US20100154320A1 - Composite concrete roof for an outer lng containment tank and method of making the same - Google Patents
Composite concrete roof for an outer lng containment tank and method of making the same Download PDFInfo
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- US20100154320A1 US20100154320A1 US12/342,495 US34249508A US2010154320A1 US 20100154320 A1 US20100154320 A1 US 20100154320A1 US 34249508 A US34249508 A US 34249508A US 2010154320 A1 US2010154320 A1 US 2010154320A1
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- 239000002131 composite material Substances 0.000 title claims abstract description 6
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- 238000000034 method Methods 0.000 claims abstract description 23
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 16
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- 230000003014 reinforcing effect Effects 0.000 description 16
- 239000003949 liquefied natural gas Substances 0.000 description 13
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- 238000003860 storage Methods 0.000 description 3
- 238000012546 transfer Methods 0.000 description 3
- PXHVJJICTQNCMI-UHFFFAOYSA-N Nickel Chemical compound [Ni] PXHVJJICTQNCMI-UHFFFAOYSA-N 0.000 description 2
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Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H7/00—Construction or assembling of bulk storage containers employing civil engineering techniques in situ or off the site
- E04H7/02—Containers for fluids or gases; Supports therefor
- E04H7/18—Containers for fluids or gases; Supports therefor mainly of concrete, e.g. reinforced concrete, or other stone-like material
Definitions
- the present invention relates generally to the construction of LNG (liquefied natural gas) full containment tanks, and more particularly, to the construction of roofs for outer LNG containment tanks.
- LNG liquefied natural gas
- Tank roofs for LNG (liquefied natural gas) tanks may be large structures.
- the roof of large storage tanks need to be reinforced to handle the construction, operating and earthquake loads.
- One approach for creating such a roof is casting in place a roof on top of a steel support framing.
- This approach for very large tanks is a time-consuming process, and may be very problematic at remote site locations.
- Another method of constructing a roof is to erect a roof assembly including a metal structural and membrane plate to form a steel dome in a “low” position on the ground. Then the steel dome is raised to the top of the tank wall or shell to a “high” position using air pressure & cable guides. After the steel dome has been welded in position and is safe to allow casting in place activities, the tank roof is pressurized to aid in cast in place activities. The air pressure allows for more concrete to be placed on the roof. As curing time can be long, the air pressure source must be secure and the tank leak tight. Most of the large tanks require the concrete to be placed in multiple lifts to prevent overload and collapse of the steel frame. During the time that the tank needs to be pressurized, no work may proceed inside the tank.
- roofs are very specific structural elements due to their function and configuration. Large storage tank roofs are not easily constructed out of precast elements. Due to the large tensile forces that occur during tank operation, effective structural connections between separate precast concrete elements are difficult to construct. Typically, such connections between roof elements are made through casting in place structural connections between roof elements. However, such connections are time consuming and expensive to make.
- a method for constructing a composite concrete roof on an outer LNG containment tank is disclosed.
- the roof includes a roof assembly and a plurality of precast concrete roof elements.
- the roof assembly is mounted on a tank shell. At least some of the roof elements including a concrete body and embedded metal plates adapted to be welded to the roof assembly.
- the roof elements are welded to the roof assembly to provide additional strength and stiffness to the roof assembly.
- the roof assembly includes a membrane and mounting beams connected to the membrane.
- the metal plates are then welded to the mounting beams on the roof assembly.
- the method may further include mounting or welding the roof elements to the roof assembly while workers access the interior of the shell to perform work therein.
- a tank is also described which has a roof constructed as described above.
- the roof elements can be quickly attached to the roof assembly mounted atop the tank shell to form the roof or dome.
- the addition of the roof elements to the roof assembly stiffens the dome as concentric courses of roof elements are welded to the roof assembly.
- the courses are welded to the roof assembly successively from the radial outermost course to radial innermost course until all the roof elements are applied.
- the roof elements can be safely placed on the dome without the need for pressurizing the tank interior and will allow work to proceed inside the tank even as the roof elements are being added.
- FIG. 1A is a perspective view of an inner tank being constructed within an outer containment tank as the roof of the outer tank is being constructed;
- FIG. 1B is a perspective view of a completed outer tank, in partial cutaway, showing a base mat assembly, a ring beam, a shell or tank wall and a roof mounted atop the shell as well as the inner tank;
- FIG. 2 is a plan view of the base mat assembly or foundation and a ring beam or ring beam foundation which are to be joined by a cast in place concrete connection (not shown);
- FIG. 3A is a plan view of a pair of base mat elements juxtaposed and interconnecting with one another;
- FIG. 3B is a perspective view of a liner plate and attached J-hooks which are to be cast within a concrete body when making a reinforced concrete base mat element;
- FIG. 3C is a perspective view of a base mat element, including concrete body, showing a pair of tensile members passing through tensile conduits disposed within the concrete body;
- FIG. 3D shows a plurality of base mat elements juxtaposed in lateral and longitudinal directions with tensile members and cooperating anchors clamping the base mat elements together in the lateral and longitudinal directions;
- FIG. 4 shows an exemplary pile with L-shaped brackets mounted thereon which can be used to support base mat elements or ring beam elements at predetermined heights so that the base mat elements or the ring beam elements can be readily welded together;
- FIG. 5 shows a matrix of piles which can be used to support base mat elements which can then be welded together to form the base mat assembly;
- FIG. 6A is a plan view of a pair of cooperating juxtaposed ring beam elements
- FIG. 6B is a perspective view of a liner plate welded to a thicker base plate and attached J-hooks welded beneath the plates which are used in casting a reinforced concrete ring beam element;
- FIG. 6C is a perspective view of a reinforced concrete ring beam element including the liner plate and base plate anchored to a concrete body with tensile members extending through tensile conduits embedded in the concrete body;
- FIG. 7 is a fragmentary sectional view of a cast concrete joint joining the base mat assembly and the ring beam with a shell element being welded to the ring beam;
- FIG. 8A is a perspective view of a shell element
- FIG. 8B is a perspective view of a pair of shell elements which are welded together to form part of the outer shell with the shell elements also being welded to base plates of ring beam elements;
- FIG. 8C shows a sectional view of a second embodiment of a shell made with two courses of lower and upper shell elements rather than using a single course as seen in the shell of FIG. 8B ;
- FIG. 8D shows a bottom view of the upper shell element which includes a base plate supporting two downwardly depending alignment pipes
- FIG. 8E shows a plan view of a top end cap plate of a lower shell element having two downwardly depending alignment sockets designed to receive the alignment pipes of the upper shell element;
- FIG. 9A is a roof frame formed by radial and circumferentially extending wide flange beams
- FIG. 9B illustrates a typical welded connection between a tubular mounting beam of a roof assembly and a pair of roof elements
- FIG. 9C shows the roof assembly and attached seal being raised by air pressure within the outer shell so that the roof assembly can be welded to temporary gusset plates mounted to the top of the shell;
- FIG. 9D is a fragmentary perspective view of the roof assembly and peripheral seal being raised to be temporarily welded to a gusset plate;
- FIG. 9E is a fragmentary perspective view of a roof membrane of the roof assembly being temporarily welded to a gusset plate;
- FIG. 9F is a fragmentary perspective view of the roof assembly permanently welded to the shell with the temporary gusset plates and seal having been removed and with a roof element attached to the roof assembly and shell;
- FIG. 10A is a perspective view of a roof element frame used in casting a typical roof element.
- FIG. 10B is a perspective view of an exemplary roof element which is to be mounted to the roof assembly during construction of the roof.
- a full containment LNG tank 18 is shown in FIGS. 1 and 2 .
- the LNG tank 18 comprises an outer secondary container, hereinafter “outer tank 20 ” surrounding an inner primary container, hereinafter “inner tank 22 ”.
- Inner tank 22 is intended to store LNG.
- Outer tank 20 is preferably a full containment tank in which both LNG and gas vapor are fully contained in the event of a leak from the inner tank 22 .
- outer tank 20 is primarily made of precast reinforced concrete elements which reduce fire risk relative to using a primarily steel outer container or tank.
- the construction of outer tank 20 involves assembling precast reinforced concrete elements for a foundation 24 , including a base mat assembly 100 and an outer ring beam 200 , an outer wall or shell 300 and a roof 400 .
- outer tank 20 in this embodiment has a diameter of approximately 80 meters, an overall height (to the top of the dome of roof 400 ) of about 50 meters, and a height to the top of shell 300 of about 40 meters.
- Those skilled in the art of LNG facilities construction will appreciate that much larger or smaller tanks can be built and still use the design considerations described herein.
- tanks having diameters of at least 25 meters are particularly well suited to the construction methods described herein which utilize precast reinforced concrete elements. These elements ideally can be welded together to form structural welds thereby minimizing the number of cast in place concrete structural joints which have to be made to form an outer containment tank.
- inner tank 22 can be assembled at the same time as roof 400 is being built to save time and money in the overall construction of inner tank 22 and outer tank 20 .
- roof elements 402 are being added ring by ring to a roof assembly 404 while inner tank 22 is being constructed.
- a construction access or shell opening 350 in shell 300 allows for materials to be carried into outer tank 20 so that inner tank 22 can be built as roof 400 is being constructed.
- special half height shell elements 302 ′ can be installed to close opening 350 .
- An annular gap of approximately 1.5 meters exists between inner tank 20 and shell 300 to permit circumferential access to build inner tank 22 and to accommodate insulating materials (not shown) which are to be installed between outer and inner tanks 20 and 22 .
- Inner tank 22 can be built in any of a number of ways which may require welding processes to connect individual plates.
- the plates can be joined using shielded metal arc welding (SMAW) and submerged arc welding (SAW) for 9% nickel tanks of the size described above, i.e. having a diameter greater than 25 meters.
- inner tank 22 can be friction stir welded (FSW) by plate at a time erection method. A course of plates at a time can be welded with the bottom (thickest) first and then subsequent (thinner) courses welded there above. Scaffolding (not shown) can be used as each course is added.
- inner tank 22 can be constructed course down either by supporting the tank from the roof to allow insertion of the next course or by supporting on jack stands to allow insertion of the next course.
- the scaffolding need be erected only one time.
- another alternative method is to use coil material shaped to the curvature required for the tank. Coil tank building occurs from the top course down either using jacking or by roof supported. Expanded pearlite insulation is typically used in the annulus formed between inner tank 22 and outer tank 22 .
- an under bottom insulating layer which can be made of foam glass, is applied on the top of base mat assembly 100 with inner tank 22 prior to inner tank 22 being placed there on.
- Foundation 24 i.e., base mat assembly 100 and ring beam 200
- Outer shell 300 rests upon and transfers loads directly to outer ring beam 200 preferably through welded connections.
- a particularly significant load is the torsional load applied to ring beam 200 from outer shell 300 .
- Base mat assembly 100 is secured to and transfers loads to outer ring beam 200 as well through a cast in place joint 270 , which is best seen in FIG. 7 .
- base mat assembly 100 and/or outer ring beam 200 can be supported upon compacted soil or else on piles, as will be described below.
- Roof 400 of tank 20 includes a roof assembly 404 comprising a skeletal steel frame 406 ( FIG.
- FIG. 9A shows a completed outer tank 22 with shell opening 350 being sealed and closed by special half shell elements 302 ′ which are permanently welded to the remainder of shell 300 .
- FIG. 2 shows base mat assembly 100 disposed within outer ring beam 200 .
- a cast in place concrete connection 270 (not shown) is to be formed there between, as best illustrated in FIG. 7 .
- a large number of generally rectangular base mat elements 102 are connected together to form base mat assembly 100 having a contiguous top membrane 140 made from welded together steel liner plates 104 .
- Membrane 140 ideally cooperates with similar membranes formed from liner plates on connection 270 , outer ring beam 200 , shell 300 and roof 400 to form an overall air tight vapor barrier within outer tank 20 .
- base mat assembly 100 and outer ring beam 200 preferably have discrete reinforced concrete elements that are clamped together by post-tensioned tensile members 150 , 250 , i.e., steel cables, and anchors 152 , 252 . Precast elements 102 , 202 are then welded to together to form, respectively, base mat assembly 100 and outer ring beam 200 .
- FIG. 3A shows a pair of juxtaposed base mat elements 102 .
- FIG. 3B shows a generally rectangular liner plate 104 having a series of projections 106 and recesses 110 .
- Liner plate 104 is preferably made of carbon steel although it can instead be made of other appropriate metals.
- the thickness is of liner plate 104 in this exemplary embodiment is about 10 mm.
- the size of liner plate 104 and base mat elements 102 are approximately 2 meters by 3 meters.
- a plurality of J-hooks 112 is welded to the lower surface of liner plate 104 .
- FIG. 3C depicts a base mat element 102 having a concrete body 114 cast about J-hooks 112 to anchor liner plate 104 to concrete body 144 .
- formed in the concrete body 114 are two or more layers of reinforcing bars or welded wire fabric running in two generally perpendicular directions.
- the reinforcing bars can be ASTM A 615 deformed carbon-steel bars for concrete reinforcement.
- Also formed within concrete body 114 is a plurality of laterally extending lower and upper tensile conduits 120 , 122 and longitudinally extending lower and upper tensile conduits 124 , 126 which extend in generally perpendicular directions to one another.
- These tensile conduits 120 , 122 , 124 and 126 can be HDPE (high density polyethylene) tubing or steel piping or other appropriate structural conduits.
- Concrete ribs 130 and grooves 132 are also formed on the longitudinally and laterally extending edge surfaces of concrete body 114 . Locating projections 106 and ribs 130 and receiving recesses 110 and grooves 132 allow a plurality of base mat elements 102 to be placed in interlocking juxtaposition as suggested in FIG. 2 , FIG. 3A and FIG. 3D when base mat assembly 100 is being constructed. Note that concrete body 114 has downwardly and upwardly opening steps 134 and 136 so mating base mat elements 102 can interlock in the vertical direction as well as in the lateral and longitudinal directions. The rows of tensile conduits are disposed below and above the central horizontal plane 144 of concrete body 114 .
- laterally and longitudinally extending tensile conduits are designed to receive tensile members 150 there through which allow multiple base mat elements 102 to be clamped together utilizing anchors 152 ( FIG. 3D ) upon the post-tensioning of the tensile members 150 . Only some of the tensile members 150 are shown in FIG. 3D .
- Base mat assembly 100 is constructed by juxtaposing base mat elements 102 in both first and second generally perpendicular directions as seen in FIG. 2 . Locating projections 106 and concrete ribs 130 cooperate with receiving recesses 110 and grooves 132 on adjacent elements 102 to align base mat elements 102 in first and second generally perpendicular directions. Steps 134 , 136 allow base mat elements 102 to interlock in the vertical direction as well.
- Tensile members 150 are fed through tensile conduits 120 , 122 , 124 and 126 as base mat elements 102 are being juxtaposed to one another. After the mating surfaces on the base mat elements 102 are properly located relatively to one another, tensile members 150 , i.e. cables, are post-tensioned and anchored by anchors 152 to clamp base mat elements 102 together. In this particular example, tensioning can be accomplished such as by using a Williams Strand Anchor System available from Williams Form Engineering of Belmont, Mich., USA. Those skilled in the art will appreciate that other tensioning systems can also be used to post-tension and anchor tensile members 150 . After the tensioning is complete, anchors 152 are locked in place on tensile members 150 to maintain the tension in tensile members 150 with anchors 152 bearing upon base mat elements 102 .
- Liner plates 104 of each of base mat elements 102 are then welded together to form a part of a generally contiguous membrane 140 on the top of base mat assembly 100 .
- tensile conduits 120 , 122 , 124 and 126 are located above and below the central horizontal plane 144 of concrete body 114 , the top and bottom surfaces of base mat elements 102 are held together and do not separate due to the post tensioning of tensile members 150 with anchors 152 clamping about base mat elements 102 , preferably even under construction and operating loads applied to base mat assembly 100 .
- Base mat elements 102 can be assembled on a graded, level surface if the underlying surface or soil is sufficiently stiff. However, if the soil does not provide adequate support, base mat elements 102 can be mounted on piles 160 .
- the upper portion of a typical pile 160 is seen in FIG. 4 .
- Pile 160 includes a post 162 which is driven into the ground such as in soft soil 163 .
- Four L-shaped brackets 164 can be bolted or welded to post 162 at an appropriate location with horizontally extending flanges 166 being at a predetermined height. Ideally, a laser positioning system is used to maintain all of the flanges 166 within a predetermined tolerance of height.
- FIG. 5 depicts a couple of base mat elements 102 being mounted upon flanges 166 of a matrix of piles 160 . Note in this case of utilizing piles 160 for support, base mat elements 102 are notched in their corners and along their long sides to mate with posts 162 , as seen in FIG. 5 .
- base mat elements 102 can include reinforcing bar loops (not shown) which are embedded in concrete body 114 and extend laterally and longitudinally from concrete body 114 . The loops will loop over vertically extending reinforcing bars 170 . Concrete is cast in these voids 174 about the loops and reinforcing bars 170 . Fitted liner plate 176 is anchored by J-hooks in the cast concrete so that liner plates 104 and 176 can be welded together to form generally continuous top membrane 140 on base mat assembly 100 .
- FIG. 2 shows a plan view of the foundation 24 including base mat assembly 100 and outer ring beam 200 .
- the numbers of base mat and ring beam elements 102 , 202 needed to construct these components will vary depending on the size of the desired outer tank 20 and the selected size of the various ring beam elements 202 and base mat elements 102 .
- Various methods can be used to join base mat assembly 100 to outer ring beam 200 .
- ring beam elements 202 are clampingly held in a circumferential abutment by post-tensioning tensile members 250 and clamping anchors 252 about the ring beam elements 202 .
- base plates 206 anchored within each of ring beam elements 202 are welded together to form an annular ring of such base plates 206 .
- inner liner plates 204 are also welded to one another to increase strength and stiffness and to form a membrane 244 of liner plates 204 .
- Post-tensioned tensile members 250 and anchors 252 assist outer ring beam 200 in resisting bending, shear and torsional forces applied to ring beam 200 by outer shell 300 and by base mat assembly 100 to maintain ring beam elements 202 in the proper abutting relationship with respect to one another.
- FIGS. 6A-C illustrate an exemplary embodiment of a ring beam element 202 .
- FIG. 6A shows a pair of ring beam elements 202 interlocking with one another when placed in side by side position.
- FIG. 6B shows an inner liner plate 204 secured to a thick base plate 206 .
- Liner plate 204 and base plate 206 are preferably made from carbon steel.
- Liner plate 204 is approximately 10 mm thick and base plate 206 is about 50 mm thick in this example.
- J-hooks 212 are welded to the bottom sides of liner plate 204 and base plate 206 .
- Projection 214 and recess 216 are formed on the edges of liner plate 204 .
- ring beam element 202 includes a concrete body 220 in which liner plate 204 , base plate 206 and J-hooks 212 are embedded.
- An outer radial surface 222 and an inner radial surface 224 define what will be part of the radially outer and inner surfaces of ring beam 200 .
- a plurality of locating concrete ribs 226 and receiving recesses 230 allow juxtaposed ring beam elements 202 to be cooperatively interlocked with one another, as seen in FIG. 2 and FIG. 6A , to form outer ring beam 200 .
- tensile conduits 232 , 234 are also formed within concrete body 220 .
- Two of these tensile conduits 232 are generally arranged below and two conduits 234 are arranged above the horizontal center plane 236 of ring beam element 202 .
- two of the tension conduits 232 , 234 are arranged beneath base plate 206 and two are located radially inwardly beneath liner plate 204 closer to the inner radial surface 224 .
- tensile conduits 232 , 234 allow tensioning members 250 , i.e., cables, to pass through each of ring beam elements 202 and assist in counter balancing the bending, shearing and torsional loads applied to base plate 206 by outer shell 300 .
- tensioning members 250 i.e., cables
- tensile members 250 and anchors 252 cooperate to clamp about ring beam elements 202 to prevent the abutting ring beam elements 202 from displacing with respect to one another.
- high density polyethylene (HDPE) tubing is used to form the tensile conduits 232 , 234 in concrete body 220 .
- the tensile conduits could be made of other suitable materials such as steel or other structurally strong materials.
- steps 238 and 240 allow elements 202 to be vertically interlocking as well.
- a plurality of reinforcing bars (not shown) which are conventional for adding tensile strength to cast concrete bodies. Extending radially inwardly are reinforcing bars or J-hooks 242 which are later to be included in cast concrete connection 270 which connects base mat assembly 100 with ring beam 200 .
- FIG. 6C illustrates a ring beam element 202 having four circumferentially extending tensile conduits 232 and 234 extending there through.
- This embodiment may be appropriate for cases where outer ring beam 200 is supported by stiff underlying soil or surface.
- it may be preferably to include an additional pair of tensile conduits located radially outboard of the locations where the tensile conduits 232 , 234 are positioned in FIG. 6C . This allows additional clamping force to be applied across the ring beam elements 202 .
- FIG. 7 shows a ring beam element 202 with three pairs of vertical spaced apart tensile conduits 232 and 234 .
- ring beam elements 202 can also be mounted on leveled flanges of piles to insure proper support and vertical alignment between ring beam elements 202 which are to have liner plates 204 and base plates 206 welded together.
- Ring beam elements 202 are juxtaposed with respect to one another with locating concrete ribs 226 of one ring beam element being held within locating recess 230 of the adjacent ring beam element. Similarly, cooperating steps 238 and 240 assist in vertical alignment between ring beam elements 202 .
- Tensile members 250 are placed through tensile conduits 232 and 234 as the ring beam elements are being positioned adjacent one another. As seen in FIGS. 1A and 1B , at four locations along the circumference of outer ring beam 200 , there are pairs of special abutting ring beam elements 202 ′ through which the ends of tensile members 250 extend.
- Tensile members 250 are tensioned utilizing tensioning devices 260 and anchors 252 are anchored about ring beam elements 202 .
- tensioning can be accomplished such as by using the aforementioned Williams Strand Anchor System.
- Those skilled in the art will appreciate that other tensioning systems can also be used to post-tension and anchor tensile members 250 .
- base plates 206 are welded together along their radially extending abutting edges to form an annular ring which strengthens outer ring beam 200 .
- liner plates 204 on ring beam elements 202 are also welded together along their radially extending edges to form a continuous membrane 244 on the radial inner side of outer ring beam 200 , as best seen in FIG. 8B .
- FIG. 7 illustrates an example of how a base mat assembly 100 can be connected to the outer ring beam 200 .
- Concrete is cast in place about reinforcing bars 142 , 242 extending outwardly from adjacent base mat elements 102 and radially inwardly from ring beam elements 202 to form a cast in place joint 270 between the base mat assembly 100 and outer ring beam 200 .
- Liner plates 272 are cut to the necessary size and shape to mate between liner plates 104 of base mat assembly 100 and inner liner plates 204 of outer ring beam 100 .
- J-hooks 274 are welded to the bottom side of liner plates 272 .
- FIG. 8A shows a perspective view of a typical shell element 302 .
- FIG. 8B depicts a pair of shell elements 302 which are welded together and form a part of outer tank wall or shell 300 .
- shell 300 is built using precast reinforced concrete shell elements 302 that are joined by welding shell elements 302 together to form a generally annular, tapered thickness annular shell 300 .
- Shell elements 302 are thicker at their bottoms to handle greater loads applied there to near ring beam 100 as compared to the loads imposed by roof 400 .
- Shell elements 302 will be precast to the number, widths and heights required for the size of outer tank 22 .
- the inner diameter of outer tank 20 will be about 3 meters larger in diameter than inner tank 22 to allow for construction of inner tank 22 and to provide for insulation in the annulus between the tank shells. Precasting of shell elements 302 can be started as soon as the tank diameter and height are known.
- Each of shell elements 302 includes a pair of tapered carbon steel side plates 304 and a carbon steel liner plate 306 forming a generally U-shaped steel cross-section.
- the liner plate 306 is about 10 mm thick and side plates 304 are about 25 mm thick.
- the width of side plates 304 is about 800 mm at their bottom and 400 mm at the top providing the tapered shape to shell element 302 .
- a base plate 312 connects side plates 304 and liner plate 306 at the bottom of shell element 302 .
- Numerous reinforcing bars 310 are welded to and extend from side plate 304 to the opposing side plate 304 and from base plate 312 to top end cap 314 .
- Base plate 312 is about 50 mm in thickness in this example.
- a steel end cap plate 314 is welded to side plates 304 and steel liner plate 306 at the top of shell element 302 . Concrete is cast in place in the U-shaped volume defined by side plates 304 and steel liner plate 306 and about reinforcing bars 310 and J-hooks 316 to form reinforced concrete body 318 .
- Liner plate 306 acts as a vapor/gas barrier
- Shell 300 is constructed by arranging shell elements 302 vertically upon outer ring beam 200 . Initially, base plates 312 are arranged radially slightly outside of their final position for welding with shell elements 312 being slightly radially spaced apart. Shell elements 302 are then moved radially inwardly until all base plates 312 and side plates 304 are brought into abutment at the proper radial position atop of base plates 206 of ring beam 202 . Erection gear will be used to finally align and pull the side plates 304 closely together to begin welding.
- weld joints 320 are made on the inside and outside of abutting side plates 304 .
- Weld joints 320 ideally are designed to be strong enough to carry the loads on shell 300 without any or little other significant reinforcement, in particular, the need for post tensioning or utilizing any type of significant cast in place joints.
- End cap plates 314 are welded to one another forming weld joints 322 and creating a continuous upper ring on shell 300 .
- base plates 312 of shell 300 and base plates 206 of ring beam 200 are welded together along the inner and outer radial surfaces on base plate 312 to form base plate welds 324 .
- Shell elements 302 are splice welded to accommodate load transfer even under earthquake or missile impact. If additional strength is needed, shell elements 302 may be designed to be mechanically interlocking with one another as well as being joined by welds such as weld 320 . Ideally, the welded connections between shell elements 302 will be comparable in strength to conventional cast in place connections formed between shells.
- All of shell elements 302 are permanently welded together to form shell 300 , with the exception of 2-4 special half shell elements 302 ′.
- Half shell elements 302 ′ are similar to shell elements 302 except they are only about half the height of regular shell elements 302 .
- These special shell elements 302 ′ will be temporarily sealed with shell opening 350 to accommodate air raising of roof assembly 404 , as suggested in FIG. 9C .
- These special half shell elements 302 ′ are removed after roof assembly 404 is attached to shell 300 to provide access so that inner tank 22 can be concurrently erected as reinforcing roof elements 402 and 402 ′ are welded to roof assembly 404 .
- the special half shell elements 302 ′ are permanently welded to the remainder of shell 300 to seal shell opening 350 , as shown in FIG. 1B .
- manhole access openings will be provided in roof 400 to provide access to perform welds on the interior of outer tank 20 . Also, the manhole access openings allow future maintenance to be performed within outer tank 20 .
- liner plates can be welded to close shell opening 350 .
- reinforcing bars and steel rib stiffeners can be placed in a form and concrete can be cast in place to form a cast in place shell element similar to that used in the design of the precast shell elements 302 .
- Shell 300 should have great strength when completed due to the welded connections 320 on the inner and outer edges of side plates 304 which cooperate to form a large number of radially extending stiffeners arranged around the circumferential periphery of outer tank 20 .
- FIGS. 8C , 8 D and 8 E show an alternative shell design. Rather than using a single course of precast reinforced concrete shell elements 302 to form shell 300 , multiple courses of similar upper and lower shell elements 302 a and 302 b are utilized. Those skilled in the art of LNG tank construction will appreciate that any number of courses of shell elements could be used to form a shell. However, shorter shell elements are easier to transport and move but require additional welds as compared to using a single course of shells to construct a shell.
- Lower shell element 302 a includes a concrete body 316 a to which a pair of circumferentially spaced apart side plates 304 a, liner plate 320 a, upper end cap plate 314 a and lower base plate 312 a are anchored or embedded (anchors and reinforcement bars not shown).
- Base plate 312 a is welded by welds 324 a to base plate 206 of ring beam 200 .
- Upper end cap plate 314 a has two downwardly depending sockets 362 formed therein.
- Upper shell element 302 b includes a concrete body 316 b to which a pair of circumferentially spaced apart side plates 304 b, liner plate 320 b, upper end cap plate 314 b and lower base plate 312 b are anchored (anchors and reinforcement bars not shown).
- Two downwardly depending and circumferentially spaced apart alignment pipes 360 are welded to lower base plate 312 b.
- alignment pipes 360 can be used to align and guide an upper shell element 302 b as it is positioned upon lower shell element 302 a.
- alignment pipes 360 held within alignment sockets 362 provide mechanical interlocking between shell elements 302 a and 302 b.
- Base plate 312 b is welded by horizontal welds 364 to end cap plate 314 a of lower shell element 302 a along their inner and outer radial edges.
- a horizontal extending cutout 364 on the outer radial edges of shell elements 302 a and 302 b permits the outer radial weld 364 to be easily made. After welding, cutout 364 is filled with grout for fire protection.
- roof 400 has a roof assembly 404 which includes a skeletal roof frame 406 ( FIG. 9A ), liner plates 410 covering roof frame 406 ( FIGS. 9B and 9C ) to form a generally air tight membrane 412 and tubular mounting beams 414 welded atop membrane 412 .
- roof assembly 404 is air lifted to the top of shell 300 from upon base mat assembly 100 by pressurizing the inside of shell 300 , as suggested in FIG. 9C .
- Roof membrane 412 of roof assembly 404 is welded to circumferentially spaced apart steel gusset plates 450 ( FIGS.
- roof elements 402 ′ are attached to shell 300 and roof frame 404 forming the radial outermost course of roof elements 402 .
- typical roof elements 402 are attached to roof frame 404 with the radial outermost course of roof elements 402 being attached first.
- the successive next radial outermost course of roof elements is added until all the rings of roof elements 402 are in place forming roof 400 .
- Roof assembly 404 is built on the ground in this particular preferred exemplary embodiment.
- Roof frame 406 comprises a plurality of radially and circumferentially extending wide flange beams 420 , as best seen in FIG. 9A .
- eight concentric rings of openings 422 a - h are formed between the wide flange beams 420 .
- Wide flange beams 420 used in the radial direction are W18 ⁇ 76 in the center and gradually increase in size to W18 ⁇ 143 near the outer radial ends.
- each row of wide flange beams 412 has the same section size such as W18 ⁇ 40, W18 ⁇ 50, W18 ⁇ 76 and W18 ⁇ 97 with the larger wide flange beams being used nearer the outer radial edge.
- W18 ⁇ 40, W18 ⁇ 50, W18 ⁇ 76 and W18 ⁇ 97 with the larger wide flange beams being used nearer the outer radial edge.
- other sizes of wide flange beams can be used, particularly if outer tank 20 is to be of a smaller or larger size than suggested in the present example.
- FIG. 9B shows a typical joint construction for roof assembly 404 .
- Liner plates 410 are appropriately sized and are welded to the top flange 424 of wide flange beams 420 to cover openings 422 and thus provide a generally air tight roof membrane 416 .
- a tubular mounting beam 414 is shown which is welded atop of adjacent liner plates 410 .
- Tubular mounting beams 414 generally run in the same direction as the web of the underlying wide flange beams 420 , i.e., radially and circumferentially.
- roof elements 402 are designed to mount and be welded to tubular mounting beams 414 , as will be described in greater detail below.
- FIG. 9C shows a roof assembly 404 being raised by air pressure along an outer tank wall or shell element 302 .
- the three dots shown adjacent shell element 302 indicates that shell 300 is comprised of a large number of such shell elements 302 , which are not shown.
- a temporary skirt or seal 424 is attached around the circumferential periphery of roof assembly 404 .
- FIG. 9D shows a fragmentary sectional view of roof assembly 404 , seal 424 , and end cap plate 314 and liner plate 306 . Air pressure is applied to seal 424 from within shell 300 . Seal 424 bears against liner plate 306 of shell 300 to minimize the loss of air there between.
- a temporary gusset plate 450 one of 240 such gusset plates 450 located around the periphery of the ring of end cap plates 314 in this example, is temporarily welded to end cap plate 314 and extends radially inwardly.
- welds 452 are made between liner plates 410 and gusset plates 450 .
- An outer portion of a circumferential weld 454 is then made between end cap plate 314 and roof liner plates 410 to form an air tight seal there between joining shell membrane 340 and roof membrane 412 of roof assembly 404 .
- weld 454 is a full fusion, full penetration weld requiring welding from both outside and inside outer tank 22 .
- Half shell elements 302 ′ are removed to provide access from within shell 300 .
- the inner portion of circumferential weld 454 is then completed between end cap plate 314 and liner plates 410 to form an air tight seal there between joining shell membrane 340 and roof membrane 412 .
- a series of circumferentially spaced apart permanent flange extension plates 462 are welded between liner plate 306 and beneath the lower flanges of wide flange beams 420 .
- web extension plates 464 are welded on to the web of wide flange beam 420 and to liner plate 306 .
- extension tubular mounting beams 414 a and 414 b are, respectively, welded atop liner plates 410 and end cap plate 314 extending radially from mounting beam 414 . With tubular extensions 414 a and 414 b in place, the outermost row of roof elements 402 ′ can then be welded to shell 300 and to roof assembly 404 , as will be described in greater detail below.
- FIG. 10A shows a typical roof element frame 428 which includes four L-shaped brackets 432 welded together to form a generally open rectangular frame. Depending inwardly from brackets 432 are a plurality of J-hooks 434 . Reinforcing bars 436 extend laterally and longitudinally between opposing brackets 432 .
- Roof element frame 428 is used to construct precast reinforced concrete roof elements 402 , as seen in FIG. 10B .
- Roof element 402 includes a cast concrete body 440 which surrounds J-hooks 434 and reinforcing bars 436 and supports roof element frame 428 .
- the L-shaped brackets 432 are located on all four sides of roof element 402 to provide attachment to tubular mounting beams 414 of roof assembly 404 in the case of typical roof elements 402 .
- the size of each roof element 402 is generally between about 2 meters to about 3 meters in width and between about 5 meters to about 6 meters in length in this exemplary embodiment. Of course, other size roof elements could be selected and will depend on the size of outer tank 22 .
- roof element 402 ′ For the outermost concentric course of roof elements 402 ′ which secure to both roof assembly 404 and to shell 300 , the design is slightly different from that of roof elements 402 disposed on the inner radial concentric courses.
- concrete body 440 ′ in this example tapers from a thinner 150 mm on its inner radial end to a maximum thickness of 300 mm adjacent its radial outmost end.
- the typical concrete body 440 of a typical roof element 402 has a constant thickness of about 150 mm.
- roof element 402 ′ includes L-shaped bracket 432 on only three edges with the radially outermost fourth side instead having an overhang 470 sized and shaped to fit over end cap plate 314 .
- the outer concentric ring or course of roof elements 402 ′ are located adjacent shell 300 and this outer ring of roof elements 402 ′ is first welded to roof assembly 404 and to shell 300 .
- This outer ring of roof elements 402 ′ adds significant strength to roof 400 .
- second through eighth courses of roof elements 402 are sequentially welded to roof assembly 404 starting from the radially outermost course and then each concentric course of roof elements is added until all rows of roof elements 402 are in place to form a complete roof 400 such as seen in FIG. 1B .
- FIG. 1A shows two courses of roof elements 402 ′, 402 mounted to roof assembly 404 .
- L-shaped brackets 432 of roof elements 402 are mounted atop and are welded to tubular mounting beams 414 creating welds such as the weld joint 436 seen in FIG. 9B .
- roof elements 402 ′ are welded to tubular mounting beams 414 , 414 a and 414 b. Studs 474 are placed in access openings 472 and are stud welded to end cap plate 314 .
- the thickness of tubular mounting beams 414 is less than the thickness of concrete bodies 430 , as seen in FIG. 9B .
- Any voids formed between any of concrete bodies 440 , 440 ′ of the roof elements 402 , 402 ′ are grouted in place to form concrete joint 442 to provide fire protection to roof 442 .
- An example of a concrete joint 442 is shown in FIG. 9B .
- any one or more of base mat assembly 100 , ring beam 200 , outer shell 300 or roof 400 could be constructed using conventional cast in place construction techniques while the other components are constructed using the precast elements as described herein.
- the roof assembly could be directly built atop shell 300 such as by using a crane. In this instance, roof assembly 404 would not have to be airlifted and attached atop shell 300 .
- the shell elements 402 could be welded to the roof assembly concurrently with the construction of the inner tank 22 to save construction time on building outer tank 20 and inner tank 22 .
- a beam ring could certainly be used in other applications.
- the ring beam could be used in cases where neither a liner plate or thick structural base plate is necessary.
- the ring beam need only comprise ring beam elements having precast reinforced concrete bodies with embedded tensile conduits which receive tensile members there through so that the tensile members may be tensioned and anchored by anchors to form the beam ring.
- the ring beam elements would be interlocking with one another.
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Abstract
A method for constructing a composite concrete roof on an outer LNG containment tank is disclosed. The roof includes a roof assembly and a plurality of precast reinforced concrete roof elements. The roof assembly is mounted on a tank shell. At least some of the roof elements including a concrete body and embedded metal plates adapted to be welded to the roof assembly. The roof elements are welded to the roof assembly to provide additional strength and stiffness to the roof assembly. Preferably, no or minimal cast in place concrete structural joints are needed to join the roof elements to the roof assembly and or top of the shell. Ideally, the roof assembly includes a membrane and mounting beams connected to the membrane. The embedded plates of the roof assemblies are welded to the mounting beams on the roof assembly. The method may further include mounting or welding the roof elements to the roof assembly while workers access the interior of the shell to perform work therein. A tank having a composite concrete roof made according to the above method is also disclosed.
Description
- The present invention relates generally to the construction of LNG (liquefied natural gas) full containment tanks, and more particularly, to the construction of roofs for outer LNG containment tanks.
- Large storage tanks are typically designed with a so-called “roof”—a reinforced concrete dome centered continuously on top of and integrally connected to a tank shell. Tank roofs for LNG (liquefied natural gas) tanks may be large structures. The roof of large storage tanks need to be reinforced to handle the construction, operating and earthquake loads. One approach for creating such a roof is casting in place a roof on top of a steel support framing. However this approach for very large tanks is a time-consuming process, and may be very problematic at remote site locations.
- Another method of constructing a roof is to erect a roof assembly including a metal structural and membrane plate to form a steel dome in a “low” position on the ground. Then the steel dome is raised to the top of the tank wall or shell to a “high” position using air pressure & cable guides. After the steel dome has been welded in position and is safe to allow casting in place activities, the tank roof is pressurized to aid in cast in place activities. The air pressure allows for more concrete to be placed on the roof. As curing time can be long, the air pressure source must be secure and the tank leak tight. Most of the large tanks require the concrete to be placed in multiple lifts to prevent overload and collapse of the steel frame. During the time that the tank needs to be pressurized, no work may proceed inside the tank.
- Building with precast concrete elements is also a known approach in the construction of various structures when construction time at the site needs to be minimized, and when site conditions and location are problematic for casting in place. However, roofs are very specific structural elements due to their function and configuration. Large storage tank roofs are not easily constructed out of precast elements. Due to the large tensile forces that occur during tank operation, effective structural connections between separate precast concrete elements are difficult to construct. Typically, such connections between roof elements are made through casting in place structural connections between roof elements. However, such connections are time consuming and expensive to make.
- A method for constructing a composite concrete roof on an outer LNG containment tank is disclosed. The roof includes a roof assembly and a plurality of precast concrete roof elements. The roof assembly is mounted on a tank shell. At least some of the roof elements including a concrete body and embedded metal plates adapted to be welded to the roof assembly. The roof elements are welded to the roof assembly to provide additional strength and stiffness to the roof assembly. Ideally, the roof assembly includes a membrane and mounting beams connected to the membrane. The metal plates are then welded to the mounting beams on the roof assembly. The method may further include mounting or welding the roof elements to the roof assembly while workers access the interior of the shell to perform work therein. A tank is also described which has a roof constructed as described above.
- The roof elements can be quickly attached to the roof assembly mounted atop the tank shell to form the roof or dome. The addition of the roof elements to the roof assembly stiffens the dome as concentric courses of roof elements are welded to the roof assembly. The courses are welded to the roof assembly successively from the radial outermost course to radial innermost course until all the roof elements are applied. The roof elements can be safely placed on the dome without the need for pressurizing the tank interior and will allow work to proceed inside the tank even as the roof elements are being added.
- These and other objects, features and advantages of the present invention will become better understood with regard to the following description, appended claims and accompanying drawings where:
-
FIG. 1A is a perspective view of an inner tank being constructed within an outer containment tank as the roof of the outer tank is being constructed; -
FIG. 1B is a perspective view of a completed outer tank, in partial cutaway, showing a base mat assembly, a ring beam, a shell or tank wall and a roof mounted atop the shell as well as the inner tank; -
FIG. 2 is a plan view of the base mat assembly or foundation and a ring beam or ring beam foundation which are to be joined by a cast in place concrete connection (not shown); -
FIG. 3A is a plan view of a pair of base mat elements juxtaposed and interconnecting with one another; -
FIG. 3B is a perspective view of a liner plate and attached J-hooks which are to be cast within a concrete body when making a reinforced concrete base mat element; -
FIG. 3C is a perspective view of a base mat element, including concrete body, showing a pair of tensile members passing through tensile conduits disposed within the concrete body; -
FIG. 3D shows a plurality of base mat elements juxtaposed in lateral and longitudinal directions with tensile members and cooperating anchors clamping the base mat elements together in the lateral and longitudinal directions; -
FIG. 4 shows an exemplary pile with L-shaped brackets mounted thereon which can be used to support base mat elements or ring beam elements at predetermined heights so that the base mat elements or the ring beam elements can be readily welded together; -
FIG. 5 shows a matrix of piles which can be used to support base mat elements which can then be welded together to form the base mat assembly; -
FIG. 6A is a plan view of a pair of cooperating juxtaposed ring beam elements; -
FIG. 6B is a perspective view of a liner plate welded to a thicker base plate and attached J-hooks welded beneath the plates which are used in casting a reinforced concrete ring beam element; -
FIG. 6C is a perspective view of a reinforced concrete ring beam element including the liner plate and base plate anchored to a concrete body with tensile members extending through tensile conduits embedded in the concrete body; -
FIG. 7 is a fragmentary sectional view of a cast concrete joint joining the base mat assembly and the ring beam with a shell element being welded to the ring beam; -
FIG. 8A is a perspective view of a shell element; -
FIG. 8B is a perspective view of a pair of shell elements which are welded together to form part of the outer shell with the shell elements also being welded to base plates of ring beam elements; -
FIG. 8C shows a sectional view of a second embodiment of a shell made with two courses of lower and upper shell elements rather than using a single course as seen in the shell ofFIG. 8B ; -
FIG. 8D shows a bottom view of the upper shell element which includes a base plate supporting two downwardly depending alignment pipes; -
FIG. 8E shows a plan view of a top end cap plate of a lower shell element having two downwardly depending alignment sockets designed to receive the alignment pipes of the upper shell element; -
FIG. 9A is a roof frame formed by radial and circumferentially extending wide flange beams; -
FIG. 9B illustrates a typical welded connection between a tubular mounting beam of a roof assembly and a pair of roof elements; -
FIG. 9C shows the roof assembly and attached seal being raised by air pressure within the outer shell so that the roof assembly can be welded to temporary gusset plates mounted to the top of the shell; -
FIG. 9D is a fragmentary perspective view of the roof assembly and peripheral seal being raised to be temporarily welded to a gusset plate; -
FIG. 9E is a fragmentary perspective view of a roof membrane of the roof assembly being temporarily welded to a gusset plate; -
FIG. 9F is a fragmentary perspective view of the roof assembly permanently welded to the shell with the temporary gusset plates and seal having been removed and with a roof element attached to the roof assembly and shell; -
FIG. 10A is a perspective view of a roof element frame used in casting a typical roof element; and -
FIG. 10B is a perspective view of an exemplary roof element which is to be mounted to the roof assembly during construction of the roof. - In a first embodiment, a full
containment LNG tank 18 is shown inFIGS. 1 and 2 . TheLNG tank 18 comprises an outer secondary container, hereinafter “outer tank 20” surrounding an inner primary container, hereinafter “inner tank 22”.Inner tank 22 is intended to store LNG.Outer tank 20 is preferably a full containment tank in which both LNG and gas vapor are fully contained in the event of a leak from theinner tank 22. - In this particular embodiment,
outer tank 20 is primarily made of precast reinforced concrete elements which reduce fire risk relative to using a primarily steel outer container or tank. The construction ofouter tank 20 involves assembling precast reinforced concrete elements for afoundation 24, including abase mat assembly 100 and anouter ring beam 200, an outer wall orshell 300 and aroof 400. As an example of order of magnitude,outer tank 20 in this embodiment has a diameter of approximately 80 meters, an overall height (to the top of the dome of roof 400) of about 50 meters, and a height to the top ofshell 300 of about 40 meters. Those skilled in the art of LNG facilities construction will appreciate that much larger or smaller tanks can be built and still use the design considerations described herein. However, tanks having diameters of at least 25 meters are particularly well suited to the construction methods described herein which utilize precast reinforced concrete elements. These elements ideally can be welded together to form structural welds thereby minimizing the number of cast in place concrete structural joints which have to be made to form an outer containment tank. - Ideally,
inner tank 22 can be assembled at the same time asroof 400 is being built to save time and money in the overall construction ofinner tank 22 andouter tank 20. Note inFIG. 1 roof elements 402 are being added ring by ring to aroof assembly 404 whileinner tank 22 is being constructed. A construction access orshell opening 350 inshell 300 allows for materials to be carried intoouter tank 20 so thatinner tank 22 can be built asroof 400 is being constructed. Afterinner tank 22 is completed, special halfheight shell elements 302′ can be installed to closeopening 350. An annular gap of approximately 1.5 meters exists betweeninner tank 20 andshell 300 to permit circumferential access to buildinner tank 22 and to accommodate insulating materials (not shown) which are to be installed between outer andinner tanks -
Inner tank 22 can be built in any of a number of ways which may require welding processes to connect individual plates. For example, the plates can be joined using shielded metal arc welding (SMAW) and submerged arc welding (SAW) for 9% nickel tanks of the size described above, i.e. having a diameter greater than 25 meters. In this particular example,inner tank 22 can be friction stir welded (FSW) by plate at a time erection method. A course of plates at a time can be welded with the bottom (thickest) first and then subsequent (thinner) courses welded there above. Scaffolding (not shown) can be used as each course is added. Alternatively,inner tank 22 can be constructed course down either by supporting the tank from the roof to allow insertion of the next course or by supporting on jack stands to allow insertion of the next course. For the last two methods, the scaffolding need be erected only one time. By way of example and not limitation, another alternative method is to use coil material shaped to the curvature required for the tank. Coil tank building occurs from the top course down either using jacking or by roof supported. Expanded pearlite insulation is typically used in the annulus formed betweeninner tank 22 andouter tank 22. Although not shown, an under bottom insulating layer, which can be made of foam glass, is applied on the top ofbase mat assembly 100 withinner tank 22 prior toinner tank 22 being placed there on. -
Foundation 24, i.e.,base mat assembly 100 andring beam 200, is designed to supportinner tank 22 andouter shell 300.Outer shell 300 rests upon and transfers loads directly toouter ring beam 200 preferably through welded connections. A particularly significant load is the torsional load applied toring beam 200 fromouter shell 300.Base mat assembly 100 is secured to and transfers loads toouter ring beam 200 as well through a cast in place joint 270, which is best seen inFIG. 7 . Depending on soil conditions,base mat assembly 100 and/orouter ring beam 200 can be supported upon compacted soil or else on piles, as will be described below.Roof 400 oftank 20 includes aroof assembly 404 comprising a skeletal steel frame 406 (FIG. 9A ), a membrane 412 (FIG. 9B ) ofliner plates 410 and radially and circumferentially extending tubular mounting beams 414.Roof 400 is supported atopouter shell 300.Roof assembly 404 supports and is strengthened by a number of concentric rings or courses of precast reinforcedconcrete roof elements FIG. 2 shows a completedouter tank 22 withshell opening 350 being sealed and closed by specialhalf shell elements 302′ which are permanently welded to the remainder ofshell 300. -
FIG. 2 showsbase mat assembly 100 disposed withinouter ring beam 200. A cast in place concrete connection 270 (not shown) is to be formed there between, as best illustrated inFIG. 7 . In this particular exemplary embodiment, a large number of generally rectangularbase mat elements 102 are connected together to formbase mat assembly 100 having a contiguoustop membrane 140 made from welded togethersteel liner plates 104.Membrane 140 ideally cooperates with similar membranes formed from liner plates onconnection 270,outer ring beam 200,shell 300 androof 400 to form an overall air tight vapor barrier withinouter tank 20. As will be described later in greater detail,base mat assembly 100 andouter ring beam 200 preferably have discrete reinforced concrete elements that are clamped together by post-tensionedtensile members Precast elements base mat assembly 100 andouter ring beam 200. -
FIG. 3A shows a pair of juxtaposedbase mat elements 102.FIG. 3B shows a generallyrectangular liner plate 104 having a series ofprojections 106 and recesses 110.Liner plate 104 is preferably made of carbon steel although it can instead be made of other appropriate metals. The thickness is ofliner plate 104 in this exemplary embodiment is about 10 mm. As an example, in this embodiment the size ofliner plate 104 andbase mat elements 102 are approximately 2 meters by 3 meters. A plurality of J-hooks 112 is welded to the lower surface ofliner plate 104. -
FIG. 3C depicts abase mat element 102 having aconcrete body 114 cast about J-hooks 112 to anchorliner plate 104 toconcrete body 144. Although not shown to simplify the drawing, formed in theconcrete body 114 are two or more layers of reinforcing bars or welded wire fabric running in two generally perpendicular directions. For example, the reinforcing bars can be ASTM A 615 deformed carbon-steel bars for concrete reinforcement. Also formed withinconcrete body 114 is a plurality of laterally extending lower and uppertensile conduits tensile conduits tensile conduits -
Concrete ribs 130 andgrooves 132 are also formed on the longitudinally and laterally extending edge surfaces ofconcrete body 114. Locatingprojections 106 andribs 130 and receivingrecesses 110 andgrooves 132 allow a plurality ofbase mat elements 102 to be placed in interlocking juxtaposition as suggested inFIG. 2 ,FIG. 3A andFIG. 3D whenbase mat assembly 100 is being constructed. Note thatconcrete body 114 has downwardly and upwardly openingsteps base mat elements 102 can interlock in the vertical direction as well as in the lateral and longitudinal directions. The rows of tensile conduits are disposed below and above the centralhorizontal plane 144 ofconcrete body 114. These laterally and longitudinally extending tensile conduits are designed to receivetensile members 150 there through which allow multiplebase mat elements 102 to be clamped together utilizing anchors 152 (FIG. 3D ) upon the post-tensioning of thetensile members 150. Only some of thetensile members 150 are shown inFIG. 3D . -
Base mat assembly 100 is constructed by juxtaposingbase mat elements 102 in both first and second generally perpendicular directions as seen inFIG. 2 . Locatingprojections 106 andconcrete ribs 130 cooperate with receivingrecesses 110 andgrooves 132 onadjacent elements 102 to alignbase mat elements 102 in first and second generally perpendicular directions.Steps base mat elements 102 to interlock in the vertical direction as well. -
Tensile members 150 are fed throughtensile conduits base mat elements 102 are being juxtaposed to one another. After the mating surfaces on thebase mat elements 102 are properly located relatively to one another,tensile members 150, i.e. cables, are post-tensioned and anchored byanchors 152 to clampbase mat elements 102 together. In this particular example, tensioning can be accomplished such as by using a Williams Strand Anchor System available from Williams Form Engineering of Belmont, Mich., USA. Those skilled in the art will appreciate that other tensioning systems can also be used to post-tension and anchortensile members 150. After the tensioning is complete, anchors 152 are locked in place ontensile members 150 to maintain the tension intensile members 150 withanchors 152 bearing uponbase mat elements 102. -
Liner plates 104 of each ofbase mat elements 102 are then welded together to form a part of a generallycontiguous membrane 140 on the top ofbase mat assembly 100. Astensile conduits horizontal plane 144 ofconcrete body 114, the top and bottom surfaces ofbase mat elements 102 are held together and do not separate due to the post tensioning oftensile members 150 withanchors 152 clamping aboutbase mat elements 102, preferably even under construction and operating loads applied tobase mat assembly 100. -
Base mat elements 102 can be assembled on a graded, level surface if the underlying surface or soil is sufficiently stiff. However, if the soil does not provide adequate support,base mat elements 102 can be mounted onpiles 160. The upper portion of atypical pile 160 is seen inFIG. 4 .Pile 160 includes apost 162 which is driven into the ground such as insoft soil 163. Four L-shapedbrackets 164 can be bolted or welded to post 162 at an appropriate location with horizontally extendingflanges 166 being at a predetermined height. Ideally, a laser positioning system is used to maintain all of theflanges 166 within a predetermined tolerance of height. Mountingbase mat elements 102 onflanges 166 will then provide for easy welding ofliner plates 104 together as theliner plates 104 should all be at about the same height. Reinforcingbars 170 extend upwardly frompost 162 to facilitate later cast in place connections betweenpiles 160 andbase mat elements 102. -
FIG. 5 depicts a couple ofbase mat elements 102 being mounted uponflanges 166 of a matrix ofpiles 160. Note in this case of utilizingpiles 160 for support,base mat elements 102 are notched in their corners and along their long sides to mate withposts 162, as seen inFIG. 5 . - The corners and long sides of
base mat elements 102 will be supported by six cooperating supportingflanges 166.Voids 174 are created by the intersection of the corners and along the sides of cooperatingbase mat elements 102. In the case where piles are used,base mat elements 102 can include reinforcing bar loops (not shown) which are embedded inconcrete body 114 and extend laterally and longitudinally fromconcrete body 114. The loops will loop over vertically extending reinforcingbars 170. Concrete is cast in thesevoids 174 about the loops and reinforcingbars 170.Fitted liner plate 176 is anchored by J-hooks in the cast concrete so thatliner plates top membrane 140 onbase mat assembly 100. -
FIG. 2 shows a plan view of thefoundation 24 includingbase mat assembly 100 andouter ring beam 200. The numbers of base mat andring beam elements outer tank 20 and the selected size of the variousring beam elements 202 andbase mat elements 102. Various methods can be used to joinbase mat assembly 100 toouter ring beam 200. Preferably,ring beam elements 202 are clampingly held in a circumferential abutment by post-tensioningtensile members 250 and clampinganchors 252 about thering beam elements 202. Thenbase plates 206 anchored within each ofring beam elements 202 are welded together to form an annular ring ofsuch base plates 206. Similarly,inner liner plates 204 are also welded to one another to increase strength and stiffness and to form amembrane 244 ofliner plates 204. Post-tensionedtensile members 250 and anchors 252 assistouter ring beam 200 in resisting bending, shear and torsional forces applied to ringbeam 200 byouter shell 300 and bybase mat assembly 100 to maintainring beam elements 202 in the proper abutting relationship with respect to one another. -
FIGS. 6A-C illustrate an exemplary embodiment of aring beam element 202. In plan view,FIG. 6A shows a pair ofring beam elements 202 interlocking with one another when placed in side by side position.FIG. 6B shows aninner liner plate 204 secured to athick base plate 206.Liner plate 204 andbase plate 206 are preferably made from carbon steel.Liner plate 204 is approximately 10 mm thick andbase plate 206 is about 50 mm thick in this example. J-hooks 212 are welded to the bottom sides ofliner plate 204 andbase plate 206.Projection 214 andrecess 216 are formed on the edges ofliner plate 204.FIG. 6C illustrates thatring beam element 202 includes aconcrete body 220 in whichliner plate 204,base plate 206 and J-hooks 212 are embedded. An outerradial surface 222 and an innerradial surface 224 define what will be part of the radially outer and inner surfaces ofring beam 200. A plurality of locatingconcrete ribs 226 and receivingrecesses 230 allow juxtaposedring beam elements 202 to be cooperatively interlocked with one another, as seen inFIG. 2 andFIG. 6A , to formouter ring beam 200. - Also formed within
concrete body 220 are circumferentially extending lower and uppertensile conduits tensile conduits tensile conduits 232 are generally arranged below and twoconduits 234 are arranged above thehorizontal center plane 236 ofring beam element 202. Also, two of thetension conduits base plate 206 and two are located radially inwardly beneathliner plate 204 closer to the innerradial surface 224. These cooperating locations oftensile conduits members 250, i.e., cables, to pass through each ofring beam elements 202 and assist in counter balancing the bending, shearing and torsional loads applied tobase plate 206 byouter shell 300. Also,tensile members 250 and anchors 252 cooperate to clamp aboutring beam elements 202 to prevent the abuttingring beam elements 202 from displacing with respect to one another. In this particular example, high density polyethylene (HDPE) tubing is used to form thetensile conduits concrete body 220. Of course, the tensile conduits could be made of other suitable materials such as steel or other structurally strong materials. Downwardly and upwardly openingsteps elements 202 to be vertically interlocking as well. Also, located withinconcrete body 220 is a plurality of reinforcing bars (not shown) which are conventional for adding tensile strength to cast concrete bodies. Extending radially inwardly are reinforcing bars or J-hooks 242 which are later to be included in castconcrete connection 270 which connectsbase mat assembly 100 withring beam 200. -
FIG. 6C illustrates aring beam element 202 having four circumferentially extendingtensile conduits outer ring beam 200 is supported by stiff underlying soil or surface. In the event that a softer underlying soil is available at a site, it may be preferably to include an additional pair of tensile conduits located radially outboard of the locations where thetensile conduits FIG. 6C . This allows additional clamping force to be applied across thering beam elements 202.FIG. 7 shows aring beam element 202 with three pairs of vertical spaced aparttensile conduits base mat elements 102,ring beam elements 202 can also be mounted on leveled flanges of piles to insure proper support and vertical alignment betweenring beam elements 202 which are to haveliner plates 204 andbase plates 206 welded together. -
Ring beam elements 202 are juxtaposed with respect to one another with locatingconcrete ribs 226 of one ring beam element being held within locatingrecess 230 of the adjacent ring beam element. Similarly, cooperatingsteps ring beam elements 202.Tensile members 250 are placed throughtensile conduits FIGS. 1A and 1B , at four locations along the circumference ofouter ring beam 200, there are pairs of special abuttingring beam elements 202′ through which the ends oftensile members 250 extend.Tensile members 250 are tensioned utilizingtensioning devices 260 and anchors 252 are anchored aboutring beam elements 202. In this particular example, tensioning can be accomplished such as by using the aforementioned Williams Strand Anchor System. Those skilled in the art will appreciate that other tensioning systems can also be used to post-tension and anchortensile members 250. - After the individual
ring beam elements 202 are aligned and clamped together usingtensile members 250 and anchors 252,base plates 206 are welded together along their radially extending abutting edges to form an annular ring which strengthensouter ring beam 200. Finally,liner plates 204 onring beam elements 202 are also welded together along their radially extending edges to form acontinuous membrane 244 on the radial inner side ofouter ring beam 200, as best seen inFIG. 8B . -
FIG. 7 illustrates an example of how abase mat assembly 100 can be connected to theouter ring beam 200. Concrete is cast in place about reinforcingbars base mat elements 102 and radially inwardly fromring beam elements 202 to form a cast in place joint 270 between thebase mat assembly 100 andouter ring beam 200.Liner plates 272 are cut to the necessary size and shape to mate betweenliner plates 104 ofbase mat assembly 100 andinner liner plates 204 ofouter ring beam 100. J-hooks 274 are welded to the bottom side ofliner plates 272. Concrete is cast in place betweenbase mat assembly 100 andbase ring 200 to create aconcrete body 276anchoring liner plates 272 and J-hooks joint 270. -
FIG. 8A shows a perspective view of atypical shell element 302.FIG. 8B depicts a pair ofshell elements 302 which are welded together and form a part of outer tank wall orshell 300. To reduce construction time forouter tank 20,shell 300 is built using precast reinforcedconcrete shell elements 302 that are joined by weldingshell elements 302 together to form a generally annular, tapered thicknessannular shell 300.Shell elements 302 are thicker at their bottoms to handle greater loads applied there tonear ring beam 100 as compared to the loads imposed byroof 400. Preferably, there is minimal or no need to cast in place any significant structural connections to joinshell elements 302 together or to ringbeam 200 or toroof 400.Shell elements 302 will be precast to the number, widths and heights required for the size ofouter tank 22. Typically, the inner diameter ofouter tank 20 will be about 3 meters larger in diameter thaninner tank 22 to allow for construction ofinner tank 22 and to provide for insulation in the annulus between the tank shells. Precasting ofshell elements 302 can be started as soon as the tank diameter and height are known. - Each of
shell elements 302 includes a pair of tapered carbonsteel side plates 304 and a carbonsteel liner plate 306 forming a generally U-shaped steel cross-section. In this example, theliner plate 306 is about 10 mm thick andside plates 304 are about 25 mm thick. The width ofside plates 304 is about 800 mm at their bottom and 400 mm at the top providing the tapered shape toshell element 302. Abase plate 312 connectsside plates 304 andliner plate 306 at the bottom ofshell element 302. Numerous reinforcingbars 310 are welded to and extend fromside plate 304 to the opposingside plate 304 and frombase plate 312 totop end cap 314.Base plate 312 is about 50 mm in thickness in this example. A steelend cap plate 314, also about 50 mm thick, is welded toside plates 304 andsteel liner plate 306 at the top ofshell element 302. Concrete is cast in place in the U-shaped volume defined byside plates 304 andsteel liner plate 306 and about reinforcingbars 310 and J-hooks 316 to form reinforcedconcrete body 318.Liner plate 306 acts as a vapor/gas barrier -
Shell 300 is constructed by arrangingshell elements 302 vertically uponouter ring beam 200. Initially,base plates 312 are arranged radially slightly outside of their final position for welding withshell elements 312 being slightly radially spaced apart.Shell elements 302 are then moved radially inwardly until allbase plates 312 andside plates 304 are brought into abutment at the proper radial position atop ofbase plates 206 ofring beam 202. Erection gear will be used to finally align and pull theside plates 304 closely together to begin welding. - As seen in
FIG. 8B andFIG. 1A , vertically extendingweld joints 320 are made on the inside and outside of abuttingside plates 304. Weld joints 320 ideally are designed to be strong enough to carry the loads onshell 300 without any or little other significant reinforcement, in particular, the need for post tensioning or utilizing any type of significant cast in place joints.End cap plates 314 are welded to one another formingweld joints 322 and creating a continuous upper ring onshell 300. As best seen inFIG. 7 ,base plates 312 ofshell 300 andbase plates 206 ofring beam 200 are welded together along the inner and outer radial surfaces onbase plate 312 to form base plate welds 324. -
Shell elements 302 are splice welded to accommodate load transfer even under earthquake or missile impact. If additional strength is needed,shell elements 302 may be designed to be mechanically interlocking with one another as well as being joined by welds such asweld 320. Ideally, the welded connections betweenshell elements 302 will be comparable in strength to conventional cast in place connections formed between shells. - All of
shell elements 302 are permanently welded together to formshell 300, with the exception of 2-4 specialhalf shell elements 302′.Half shell elements 302′ are similar to shellelements 302 except they are only about half the height ofregular shell elements 302. Thesespecial shell elements 302′ will be temporarily sealed with shell opening 350 to accommodate air raising ofroof assembly 404, as suggested inFIG. 9C . These specialhalf shell elements 302′ are removed afterroof assembly 404 is attached to shell 300 to provide access so thatinner tank 22 can be concurrently erected as reinforcingroof elements roof assembly 404. Wheninner tank 22 is completed, along with insulation added in the annulus formed betweeninner tank 22 andouter tank 20, the specialhalf shell elements 302′ are permanently welded to the remainder ofshell 300 to sealshell opening 350, as shown inFIG. 1B . Although not shown inFIGS. 1A and 1B , manhole access openings will be provided inroof 400 to provide access to perform welds on the interior ofouter tank 20. Also, the manhole access openings allow future maintenance to be performed withinouter tank 20. - As an alternative to permanently closing
construction opening 350, liner plates can be welded to closeshell opening 350. Then reinforcing bars and steel rib stiffeners can be placed in a form and concrete can be cast in place to form a cast in place shell element similar to that used in the design of theprecast shell elements 302.Shell 300 should have great strength when completed due to the weldedconnections 320 on the inner and outer edges ofside plates 304 which cooperate to form a large number of radially extending stiffeners arranged around the circumferential periphery ofouter tank 20. -
FIGS. 8C , 8D and 8E show an alternative shell design. Rather than using a single course of precast reinforcedconcrete shell elements 302 to formshell 300, multiple courses of similar upper andlower shell elements -
Lower shell element 302 a includes aconcrete body 316 a to which a pair of circumferentially spaced apartside plates 304 a,liner plate 320 a, upperend cap plate 314 a andlower base plate 312 a are anchored or embedded (anchors and reinforcement bars not shown).Base plate 312 a is welded by welds 324 a tobase plate 206 ofring beam 200. Upperend cap plate 314 a has two downwardly dependingsockets 362 formed therein. -
Upper shell element 302 b includes aconcrete body 316 b to which a pair of circumferentially spaced apartside plates 304 b,liner plate 320 b, upperend cap plate 314 b andlower base plate 312 b are anchored (anchors and reinforcement bars not shown). Two downwardly depending and circumferentially spaced apartalignment pipes 360 are welded tolower base plate 312 b. As seen inFIG. 8C ,alignment pipes 360 can be used to align and guide anupper shell element 302 b as it is positioned uponlower shell element 302 a. Also,alignment pipes 360 held withinalignment sockets 362 provide mechanical interlocking betweenshell elements Base plate 312 b is welded byhorizontal welds 364 to endcap plate 314 a oflower shell element 302 a along their inner and outer radial edges. A horizontal extendingcutout 364 on the outer radial edges ofshell elements radial weld 364 to be easily made. After welding,cutout 364 is filled with grout for fire protection. - Referring in general now to
FIGS. 9A-F ,roof 400 has aroof assembly 404 which includes a skeletal roof frame 406 (FIG. 9A ),liner plates 410 covering roof frame 406 (FIGS. 9B and 9C ) to form a generally airtight membrane 412 andtubular mounting beams 414 welded atopmembrane 412. In this exemplary embodiment, after a temporary skirt or seal is attached to its circumferential periphery,roof assembly 404 is air lifted to the top ofshell 300 from uponbase mat assembly 100 by pressurizing the inside ofshell 300, as suggested inFIG. 9C .Roof membrane 412 ofroof assembly 404 is welded to circumferentially spaced apart steel gusset plates 450 (FIGS. 9D and 9F ) that are temporarily attached atopend cap plate 314. This prevents the roof seal from blowing out and allows weld joints to be made between theroof membrane 412 andgusset plates 450. Air pressure is maintained while welds are made betweenend cap plate 314 androof membrane 412. - Once enough weld joints have been formed to safely support
roof 400, the pressurization withinshell 300 is removed. Personnel can then access the inside of theouter tank 20 to constructinner tank 22. Additional welding is done to complete the circumferential weld joint between theroof membrane 412 and shell membrane 340. Special extrastrength roof elements 402′ are attached to shell 300 androof frame 404 forming the radial outermost course ofroof elements 402. Thentypical roof elements 402 are attached toroof frame 404 with the radial outermost course ofroof elements 402 being attached first. Then the successive next radial outermost course of roof elements is added until all the rings ofroof elements 402 are inplace forming roof 400. -
Roof assembly 404 is built on the ground in this particular preferred exemplary embodiment.Roof frame 406 comprises a plurality of radially and circumferentially extending wide flange beams 420, as best seen inFIG. 9A . In this particular exemplary embodiment, eight concentric rings of openings 422 a-h are formed between the wide flange beams 420.Wide flange beams 420 used in the radial direction are W18×76 in the center and gradually increase in size to W18×143 near the outer radial ends. In the circumferential direction each row of wide flange beams 412 has the same section size such as W18×40, W18×50, W18×76 and W18×97 with the larger wide flange beams being used nearer the outer radial edge. Of course, other sizes of wide flange beams can be used, particularly ifouter tank 20 is to be of a smaller or larger size than suggested in the present example. -
FIG. 9B shows a typical joint construction forroof assembly 404.Liner plates 410 are appropriately sized and are welded to thetop flange 424 ofwide flange beams 420 to cover openings 422 and thus provide a generally airtight roof membrane 416. Atubular mounting beam 414 is shown which is welded atop ofadjacent liner plates 410.Tubular mounting beams 414 generally run in the same direction as the web of the underlying wide flange beams 420, i.e., radially and circumferentially. As can be seen inFIG. 9B ,roof elements 402 are designed to mount and be welded to tubular mountingbeams 414, as will be described in greater detail below. -
FIG. 9C shows aroof assembly 404 being raised by air pressure along an outer tank wall orshell element 302. The three dots shownadjacent shell element 302 indicates thatshell 300 is comprised of a large number ofsuch shell elements 302, which are not shown. A temporary skirt or seal 424 is attached around the circumferential periphery ofroof assembly 404.FIG. 9D shows a fragmentary sectional view ofroof assembly 404,seal 424, and endcap plate 314 andliner plate 306. Air pressure is applied to seal 424 from withinshell 300.Seal 424 bears againstliner plate 306 ofshell 300 to minimize the loss of air there between. Atemporary gusset plate 450, one of 240such gusset plates 450 located around the periphery of the ring ofend cap plates 314 in this example, is temporarily welded to endcap plate 314 and extends radially inwardly. - Referring now to
FIG. 9E , whenroof assembly 404 is raised to the appropriate height, welds 452 are made betweenliner plates 410 andgusset plates 450. An outer portion of acircumferential weld 454 is then made betweenend cap plate 314 androof liner plates 410 to form an air tight seal there between joining shell membrane 340 androof membrane 412 ofroof assembly 404. Ideally,weld 454 is a full fusion, full penetration weld requiring welding from both outside and insideouter tank 22. When sufficient welds have been made to safelysecure roof assembly 404 to shell 300, air pressure can be removed fromshell 300. Then, seal 424 andgusset plate 450 are removed. -
Half shell elements 302′ are removed to provide access from withinshell 300. Referring now toFIG. 9F , the inner portion ofcircumferential weld 454 is then completed betweenend cap plate 314 andliner plates 410 to form an air tight seal there between joining shell membrane 340 androof membrane 412. A series of circumferentially spaced apart permanentflange extension plates 462 are welded betweenliner plate 306 and beneath the lower flanges of wide flange beams 420. Also,web extension plates 464 are welded on to the web ofwide flange beam 420 and toliner plate 306. On the outside ofroof assembly 404, extensiontubular mounting beams liner plates 410 and endcap plate 314 extending radially from mountingbeam 414. Withtubular extensions roof elements 402′ can then be welded to shell 300 and toroof assembly 404, as will be described in greater detail below. -
Roof elements roof assembly 404 afterroof assembly 404 has been affixed by weldments to shell 300.FIG. 10A shows a typicalroof element frame 428 which includes four L-shapedbrackets 432 welded together to form a generally open rectangular frame. Depending inwardly frombrackets 432 are a plurality of J-hooks 434. Reinforcingbars 436 extend laterally and longitudinally between opposingbrackets 432. -
Roof element frame 428 is used to construct precast reinforcedconcrete roof elements 402, as seen inFIG. 10B .Roof element 402 includes a castconcrete body 440 which surrounds J-hooks 434 and reinforcingbars 436 and supportsroof element frame 428. The L-shapedbrackets 432 are located on all four sides ofroof element 402 to provide attachment to tubular mountingbeams 414 ofroof assembly 404 in the case oftypical roof elements 402. The size of eachroof element 402 is generally between about 2 meters to about 3 meters in width and between about 5 meters to about 6 meters in length in this exemplary embodiment. Of course, other size roof elements could be selected and will depend on the size ofouter tank 22. - For the outermost concentric course of
roof elements 402′ which secure to bothroof assembly 404 and to shell 300, the design is slightly different from that ofroof elements 402 disposed on the inner radial concentric courses. As shown inFIG. 9F ,concrete body 440′ in this example tapers from a thinner 150 mm on its inner radial end to a maximum thickness of 300 mm adjacent its radial outmost end. The typicalconcrete body 440 of atypical roof element 402 has a constant thickness of about 150 mm. Second,roof element 402′ includes L-shapedbracket 432 on only three edges with the radially outermost fourth side instead having anoverhang 470 sized and shaped to fit overend cap plate 314. - Provided in
concrete body 440′ are four access openings 472 (two seen inFIG. 9F ) which provide access to fourstuds 474 which are to be stud welded to endcap plate 314. - The outer concentric ring or course of
roof elements 402′ are locatedadjacent shell 300 and this outer ring ofroof elements 402′ is first welded toroof assembly 404 and to shell 300. This outer ring ofroof elements 402′ adds significant strength toroof 400. Subsequently, second through eighth courses ofroof elements 402 are sequentially welded toroof assembly 404 starting from the radially outermost course and then each concentric course of roof elements is added until all rows ofroof elements 402 are in place to form acomplete roof 400 such as seen inFIG. 1B .FIG. 1A shows two courses ofroof elements 402′, 402 mounted toroof assembly 404. - L-shaped
brackets 432 ofroof elements 402 are mounted atop and are welded to tubular mountingbeams 414 creating welds such as the weld joint 436 seen inFIG. 9B . In the case ofspecial roof elements 402′,roof elements 402′ are welded to tubular mountingbeams Studs 474 are placed inaccess openings 472 and are stud welded to endcap plate 314. The thickness oftubular mounting beams 414 is less than the thickness ofconcrete bodies 430, as seen inFIG. 9B . Any voids formed between any ofconcrete bodies roof elements roof 442. An example of a concrete joint 442 is shown inFIG. 9B . - While in the foregoing specification this invention has been described in relation to certain preferred embodiments thereof, and many details have been set forth for purpose of illustration, it will be apparent to those skilled in the art that the invention is susceptible to alteration and that certain other details described herein can vary considerably without departing from the basic principles of the invention. For example, any one or more of
base mat assembly 100,ring beam 200,outer shell 300 orroof 400 could be constructed using conventional cast in place construction techniques while the other components are constructed using the precast elements as described herein. As another example of an alternative embodiment, the roof assembly could be directly built atopshell 300 such as by using a crane. In this instance,roof assembly 404 would not have to be airlifted and attached atopshell 300. However, ideally even in this embodiment, theshell elements 402 could be welded to the roof assembly concurrently with the construction of theinner tank 22 to save construction time on buildingouter tank 20 andinner tank 22. - While
beam ring 200 described in the above particular exemplary embodiment was used in conjunction with a full containment LNG tank, a beam ring could certainly be used in other applications. For example, the ring beam could be used in cases where neither a liner plate or thick structural base plate is necessary. In this case, the ring beam need only comprise ring beam elements having precast reinforced concrete bodies with embedded tensile conduits which receive tensile members there through so that the tensile members may be tensioned and anchored by anchors to form the beam ring. Although not required, preferably the ring beam elements would be interlocking with one another.
Claims (16)
1. A method for constructing a composite concrete roof on an outer LNG containment tank, the method comprising:
mounting a roof assembly on a tank shell; providing a plurality of precast reinforced concrete roof elements, at least some of the roof elements including a concrete body and embedded metal plates adapted to be welded to the roof assembly;
and mounting the roof elements to the roof assembly by welding the metal plates of the roof elements to the roof assembly to form structural welds there between and to enhance the stiffness of the roof.
2. The method of claim 1 wherein:
the roof assembly includes longitudinally extending mounting beams; and the metal plates of roof elements are welded to the mounting beams.
3. The method of claim 1 wherein:
the roof assembly includes a membrane and overlying mounting beams;
and the metal plates of the roof elements are welded to the mounting beams.
4. The method of claim 1 wherein:
the roof assembly includes a membrane and overlying mounting beams, the mounting beams extending circumferentially and radially over the membrane;
and the metal plates of the roof elements are welded to the mounting beams.
5. The method of claim 1 further comprising the steps of:
pressurizing the tank shell to air lift the roof assembly to the top of the tank shell and mounting the roof assembly to the top of the tank shell;
opening an access opening in the tank shell to allow access within the shell; and
concurrently welding the roof elements to the roof assembly as work is being performed within the shell.
6. The method of claim 1 wherein:
the pressure within the shell is at atmospheric pressure so that workers may work within the shell of the tank as roof elements are being welded to the roof assembly.
7. The method of claim 1 further comprising:
welding the roof elements to the roof assembly to form concentric courses of ring elements.
8. The method of claim 7 wherein:
the radial outer most course of roof elements is first welded to the roof assembly before any of the other courses of roof elements.
9. The method of claim 7 wherein:
the radial outer most course of roof elements is welded to the roof assembly first;
and then the remaining courses of roof elements are successively added from the radial outermost course to the radial innermost course.
10. An outer LNG containment tank comprising:
a tank shell and a composite concrete roof mounted to the top of the tank shell, the roof including a roof assembly and a plurality of roof elements welded to the roof assembly by structural welds.
11. The tank of claim 10 wherein:
at least some of the roof elements including a concrete body and embedded metal plates which are welded to the roof assembly.
12. The tank of claim 11 wherein:
the roof assembly includes longitudinally extending mounting beams; and the metal plates of roof elements are welded to the mounting beams.
13. The tank of claim 11 wherein:
the roof assembly includes a membrane and overlying mounting beams;
and the metal plates of the roof elements are welded to the mounting beams.
14. The tank of claim 11 wherein:
the roof assembly includes a membrane and overlying mounting beams, the mounting beams extending circumferentially and radially over the membrane;
and the metal plates of the roof elements are welded to the mounting beams.
15. The tank of claim 10 wherein:
the roof elements are welded to the roof assembly to form concentric courses of ring elements.
15. The tank of claim 15 wherein:
the radial outermost course of ring elements is welded to the roof assembly and to the tank shell.
Priority Applications (4)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
US12/342,495 US20100154320A1 (en) | 2008-12-23 | 2008-12-23 | Composite concrete roof for an outer lng containment tank and method of making the same |
PCT/US2009/068570 WO2010075189A1 (en) | 2008-12-23 | 2009-12-17 | Composite concrete roof for an outer lng containment tank and method of making the same |
EP09835654A EP2379822A1 (en) | 2008-12-23 | 2009-12-17 | Composite concrete roof for an outer lng containment tank and method of making the same |
AU2009330219A AU2009330219A1 (en) | 2008-12-23 | 2009-12-17 | Composite concrete roof for an outer lng containment tank and method of making the same |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
US12/342,495 US20100154320A1 (en) | 2008-12-23 | 2008-12-23 | Composite concrete roof for an outer lng containment tank and method of making the same |
Publications (1)
Publication Number | Publication Date |
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US20100154320A1 true US20100154320A1 (en) | 2010-06-24 |
Family
ID=42264067
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
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US12/342,495 Abandoned US20100154320A1 (en) | 2008-12-23 | 2008-12-23 | Composite concrete roof for an outer lng containment tank and method of making the same |
Country Status (4)
Country | Link |
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US (1) | US20100154320A1 (en) |
EP (1) | EP2379822A1 (en) |
AU (1) | AU2009330219A1 (en) |
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Cited By (5)
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US20130133278A1 (en) * | 2011-11-30 | 2013-05-30 | Korea Institute Of Construction Technology | Non-welding type concrete-filled steel tube column having slot and method for fabricating the same |
CN103866992A (en) * | 2012-12-18 | 2014-06-18 | 上海建工五建集团有限公司 | Method for renovating ceiling of net rack |
JP2016069851A (en) * | 2014-09-29 | 2016-05-09 | 鹿島建設株式会社 | Method for constructing tank and tank |
US20190178443A1 (en) * | 2017-12-13 | 2019-06-13 | China National Offshore Oil Corp. | Three-dimensional layoutlayout method for splicing vault plates of large lng storage tank |
WO2023124838A1 (en) * | 2021-12-31 | 2023-07-06 | 中国石油天然气集团有限公司 | Suspended ceiling structure of membrane tank, and membrane tank |
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US20130133278A1 (en) * | 2011-11-30 | 2013-05-30 | Korea Institute Of Construction Technology | Non-welding type concrete-filled steel tube column having slot and method for fabricating the same |
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JP2016069851A (en) * | 2014-09-29 | 2016-05-09 | 鹿島建設株式会社 | Method for constructing tank and tank |
US20190178443A1 (en) * | 2017-12-13 | 2019-06-13 | China National Offshore Oil Corp. | Three-dimensional layoutlayout method for splicing vault plates of large lng storage tank |
US11118733B2 (en) * | 2017-12-13 | 2021-09-14 | China National Offshore Oil Corp. | Three-dimensional layoutlayout method for splicing vault plates of large LNG storage tank |
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Also Published As
Publication number | Publication date |
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EP2379822A1 (en) | 2011-10-26 |
WO2010075189A1 (en) | 2010-07-01 |
AU2009330219A1 (en) | 2011-07-14 |
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