strength with low weight and such waffled structura additionally provides acoustic (sound absorbing) benefits as well. The exterior insulation provides for a "warm" support structure which does not require thermal expansion joints and the like and a valuable heat or cold "sink". The same basic design can be used to provide a wide range of sizes of buildings.
The precast concrete components can be plant produced locally using local materials and services. Erection techniques are very simple and rapid erection is made possible. Minimum on-site construction time should permit dome erection to be completed in only three or four weeks of time.
' i
Claims (20)
1. A domed self-supporting frameless building structure comprising a plurality of monolithic precast, elongated, concrete panels arranged in abutting edge to edge relationship with one another such that the panels are under compressive loadings in both the longitudinal and lateral directions, the longitudinal edges of each of such panels coinciding with imaginary lines of longitude of a spherical or sphere-like shape; there being a plurality of circumferential courses of such panels with the panels of any one such course being in abutting end-to-end relation with the panels of the next adjacent course, and a tension ring surrounding the lower extremity of such dome and the lowermost ends of the panels of a lowermost said course being in abutting relation with said ring thereby to assist in securing said panels together in said abutting edge to edge relationship.
2. The structure of claim 1 wherein said precast panels include integral stiffening ribs on their undersides, and reinforcing means in said ribs to take up any tension loadings.
3. The structure of claim 2 wherein the thickness of said precast panels including said stiffening ribs is from about 1.0 to 2 ft and the total panel length is from about 16 to 70 feet respectively.
4. The structure of claim 1, 2 or 3 wherein each of said panels is curved in the longitudinal direction to coincide with said spherical or sphere-like shape, each such panel being flat in the lateral direction.
5. The structure of claim 1, 2 or 3 wherein each of said panels is curved in both the longitudinal and lateral directions to coincide with said spherical or sphere-like shape.
6. The structure of claim 1, 2 or 3 wherein the longitudinal edges of said panels each have a step-like recess therein such that in their abutting edge to edge relation, an elongated U-shaped recess is defined there-between which contains a grouting compound to fill the joint between said panels.
7. The structure of claim 1, 2 or 3 wherein the longitudinal edges of said panels each have a step-like recess therein such that in their abutting edge to edge relation, an elongated U-shaped recess is defined there-between which contains a grouting compound to fill the joint between said panels, and a longitudinal reinforcing means extending within said elongated recesses from the bottom to the top of the dome-like structure.
8. The structure of claim 1, 2 or 3 wherein the longitudinal edges of said panels each have a step-like recess therein such that in their abutting edge to edge relation, an elongated U-shaped recess is defined there-between which contains a grouting compound to fill the joint between said panels, and the ends of said panels which abut with adjacent panels having recesses therein forming a lapped joint such that during erection the end of each panel of a succeeding course is supported from the end of a respective panel of a preceding course.
9. The structure of claims 1, 2 or 3 wherein said domed building is of semi-spherical shape.
10. The structure of claims 1, 2 or 3 wherein said tension ring comprises a segmented circular trough having reinforcing means extending therein, and the trough being filled with concrete and in engagement with said reinforcing means.
11. The structure of claim 1, 2 or 3 wherein said domed structure includes an exterior layer of insulation covered by a weather resistant layer.
12. A domed self-supporting frameless building structure comprising a plurality of monolithic precast, elongated, concrete panels arranged in marginal edge-to-edge compressive force transmitting mutually interdependent supporting relationship with one another such that said panels are under compressive loadings along their marginal edges in both the longitudinal and lateral directions, the longitudinal edges of each of said panels coinciding with imaginary lines of longitude of a spherical or sphere-like shape; there being a plurality of circumferential courses of said panels with the panels of each said course being in end-to-end compressive force transmitting relation with the panels of the next adjacent course, a tension ring surrounding the lower extremity of the lowermost course of said panels and the lowermost ends of the panels of said lowermost course being in abutting force transmitting relation with said ring thereby to assist in securing all of said panels together in said marginal edge-to-edge compressive force transmitting relationship so that the domed structure behaves as a thin shell with all of said panels being under said compressive loadings and wherein the longitudinal edges of said panels have elongated step-like recesses therein such that, in their edge-to-edge relation, an elongated U-shaped recess is defined at the joint between each adjacent pair of said panels, each said recess containing a grouting compound to fill the joints between said panels, and the ends of said panels of each course which are in said end-to-end relation with the panels of the next adjacent course having recesses therein forming lapped joints between said ends of said panels in adjacent courses such that during erection the end of each panel of a succeeding course may be supported from the end of an adjacent panel of the preceding course.
13. The structure of claim 12 wherein said precast panels include integral stiffening ribs on their undersides, and reinforcing means in said ribs to take up any tension loadings.
14. The structure of claim 13 wherein the thickness of said precast panels including said stiffening ribs is from about 1.0 to 2 ft. and the total panel length is from about 16 to 70 feet respectively.
15. The structure of claim 12 wherein each of said panels is curved in the longitudinal direction to coincide with said spherical or sphere-like shape, each such panel being flat in the lateral direction.
16. The structure of claim 12 wherein each of said panels is curved in both the longitudinal and lateral directions to coincide with said spherical or sphere-like shape.
17. The structure of claim 12 wherein the domed building is of semi-spherical shape.
18. The structure of claim 12 wherein said tension ring comprises a segmented circular trough having reinforcing means extending therein, and the trough being filled with concrete and in engagement with said reinforcing means.
19. The structure of claim 12 wherein said domed structure includes an exterior layer of insulation covered by a weather resistant layer.
20. The structure of claim 12 wherein longitudinal reinforcing means extends within said elongated U-shaped recesses from the bottom to the top of the domed structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CA000487264A CA1245877A (en) | 1985-07-23 | 1985-07-23 | Precast concrete dome system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CA000487264A CA1245877A (en) | 1985-07-23 | 1985-07-23 | Precast concrete dome system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CA1245877A true CA1245877A (en) | 1988-12-06 |
Family
ID=4131023
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CA000487264A Expired CA1245877A (en) | 1985-07-23 | 1985-07-23 | Precast concrete dome system |
Country Status (1)
| Country | Link |
|---|---|
| CA (1) | CA1245877A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US8261510B2 (en) * | 2008-04-30 | 2012-09-11 | Chicago Bridge & Iron Company | Method of building elevated water storage tanks |
| WO2014122348A3 (en) * | 2013-02-05 | 2014-10-02 | Ingecid, Investigación Y Desarrollo De Proyectos, S.L. | System and method for the construction of concrete towers and resulting concrete tower |
| CN108661395A (en) * | 2018-06-06 | 2018-10-16 | 刘全义 | Assembled spherical shape storehouse and its method of construction |
-
1985
- 1985-07-23 CA CA000487264A patent/CA1245877A/en not_active Expired
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US8261510B2 (en) * | 2008-04-30 | 2012-09-11 | Chicago Bridge & Iron Company | Method of building elevated water storage tanks |
| WO2014122348A3 (en) * | 2013-02-05 | 2014-10-02 | Ingecid, Investigación Y Desarrollo De Proyectos, S.L. | System and method for the construction of concrete towers and resulting concrete tower |
| US9487966B2 (en) | 2013-02-05 | 2016-11-08 | Ingecid, Investigación Y Desarrollo De Proyectos, S.L. | System and method for the construction of concrete towers and resulting concrete tower |
| AU2014213850B2 (en) * | 2013-02-05 | 2017-08-10 | INGECID, Investigacion y Desarrollo de Proyectos, S.L. | System and method for the construction of concrete towers and resulting concrete tower |
| CN108661395A (en) * | 2018-06-06 | 2018-10-16 | 刘全义 | Assembled spherical shape storehouse and its method of construction |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US4680901A (en) | Precast concrete dome system | |
| US10767369B2 (en) | Reinforced concrete building structures and methods for making same | |
| US3090162A (en) | Building construction | |
| US4092811A (en) | Cooling tower, construction method therefor and precast prestressed concrete building units | |
| US2897668A (en) | Building construction | |
| US3154888A (en) | Building construction | |
| CA1250729A (en) | Post-tensioned steel structure | |
| US4450656A (en) | Suspended roof | |
| US4352260A (en) | Underground house and construction method | |
| US11008749B2 (en) | Fortified radial arch structure | |
| US4736553A (en) | Roof structure | |
| US5501055A (en) | Method for reinforced concrete construction | |
| US3281999A (en) | Prefabricated building construction | |
| EP0161878B1 (en) | Roof structure | |
| EP0485317B1 (en) | Prefabricated modular construction | |
| US4590721A (en) | Wood panel earth shelter construction | |
| US4261147A (en) | Hyperbolic natural draft cooling tower construction | |
| CA1245877A (en) | Precast concrete dome system | |
| US5305576A (en) | Method of constructing curvilinear structures | |
| US4149351A (en) | Building structure produced using fiberglass forms | |
| WO2013058675A1 (en) | Protective structure with a large-span translucent shell | |
| RU2274718C2 (en) | Method for building reconstruction and reinforcement along building perimeter | |
| US20090084051A1 (en) | Residential Building of a Secondary Development | |
| US2230430A (en) | Building construction | |
| Makowski | History of development of various types of braced barrel vaults and review of recent achievements all over the world |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| MKEX | Expiry |