TECHNICAE FIELD

[0001] The present disclosure generally relates to civil and geotechnical engineering. The present disclosure, particularly, relates to retaining structures and, more particularly, relates to implementation of a truss retaining structure, specifically in coastal excavation applications.

BACKGROUND ART

[0002] Retaining structures are walls, dams, barriers, or bins that are designed and manufactured to hold Earth materials or water in place or keep Earth materials or water from encroaching into an area. Retaining structures are also used to create stable surfaces for building pads, roads, bridge abutments, or wharves. Retaining structures may be used to limit the volume of excavations or to allow utilization of space near the boundary of a particular piece of land. Other structures that appear to be earth-retaining structures may have erosion protection as their primary purpose. Retaining structures commonly are engineered features that are designed and constructed to hold soil or water in place. Structures that retain water are called dams, levees, or flood walls; structures that retain Earth are called earth-retaining structures or retaining walls. Retaining structures may be installed at a site prior to excavation. [0003] Truss retaining structure is one of the common excavation methods for pits with medium depth. In this method, steel profiles are supported on the pit wall at certain intervals. Inclined members prevent the pit wall from collapsing by bearing the lateral pressure caused by the soil overburden and transferring it to the ground. [0004] Use of truss retaining structures in sandy soils and high groundwater level due to the impossibility of drilling wells at the installation place of vertical truss member, the impossibility of construction a fixed pile at the end of vertical truss member and improper performance of a spread footing at end of inclined truss member may be unprincipled. Based on the experiences gained from the implementation of truss retaining structures in coastal areas, presence of loose or remolded sand layer due to excavation and re-embankment in submerged condition for bottom of excavation and the impossibility of rapid compaction of the soil especially under spread footing, is a main challenge. One of the reasons for the rotation of truss retaining structures may be occurrence of vertical displacement of spread foundation due to the looseness of the soil under it.

[0005] In addition, controlling the water flow in excavation is often not that easy and concrete placing of spread foundation in submerged conditions is done without the required minimum quality. On the other hand, the process of implementing spread foundations and horizontal tie beam between concrete piles and spread foundations may be a time-consuming and inefficient process. Furthermore, truss retaining structure is one of the common and popular methods that most civil engineers are fully familiar with its design and implementation. Nevertheless, the performance of truss retaining structures may be categorized from bad to very good depending on the design, construction cost, and how to supervision implementation process. This method may be similar to other common methods of construction of retaining structures such as, (a) anchoring, (b) tie back, (c) reciprocal support, (d) diaphragm wall, (e) piling and (c) sheet piling, it has advantages, disadvantages, and limitations.

[0006] Typically, the construction steps of a truss retaining structure are as follows:

[0007] A) Construction process of common truss retaining structure (triangular truss) [0008] 1- Drilling wells in the around excavation site and at the place of installation vertical truss members with a diameter of 80- 100cm and a depth of about 1.25-1.35m times of the excavation depth.

[0009] 2- Reinforcing the fixed heel at the end of the drilled wells and then installing the vertical member of truss in the well.

[0010] 3 - Concrete placing the end of the well down to the level of excavation bottom in order to fixed the vertical truss member in the ground.

[0011] 4- After installing the vertical truss member, execution of excavation up to the floor level of the excavation with a safe slope and then implementation spread footing below the inclined truss member.

[0012] 5- Installing the inclined truss member which is welded to spread footing and the vertical truss member.

[0013] 6- Execution of step-by-step excavation of the sloping walls of the excavated area simultaneously with the installation of truss sub-members consecutively until reaching to excavation bottom and protection of earth wall by welded mesh and shotcrete or wooden lumbers or brick lining and transfer load to trusses.

[0014] 7- Execution of anchoring system of executed trusses and tie beams of spread footings. [0015] As can be seen, this method for coastal areas consisting of sandy soils and high water level is lacks technical justification due to the impossibility of drilling wells, lack of function for spread footings, impossibility of construction fixed piles at the end of vertical truss member. [0016] B) Construction process of parallel truss retaining structure (Vierendeel frame)

[0017] In some projects, which due to executive reasons, it is not possible to perform the construction of common truss structure, the parallel truss method is used. In the parallel truss method, instead of constructing a triangular truss, a Vierendeel frame with 2-vertical members is used. Based on this, by drilling 2 parallel wells for each Vierendeel frame and installing two vertical members with fixed end, it is possible to complete the sub-members of the Vierendeel frame simultaneously with the step-by-step excavation. In this method, there is no need to constructing spread footing.

[0018] As can be seen, this method for coastal areas consisting of sandy soils and high water level is lacks technical justification due to the impossibility of drilling wells and impossibility of construction fixed piles at the end of 2-vertical member of truss.

[0019] C) The process of construction of truss retaining structure with stable slope of excavation walls

[0020] In many projects, in order to speed up and reduce the costs of excavation processes and construction of retaining structures, first in the desired plaque, excavation with a stable slope is done. Then, by grooving at the truss installation place by using an excavator or workers and drilling a well, constructed truss is installed and concreting is done inside the well. After installing all the trusses, the excavation processes done step by step and the earth walls will be protected and the processes will continue.

[0021] As can be seen, this method for coastal areas consisting of sandy soils and high water level is lacks technical justification because of high seepage of water from the submerged depth of the excavation, high difficulty in implementation of excavation with stable slope, impossibility of drilling well with required depth from excavation bottom and impossibility of construction fixed piles at the end of 2-vertical member of truss.

[0022] In general, in coastal geotechnical conditions consisting of sandy layers and high groundwater level, none of the 3 common methods of truss retaining structure do not have ability to implement principles and achieve practical success and lacks technical justification due to impossibility of drilling wells and impossibility of fixed end of the member or vertical members. Based on this, in order to enable the principled use of truss retaining structure in urban plaques located in coastal areas as well as other geotechnical conditions in which it is not possible to construction a standard retaining structure, anchored truss frame retaining structure system by a process compatible with execution constraints were designed and constructed, which are described in the following sections. In general, the technical problems of truss retaining structures implementation in coastal areas are as follows:

[0023] A- Impossibility of implementing reinforced concrete piles at the end of the vertical truss member in the around of ground due to the impossibility of drilling in sandy layers due to the collapse of the sand structure and the lack of stability of the well wall.

[0024] B- Impossibility of place casing in the around of ground due to the small width and area of urban plaque and sensitivity of neighboring buildings to destructive vibrations and in some cases soil piping at the end of the casing.

[0025] C- Impossibility of proper implementation of spread footings under inclined truss member in submerged conditions and lack of proper performance during loading and consequently, creating horizontal and vertical displacements in spread footing which leads to damage to buildings at top of excavation. In addition, mostly, the soil under the footing due to remolding caused by excavation and embankment operations of the bottom of excavation or existence of a loose layer do not have the necessary conditions to load bearing of spread footing, in most cases, it is not possible to compacting the bottom of excavation in submerged conditions under spread footings.

[0026] D- Existence of sandy soils with collapsible structure and high groundwater level and lack of necessary stability of wall in the step-by-step excavations.

[0027] F- Small width of the urban plaques land and the impossibility of using the common methods of the retaining structure due to the necessity of using heavy and bulky machines. In most cases, installation of trusses is done after complete excavation of the ground, which in sandy soils and high groundwater levels has led to landslides and serious damage to surrounding buildings.

[0028] Accordingly, deleting of spread footings and horizontal tie beams is the first priority of new process. Also, in situations where it is not possible to drill wells at the installation place of the vertical truss member due to collapse of sand structure and high groundwater level, deleting of reinforced concrete piles at the end of the vertical truss is the second priority of the new process.

SUMMARY OF THE DISCLOSURE

[0029] This summary is intended to provide an overview of the subject matter of the present disclosure, and is not intended to identify essential elements or key elements of the subject matter, nor is it intended to be used to determine the scope of the claimed implementations. The proper scope of the present disclosure may be ascertained from the claims set forth below in view of the detailed description below and the drawings.

[0030] According to one or more exemplary embodiments of the present disclosure, a method for implementing a truss retaining structure in coastal excavations at an excavation location is disclosed. In an exemplary embodiment, the method may include inserting a first plurality of vertical beams into a ground at the excavation location and along a first axis. In an exemplary embodiment, the first axis may be associated with an excavation wall of the excavation location. In an exemplary embodiment, the method may further include securing the first plurality of vertical beams to a neighbor foundation by using a plurality of anchoring mechanisms. In an exemplary embodiment, each anchoring mechanism from the plurality of anchoring mechanisms may be associated with a respective vertical beam from the first plurality of vertical beams.

[0031] In an exemplary embodiment, the method may further include inserting a second plurality of vertical beams into the ground at the excavation location and along a second axis. In an exemplary embodiment, the second axis may be parallel to the first axis. In an exemplary embodiment, a number of the second plurality of vertical beams may be equal to a number of the first plurality of vertical beams. In an exemplary embodiment, each vertical beam from the second plurality of vertical beams may be placed in front of a respective vertical beam from the first plurality of vertical beam. In an exemplary embodiment, the second axis may be parallel to the first axis.

[0032] In an exemplary embodiment, the method may further include attaching a first plurality of inclined beams between the first plurality of vertical beams and the second plurality of vertical beams and securing a first plurality of steel welded meshes between the first plurality of vertical beams and next to the excavation wall. In an exemplary embodiment, the method may further include securing the first plurality of vertical beams to the excavation wall by using a first plurality of nailing mechanisms. In an exemplary embodiment, each nailing mechanism from the first plurality of nailing mechanisms may be associated with a respective vertical beam from the first plurality of vertical beams.

[0033] In an exemplary embodiment, the method may further include attaching a second plurality of inclined beams between the first plurality of vertical beams and the second plurality of vertical beams. In an exemplary embodiment, the method may further include attaching a first plurality of horizontal beams between the first plurality of vertical beams. In an exemplary embodiment, each horizontal beam from the first plurality of horizontal beams may be interconnected between two adjacent vertical beams from the first plurality of vertical beams. [0034] In an exemplary embodiment, the method may further include attaching a second plurality of horizontal beams between the second plurality of vertical beams. In an exemplary embodiment, each horizontal beam from the second plurality of horizontal beams may be interconnected between two adjacent vertical beams from the second plurality of vertical beams.

[0035] In an exemplary embodiment, the method may further include attaching a third plurality of horizontal beams between the first plurality of vertical beams and the second plurality of vertical beams. In an exemplary embodiment, each horizontal beam from the third plurality of horizontal beams may be interconnected between a vertical beam from the first plurality of vertical beams and a respective vertical beam from the second plurality of vertical beams.

[0036] In an exemplary embodiment, the method may further include securing the first plurality of vertical beams to the excavation wall by using a second plurality of nailing mechanisms. In an exemplary embodiment, each nailing mechanism from the second plurality of nailing mechanisms ay be associated with a respective vertical beam from the first plurality of vertical beams.

[0037] In an exemplary embodiment, the method may further include securing the second plurality of vertical beams to an excavation bottom by using a third plurality of nailing mechanisms. In an exemplary embodiment, each nailing mechanism from the third plurality of nailing mechanisms may be associated with a respective vertical beam from the second plurality of vertical beams.

[0038] In an exemplary embodiment, the first axis may be parallel to a main plane of the excavation wall. In an exemplary embodiment, the second axis may be parallel to the first axis. In an exemplary embodiment, a first vertical beam from the plurality of vertical beams may include a first I-beam, a second I-beam, and a third I-beam. In an exemplary embodiment, the first I-beam and the second I-beam may be attached laterally to each other. In an exemplary embodiment, the third I-beam may be attached fixedly to a bottom end of the first I-beam and a bottom end of the second I-beam. In an exemplary embodiment, the third I-beam may be placed between the first I-beam and the second I-beam.

[0039] In an exemplary embodiment, the third I-beam may include a wedge-shaped tip. In an exemplary embodiment, the wedge-shaped tip of the third I-beam may be configured to penetrate into soil and tamper through hard layer surfaces. In an exemplary embodiment, an anchoring mechanism from the plurality of anchoring mechanisms may include a first fixing screw, a second fixing screw, a first holed plate, a second holed plate, a first nut, a second nut, a first corner guard, a second corner guard, a first plate guard, and a second plate guard.

[0040] In an exemplary embodiment, the first fixing screw, the first holed plate, the first nut, the first comer guard, and the first plate guard may be configured to anchor the first vertical beam to the neighbor foundation through connecting the first I-beam to the neighbor foundation. In an exemplary embodiment, the second fixing screw, the second holed plate, the second nut, the second comer guard, and the second plate guard may be configured to anchor the first vertical beam to the neighbor foundation through connecting the second I-beam to the neighbor foundation.

[0041] In an exemplary embodiment, a first vertical beam from the second plurality of vertical beams may include four inclined shields attached around the first vertical beam from the second plurality of vertical beams. In an exemplary embodiment, the four inclined shields configured to resist against removal of the first vertical beam from the second plurality of vertical beams from the ground.

[0042] In an exemplary embodiment, each nailing mechanism from the first plurality of nailing mechanisms or the second plurality of nailing mechanisms may include a conical-head pipe, a reduced pipe, and a connecting plate. In an exemplary embodiment, the conical-head pipe may be configured to be inserted into the excavation wall. In an exemplary embodiment, the conical- head pipe may include a plurality of holes at a distal end of the conical-head pipe. In an exemplary embodiment, the conical-head pipe may be configured to receive slurry cement. In an exemplary embodiment, the plurality of holes may be configured to guide slurry cement from the conical-head pipe to an outer of the conical-head pipe.

[0043] In an exemplary embodiment, the reduced pipe may be configured to be attached to the first vertical beam from the plurality of vertical beams. In an exemplary embodiment, the conical-head pipe may be configured to be inserted into the reduced pipe. In an exemplary embodiment, the connecting plate may be configured to be interconnected between the reduced pipe and the first vertical beam from the plurality of vertical beams.

[0044] In an exemplary embodiment, the first plurality of nailing mechanism may form an angle between 15° and 20° with the ground level. In an exemplary embodiment, the second plurality of nailing mechanism may form an angle equal to 45° with the ground level. In an exemplary embodiment, the third plurality of nailing mechanism may form an angle equal to

45 with the ground level.

BRIEF DESCRIPTION OF THE DRAWINGS

[0046] The drawing figures depict one or more implementations in accord with the present teachings, by way of example only, not by way of limitation. In the figures, like reference numerals refer to the same or similar elements.

[0047] FIG. 1 illustrates a flowchart of a method for implementing a truss retaining structure in coastal excavations at an excavation location, consistent with one or more exemplary embodiments of the present disclosure.

[0048] FIG. 2 illustrates a perspective view of a truss retaining structure, consistent with one or more exemplary embodiments.

[0049] FIG. 3 illustrates a first plurality of vertical beams inserted into the ground at the excavation location, consistent with one or more exemplary embodiments of the present disclosure.

[0050] FIG. 4 illustrates a perspective view of a first vertical beam, consistent with one or more exemplary embodiments of the present disclosure.

[0051] FIG. 5 illustrates a perspective view of a first vertical beam in a scenario in which a first vertical beam is anchored to a neighbor foundation, consistent with one or more exemplary embodiments of the present disclosure.

[0052] FIG. 6 illustrates a first vertical beam from second plurality of vertical beams, consistent with one or more exemplary embodiments of the present disclosure.

[0053] FIG. 7A illustrates a perspective view of a truss retaining structure, consistent with one or more exemplary embodiments.

[0054] FIG. 7B shows a view of a truss retaining structure, consistent with one or more exemplary embodiments. [0055] FIG. 8A illustrates a first vertical beam from a first plurality of vertical beams, in a scenario in which the first vertical beam is secured to an excavation wall by using a first nailing mechanism, consistent with one or more exemplary embodiments of the present disclosure [0056] FIG. 8B illustrates a first vertical beam from a first plurality of vertical beams, in another scenario in which the first vertical beam is secured to an excavation wall by using first a nailing mechanism, consistent with one or more exemplary embodiments of the present disclosure.

[0057] FIG. 9 illustrates a perspective view of a truss retaining structure, consistent with one or more exemplary embodiments.

[0058] FIG. 10A illustrates a side view of a first plurality of vertical beams, consistent with one or more exemplary embodiments of the present disclosure.

[0059] FIG. 10B illustrates a side view of a first plurality of vertical beams, consistent with one or more exemplary embodiments of the present disclosure.

[0060] FIG. 10C illustrates a side view of a first plurality of vertical beams, consistent with one or more exemplary embodiments of the present disclosure.

[0061] FIG. 10D illustrates a side view of a first plurality of vertical beams, consistent with one or more exemplary embodiments of the present disclosure.

[0062] FIG. 10E illustrates a side view of a first plurality of vertical beams, consistent with one or more exemplary embodiments of the present disclosure.

[0063] FIG. 11A illustrates a side view of a truss retaining structure, consistent with one or more exemplary embodiments.

[0064] FIG. 11B illustrates a side view of a truss retaining structure, consistent with one or more exemplary embodiments. [0065] FIG. 11C illustrates a side view of a truss retaining structure, consistent with one or more exemplary embodiments.

[0066] FIG. HD illustrates a side view of a truss retaining structure, consistent with one or more exemplary embodiments.

[0067] FIG. HE illustrates a side view of a truss retaining structure, consistent with one or more exemplary embodiments.

[0068] FIG. 12A illustrates another arrangement of a truss retaining structure, consistent with one or more exemplary embodiments of the present disclosure.

[0069] FIG. 12B illustrates another arrangement of a truss retaining structure, consistent with one or more exemplary embodiments of the present disclosure.

[0070] FIG. 13 illustrates a view of step-by-step excavation and implementation of retaining structure of a truss retaining structure anchoring in the case of a basement floor is constructed, consistent with one or more exemplary embodiments of the present disclosure.

[0071] FIG. 14 illustrates a view of step-by-step of installation of vertical truss frame members from ground natural level in limitation zone of the excavation, consistent with one or more exemplary embodiments of the present disclosure.

[0072] FIG. 15A illustrates a 2D view of retaining structure of anchored bending frame by using of simple rammed-injection steel anchors, consistent with one or more exemplary embodiments of the present disclosure.

[0073] FIG. 15B illustrates a 2D view of retaining structure of anchored bending frame by using of barbed rammed-injection steel anchors, consistent with one or more exemplary embodiments of the present disclosure. DESCRIPTION OF EMBODIMENTS

[0075] In the following detailed description, numerous specific details are set forth by way of examples in order to provide a thorough understanding of the relevant teachings. However, it should be apparent that the present teachings may be practiced without such details. In other instances, well known methods, procedures, components, and/or circuitry have been described at a relatively high-level, without detail, in order to avoid unnecessarily obscuring aspects of the present teachings.

[0076] The following detailed description is presented to enable a person skilled in the art to make and use the methods and devices disclosed in exemplary embodiments of the present disclosure. For purposes of explanation, specific nomenclature is set forth to provide a thorough understanding of the present disclosure. However, it will be apparent to one skilled in the art that these specific details are not required to practice the disclosed exemplary embodiments. Descriptions of specific exemplary embodiments are provided only as representative examples. Various modifications to the exemplary implementations will be readily apparent to one skilled in the art, and the general principles defined herein may be applied to other implementations and applications without departing from the scope of the present disclosure. The present disclosure is not intended to be limited to the implementations shown, but is to be accorded the widest possible scope consistent with the principles and features disclosed herein.

[0077] FIG. 1 shows a flowchart of a method 100 for implementing a truss retaining structure in coastal excavations at an excavation location, consistent with one or more exemplary embodiments of the present disclosure. As shown in FIG. 1, in an exemplary embodiment, method 100 for implementing a truss retaining structure in coastal excavations at an excavation location may include a first step of inserting a first plurality of vertical beams into the soil along a first axis (step 101), a second step of securing the first plurality of vertical beams to a neighbor foundation by using a plurality of anchoring mechanisms (step 102), a third step of inserting a second plurality of vertical beams into the soil along a second axis, the second axis parallel to the first axis ( step 103), a fourth step of attaching a first plurality of inclined beams between the first plurality of vertical beams and the second plurality of vertical beams (step 104), a fifth step of securing a first plurality of steel welded meshes between the first plurality of vertical beams and next to the excavation wall (step 105), a sixth step of securing the first plurality of vertical beams to the excavation wall by using a first plurality of nailing mechanisms (step 106), a seventh step of attaching a second plurality of inclined beams between the first plurality of vertical beams and the second plurality of vertical beams (step 107), an eighth step of attaching a first plurality of connecting beams between the first plurality of vertical beams (step 108), a ninth step of attaching a second plurality of connecting beams between the second plurality of vertical beams (step 109), a tenth step of attaching a third plurality of connecting beams between the first plurality of vertical beams and the second plurality of vertical beams (step 110), an eleventh step of securing the first plurality of vertical beams to the excavation wall by using a second plurality of nailing mechanisms (step 111), and a twelfth step of securing the second plurality of vertical beams to an excavation bottom by using a third plurality of nailing mechanisms (step 112).

[0078] FIG. 2 shows a perspective view of a truss retaining structure 200, consistent with one or more exemplary embodiments. In an exemplary embodiment, truss retaining structure 200 may be implemented at an excavation location by using method 100. In an exemplary embodiment, step 101 of method 100 may include inserting a first plurality of vertical beams 201 into a ground at the excavation location and along a first axis 202. In an exemplary embodiment, first axis 202 may be associated with an excavation wall 203. In an exemplary embodiment, first axis 202 may be parallel to a main plane of excavation wall 203. FIG. 3 shows first plurality of vertical beams 201 inserted into the ground at the excavation location, consistent with one or more exemplary embodiments of the present disclosure. In an exemplary embodiment, first plurality of vertical beams 201 may be inserted into the ground at the excavation location and along first axis 202 by using a hydraulic hammer. In an exemplary embodiment, a length of each of first plurality of vertical beams 201 may be greater than a depth 301 of an intended excavation pit which may be created by the excavation process.

[0079] In an exemplary embodiment, each of first plurality of vertical beams 201, for example, a first vertical beam 201a of first plurality of vertical beams 201 may be inserted into the ground in such a way that a bottom part 211 of first vertical beam 201a is placed into the ground an under an excavation bottom 220, a medium part 212 of first vertical beam 201a is placed between excavation bottom 220 and a ground level 230. In an exemplary embodiment, it may be understood that a length of medium part 212 of first vertical beam 201a may be equal to depth 301 of the intended excavation pit. In an exemplary embodiment, first vertical beam 201a of first plurality of vertical beams 201 may be inserted into the ground in such a way that a top part 213 of first vertical beam 201a is placed above ground level 230. In an exemplary embodiment, other vertical beams of first plurality of vertical beams 201 may be inserted into the ground in a similar way.

[0080] FIG. 4 shows a perspective view of first vertical beam 201a, consistent with one or more exemplary embodiments of the present disclosure. As shown in FIG. 4, in an exemplary embodiment, first vertical beam 201a may include a first I-beam 401 and a second I-beam 402. In an exemplary embodiment, first I-beam 401 and second I-beam 402 may be attached laterally to each other. In an exemplary embodiment, first I-beam 401 and second I-beam 402 may be similar in structure and functionality. In an exemplary embodiment, first vertical beam 201a may further include a third I-beam 403. In an exemplary embodiment, third I-beam 403 may be attached to a bottom end 411 of first I-beam 401 and a bottom end 421 of second I- beam 402. In an exemplary embodiment, first I-beam 401 may include an inclined tip at bottom end 411 of first I-beam 401. In an exemplary embodiment, second I-beam 402 may also include an inclined tip at bottom end 421 of second I-beam 402. In an exemplary embodiment, inclined tips of first I-beam 401 and second I-beam 402 may help first vertical beam 201a to penetrate into soil more easily. In an exemplary embodiment, third I-beam 403 may be placed between first I-beam 401 and second I-beam 402. In an exemplary embodiment, third I-beam 403 may include a wedge-shaped tip 432. In an exemplary embodiment, wedge-shaped tip 432 third I- beam 403 may be configured to penetrate into soil and tamper through hard layer surfaces.

[0081] In an exemplary embodiment, first plurality of vertical beams 201 may include more vertical beams than first vertical beam 201a which are shown in FIG. 3 and are labeled by 201b, 201c, 201d, and 201e. In an exemplary embodiment, vertical beams 201b, 201c, 201d, and 201e of first plurality of vertical beams 201 may be similar to first vertical beam 201a in structure and functionality.

[0082] In an exemplary embodiment, in order to implement step 102 of method 100, first plurality of vertical beams 201 may be secured to a neighbor foundation by using a plurality of anchoring mechanisms. In an exemplary embodiment, it may be understood that securing and/or anchoring plurality of vertical beams 201 to a neighbor foundation by using a plurality of anchoring mechanisms may be done just in a case that a neighbor foundation already exists next to the excavation location. FIG. 5 shows a perspective view of first vertical beam 201a in a scenario in which first vertical beam 201a is anchored to a neighbor foundation 501, consistent with one or more exemplary embodiments of the present disclosure. In an exemplary embodiment, each vertical beam from first plurality of vertical beams 201 may be anchored to neighbor foundation 501 by using a respective anchoring mechanism from the plurality of anchoring mechanisms. For example, as shown in FIG. 5, first vertical beam 201a may be anchored to neighbor foundation 501 by using an anchoring mechanism 502 from the plurality of anchoring mechanisms.

[0083] As shown in FIG. 5, in an exemplary embodiment, neighbor foundation 501 may be placed next to the excavation location and onto ground level 230. As further shown in FIG. 5, in an exemplary embodiment, anchoring mechanism 502 may include a first fixing screw 521a, a second fixing screw 521b, a first holed plate 522a, a second holed plate 522b, a first nut 523a, a second nut 523b, a first comer guard 524a, a second comer guard 524b, a first plate guard 525a, and a second guard 525b. In an exemplary embodiment, first fixing screw 521a, first holed plate 522a, first nut 523a, first corner guard 524a, and first plate guard 525a may be connected to first I-beam 401 to secure first I-beam 401 to neighbor foundation 501 and, thereby, first vertical beam 201a may be anchored to neighbor foundation 501. In an exemplary embodiment, second fixing screw 521b, second holed plate 522b, second nut 523b, second corner guard 524b, and second plate guard 525b may be connected to second I-beam 402 to secure second I-beam 402 to neighbor foundation 501 and, thereby, first vertical beam 201a may be anchored to neighbor foundation 501.

[0084] In an exemplary embodiment, step 103 of method 100 may include inserting a second plurality of vertical beams 204 into the ground at the excavation location and along a second axis 205. In an exemplary embodiment, second axis 205 may be parallel to first axis 202. In an exemplary embodiment, each of second plurality of vertical beams 204 may be substantially similar to first vertical beam 201a in structure and functionality. In an exemplary embodiment, the only difference between second plurality of vertical beams 204 and first vertical beam 201a may be in their lengths. In fact, each of second plurality of vertical beams 204 may be shorter than first vertical beam 201a. In an exemplary embodiment, as shown in second plurality of vertical beams 204 may be inserted into the ground at the excavation location and along second axis 205 in such a way that a bottom part of them is placed in the ground and below excavation bottom 220 and a top part of them is placed between excavation bottom 220 and ground level 230.

[0085] FIG. 6 shows a first vertical beam 204a from second plurality of vertical beams 204, consistent with one or more exemplary embodiments of the present disclosure. As shown in FIG. 6, in an exemplary embodiment, first vertical beam 204a from second plurality of vertical beams 204 may include four inclined shields 601. In an exemplary embodiment, four inclined shields 601 may be attached around first vertical beam 204a. In an exemplary embodiment, four inclined shields 601 may be configured to resist against removal of first vertical beam 204a from the ground.

[0086] In an exemplary embodiment, in order to implement step 104 of method 100, a first plurality of inclined beams may be attached between first plurality of vertical beams 201 and second plurality of vertical beams 204. FIG. 7A shows a perspective view of truss retaining structure 200, consistent with one or more exemplary embodiments. As shown in FIG. 7A, in an exemplary embodiment, a first plurality of inclined beams 701 may be attached between first plurality of vertical beams 201 and second plurality of vertical beams 204 in such a way that each respective inclined beam from first plurality of inclined beams is attached between a respective vertical beam from first plurality of vertical beams 201 and a respective vertical beam from second plurality of vertical beams 204. For example, a first inclined beam 701a from first plurality of inclined beams 701 may be attached between first vertical beam 201a from first plurality of vertical beams 201 and first vertical beam 204a from second plurality of vertical beams 204. FIG. 7B shows a view of truss retaining structure 200, consistent with one or more exemplary embodiments. As shown in FIG. 7B, a plurality of stiffener plates 720 may be used for connections. In an exemplary embodiment, before installing first plurality of inclined beams 701, soil may be excavated in a depth that first plurality of inclined beams 701 can be attached.

[0087] In an exemplary embodiment, in order to implement step 105 of method 100, a first plurality of steel welded meshes may be attached between first plurality of vertical beams 201 and next to excavation wall 203. In an exemplary embodiment, before attaching first plurality of steel welded meshes, a triangular- shaped soil next to excavation wall 203 may be excavated. Generally, whenever access to a specific point of the excavation site is needed, the soil may be excavated from that place, in such a way that an operator/machine have the ability to access that place. In an exemplary embodiment, a layer of shotcrete may also be executed there. In an exemplary embodiment, in order to implement step 106 of method 100, first plurality of vertical beams 201 may be secured to excavation wall 203 by using a first plurality of nailing mechanisms 702. For example, first vertical beam 201a from first plurality of vertical beams 201 may be secured to excavation wall 203 by using a first nailing mechanism 702a from first plurality of nailing mechanisms 702. In an exemplary embodiment, in order to implement step 111 of method 100, first plurality of vertical beams 201 may be secured to excavation wall 203 by using a second plurality of nailing mechanisms 703. For example, first vertical beam 201a from first plurality of vertical beams 201 may be secured to excavation wall 203 by using a second nailing mechanism 703a from second plurality of nailing mechanisms 703. In an exemplary embodiment, second nailing mechanism 703a may be placed in such a way that forms an angle equal to 45° with ground level 230.

[0088] FIG. 8A shows first vertical beam 201a from first plurality of vertical beams 201, in a scenario in which first vertical beam 201a is secured to excavation wall 203 by using first nailing mechanism 702a, consistent with one or more exemplary embodiments of the present disclosure. As shown in FIG. 8A, in an exemplary embodiment, first nailing mechanism 702a may include a conical-head pipe 801, a reduced pipe 802, and a connecting plate 803. In an exemplary embodiment, connecting plate 803 may be attached to first vertical beam 201a. In an exemplary embodiment, reduced pipe 802 may be attached to connecting plate 803. In an exemplary embodiment, in order to securing first vertical beam 201a to excavation wall 203 by using first nailing mechanism 702a, conical-head pipe 801 may be inserted into reduced pipe 802 and excavation wall 203. In an exemplary embodiment, first nailing mechanism 702a may be placed in such a way that forms an angle between 15° and 20° with ground level 230. In an exemplary embodiment, conical-head pipe 801 may include a plurality of holes 811 at a distal end 812 of conical -head pipe 801. In an exemplary embodiment, slurry cement may be injected from a proximal end 813 of conical-head pipe 801 so that it may be discharged from plurality of holes 811 and flow around conical-head pipe 801 and inside excavation wall 203 which may help securing conical-head pipe 801 to excavation wall 203b. FIG. 8B shows first vertical beam 201a from first plurality of vertical beams 201, in another scenario in which first vertical beam 201a is secured to excavation wall 203 by using first nailing mechanism 702a, consistent with one or more exemplary embodiments of the present disclosure. In an exemplary embodiment, in this scenario, conical-head pipe 801 may be attached to first vertical beam 201a by utilizing a pair of corner guards 804.

[0089] In an exemplary embodiment, in order to implement step 107 of method 100, a second plurality of inclined beams may be attached between first plurality of vertical beams 201 and second plurality of vertical beams 204. As shown in FIG. 7A, in an exemplary embodiment, a second plurality of inclined beams 704 may be attached between first plurality of vertical beams 201 and second plurality of vertical beams 204 in such a way that each respective inclined beam from second plurality of inclined beams is attached between a respective vertical beam from first plurality of vertical beams 201 and a respective vertical beam from second plurality of vertical beams 204. For example, a second inclined beam 704a from second plurality of inclined beams 704 may be attached between first vertical beam 201a from first plurality of vertical beams 201 and first vertical beam 204a from second plurality of vertical beams 204. [0090] FIG. 9 shows a perspective view of truss retaining structure 200, consistent with one or more exemplary embodiments. As shown in FIG. 9, in an exemplary embodiment, in order to implement step 108 of method 100, a first plurality of horizontal beams 901 may be attached between first plurality of vertical beams 201. In an exemplary embodiment, each horizontal beam from first plurality of horizontal beams 901 may be attached between two adjacent vertical beams from first plurality of vertical beams 201. In an exemplary embodiment, in order to implement step 109 of method 100, a second plurality of horizontal beams 902 may be attached between second plurality of vertical beams 204. In an exemplary embodiment, each horizontal beam from second plurality of horizontal beams 902 may be attached between two adjacent vertical beams from second plurality of vertical beams 204. In an exemplary embodiment, in order to implement step 110 of method 100, a third plurality of horizontal beams 903 may be attached between first plurality of vertical beams 201 and second plurality of vertical beams 204. In an exemplary embodiment, each horizontal beam from third plurality of horizontal beams 903 may be attached between vertical beam from first plurality of vertical beams 201 and a respective vertical beam from second plurality of vertical beams 204.

[0091] In an exemplary embodiment, in order to implement step 112 of method 100, second plurality of vertical beams 204 may be secured to excavation bottom 220 by using a third plurality of nailing mechanisms. In an exemplary embodiment, the third plurality of nailing mechanisms may be placed in such a way that form an angle equal to 45° with ground level 230. In an exemplary embodiment, third plurality of nailing mechanisms may be similar to first plurality of nailing mechanisms 702 and second plurality of nailing mechanisms 703 in structure and functionality.

[0092] FIG. 10A shows a side view of first plurality of vertical beams 201, consistent with one or more exemplary embodiments of the present disclosure. As shown in FIG. 10A, in an exemplary embodiment, first vertical beam 201a may be anchored to neighbor foundation 501 by using anchoring mechanism 502. FIG. 10B shows a side view of first plurality of vertical beams 201, consistent with one or more exemplary embodiments of the present disclosure. As shown in FIG. 10B, in an exemplary embodiment, first vertical beam 201a may be secured to excavation wall 203 by using first nailing mechanism 702a. FIG. 10C shows a side view of first plurality of vertical beams 201, consistent with one or more exemplary embodiments of the present disclosure. As shown in FIG. 10C, in an exemplary embodiment, first vertical beam 201a may be secured to excavation wall 203 by using first nailing mechanism 702a from first plurality of nailing mechanisms 702 and second nailing mechanism 703a from second plurality of nailing mechanisms 703. FIG. 10D shows a side view of first plurality of vertical beams 201, consistent with one or more exemplary embodiments of the present disclosure. As shown in FIG. 10D, in an exemplary embodiment, first vertical beam 201a may be anchored to neighbor foundation 501 by using anchoring mechanism 502. Furthermore, in an exemplary embodiment, first vertical beam 201a may be secured to excavation wall 203 by using first nailing mechanism 702a from first plurality of nailing mechanisms 702. FIG. 10E shows a side view of first plurality of vertical beams 201, consistent with one or more exemplary embodiments of the present disclosure. As shown in FIG. 10E, in an exemplary embodiment, first vertical beam 201a may be anchored to neighbor foundation 501 by using anchoring mechanism 502. Furthermore, in an exemplary embodiment, first vertical beam 201a may be secured to excavation wall 203 by using first nailing mechanism 702a from first plurality of nailing mechanisms 702 second nailing mechanism 703a from second plurality of nailing mechanisms 703.

[0093] FIG. 11A shows a side view of truss retaining structure 200, consistent with one or more exemplary embodiments. As shown in FIG. 11A, in an exemplary embodiment, first vertical beam 201a may be secured to excavation wall 203 by using first nailing mechanism 702a from first plurality of nailing mechanisms 702 and second nailing mechanism 703a from second plurality of nailing mechanisms 703.

[0094] FIG. 11B shows a side view of truss retaining structure 200, consistent with one or more exemplary embodiments. As shown in FIG. 11B, in an exemplary embodiment, in an exemplary embodiment, first vertical beam 201a may be secured to excavation wall 203 by using first nailing mechanism 702a and first vertical beam 204a from second plurality of vertical beams 204 may be secured to excavation bottom 220 by using a nailing mechanism from first the third plurality of nailing mechanisms.

[0095] FIG. 11C shows a side view of truss retaining structure 200, consistent with one or more exemplary embodiments. As shown in FIG. 11C, in an exemplary embodiment, in an exemplary embodiment, first vertical beam 201a may be anchored to neighbor foundation 501 by using anchoring mechanism 502. Furthermore, in an exemplary embodiment, first vertical beam 201a may be secured to excavation wall 203 by using first nailing mechanism 702a from first plurality of nailing mechanisms 702.

[0096] FIG. 11D shows a side view of truss retaining structure 200, consistent with one or more exemplary embodiments. As shown in FIG. 11D, in an exemplary embodiment, in an exemplary embodiment, first vertical beam 201a may be anchored to neighbor foundation 501 by using anchoring mechanism 502. Furthermore, in an exemplary embodiment, first vertical beam 201a may be secured to excavation wall 203 by using first nailing mechanism 702a from first plurality of nailing mechanisms 702 second nailing mechanism 703a from second plurality of nailing mechanisms 703.

[0097] FIG. HE shows a side view of truss retaining structure 200, consistent with one or more exemplary embodiments. As shown in FIG. HE, in an exemplary embodiment, in an exemplary embodiment, first vertical beam 201a may be anchored to neighbor foundation 501 by using anchoring mechanism 502. Furthermore, in an exemplary embodiment, first vertical beam 201a may be secured to excavation wall 203 by using first nailing mechanism 702a from first plurality of nailing mechanisms 702 second nailing mechanism 703a from second plurality of nailing mechanisms 703. Furthermore, in an exemplary embodiment, first vertical beam 204a from second plurality of vertical beams 204 may be secured to excavation bottom 220 by using a nailing mechanism from first the third plurality of nailing mechanisms.

[0098] FIG. 12A shows another arrangement of a truss retaining structure, consistent with one or more exemplary embodiments of the present disclosure. FIG. 12B shows another arrangement of a truss retaining structure, consistent with one or more exemplary embodiments of the present disclosure.

[0099] FIG. 13 shows a view of step-by-step excavation and implementation of retaining structure of a truss retaining structure anchoring in the case of a basement floor is constructed, consistent with one or more exemplary embodiments of the present disclosure. The implementation process is performed in 6 basic steps, which includes: (step 1) drilling 2 wells 1302 from the level of natural bed to the level of bottom of the excavation at installation place of vertical truss frame beams using a mechanical auger with a diameter of about 50 cm, (step 2) installing vertical truss frame beams in the place of well drilled, filling gravel 1303 in the free space of the well and driving the beams to the required depth using impact or vibration compaction, (Step 3) excavation to the middle level of the excavation (half-depth of the excavation or above groundwater level) in the middle zone of the ground, sloping excavation in the construction place of the truss frame and installation of the first member of inclination truss frame, (step 4) excavation of triangular zone next to the wall and stabilizing the wall to the middle level of the excavation by using welded steel mesh and execution of shotcrete, (step 5) installation of the first rammed-injection anchor to the excavation wall and connecting to adjacent vertical beam of the excavation and execution of second step of excavation down to the bottom of excavation and sloping excavation in range of the truss frame, (step 6) excavation of down triangular zone adjacent to the excavation, stabilizing the wall top to bottom of excavation by using steel welded mesh and execution of shotcrete, installation of second rammed-injection anchor to the excavation wall and connection to the vertical beam adjacent to the excavation if necessary, installation of third rammed-injection anchor to the bed of the excavation and connection to second vertical beam of the truss frame.

[00100] FIG. 14 shows a view of step-by-step of installation of vertical truss frame members from ground natural level in limitation zone of the excavation, consistent with one or more exemplary embodiments of the present disclosure. The process includes: (step 1) drilling the well from level of natural ground to the level of the bottom of excavation at the installation place of vertical truss frame beams using a mechanical auger 1402 with a diameter of about 50 cm with the aim of loosening the well path and easily passing from hard layers without creating any harmful vibration for neighboring buildings during process of hammering the vertical truss frame members, (step 2) placing the vertical truss frame beams at the position of wells, (step 3) filling the gravel 1403 in free space above the well and (step 4) hammering the beams to the required depth using impact or vibration hammering.

[00101] FIG. 15A shows a 2D view of retaining structure of anchored bending frame by using of simple rammed-injection steel anchors, consistent with one or more exemplary embodiments of the present disclosure. FIG. 15B shows a 2D view of retaining structure of anchored bending frame by using of barbed rammed-injection steel anchors, consistent with one or more exemplary embodiments of the present disclosure.

[00102] As discussed above, the proposed solution for reinforcement of aggregate piers against uplift forces is based on the installation of special hammered-injection steel anchor designed inside the pier. In an exemplary embodiment, the length of anchor system may be variable in order to achieve strength that is needed. In an exemplary embodiment, the criteria for designing and execution of this anchor system may be as follow:

[00103] 1 - Steel pipe for anchors with required diameter and cross section

[00104] 2- End of the anchor system is splitter and conical.

[00105] 3- Installing of steel anchor system in aggregate pier can be done by hammering it inside the aggregate pier and if necessary, inside the lower soil layers. Therefore, the diameter and thickness of the pipe as well as the length of the anchor parts during hammering must have the necessary reliability for drift into the aggregate pier or soil without any bending, buckling and crushing.

[00106] 4- A device based on a weight drop, an excavator equipped with a hydraulic hammer or a vibrator can be used to hammering the pipe anchor inside the aggregate pier.

[00107] 5- For installing anchor component, conduit coupling and welding can be used.

[00108] 6- For complete connectivity of aggregate pier to steel anchor system and creating mechanical connectivity along the pier length, shear steel connections are welded to the pipe with a specific pattern. These shear steel connections are parts of the pipe or T-shape steel. After cementation of aggregate pier, friction between pipes wall and cemented aggregate and involvement of shear connections with cemented aggregate, create the connection of pipe and pier. [00109] 7- Dimensions, numbers, distances and installation pattern of these shear connections that are installed on the anchor pipe are considered so with entering the anchor system in the soil beneath the pier a void with bigger diameter than the pipe can be created and cement slurry can float around the pipe.

[00110] 8- Shear connections are designed as fish bones so penetration of anchor system in aggregate or soil will be easy and pulling out (uplift) will be hard.

[00111] 9- Aggregate piers are usually submersible. While steel pipe length is as same as aggregate pier, injection in aggregate pier is based on installing mechanical pecker at top of the pipe and injecting with high pressure 1 or 2 bars. For this purpose, at the end of anchor pipe 6 to 9 holes with 8-millimeter diameter are placed. After injection process, water in aggregate pier is completely drained and cement slurry is replaced.

[00112] 10- If the buried length of the anchor pipe is greater than the length of the aggregate pier, the injection process of cement slurry will be as following steps; a) installation of the anchor system throughout the whole pier length, b) complete injection of aggregate pier using anchor pipe, c) installing the secondary anchor pipe immediately and hammering it to the desire depth through the lower soil layers, d) injecting immediately by using anchor pipe and creating cement slurry around the pipe in lower soil layer and e) installing reinforcement rebar, in Central axis of pipe to create a connection between anchor pipe and increasing cross section of tensile anchor.

[00113] 11- The formation of slurry around anchor pipe in the soil bellow the aggregate pier is based on two mechanisms of gravitational and high-pressure injection. In gravitational injection mechanism, while barbed anchor is penetrating, a space with cross section more than the pipe will be created around the pipe that will be filled with slurry immediately. In high pressure injection mechanism, after installing the pipe completely, hollow and loose spaces around the pipe will be filled by injecting slurry again.

[00114] 12- For a successful gravitational injection in lower soil layers, specific amount of super plasticizer and water to cement ratio can be used.

[00115] 13- Finally, after the final setting time of cement slurry in the pier and soil bellow, to restrain the steel pipe and rebar inside it to concrete foundation subjected to tensile or compression loads completely, hardening steel plates will be used on top of the steel anchor. As it is shown, in an improved area using aggregate piers, restraining system against uplift loads created by columns reaction of braced frames or shear wall structures can be introduced which is combined of two systems; cemented aggregate pier and barbed steel anchor. Based on obtained experiences on implementing this combined system, hammering of steel anchor pipes with standard diameter of 76 to 150 millimeter and length of 3 to 6 meters in aggregate piers and soil layer bellow it can be performed quickly and accurately. Also cement slurry injection and tensile tests in the field has been successful.

[00116] While the foregoing has described what may be considered to be the best mode and/or other examples, it is understood that various modifications may be made therein and that the subject matter disclosed herein may be implemented in various forms and examples, and that the teachings may be applied in numerous applications, only some of which have been described herein. It is intended by the following claims to claim any and all applications, modifications and variations that fall within the true scope of the present teachings.

[00117] Unless otherwise stated, all measurements, values, ratings, positions, magnitudes, sizes, and other specifications that are set forth in this specification, including in the claims that follow, are approximate, not exact. They are intended to have a reasonable range that is consistent with the functions to which they relate and with what is customary in the art to which they pertain. [00118] The scope of protection is limited solely by the claims that now follow. That scope is intended and should be interpreted to be as broad as is consistent with the ordinary meaning of the language that is used in the claims when interpreted in light of this specification and the prosecution history that follows and to encompass all structural and functional equivalents. Notwithstanding, none of the claims are intended to embrace subject matter that fails to satisfy the requirement of Sections 101, 102, or 103 of the Patent Act, nor should they be interpreted in such a way. Any unintended embracement of such subject matter is hereby disclaimed.

[00119] Except as stated immediately above, nothing that has been stated or illustrated is intended or should be interpreted to cause a dedication of any component, step, feature, object, benefit, advantage, or equivalent to the public, regardless of whether it is or is not recited in the claims.

[00120] It will be understood that the terms and expressions used herein have the ordinary meaning as is accorded to such terms and expressions with respect to their corresponding respective spaces of inquiry and study except where specific meanings have otherwise been set forth herein. Relational terms such as first and second and the like may be used solely to distinguish one entity or action from another without necessarily requiring or implying any actual such relationship or order between such entities or actions. The terms “comprises,” “comprising,” or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. An element proceeded by “a” or “an” does not, without further constraints, preclude the existence of additional identical elements in the process, method, article, or apparatus that comprises the element. [00121] The Abstract of the Disclosure is provided to allow the reader to quickly ascertain the nature of the technical disclosure. It is submitted with the understanding that it will not be used to interpret or limit the scope or meaning of the claims. In addition, in the foregoing Detailed Description, it can be seen that various features are grouped together in various implementations. This is for purposes of streamlining the disclosure, and is not to be interpreted as reflecting an intention that the claimed implementations require more features than are expressly recited in each claim. Rather, as the following claims reflect, inventive subject matter lies in less than all features of a single disclosed implementation. Thus, the following claims are hereby incorporated into the Detailed Description, with each claim standing on its own as a separately claimed subject matter.

[00122] While various implementations have been described, the description is intended to be exemplary, rather than limiting and it will be apparent to those of ordinary skill in the art that many more implementations and implementations are possible that are within the scope of the implementations. Although many possible combinations of features are shown in the accompanying figures and discussed in this detailed description, many other combinations of the disclosed features are possible. Any feature of any implementation may be used in combination with or substituted for any other feature or element in any other implementation unless specifically restricted. Therefore, it will be understood that any of the features shown and/or discussed in the present disclosure may be implemented together in any suitable combination. Accordingly, the implementations are not to be restricted except in light of the attached claims and their equivalents. Also, various modifications and changes may be made within the scope of the attached claims.