Office Action 2: Final Rejection (2024-09-05)
Rejection types: 103 - Obviousness

CLAIMS:
AMENDMENTS TO THE CLAIMS

1-9. (Cancelled)28

10\. (Currently Amended) A prefabricated building structure, comprising:
\- a first and a second pillar (21, 22) stacked and having a preponderant longitudinal extension direction (20);
an upper end (211) of the first pillar (21) being located at a lower end (221) of the second pillar (22);
\- a beam (3) extending substantially horizontally and having a first end (31) located at said upper end (211) and said lower end (221);
\- fixing means (9) for fixing the first pillar (21), the second pillar (22) and the beam (3); said fixing means (9) being able to be at least partly incorporated in the first pillar (21), in the second pillar (22), in the beam (3);the fixing means (9) comprising projecting means (91) and corresponding housSVG {EMBED HERE} 0.1530.27 means (92) in which the projecting means (91) fits defining a joint;
said projecting means (91) and said housing means (92) defining male-female connections both between the first pillar (21) and the beam (3) and between the second pillar (22) and the beam (3); characterised in that:
\- the structure comprises enveloping means (8) which compresses the first pillar (21) along the preponderant longitudinal extension direction (20); the enveloping means (8) exerting a post compression by winding; the enveloping means (8) comprising a fibre-resin structure;
\- the first pillar (21), the second pillar (22) and the horizontal beam (3) are dry-connected without welds and without connection casts.

11\. (Previously Presented) The structure according to claim 10, characterised in that the projecting means (91) comprises:
\- a first protrusion (213) located at said upper end (211) and associated to the first pillar (21);
\- a second protrusion (223) located at said lower end (221) and associated to the second pillar (22);
the first and the second protrusion (213, 223) projecting transversally with respect to said preponderant longitudinal extension direction (20);

the housing means (92) comprising at the first end (31) of the beam (3) a slot (30);
the first and the second protrusion (213, 223) at least partially fitting in the slot (30) at the first end (31).

12\. (Previously Presented) The structure according to claim 11, characterised in that said first pillar (21) comprises:
\- a first element (215) comprising said first protrusion (213);
\- a first support (214) to which the first element (215) is removably connected;
said second pillar (22) comprises:
i) a second element (225) comprising said second protrusion (223);
ii) a second support (224) to which the second element (225) is removably connected.

13\. (Previously Presented) The structure according to claim 12, characterised in that the first element (215) is a head plate of the first support (214) and the second element (225) is a head plate of the second support (224).

14\. (Previously Presented) The structure according to claim 13, characterised in that the enveloping means (8) pass between the plate of the first element (215) and the first support (214).

15\. (Previously Presented) The structure according to claim 12, characterised in that the first element (215) is an angle profile comprising:
\- a first arm (216) which connects to the first support (214) along a lateral flank (219) of the first support (214);
\- a second arm (217) which projects away from the first support (214) and in which said first protrusion (213) is made;
the second element (225) being an angle profile comprising:
i) a first portion (226) which connects laterally to the second support (224);
ii) a second portion (227) which projects away from the second support (224) and in which said second protrusion (223) is made.

16\. (Previously Presented) The structure according to claim 11, characterised in that said slot

(30) has a preponderant longitudinal direction and extending in width orthogonally to said preponderant extension direction; the first and the second protrusion (213, 223) being superposed one on the other and being joined in the width of the slot (30).

17\. (Previously Presented) The structure according to claim 10, characterised in that said beam (3) comprises a plurality of holes (34); said structure comprising threaded joining means (5) which crosses said holes (34) and which inserts in threaded counter-shapings made in the first and the second pillar (21, 22); said threaded joining means (5) being stressed by pure traction.

18\. (Previously Presented) The structure according to claim 10, characterised in that it comprises a concrete vertical wall (6) which lies in the plane identified by the first pillar (21) and by the beam (3) and which occludes the space interposed between the first pillar (21) and the beam (3).

OFFICE ACTION:
Notice of Pre-AIA  or AIA  Status
The present application, filed on or after March 16, 2013, is being examined under the first inventor to file provisions of the AIA .
DETAILED CORRESPONDENCE
This communication is a second Office Action on the Merits. Claims 10-18, as amended 22 AUG. 2024, are pending and have been considered as follows:
Drawings
The drawings are objected to as failing to comply with 37 CFR 1.83 or 1.84 because of the following informalities:
FIG(s) 1-8: each contain inappropriate use of arrows; note, a freestanding arrow may be used to indicate an entire section, but is inappropriate when used to identify a specific element, therefore these arrows should be replaced by a lead line terminating at the element identified (see 37CFR 1.84(r)).
Corrected drawing sheets in compliance with 37 CFR 1.121(d) are required in reply to the Office action to avoid abandonment of the application. Any amended replacement drawing sheet should include all of the figures appearing on the immediate prior version of the sheet, even if only one figure is being amended. The figure or figure number of an amended drawing should not be labeled as “amended.” If a drawing figure is to be canceled, the appropriate figure must be removed from the replacement sheet, and where necessary, the remaining figures must be renumbered and appropriate changes made to the brief description of the several views of the drawings for consistency. Additional replacement sheets may be necessary to show the renumbering of the remaining figures. Each drawing sheet submitted after the filing date of an application must be labeled in the top margin as either “Replacement Sheet” or “New Sheet” pursuant to 37 CFR 1.121(d). If the changes are not accepted by the examiner, the applicant will be notified and informed of any required corrective action in the next Office action.
The objection to the drawings will not be held in abeyance.
Claim Rejections - 35 USC § 103
THE TEXT OF THOSE SECTIONS OF TITLE 35, U.S. CODE NOT INCLUDED IN THIS ACTION CAN BE FOUND IN A PRIOR OFFICE ACTION.
Claim 10-17 rejected under 35 U.S.C. 103 as being unpatentable over Mou et al. US 10633851 B2 (Mou) in view of Radhouane et al. US 9637923 B2 (Radhouane).
As per claim 10 Mou teaches a prefabricated building structure (“Composite Joint” title), comprising:
a first and a second pillar (lower steel-tube column section 5, upper steel-tube column section 3, FIG. 1) stacked and having a preponderant longitudinal extension direction (see vertical direction, FIG. 1);
an upper end (see upper end of section 5, FIG. 1) of the first pillar (lower steel-tube column section 5 FIG. 1) being located at (see “located” FIG. 1) a lower end (see lower end of section 3, FIG. 1) of the second pillar (upper steel-tube column section 3, FIG. 1);
a beam (H-shaped steel beam 2, FIG. 1) extending substantially horizontally (see “substantially horizontally” FIG. 1) and having a first end (see proximal end of beam 2, FIG. 1) located at said upper end (see upper end of section 5, FIG. 1) and said lower end (see lower end of section 3, FIG. 1);
fixing means (circular tube 10, connecting ring plate 11, insertion plate 12, end plate 13, web connecting plate 16, flange connecting plate 17, FIGs. 2-3) for fixing the first pillar (lower steel-tube column section 5 FIG. 1), the second pillar (upper steel-tube column section 3, FIG. 1) and the beam (H-shaped steel beam 2, FIG. 1);
said fixing means (circular tube 10, connecting ring plate 11, insertion plate 12, end plate 13, web connecting plate 16, flange connecting plate 17, FIGs. 2-3) being able to be at least partly incorporated (see tube 10 “least partly incorporated”, as broadly claimed, FIG. 4) in the first pillar (lower steel-tube column section 5 FIG. 1), in the second pillar (upper steel-tube column section 3, FIG. 1), in the beam (H-shaped steel beam 2, FIG. 1);
the fixing means (circular tube 10, connecting ring plate 11, insertion plate 12, end plate 13, web connecting plate 16, flange connecting plate 17, FIGs. 2-3) comprising projecting means (insertion plate 12, FIG. 2; see plate 12 “least partly incorporated” as broadly claimed, FIG. 4) and corresponding housing means (slot 14, web connecting plate 16, flange connecting plate 17, FIG. 2) in which the projecting means (insertion plate 12, FIG. 2; see plate 12 “least partly incorporated” as broadly claimed, FIG. 4) fits defining a joint (see “joint” between elements FIG. 4);
said projecting means (insertion plate 12, FIG. 2; see plate 12 “least partly incorporated” as broadly claimed, FIG. 4) and said housing means (slot 14, web connecting plate 16, flange connecting plate 17, FIG. 2) defining male-female connections both between the first pillar (lower steel-tube column section 5 FIG. 1) and the beam (H-shaped steel beam 2, FIG. 1) and between the second pillar (upper steel-tube column section 3, FIG. 1) and the beam (H-shaped steel beam 2, FIG. 1);
characterised in that:
the structure (“Composite Joint” title) comprises enveloping means (cylindrical members of upper and lower sections of steel-tube column 1, and cylindrical member comprising slot 14, FIG. 2) which compresses the first pillar (lower steel-tube column section 5 FIG. 1) along the preponderant longitudinal extension direction (see vertical direction, FIG. 1);
the enveloping means (cylindrical members of upper and lower sections of steel-tube column 1, and cylindrical member comprising slot 14, FIG. 2)  exerting a post compression (see four bars, left side, FIG. 2; these are recognized exerting a post compression —at least somewhat— when tightened by fasteners 9, FIG. 1) by winding (see FIG. 4; the above identified “enveloping means” are recognized as “being coiled completely about” —or “by winding”— the upper and lower bars 9);
the first pillar (lower steel-tube column section 5 FIG. 1), the second pillar (upper steel-tube column section 3, FIG. 1) and the horizontal beam (H-shaped steel beam 2, FIG. 1) are dry-connected without welds and without connection casts (see “quality problems probably caused by site welding are avoided” 4:17).
Mou fails to explicitly disclose:
the enveloping means comprising a fibre-resin structure;
Radhouane teaches such an obvious cylindrical fibre-resin structure capable of use with the assembly of Mou and capable of being used to provide at least some compression, specifically:
the enveloping means (“adhering helicoidal fiber windings to the at least one of the inner surface of the exterior shell member, the outer surface of the interior shell member, and the inner surface of the interior shell member” 6:2-5) comprising a fibre-resin structure (“at least one of the exterior shell member and the interior shell member comprises fiber reinforced polymer” 3:1-3);
It would have been obvious to one of ordinary skill in before the effective filing date to modify the assembly of Mou by substituting the FRP shell members as taught by Radhouane as a cheaper alternative to enhance the ability of the concrete to act as a compression member when the structure is tightened by resisting outward separation.
As per claim 11 Mou in view of Radhouane teaches the limitations according to claim 10, and Mou further discloses the projecting means (insertion plate 12, FIG. 2; see plate 12 “least partly incorporated” as broadly claimed, FIG. 4) comprises:
a first protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 5 and 14, FIG. 1; also upwardly from unidentified member below 14, FIG. 2) located at said upper end (see upper end of section 5, FIG. 1) and associated to the first pillar (lower steel-tube column section 5 FIG. 1);
a second protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 3 and 14, FIG. 1; also downwardly from unidentified member above 14, FIG. 2) located at said lower end (see lower end of section 3, FIG. 1) and associated to the second pillar (upper steel-tube column section 3, FIG. 1);
the first and the second protrusion (circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 5 and 14 and between 3 and 14, FIG. 1) projecting transversally with respect to said preponderant longitudinal extension direction (see vertical direction, FIG. 1);
the housing means (slot 14, web connecting plates 16, flange connecting plate 17, FIG. 2) comprising at the first end (see proximal end of beam 2, FIG. 1) of the beam (H-shaped steel beam 2, FIG. 1) a slot (slot 14, web connecting plates 16, FIG. 1);
the first and the second protrusion  (circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates, FIG. 2) at least partially fitting in the slot (slot 14, web connecting plates 16, FIG. 1) at the first end (see proximal end of beam 2, FIG. 1).
As per claim 12 Mou in view of Radhouane teaches the limitations according to claim 11, and Mou further discloses said first pillar (lower steel-tube column section 5 FIG. 1) comprises:
a first element (member between 5 and 14, FIG. 1) comprising said first protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 5 and 14, FIG. 1; also upwardly from unidentified member below 14, FIG. 2);
a first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2) to which the first element (member between 5 and 14, FIG. 1) is removably connected;
said second pillar (upper steel-tube column section 3, FIG. 1) comprises:
i) a second element (member between 3 and 14, FIG. 1) comprising said second protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 3 and 14, FIG. 1; also downwardly from unidentified member above 14, FIG. 2);
ii) a second support (bottom face of section 3, FIG. 1; also unidentified circular bottom face of unidentified element 3, most proximate element 10, FIG. 2) to which the second element (member between 3 and 14, FIG. 1) is removably connected (see “connected on site through bolts” abstract ln. 17).
As per claim 13 Mou in view of Radhouane teaches the limitations according to claim 12, and Mou further discloses the first element (member between 5 and 14, FIG. 1) is a head plate (see horizontally extending plate, below 14, above unidentified member 5, FIG. 2) of the first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2) and the second element (member between 3 and 14, FIG. 1) is a head plate (see horizontally extending plate comprising 11 and 13, above 14, FIG. 2) of the second support (bottom face of section 3, FIG. 1; also unidentified circular bottom face of unidentified element 3, most proximate element 10, FIG. 2).
As per claim 14 Mou in view of Radhouane teaches the limitations according to claim 13, and Mou further discloses the enveloping means (cylindrical members of upper and lower sections of steel-tube column 1, and cylindrical member comprising slot 14, FIG. 2)  pass between (see “pass between” FIG. 2) the plate of the first element (member between 5 and 14, FIG. 1) and the first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2).
As per claim 15 Mou in view of Radhouane teaches the limitations according to claim 12, and Mou further discloses the first element (member between 5 and 14, FIG. 1) is an angle profile comprising:
a first arm (leftward extending side of unidentified end plate between unidentified lower section 5 and slot 14, FIG. 2) which connects to the first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2) along a lateral flank  of the first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2);
a second arm (rightward extending side of unidentified end plate between unidentified lower section 5 and slot 14, FIG. 2) which projects away from the first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2) and in which said first protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 5 and 14, FIG. 1; also upwardly from unidentified member below 14, FIG. 2) is made;
the second element (member between 3 and 14, FIG. 1) being an angle profile comprising:
i) a first portion (leftward extending side of plate 13 between unidentified upper section 3 and slot 14, FIG. 2) which connects laterally to the second support (bottom face of section 3, FIG. 1; also unidentified circular bottom face of unidentified element 3, most proximate element 10, FIG. 2);
ii) a second portion (rightward extending side of plate 13 between unidentified upper section 3 and slot 14, FIG. 2) which projects away from the second support (bottom face of unidentified section 3, FIG. 2) and in which said second protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 3 and 14, FIG. 1) is made.
As per claim 16 Mou in view of Radhouane teaches the limitations according to claim 11, and Mou further discloses said slot (slot 14, web connecting plates 16, FIG. 1) has a preponderant longitudinal direction and extending in width orthogonally to said preponderant extension direction (see longitudinal/vertical direction, FIG. 1; the elements are recognized to extend in a width orthogonally at least somewhat in relation to a vertical axis thereof);
the first and the second protrusion   (see circular members, transverse T-shaped sections, FIG. 2) being superposed one on the other and being joined in the width (see “joined in the width”, as broadly claimed, FIG. 4) of the slot (slot 14, web connecting plates 16, FIG. 1).
As per claim 17 Mou in view of Radhouane teaches the limitations according to claim 10, and Mou further discloses said beam (H-shaped steel beam 2, FIG. 1) comprises a plurality of holes (see FIG. 4; the bolts would create holes; also “connected on site through bolts” abstract ln. 17);
said structure (“Composite Joint” title) comprising threaded joining means (see “connected on site through bolts” abstract ln. 17) which crosses said holes  and which inserts in threaded counter-shapings made in the first and the second pillar (see “connected on site through bolts” abstract ln. 17; these would create “counter-shapings” as broadly claimed);
said threaded joining means  being stressed by pure traction (see “connected on site through bolts” abstract ln. 17; this is recognized as “stressed by pure traction” because the bolts would create at least some friction —or “traction”— against the members).
Claim 18 rejected under 35 U.S.C. 103 as being unpatentable over Mou in view of Radhouane as applied to claim 10 above and further in view of Compton US 4819394 A.
As per claim 18 Mou in view of Radhouane teaches the limitations according to claim 10, but fails to explicitly disclose:
in that it comprises a concrete vertical wall which lies in the plane identified by the first pillar and by the beam and which occludes the space interposed between the first pillar and the beam.
Compton teaches such a wall, specifically:
in that it comprises a concrete vertical wall which lies in the plane identified by the first pillar and by the beam and which occludes the space interposed between the first pillar and the beam (“precast reinforced concrete exterior wall” abstract; see also panels 12, FIG. 1)
It would have been obvious to one of ordinary skill in the art before the effective filing date to modify the assembly of Mou in view of Radhouane by including the concrete walls as taught by Compton in order to enclose a space between a number of the pillars least because doing so would form the beginnings of a structure.
Response to Arguments
Applicant's arguments filed 22 AUG. 24 have been fully considered but they are not persuasive.
As per the argument (p. 8, ln. 1):
…suggest at least the first pillar (21), the second pillar (22) and the horizontal beam (3) are dry-connected without welds and without connection casts as recited by independent Claim 10.
the Examiner submits the cited elements are connected on site due to machining done in a factory and such connection explicitly avoids welding. These elements are brought to a job site and “dry-connected without welds and without connection casts” as designed and exemplified in the disclosure as “Inserting” (3:45) and “Connecting” (3:48).
Examiner is considering the claimed “connection” to be the interference fit experienced at the slots and connections by bolts applied to the assembly shown in the figure thus the interaction between elements is “dry-connected” without welds and without casting. The concrete being poured thereafter is incidental to the connection.
As per Applicant’s supposition that “element 8…does not compress a pillar” is not persuasive because the upper element compresses the lower element at least by force of gravity and the explicit fixing disclosed as “two ends of each steel bar are screwed by means of screw nuts” (6:49).
Conclusion
The prior art made of record and not relied upon is considered pertinent to applicant's disclosure.
THIS ACTION IS MADE FINAL.  Applicant is reminded of the extension of time policy as set forth in 37 CFR 1.136(a).
A shortened statutory period for reply to this final action is set to expire THREE MONTHS from the mailing date of this action.  In the event a first reply is filed within TWO MONTHS of the mailing date of this final action and the advisory action is not mailed until after the end of the THREE-MONTH shortened statutory period, then the shortened statutory period will expire on the date the advisory action is mailed, and any extension fee pursuant to 37 CFR 1.136(a) will be calculated from the mailing date of the advisory action.  In no event, however, will the statutory period for reply expire later than SIX MONTHS from the mailing date of this final action.

APPLICANT REBUTTAL: AMENDMENTS TO THE DRAWINGS
Applicant is submitting the attached REPLACEMENT SHEETS containing replacement FIGS. 1-10. Applicant submits that no new matter is being introduced as a result of these amendments, which address the informal matters raised in the office action.
REMARKS
Reconsideration and withdrawal of the rejections of the application are respectfully requested in view of the amendments and remarks herewith, which place the application in
condition for allowance.
I. STATUS OF THE CLAIMS AND FORMAL MATTERS
Claims 10-18 are currently pending in this application. Claim 10 is independent. Claim 10 is currently amended. No new matter has been added. None of the amendments should be construed as acquiescence to any of the allegations set forth in the Office Action.
II. DRAWINGS OBJECTIONS
The drawings were objected to as allegedly failing to comply with 37 CFR 1.83 or 1.84 because of various informalities. Without acquiescing to any of the reasoning set forth in the Office Action, Applicant submits herewith Replacement Sheets containing replacement Figures. The Replacement Sheets introduce no new matter, but merely address the objections raised in the
Office Action. As such, Applicant respectfully requests withdrawal of the drawing objections.
III. REJECTIONS UNDER 35 USC
X112
Claims 10-18 were rejected under 35 U.S.C. § 112(b) or 35 U.S.C. 112 (pre-AIA), second paragraph, as allegedly being indefinite for failing to particularly point out and distinctly claim the subject matter. Without acquiescing as to the validity of the rejections, Applicant respectfully submits that the above amendments render the rejections of Claims 10-18 moot. Withdrawal of the rejections of Claims 10-18 and allowance of pending claims are respectfully requested.
IV. REJECTIONS UNDER 35 USC
Claims 10-17 were rejected under 35 U.S.C. § 103 as allegedly being obvious in light of U.S. Patent No. 10,633,851 to Mou ("Mou") and U.S. Patent No. 9,637,923 to Radhouane et al. ("Radhouane"). Claim 18 was rejected under 35 U.S.C. § 103 as allegedly being obvious in light of Mou, Radhouane and U.S. Patent No. 4,819,394 to Compton ("Compton").
As described below, independent Claim 10 has been amended in order to further patentably distinguish the claimed invention from the cited references. Based on the foregoing amendments
and the following remarks, reconsideration of the present application and allowance of the amended sets of claims are respectfully requested.
a first and a second pillar (21, 22) stacked and having a preponderant
longitudinal extension direction (20);
an upper end (211) of the first pillar (21) being located at a lower end (221)
of the second pillar (22);
a beam (3) extending substantially horizontally and having a first end (31)
located at said upper end (211) and said lower end (221);
fixing means (9) for fixing the first pillar (21), the second pillar (22) and the
beam (3); said fixing means (9) being able to be at least partly incorporated in the
first pillar (21), in the second pillar (22), in the beam (3);
the fixing means (9) comprising projecting means (91) and corresponding
housing means (92) in which the projecting means (91) fits defining a joint;
said projecting means (91) and said housing means (92) defining male- female connections both between the first pillar (21) and the beam (3) and between
the second pillar (22) and the beam (3); characterised in that:
the structure comprises enveloping means (8) which compresses the first
pillar (21) along the preponderant longitudinal extension direction (20); the enveloping means (8) exerting a post compression by winding; the enveloping
means (8) comprising a fibre-resin structure;
the first pillar (21), the second pillar (22) and the horizontal beam (3) are
dry-connected without welds and without connection casts.
Applicant submits that Mou, whether taken alone or in combination with Radhouane and Compton, fails to teach or suggest at least the above recited features of amended independent Claim 10. Specifically, Applicant submits that Mou fails to teach or suggest at least "the first pillar
(21), the second pillar (22) and the horizontal beam (3) are dry-connected without welds and without connection casts" as recited by independent Claim 10.
Mou is generally directed to an assembled self-recovery circular concrete-filled steel-tube composite joint and describes steps for assembling the assembled self-recovery circular concrete- filled steel-tube composite joint. Mou, abstract and paragraphs [0046]-40052]. In step VI of the assembling process, Mou describes the introduction of a pour of concrete inside the block formed by the tubular structures 3, 4, and 5Sfor defining a single body. Mou, paragraph [0052]. In this way the first and second pillars are not dry-connected. That is, in contrast to in independent Claim 10, Mou does not describe dry assembly in which the components are joined with mechanical joining technologies and made integral through a precise constructive logic
without the use of connection materials destined to consolidate after installation.
As such, Mou fails to teach or
suggest at least "the first pillar (21), the second pillar (22) and the horizontal beam (3) are dry- connected without welds and without connection casts" as recited by independent Claim 10.
Additionally, Applicant submits that Mou fails to teach or suggest at least "the structure comprises enveloping means (8) which compresses the first pillar (21) along the preponderant longitudinal extension direction (20); the enveloping means (8) exerting a post compression by winding; the enveloping means (8) comprising afibre-resin structure;" as recited by independent Claim 10. The Office Action equates the enveloping means 8 recited by independent Claim 10 to the steel-tube column 1 in Mou. Office Action, page 7. However, this is improper because element 8 of Mou is a stainless steel tube as described in column 1 in Mou and does not compress a pillar along a longitudinal direction, it is not a fibre-resin structure, and it does not exert a post compression. Thus, for at least the various reasons set forth above, Applicant submits that Mou does not teach or suggest each and every element of independent Claim 10 as amended.
Similarly, Applicant submits that Radhouane, whether taken alone or in combination with Mou and Compton, fails to teach or suggest at least the above recited features of amended independent Claim 10. Specifically, Applicant submits that Mou fails to teach or suggest at least "the first pillar (21), the second pillar (22) and the horizontal beam (3) are dry-connected without welds and without connection casts" as recited by independent Claim 10.
paragraphs [0124]-40128] and FIGS. 6A and 6B. Thus, pouring concrete is essentialfor the connection between the pillar and the horizontal beam, the pillar and the horizontal beam are not dry-connected. That is, in contrast to in independent Claim 10, Radhouane does not describe dry assembly in which the components are joined with mechanical joining technologies and made integral through a precise constructive logic
without the use of connection materials destined to consolidate after installation.
As such, Radhouane fails to teach or suggest at least "the first pillar (21), the second pillar (22) and the horizontal beam (3) are dry-connected without welds and without connection casts" as recited by independent Claim 10. Thus, for at least the various reasons set forth above, Applicant submits that Radhouane does not teach or suggest each and every element of independent Claim 10 as amended.
Further, as indicated on page 8 lines 23-25 of Applicant's specification as filed "[f]irstly, the nodes thus defined allow the transfer of very high specific moments
without having to resort
to connection casts or welds on site".
None of the cited references faces the technical problem of permitting the transfer of a high specific moment in combination with high assembly speed. In particular, none of the cited references solves the technical problem as indicated in claim 10. Mou uses a high intermediate element 4 between the two pillars 3 and 5 and therefore the filling of the tubular formed by the references 3, 4, 5 becomes necessary for structural reasons. An alternative solution cannot be found in Radhouane which, in turn, refers to the use of a pouring concrete for the connection of the joint. Additionally, the enveloping means for post compression increases the structural performance of the embodiment such that it permits to transfer high specific moments without having to resort to connection casts or welds on site. Therefore, considering these references together, nothing in the cited references discloses, teaches, or suggests the configuration of independent Claim 10. Thus, independent Claim 10 is inventive.
suggest each and every element of independent Claim 10 as amended. Therefore, theamended independent Claim 10 is allowable. Applicant respectfully requests that the rejection of independent Claim 10 be withdrawn, and that independent Claim 10 be allowed.
are dependent from one of the independent claims discussed above andare patentable for at least the same reasons. Applicant, therefore, respectfully submits that the rejections herewith are overcome and request that the rejections be withdrawn. Because Applicant maintains that all claims are allowable for at least the reasons presented hereinabove, in the interests of brevity, this response does not comment on each and every comment made by the Examiner in the Office Action. This should not be taken as acquiescence of the substance of those comments, and Applicant reserves the right to address such comments.
CONCLUSION

NEXT OFFICE ACTION: Notice of Pre-AIA  or AIA  Status
The present application, filed on or after March 16, 2013, is being examined under the first inventor to file provisions of the AIA .
DETAILED CORRESPONDENCE
This communication is a first Office Action on the Merits. Claims 10-18, as amended
18 NOV. 2024 , are pending and have been considered as follows:
Continued Examination Under 37 CFR 1.114
A request for continued examination under 37 CFR 1.114, including the fee set forth in 37 CFR 1.17(e), was filed in this application after final rejection.  Since this application is eligible for continued examination under 37 CFR 1.114, and the fee set forth in 37 CFR 1.17(e) has been timely paid, the finality of the previous Office action has been withdrawn pursuant to 37 CFR 1.114.  Applicant's submission filed on
18 NOV. 24 has been entered.
Claim Objections
Claim 10 objected to because of the following informalities:
Cl. 10 ln. 20: after “without welds on site;” insert --and further-- as this appears to be an incomplete sentence.
Appropriate correction is required.
Claim Rejections - 35 USC § 103
THE TEXT OF THOSE SECTIONS OF TITLE 35, U.S. CODE NOT INCLUDED IN THIS ACTION CAN BE FOUND IN A PRIOR OFFICE ACTION.
Claim 10-17 rejected under 35 U.S.C. 103 as being unpatentable over Mou et al. US 10633851 B2 (Mou) in view of Ehsani US 9376782 B1.
As per claim 10 Mou teaches a prefabricated building structure (“Composite Joint” title), comprising:
a first and a second pillar (lower steel-tube column section 5, upper steel-tube column section 3, FIG. 1) stacked and having a preponderant longitudinal extension direction (see vertical direction, FIG. 1);
an upper end (see upper end of section 5, FIG. 1) of the first pillar (lower steel-tube column section 5 FIG. 1) being located at (see “located” FIG. 1) a lower end (see lower end of section 3, FIG. 1) of the second pillar (upper steel-tube column section 3, FIG. 1);
a beam (H-shaped steel beam 2, FIG. 1) extending substantially horizontally (see “substantially horizontally” FIG. 1) and having a first end (see proximal end of beam 2, FIG. 1) located at said upper end (see upper end of section 5, FIG. 1) and said lower end (see lower end of section 3, FIG. 1);
fixing means (circular tube 10, connecting ring plate 11, insertion plate 12, end plate 13, web connecting plate 16, flange connecting plate 17, FIGs. 2-3) for fixing the first pillar (lower steel-tube column section 5 FIG. 1), the second pillar (upper steel-tube column section 3, FIG. 1) and the beam (H-shaped steel beam 2, FIG. 1);
said fixing means (circular tube 10, connecting ring plate 11, insertion plate 12, end plate 13, web connecting plate 16, flange connecting plate 17, FIGs. 2-3) being able to be at least partly incorporated (see tube 10 “least partly incorporated”, as broadly claimed, FIG. 4) in the first pillar (lower steel-tube column section 5 FIG. 1), in the second pillar (upper steel-tube column section 3, FIG. 1), in the beam (H-shaped steel beam 2, FIG. 1);
the fixing means (circular tube 10, connecting ring plate 11, insertion plate 12, end plate 13, web connecting plate 16, flange connecting plate 17, FIGs. 2-3) comprising projecting means (insertion plate 12, FIG. 2; see plate 12 “least partly incorporated” as broadly claimed, FIG. 4) and corresponding housing means (slot 14, web connecting plate 16, flange connecting plate 17, FIG. 2) in which the projecting means (insertion plate 12, FIG. 2; see plate 12 “least partly incorporated” as broadly claimed, FIG. 4) fits defining a joint (see “joint” between elements FIG. 4);
said projecting means (insertion plate 12, FIG. 2; see plate 12 “least partly incorporated” as broadly claimed, FIG. 4) and said housing means (slot 14, web connecting plate 16, flange connecting plate 17, FIG. 2) defining male-female connections both between the first pillar (lower steel-tube column section 5 FIG. 1) and the beam (H-shaped steel beam 2, FIG. 1) and between the second pillar (upper steel-tube column section 3, FIG. 1) and the beam (H-shaped steel beam 2, FIG. 1);
characterised in that:
the structure (“Composite Joint” title) comprises enveloping means (cylindrical members of upper and lower sections of steel-tube column 1, and cylindrical member comprising slot 14, FIG. 2) which compresses the first pillar (lower steel-tube column section 5 FIG. 1) along the preponderant longitudinal extension direction (see vertical direction, FIG. 1);
the enveloping means (cylindrical members of upper and lower sections of steel-tube column 1, and cylindrical member comprising slot 14, FIG. 2)  exerting a post compression (see four bars, left side, FIG. 2; these are recognized exerting a post compression —at least somewhat— when tightened by fasteners 9, FIG. 1) by winding (see FIG. 4; the above identified “enveloping means” are recognized as “being coiled completely about” —or “by winding”— the upper and lower bars 9);
the first pillar (lower steel-tube column section 5 FIG. 1), the second pillar (upper steel-tube column section 3, FIG. 1) and the horizontal beam (H-shaped steel beam 2, FIG. 1) are dry-connected without welds on site (see FIG. 4; also “all members are machined in a factory and are connected on site through bolts” abstract, ln. 16-17; this is recognized as teaching “dry-connected without welds” as broadly claimed);
--and further--
connection casts are absent among the first pillar (21), the second pillar (22) and the horizontal beam (3) (see FIG. 4; also “all members are machined in a factory and are connected on site through bolts” abstract, ln. 16-17; this is recognized as teaching “connection casts are absent” as broadly claimed because no “cast” is required for connection).
Mou fails to explicitly disclose:
the enveloping means comprising a fibre-resin structure;
Ehsani teaches such an obvious cylindrical fibre-resin structure capable of use with the assembly of Mou and capable of being used to provide at least some compression, specifically:
the enveloping means (see “A coiled FRP laminate is provided and wrapped in a helical fashion around the column” abstract ln. 3 and “The method can be used for a variety of column materials, such as steel” 2:9) comprising a fibre-resin structure (see “A coiled FRP laminate is provided and wrapped in a helical fashion around the column” abstract ln. 3);
It would have been obvious to one of ordinary skill in before the effective filing date to modify the assembly of Mou by substituting the FRP shell members as taught by Ehsani
As per claim 11 Mou in view of Ehasi teaches the limitations according to claim 10, and Mou further discloses the projecting means (insertion plate 12, FIG. 2; see plate 12 “least partly incorporated” as broadly claimed, FIG. 4) comprises:
a first protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 5 and 14, FIG. 1; also upwardly from unidentified member below 14, FIG. 2) located at said upper end (see upper end of section 5, FIG. 1) and associated to the first pillar (lower steel-tube column section 5 FIG. 1);
a second protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 3 and 14, FIG. 1; also downwardly from unidentified member above 14, FIG. 2) located at said lower end (see lower end of section 3, FIG. 1) and associated to the second pillar (upper steel-tube column section 3, FIG. 1);
the first and the second protrusion (circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 5 and 14 and between 3 and 14, FIG. 1) projecting transversally with respect to said preponderant longitudinal extension direction (see vertical direction, FIG. 1);
the housing means (slot 14, web connecting plates 16, flange connecting plate 17, FIG. 2) comprising at the first end (see proximal end of beam 2, FIG. 1) of the beam (H-shaped steel beam 2, FIG. 1) a slot (slot 14, web connecting plates 16, FIG. 1);
the first and the second protrusion  (circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates, FIG. 2) at least partially fitting in the slot (slot 14, web connecting plates 16, FIG. 1) at the first end (see proximal end of beam 2, FIG. 1).
As per claim 12 Mou in view of Ehasi-teaches the limitations according to claim 11, and Mou further discloses said first pillar (lower steel-tube column section 5 FIG. 1) comprises:
a first element (member between 5 and 14, FIG. 1) comprising said first protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 5 and 14, FIG. 1; also upwardly from unidentified member below 14, FIG. 2);
a first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2) to which the first element (member between 5 and 14, FIG. 1) is removably connected;
said second pillar (upper steel-tube column section 3, FIG. 1) comprises:
i) a second element (member between 3 and 14, FIG. 1) comprising said second protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 3 and 14, FIG. 1; also downwardly from unidentified member above 14, FIG. 2);
ii) a second support (bottom face of section 3, FIG. 1; also unidentified circular bottom face of unidentified element 3, most proximate element 10, FIG. 2) to which the second element (member between 3 and 14, FIG. 1) is removably connected (see “connected on site through bolts” abstract ln. 17).
As per claim 13 Mou in view of Ehasi teaches the limitations according to claim 12, and Mou further discloses the first element (member between 5 and 14, FIG. 1) is a head plate (see horizontally extending plate, below 14, above unidentified member 5, FIG. 2) of the first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2) and the second element (member between 3 and 14, FIG. 1) is a head plate (see horizontally extending plate comprising 11 and 13, above 14, FIG. 2) of the second support (bottom face of section 3, FIG. 1; also unidentified circular bottom face of unidentified element 3, most proximate element 10, FIG. 2).
As per claim 14 Mou in view of Ehasi teaches the limitations according to claim 13, and Mou further discloses the enveloping means (cylindrical members of upper and lower sections of steel-tube column 1, and cylindrical member comprising slot 14, FIG. 2)  pass between (see “pass between” FIG. 2) the plate of the first element (member between 5 and 14, FIG. 1) and the first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2).
As per claim 15 Mou in view of Ehasi teaches the limitations according to claim 12, and Mou further discloses the first element (member between 5 and 14, FIG. 1) is an angle profile comprising:
a first arm (leftward extending side of unidentified end plate between unidentified lower section 5 and slot 14, FIG. 2) which connects to the first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2) along a lateral flank  of the first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2);
a second arm (rightward extending side of unidentified end plate between unidentified lower section 5 and slot 14, FIG. 2) which projects away from the first support (top face of section 5, FIG. 1; also unidentified circular top face of unidentified element 5, FIG. 2) and in which said first protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 5 and 14, FIG. 1; also upwardly from unidentified member below 14, FIG. 2) is made;
the second element (member between 3 and 14, FIG. 1) being an angle profile comprising:
i) a first portion (leftward extending side of plate 13 between unidentified upper section 3 and slot 14, FIG. 2) which connects laterally to the second support (bottom face of section 3, FIG. 1; also unidentified circular bottom face of unidentified element 3, most proximate element 10, FIG. 2);
ii) a second portion (rightward extending side of plate 13 between unidentified upper section 3 and slot 14, FIG. 2) which projects away from the second support (bottom face of unidentified section 3, FIG. 2) and in which said second protrusion (see circular members, transverse T-shaped sections exemplified in FIG. 2, and vertical plates protruding between 3 and 14, FIG. 1) is made.
As per claim 16 Mou in view of Ehasi teaches the limitations according to claim 11, and Mou further discloses said slot (slot 14, web connecting plates 16, FIG. 1) has a preponderant longitudinal direction and extending in width orthogonally to said preponderant extension direction (see longitudinal/vertical direction, FIG. 1; the elements are recognized to extend in a width orthogonally at least somewhat in relation to a vertical axis thereof);
the first and the second protrusion   (see circular members, transverse T-shaped sections, FIG. 2) being superposed one on the other and being joined in the width (see “joined in the width”, as broadly claimed, FIG. 4) of the slot (slot 14, web connecting plates 16, FIG. 1).
As per claim 17 Mou in view of Ehasi-Radhouane teaches the limitations according to claim 10, and Mou further discloses said beam (H-shaped steel beam 2, FIG. 1) comprises a plurality of holes (see FIG. 4; the bolts would create holes; also “connected on site through bolts” abstract ln. 17);
said structure (“Composite Joint” title) comprising threaded joining means (see “connected on site through bolts” abstract ln. 17) which crosses said holes  and which inserts in threaded counter-shapings made in the first and the second pillar (see “connected on site through bolts” abstract ln. 17; these would create “counter-shapings” as broadly claimed);
said threaded joining means  being stressed by pure traction (see “connected on site through bolts” abstract ln. 17; this is recognized as “stressed by pure traction” because the bolts would create at least some friction —or “traction”— against the members).
Claim 18 rejected under 35 U.S.C. 103 as being unpatentable over Mou in view of Ehasi-as applied to claim 10 above and further in view of Compton US 4819394 A.
As per claim 18 Mou in view of Ehasi-teaches the limitations according to claim 10, but fails to explicitly disclose:
in that it comprises a concrete vertical wall which lies in the plane identified by the first pillar and by the beam and which occludes the space interposed between the first pillar and the beam.
Compton teaches such a wall, specifically:
in that it comprises a concrete vertical wall which lies in the plane identified by the first pillar and by the beam and which occludes the space interposed between the first pillar and the beam (“precast reinforced concrete exterior wall” abstract; see also panels 12, FIG. 1)
It would have been obvious to one of ordinary skill in the art before the effective filing date to modify the assembly of Mou in view of Ehasi by including the concrete walls as taught by Compton in order to enclose a space between a number of the pillars least because doing so would form the beginnings of a structure.
Response to Arguments
Applicant’s arguments with respect to claim(s) 10-18 have been considered but are moot because the new ground of rejection does not rely on any reference applied in the prior rejection of record for any teaching or matter specifically challenged in the argument.
Conclusion
The prior art made of record and not relied upon is considered pertinent to applicant's disclosure.

CITED REFERENCE SUMMARIES: Ref US11686084B2: Claims:
A construction method for a prefabricated concrete beam-column node, comprising: assembling node connectors, and mounting studs on each node connector, wherein the studs are evenly distributed along an extension direction of the node connectors; welding a circumferential reinforcing plate with a groove hole in the center to a middle-rear section of each node connector; mounting a longitudinal rebar on each circumferential reinforcing plate; filling concrete between two circumferential reinforcing plates to form a middle section; welding a hidden corbel to a side flange of each of structural columns; hoisting the middle section, and overlapping each node connector with the corresponding hidden corbel; welding each node connector to the corresponding structural column; and filling concrete between the respective circumferential reinforcing plate and the corresponding structural column to form a connection section.
assembling node connectors, and mounting studs on each node connector, wherein the studs are evenly distributed along an extension direction of the node connectors;
welding a circumferential reinforcing plate with a groove hole in the center to a middle-rear section of each node connector;
mounting a longitudinal rebar on each circumferential reinforcing plate;
filling concrete between two circumferential reinforcing plates to form a middle section;
welding a hidden corbel to a side flange of each of structural columns;
hoisting the middle section, and overlapping each node connector with the corresponding hidden corbel;
welding each node connector to the corresponding structural column; and
filling concrete between the respective circumferential reinforcing plate and the corresponding structural column to form a connection section.
The construction method for the prefabricated concrete beam-column node according to claim 1 , wherein the mounting studs on each node connector comprises: mounting studs on an upper lower flange steel plate of each node connector; mounting studs on a lower flange steel plate of each node connector; and mounting studs on a side steel plate located on two sides of each node connector.
mounting studs on an upper lower flange steel plate of each node connector;
mounting studs on a lower flange steel plate of each node connector; and
mounting studs on a side steel plate located on two sides of each node connector.
The construction method for the prefabricated concrete beam-column node according to claim 1 , wherein the overlapping each node connector with the corresponding hidden corbel comprises: overlapping each node connector with the corresponding hidden corbel through a hidden corbel mounting hole on the node connector; and repairing welding to plug each hidden corbel mounting hole.
overlapping each node connector with the corresponding hidden corbel through a hidden corbel mounting hole on the node connector; and
repairing welding to plug each hidden corbel mounting hole.
The construction method for the prefabricated concrete beam-column node according to claim 1 , wherein the filling concrete between two circumferential reinforcing plates to form a middle section comprises: plugging the groove hole on each circumferential reinforcing plate; and placing a pair of the node connectors mounted with the longitudinal rebar into a formwork, and filling concrete between the two circumferential reinforcing plates to form a middle section.
plugging the groove hole on each circumferential reinforcing plate; and
placing a pair of the node connectors mounted with the longitudinal rebar into a formwork, and filling concrete between the two circumferential reinforcing plates to form a middle section.
The construction method for the prefabricated concrete beam-column node according to claim 1 , wherein the filling concrete between the respective circumferential reinforcing plate and the corresponding structural column to form a connection section comprises: removing a plugging material in each groove hole; and filling concrete through a grouting port of each node connector.
removing a plugging material in each groove hole; and
filling concrete through a grouting port of each node connector.
A prefabricated concrete beam-column node, comprising: structural columns, a concrete beam, and node connectors connecting the structural columns with the concrete beam, wherein the node connectors are horizontally arranged at two ends of the concrete beam, and a grouting port is defined on an upper surface of each node connector; a circumferential reinforcing plate is arranged in each node connector, and a through groove hole is defined on each circumferential reinforcing plate; and a hidden corbel is welded to a side flange of each structural column, each hidden corbel is pre-embedded in the concrete beam, and the structural columns are welded to the node connectors.
a circumferential reinforcing plate is arranged in each node connector, and a through groove hole is defined on each circumferential reinforcing plate; and
a hidden corbel is welded to a side flange of each structural column, each hidden corbel is pre-embedded in the concrete beam, and the structural columns are welded to the node connectors.
The prefabricated concrete beam-column node according to claim 6 , wherein a plurality of reserved rebar holes for mounting longitudinal rebars are defined on each circumferential reinforcing plate.
The prefabricated concrete beam-column node according to claim 6 , wherein each node connector comprises an upper flange steel plate in contact with an upper flange of the concrete beam, a lower flange steel plate in contact with a lower flange of the concrete beam, and a side steel plate, and the side steel plate is configured to connect the upper flange steel plate with the lower flange steel plate; and the grouting port is defined at a front end of each upper flange steel plate.
the grouting port is defined at a front end of each upper flange steel plate.
The prefabricated concrete beam-column node according to claim 8 , wherein each structural column comprises a steel column or a concrete column, and a hoop plate is provided on an outer circumference of each concrete column.
Ref US11225786B2: Claims:
A construction method for a dry process connected energy-consuming beam column joint based on a corbel, the beam column joint comprises: a prefabricated concrete corbel column, wherein a corbel section of the prefabricated concrete corbel column is stepped, and a notch section of a prefabricated concrete notch beam is matched with a stepped section of the corbel and the notch section of the prefabricated concrete notch beam is in a lap joint to the stepped section; pre-buried steel plates separately pre-buried on upper and lower surfaces of the corbel and the prefabricated concrete notch beam, wherein friction plates are arranged outside the pre-buried steel plates; connecting steel plates, wherein the connecting steel plates are arranged on left and right sides of the prefabricated concrete notch beam and a corbel lap joint section; high-strength bolts, wherein a vertical high-strength bolt runs through the friction plates and the pre-buried steel plates and fixes the friction plates and the pre-buried steel plates on the corbel/the prefabricated concrete notch beam; a horizontal high-strength bolt runs through the corbel/the prefabricated concrete notch beam, and the horizontal high-strength bolt connects the connecting steel plates on both sides; this construction method comprises the following steps: a) determining a size of each friction plate of the friction plates, a thickness of each connecting steel plate of the connecting steel plates, a quantity and a diameter of the vertical high-strength bolt, and a quantity and a diameter of the horizontal high-strength bolt according to design documents; b) prefabricating the prefabricated concrete corbel column and the prefabricated concrete notch beam respectively, pre-burying the pre-buried steel plates, snapping an installation positioning line on two members, indicating a direction, an axis number and an elevation, wherein a first-layer column is marked ±0.00 mm horizontal line; c) hoisting the prefabricated concrete corbel column, correcting a plane position and a verticality of the prefabricated concrete corbel column, and installing the prefabricated concrete corbel column after meeting requirements; d) hoisting the prefabricated concrete notch beam, and correcting an axis position and an elevation of the prefabricated concrete notch beam; e) applying the horizontal high-strength bolt to install the connecting steel plates, connecting the prefabricated concrete notch beam and the prefabricated concrete corbel column into a whole; f) applying the vertical high-strength bolt to install the friction plates.
a prefabricated concrete corbel column, wherein a corbel section of the prefabricated concrete corbel column is stepped, and a notch section of a prefabricated concrete notch beam is matched with a stepped section of the corbel and the notch section of the prefabricated concrete notch beam is in a lap joint to the stepped section;
pre-buried steel plates separately pre-buried on upper and lower surfaces of the corbel and the prefabricated concrete notch beam, wherein friction plates are arranged outside the pre-buried steel plates;
connecting steel plates, wherein the connecting steel plates are arranged on left and right sides of the prefabricated concrete notch beam and a corbel lap joint section;
high-strength bolts, wherein a vertical high-strength bolt runs through the friction plates and the pre-buried steel plates and fixes the friction plates and the pre-buried steel plates on the corbel/the prefabricated concrete notch beam; a horizontal high-strength bolt runs through the corbel/the prefabricated concrete notch beam, and the horizontal high-strength bolt connects the connecting steel plates on both sides;
this construction method comprises the following steps:
a) determining a size of each friction plate of the friction plates, a thickness of each connecting steel plate of the connecting steel plates, a quantity and a diameter of the vertical high-strength bolt, and a quantity and a diameter of the horizontal high-strength bolt according to design documents;
b) prefabricating the prefabricated concrete corbel column and the prefabricated concrete notch beam respectively, pre-burying the pre-buried steel plates, snapping an installation positioning line on two members, indicating a direction, an axis number and an elevation, wherein a first-layer column is marked ±0.00 mm horizontal line;
c) hoisting the prefabricated concrete corbel column, correcting a plane position and a verticality of the prefabricated concrete corbel column, and installing the prefabricated concrete corbel column after meeting requirements;
d) hoisting the prefabricated concrete notch beam, and correcting an axis position and an elevation of the prefabricated concrete notch beam;
e) applying the horizontal high-strength bolt to install the connecting steel plates, connecting the prefabricated concrete notch beam and the prefabricated concrete corbel column into a whole;
f) applying the vertical high-strength bolt to install the friction plates.
The construction method for the dry process connected energy-consuming beam column joint based on the corbel according to claim 1 , wherein the upper and lower surfaces have one friction plate of the friction plates respectively.
The construction method for the dry process connected energy-consuming beam column joint based on the corbel according to claim 1 , wherein a predetermined gap a exists between the prefabricated concrete notch beam and the prefabricated concrete corbel column to provide a stroke for each friction plate of the friction plates to consume energy under an action of an earthquake; according to a geometrical relationship of a joint rotation, the gap a is calculated as follows: Δ= a; a calculation formula of a shear deformation angle θ of a member is as follows:
a calculation formula of a shear deformation angle Î¸ of a member is as follows:
θ = Δ l ; Δ—a displacement of a top of the member under an action of a horizontal load; l+a clear height of the member; and the following is Obtained through the geometrical relationship: a=Δ=lθ.
Δ—a displacement of a top of the member under an action of a horizontal load; l+a clear height of the member;
Δ—a displacement of a top of the member under an action of a horizontal load;
l+a clear height of the member;
and the following is Obtained through the geometrical relationship: a=Δ=lθ.
The construction method for the dry process connected energy-consuming beam column joint based on the corbel according to claim 1 , wherein step c) further comprises: hoisting the prefabricated concrete corbel column in sequence along a longitudinal axis, wherein a hoisting speed is slow during a hoisting process; suspending a lifting after a lifting rope is tightened, and checking a reliability of a lifting point in time to prevent falling off, wherein in order to avoid swinging back and forth when hoisting in place, a slip rope is tied at a lower part of the prefabricated concrete corbel column, and the hoisting is carried out after all parts are connected reliably and correctly.
hoisting the prefabricated concrete corbel column in sequence along a longitudinal axis, wherein a hoisting speed is slow during a hoisting process; suspending a lifting after a lifting rope is tightened, and checking a reliability of a lifting point in time to prevent falling off, wherein in order to avoid swinging back and forth when hoisting in place, a slip rope is tied at a lower part of the prefabricated concrete corbel column, and the hoisting is carried out after all parts are connected reliably and correctly.
The construction method for the dry process connected energy-consuming beam column joint based on the corbel according to claim 1 , wherein step d) further comprises: hoisting the prefabricated concrete notch beam, checking an elevation and a position of the corbel again before the hoisting, suspending a lifting after being about 500 mm above a ground in a hosting process, checking a hoisting appliance carefully and hosting in place after confirming the hoisting appliance is correct, aligning a positioning line on the prefabricated concrete notch beam with a positioning line on the corbel, placing on the prefabricated concrete corbel column, and making an adjustment, wherein an operator holds from both ends, visually aligns an axis, and drops a hook for the prefabricated concrete notch beam to be seated.
hoisting the prefabricated concrete notch beam, checking an elevation and a position of the corbel again before the hoisting, suspending a lifting after being about 500 mm above a ground in a hosting process, checking a hoisting appliance carefully and hosting in place after confirming the hoisting appliance is correct, aligning a positioning line on the prefabricated concrete notch beam with a positioning line on the corbel, placing on the prefabricated concrete corbel column, and making an adjustment, wherein an operator holds from both ends, visually aligns an axis, and drops a hook for the prefabricated concrete notch beam to be seated.
Ref US9267283B1: Claims:
A kit for connecting precast panels comprising: at least two male member having a plate and a post projecting from said plate; said post comprising a threaded portion threadably engagable within said plate, a tapered base portion having a first diameter and adjacent to said threaded portion, a head portion having a second diameter; and a neck portion disposed between said base portion and said head portion and having a third diameter less than said first diameter and less than said second diameter wherein said base portion tapers down to said neck portion, said post being operable to be embedded within a first panel; at least two female members having a plate and a slot extending through said plate, said female member operable to be embedded within a second precast panel, wherein said post is received in said slot when said first and second precast panels are slidably engaged with one another.
at least two male member having a plate and a post projecting from said plate; said post comprising a threaded portion threadably engagable within said plate, a tapered base portion having a first diameter and adjacent to said threaded portion, a head portion having a second diameter; and a neck portion disposed between said base portion and said head portion and having a third diameter less than said first diameter and less than said second diameter wherein said base portion tapers down to said neck portion, said post being operable to be embedded within a first panel;
at least two female members having a plate and a slot extending through said plate, said female member operable to be embedded within a second precast panel, wherein said post is received in said slot when said first and second precast panels are slidably engaged with one another.
The kit of claim 1 wherein said post is threadingly engaged with said plate.
The kit of claim 1 wherein said male members and said female members further include first and second apertures disposed in transverse planes with respect to one another.
The kit of claim 1 wherein each of said female members further comprises: first and second apertures, wherein said first aperture and said second aperture are disposed in respective first and second planes that are transverse with respect to one another and wherein said slot is disposed in a third plane intersecting one of said first and second planes and parallel to the other of said first and second planes.
first and second apertures, wherein said first aperture and said second aperture are disposed in respective first and second planes that are transverse with respect to one another and wherein said slot is disposed in a third plane intersecting one of said first and second planes and parallel to the other of said first and second planes.
The kit of claim 1 wherein said slot further comprises: an open end; a closed end spaced from said open end along a slot axis; a first length along said slot axis adjacent to said closed end having a first width perpendicular to said slot axis; and a second length along said slot axis extending between said first length and said closed end, wherein said second length has a varying width perpendicular to said slot axis.
a closed end spaced from said open end along a slot axis;
a first length along said slot axis adjacent to said closed end having a first width perpendicular to said slot axis; and
a second length along said slot axis extending between said first length and said closed end, wherein said second length has a varying width perpendicular to said slot axis.
A precast panel formed with the kit of claim 1 comprising: a front; a back spaced from said front by a thickness of said precast panel; a left edge extending between said front and back; a right edge extending between said front and back and spaced from said left edge by a width of said precast panel; a top edge extending between said front and back and between said left edge and said right edge; a bottom edge extending between said front and back and between said left edge and said right edge and spaced from said top edge by a height of said precast panel; at least two male members embedded within said precast panel each having a first plate flush with one of said right or left edges and a post projecting therefrom; and at least two first female members embedded within said precast panel each having a first plate and a first slot defined by said first plate flush with the other of said right or left edges.
a back spaced from said front by a thickness of said precast panel;
a left edge extending between said front and back;
a right edge e
[Truncated to input limit]