CN113090018A - Construction method of super-thick overweight radiation-proof concrete cast-in-place beam slab formwork support system - Google Patents
Construction method of super-thick overweight radiation-proof concrete cast-in-place beam slab formwork support system Download PDFInfo
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- CN113090018A CN113090018A CN202110584109.4A CN202110584109A CN113090018A CN 113090018 A CN113090018 A CN 113090018A CN 202110584109 A CN202110584109 A CN 202110584109A CN 113090018 A CN113090018 A CN 113090018A
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- E—FIXED CONSTRUCTIONS
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- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G13/00—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills
- E04G13/04—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills for lintels, beams, or transoms to be encased separately; Special tying or clamping means therefor
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- E—FIXED CONSTRUCTIONS
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- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G17/00—Connecting or other auxiliary members for forms, falsework structures, or shutterings
- E04G17/16—Members, e.g. consoles, for attachment to the wall to support girders, beams, or the like carrying forms or moulds for floors, lintels, or transoms
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Abstract
The invention discloses a construction method of an ultra-thick overweight radiation-proof concrete cast-in-place beam slab formwork support system, which comprises a beam slab bottom formwork, secondary ridges, vertical rods, horizontal rods, floor sweeping rods, vertical diagonal rods and horizontal diagonal rods, wherein the beam slab bottom formwork is made of wood plywood with the thickness of 18mm, the secondary ridges are square steel pipes with the thickness of 70 multiplied by 5mm, the space between every two adjacent square steel pipes is 150mm, the main ridges are 10# I-steel, and the space between every two adjacent I-steel is 600 mm. Has the advantages that: the novel template support system of formula is detained to creative adoption dish bears the dynamic height, and the construction that satisfies the thick radiation protection concrete of 3.0m that can be better has avoided the not enough risk of harmful crack that arouses of traditional support system rigidity, and secondly pole setting interval and horizon bar step can provide bigger operating space than traditional support system, are favorable to the workman to shuttle construction and the material of transporting backwards and forwards. In addition, the assembly is quick, the use is convenient, the cost is saved, and the device is worth popularizing.
Description
Technical Field
The invention relates to the technical field of concrete cast-in-place beam plates, in particular to a construction method of a template supporting system of an ultra-thick overweight radiation-proof concrete cast-in-place beam plate.
Background
In order to increase research and development and scientific research capabilities of hospitals, linear accelerators are usually installed in some existing hospitals, when the linear accelerators work, more gamma rays and X rays can be generated, great harm can be caused to human bodies, and in order to prevent the rays from influencing surrounding human bodies and environments, basement machine rooms with shear walls and top plates both made of cast-in-place concrete of 3.0m thickness are usually designed in the hospitals for placing the linear accelerators, so that the total construction load of the ultrahigh and ultra-thick radiation-proof concrete reaches 103.59kN/m2 during construction, and the danger is high;
at present, when the ultrahigh and ultra-thick radiation-proof concrete is built, most of the traditional construction methods of the fastener type and bowl buckle type formwork support frame bodies are still adopted, because the bearing capacity of a single upright of the traditional fastener type and disc buckle type support system is limited, the stability of the support is improved during the construction, the distance between the uprights is usually adjusted to 300 x 300mm, even smaller materials are seriously wasted, and great inconvenience is brought to the field construction, workers have difficulty in transporting materials and walking in such a narrow space, the efficiency is seriously reduced, and the traditional formwork support system has the risk of harmful crack generation due to the over-limit bearing capacity and has certain limitation;
therefore, a construction method for designing a super-thick and super-heavy radiation-proof concrete cast-in-place beam slab formwork support system is needed to solve the problems.
Disclosure of Invention
The invention aims to solve the problems in the prior art and provides a construction method of a super-thick overweight radiation-proof concrete cast-in-place beam slab formwork support system.
In order to achieve the purpose, the invention adopts the following technical scheme:
the construction method of the ultra-thick overweight anti-radiation concrete cast-in-place beam slab formwork support system comprises a beam slab bottom formwork, secondary ridges, vertical rods, horizontal rods, floor sweeping rods, vertical diagonal rods and horizontal diagonal rods, wherein the beam slab bottom formwork is made of 18mm thick wood plywood, the secondary ridges are 70 multiplied by 5mm square steel tubes, the distance between every two adjacent square steel tubes is 150mm, the main ridges are 10# I-shaped steel, the distance between every two adjacent I-shaped steel tubes is 600mm, the vertical rods are phi 60 multiplied by 3.2mm series disc buckling type steel tubes, the distance between every two adjacent disc buckling type steel tubes is 600mm multiplied by 600mm, the horizontal rods are phi 48 multiplied by 2.5mm series disc buckling type steel tubes, the diameter of the floor sweeping rods is not more than 450mm, the bottom step distance is 1500mm, and the upper step distance is 1000 mm; the vertical diagonal rods and the horizontal diagonal rods are both made of phi 48 multiplied by 2.5mm series disc buckle type steel pipes.
S1, arranging vertical diagonal rods on each layer of a first span with inward vertical surfaces on the periphery of a formwork support body, arranging vertical diagonal rods on the bottom layer and the top layer of the whole support body, arranging vertical diagonal rods or cross braces built by fastener steel pipes longitudinally and transversely in the inner area of the support body at intervals of 5 spans from bottom to top, and arranging horizontal diagonal rods or horizontal cross braces of the fastener steel pipes on the positions of a floor sweeping rod and a top horizontal rod;
s2, setting upright rods
On a basic raft at-7.700 m elevation, elastically measuring a vertical rod position longitudinal and transverse coordinate square grid according to a support system plane layout, erecting a vertical rod in the center of a coordinate intersection, firstly erecting peripheral surrounding vertical rods, a sweeping rod and a temporary fixed horizontal rod, and then setting other vertical rods by pulling wires;
the bottom of the upright stanchion is provided with an adjustable base, the upright stanchions at the first layer are preferably arranged in a staggered way by adopting upright stanchions with different lengths, and the vertical distance of the staggered upright stanchions is more than or equal to 500 mm;
s3, erecting horizontal rods and diagonal rods
The self-locking wedge-shaped pins on the cast steel joints at the ends of the cross rods and the inclined rods are inserted into holes on a pattern disc distributed on the vertical rods according to the modulus of 500mm, the pins are vertically hit by a hammer from top to bottom, the self-locking parts of the pins are matched with the holes on the pattern disc to be locked, and the pins can be unlocked only by hitting the hammer from bottom to top during dismounting;
s4, adjustable support setting
Vertically placing the adjustable support bracket on the top of the vertical rod, and adjusting the screw rod to a proper elevation according to the lower elevation of the main ridge of the support system;
s5, primary and secondary ridge installation and beam slab bottom arching
Putting and measuring the central line of the bottom of the beam slab, arching according to the beam span of 1.5/1000, installing a main ridge of the bottom of the beam slab by a stay wire, centering and locking the main ridge in a U-shaped support of an adjustable support, and then laying secondary ridges and panels of the bottom of the beam slab according to a designed interval;
s6, secondary ridge lapping
The lap joint center of the secondary edges of the square steel pipes is arranged on the width central line of the section of the main edge, and the length of the secondary edges extending through the main edge must be more than or equal to 150 mm;
s7, checking and accepting
The template project can be submitted to check after the project of the construction unit is qualified through self-checking of professional technology, quality and safety inspectors, the project professional quality inspectors fill the 'quality check record of the template project', and a project professional technical responsible person signs 'qualified' in a check conclusion column, signs the sign and submits the sign to supervision and the construction unit for check;
the quality inspection and acceptance of the project of the template project are performed by a supervision engineer (technical responsible person of the project of the construction unit) organizing the professional technology, quality and safety responsible person of the project of the construction unit, and the next procedure construction can be performed after the quality inspection and acceptance are qualified.
Compared with the prior art, the invention has the advantages that:
1: the pole has the advantages of large bearing capacity, reasonable mechanical design, high stability and high load of the pole up to 200 KN.
2: good in safety
The disk-buckle type scaffold adopts self-locking connecting disks and pins, the pins can be locked by self weight after being inserted, and each unit is in a fixed triangular lattice structure by the aid of the transverse and vertical inclined rods, so that the scaffold body cannot deform after being subjected to transverse and longitudinal forces.
3: the big 3.0m thick radiation protection cast in situ concrete formwork support body construction of spatial nature, traditional fastener formula, bowl knot formula formwork support body pole setting interval just can calculate within 300 x 300 only to pass through, has just so appeared the defect that spatial not enough, and workman operation construction and material of having bad luck and inconvenient. The disc buckle type vertical rods are made of Q345b low-alloy structural steel, so that the bearing capacity is improved, the construction of the anti-radiation cast-in-place concrete formwork support body with the thickness of 3.0m is repeatedly calculated for many times, the space between the vertical rods is allowed to be enlarged to 600 multiplied by 600, the bottom step pitch is allowed to be enlarged to 1500, and the construction space of workers and the inspection and acceptance space of supervision are enlarged.
4: the use amount is less, and through calculation, compared with a fastener type scaffold and a bowl type scaffold, the vertical rod distance and the horizontal rod step distance of the dish buckle type support system are larger, and the steel consumption is saved by more than 2/3.
5: the assembling is rapid, the use is convenient, the cost is saved, and the operator can assemble the device more conveniently due to less use amount and light weight. The pick-up fee, the transportation fee, the lease fee and the maintenance fee are saved correspondingly, and can be saved by 30% in general.
In conclusion, the novel plate-buckling type formwork supporting system is high in bearing capacity, construction of 3.0m thick radiation-proof concrete can be well met, the risk of harmful cracks caused by insufficient rigidity of the traditional supporting system is avoided, and the vertical rod spacing and the horizontal rod step distance can provide a larger operation space than the traditional supporting system, so that shuttling construction and material transportation of workers are facilitated. In addition, the assembly is quick, the use is convenient, the cost is saved, and the device is worth popularizing.
Drawings
Embodiments of the invention are described in further detail below with reference to the attached drawing figures, wherein:
FIG. 1 is a vertical rod plane layout diagram of the construction method of the ultra-thick overweight radiation-proof concrete cast-in-place beam slab formwork support system provided by the invention;
FIG. 2 is a cross-sectional view of the frame B-B of FIG. 1;
fig. 3 is a sectional view of the frame body a-a in fig. 1.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1-3, the construction method of the ultra-thick overweight radiation-proof concrete cast-in-place beam slab formwork support system comprises a beam slab bottom formwork, secondary ridges, vertical rods, horizontal rods, floor sweeping rods, vertical diagonal rods and horizontal diagonal rods, wherein the beam slab bottom formwork is made of 18mm thick wood plywood, the secondary ridges are 70 x 5mm square steel tubes, the distance between adjacent square steel tubes is 150mm, the main ridge is 10# I-steel, the distance between adjacent I-steel is 600mm, the vertical rods are phi 60 x 3.2mm series disc buckle type steel tubes, the distance between adjacent disc buckle type steel tubes is 600mm x 600mm, the horizontal rods are 48 x 2.5mm series disc buckle type steel tubes, the diameter of the floor sweeping rods is less than or equal to 450mm, the bottom step distance is 1500mm, and the upper step distance is 1000 mm; the vertical diagonal rods and the horizontal diagonal rods are both made of phi 48 multiplied by 2.5mm series disc buckle type steel pipes.
S1, arranging vertical diagonal rods on each layer of a first span with inward vertical surfaces on the periphery of a formwork support body, arranging vertical diagonal rods on the bottom layer and the top layer of the whole support body, arranging vertical diagonal rods or cross braces built by fastener steel pipes longitudinally and transversely in the inner area of the support body at intervals of 5 spans from bottom to top, and arranging horizontal diagonal rods or horizontal cross braces of the fastener steel pipes on the positions of a floor sweeping rod and a top horizontal rod;
s2, setting upright rods
On a basic raft at-7.700 m elevation, elastically measuring a vertical rod position longitudinal and transverse coordinate square grid according to a support system plane layout, erecting a vertical rod in the center of a coordinate intersection, firstly erecting peripheral surrounding vertical rods, a sweeping rod and a temporary fixed horizontal rod, and then setting other vertical rods by pulling wires;
the bottom of the upright stanchion is provided with an adjustable base, the upright stanchions at the first layer are preferably arranged in a staggered way by adopting upright stanchions with different lengths, and the vertical distance of the staggered upright stanchions is more than or equal to 500 mm;
s3, erecting horizontal rods and diagonal rods
The self-locking wedge-shaped pins on the cast steel joints at the ends of the cross rods and the inclined rods are inserted into holes on a pattern disc distributed on the vertical rods according to the modulus of 500mm, the pins are vertically hit by a hammer from top to bottom, the self-locking parts of the pins are matched with the holes on the pattern disc to be locked, and the pins can be unlocked only by hitting the hammer from bottom to top during dismounting;
s4, adjustable support setting
Vertically placing the adjustable support bracket on the top of the vertical rod, and adjusting the screw rod to a proper elevation according to the lower elevation of the main ridge of the support system;
s5, primary and secondary ridge installation and beam slab bottom arching
Putting and measuring the central line of the bottom of the beam slab, arching according to the beam span of 1.5/1000, installing a main ridge of the bottom of the beam slab by a stay wire, centering and locking the main ridge in a U-shaped support of an adjustable support, and then laying secondary ridges and panels of the bottom of the beam slab according to a designed interval;
s6, secondary ridge lapping
The lap joint center of the secondary edges of the square steel pipes is arranged on the width central line of the section of the main edge, and the length of the secondary edges extending through the main edge must be more than or equal to 150 mm;
s7, checking and accepting
The template project can be submitted to check after the project of the construction unit is qualified through self-checking of professional technology, quality and safety inspectors, the project professional quality inspectors fill the 'quality check record of the template project', and a project professional technical responsible person signs 'qualified' in a check conclusion column, signs the sign and submits the sign to supervision and the construction unit for check;
the quality inspection and acceptance of the project of the template project are performed by a supervision engineer (technical responsible person of the project of the construction unit) organizing the professional technology, quality and safety responsible person of the project of the construction unit, and the next procedure construction can be performed after the quality inspection and acceptance are qualified.
The following points are notable:
1. template computation
The panel adopts wood plywood, the thickness is 18mm, and the panel with the main ridge interval of 0.6m is taken as the calculated width.
The cross-sectional moment of resistance W = 600 × 18 × 18/6=32400mm3 of the panel;
a section moment of inertia I = 600 × 18 × 18 × 18/12=291600mm 4;
intensity checking
The panel is calculated according to a three-span continuous beam, the calculated span of the panel is the minor ridge distance of the supporting panel, and L =0.15 m;
load calculation
Taking two effects of uniformly distributed load or concentrated load into consideration, and taking a large value as a calculation result;
design values of the wiring load are as follows:
q1=1.1×[1.3×(24×3+1.5×3+0.3)+1.5×2.5]×0.6=68.369kN/m；
design value of concentrated load:
template deadweight line load design value q2=1.1 × 1.3 × 0.6 × 0.3=0.257 kN/m
Design value P =1.1 × 1.5 × 2.5= 4.125kN for mid-span concentration load
Intensity checking
The construction load is uniform distribution line load:
M1=0.1q1l2=0.1× 68.369×0.152=0.154kN·m；
the construction load is concentrated load:
M2=0.08q2l2+0.213Pl=0.08× 0.257×0.152 +0.213× 4.125×0.15=0.132kN·m；
the design value of the bending strength of the panel is f =12.5N/mm 2;
checking deflection
During deflection check calculation, the load effect combination is permanent load and construction uniform load, the subentry coefficients are all 1.0'
q = 0.6×（24×3＋1.5×3＋0.3+2.5）=47.580kN/m；
The maximum allowable flexibility value of the panel is 150/400=0.4 mm;
panel modulus of elasticity E = 4500N/mm 2;
2. minor ridge calculation
The secondary corrugation adopts square steel pipes 70 multiplied by 5.0, the distance is 0.15m, and the section resisting moment W =26309.52mm 3; moment of area inertia I =920833.33mm 4;
calculation of bending strength
The minor ridges are calculated according to a three-span continuous beam, and the calculated span L =0.6 m.
Load calculation
And (4) taking the two effects of uniform load and concentrated load into consideration, and taking the large value of the calculation result.
Design values of the wiring load are as follows:
q1=1.1×[1.3×(24×3+1.5×3+0.3)+1.5×2.5]×0.15=17.092kN/m
design value of concentrated load:
template dead weight line load design value q2=1.1 × 1.3 × 0.15 × 0.3=0.064 kN/m;
design value P =1.1 × 1.5 × 2.5= 4.125kN for mid-span concentration load;
intensity checking
The construction load is uniform distribution line load:
M1= 0.1q1l2=0.1×17.092×0.62=0.615kN·m
the construction load is concentrated load:
M2= 0.08q2l2+0.213Pl=0.08×0.064×0.62+0.213×4.125×0.6=0.529kN·m；
and (5) checking the calculation intensity of Mmax =0.615kN · m.
Designed secondary corrugation bending strength value f =205N/mm 2;
checking deflection
During deflection checking calculation, the load effect combination is permanent load and construction uniform load, and the subentry coefficient is 1.0.
q = 0.15×（24×3＋1.5×3＋0.3+2.5）=11.895kN/m
Maximum allowable subentry-edge deflection value of 600/400=1.5 mm;
the elastic modulus of the inferior arris is E =206000N/mm 2;
3. dominant ridge computation
The main edge is made of 10-size I-steel, the section resisting moment W =49.00cm3, the section inertia moment I =245.00cm4 and the elastic modulus E =206000N/mm4
Intensity checking
When the main edge strength is checked, the uniform load of constructors and equipment is 2.5kN/mm 2.
The concentration force P of the secondary ridge on the primary ridge is first calculated.
The design value of the uniform wiring load acting on the secondary edge is as follows:
q1=1.1×[1.3×(24×3+1.5×3+0.3)+1.5×2.5]×0.15=17.092kN/m
maximum conchal seating force =1.1ql =1.1 × 17.092 × 0.6=11.281 kN.
Minor ridge action concentrated load P =11.281 kN:
the support force from left to right is respectively:
R1=17.91kN;R2=49.78kN;R3=49.78kN;R4=17.91kN;
maximum bending moment Mmax =2.792kN · m;
the bending strength design value f =205N/mm2 of the main corrugation;
checking deflection
During deflection checking calculation, the load effect combination is permanent load and construction uniform load, and the subentry coefficient is 1.0.
The concentrated load P acting on the primary ridge by the secondary ridge is first calculated.
The design value of the uniform wiring load acting on the secondary edge is as follows:
q = 0.15×（24×3＋1.5×3＋0.3+2.5）=11.895kN/m
maximum subtlen seating force =1.1q1l =1.1 × 11.895 × 0.6=7.851 kN.
The value is taken as the concentrated load P of the secondary ridge acting on the main ridge, and the maximum deformation value V =0.095mm is calculated.
The maximum allowable deflection value of the main beam is 600/400=1.5mm,
maximum deformation Vmax =0.095mm < 1.5mm
Checking calculation of strength of overhanging section
The overhanging length of the main ridges is 0.15m, and the distance between the secondary ridges is 0.15 m;
bending moment M =11.28 × 0.15=1.69kN · M;
the design value [ f ] of the bending strength of the main edge is 205N/mm 2;
the load standard value is taken when the deflection of the overhanging section is checked, the concentrated load P of the secondary corrugation under the action effect is =7.85kN, and the elastic modulus of the main corrugation is E =206000N/mm 2;
allowable deflection value: 150 × 2/400=0.8 mm;
calculated main ridge maximum deflection Vmax =0.03mm < 0.8 mm.
4. Adjustable brace bearing calculation
The maximum load design value transmitted to the vertical rod by the main ridge through the adjustable support is 49.78kN, and the design value of the bearing capacity of the adjustable support is 180 kN.
49.78kN < 180kN。
5. Pole setting stability calculation
Design value of vertical rod axial force
The design value of the vertical rod axial force is calculated according to the following formula:
N=1.3×[0.151×4.4+(24×3+1.5×3+0.3)×0.6×0.6]+1.5×2.5×0.6×0.6=38.16kN；
calculated length of vertical rod
The calculation length of the vertical rod is calculated according to the following formula, and the larger value is taken:
L01=ηh=1.2×1.5=1.80m
L02=h'+2ka=1+2×0.7×0.35=1.49m
wherein: h is the maximum vertical step distance (m) of the horizontal rod in the middle layer of the vertical rod of the bracket;
h' - -a rack upright top level step (m);
eta < - > -calculating a length correction coefficient by the vertical rod of the bracket;
k- - -calculating the length reduction coefficient of the cantilever end;
a is the distance (m) from the supporting point of the adjustable support of the support to the central line of the horizontal rod at the top layer, and L0 is 1.80 m.
Pole setting stability calculation
Stability calculation formula of pole setting:
≤f
wherein: n — design pole axial force (kN), N =38.16 kN;
l0 — pole calculation length (m), L0=1.80 m;
i- - -the section turning radius (cm) of the stand bar, i =2.01 cm;
a — pole cross-sectional area (cm2), a =5.71cm 2;
f- - -Q345 steel compressive strength design value N/mm2, f =300N/mm 2;
and (3) calculating the slenderness ratio of the vertical rod:
λ = Lo/i =180/2.01=90 < 150, the slenderness ratio meets the requirements;
looking up a table according to the slenderness ratio to obtain the stability coefficient of the vertical rod with the pressed axis
=0.55；
6. The invention has larger bearing capacity and reasonable mechanical design, the load of the upright stanchion can reach 200KN, and the stability is higher;
the safety is good, the disk-buckle type scaffold adopts self-locking connecting disks and pins, the pins can be locked by self weight after being inserted, and each unit is of a fixed triangular lattice structure by the transverse and vertical inclined rods, so that the frame body cannot deform after being subjected to transverse and longitudinal forces.
The spatial property is large, the construction of a 3.0m thick radiation-proof cast-in-place concrete formwork support body is realized, the vertical rod spacing of the traditional fastener type and bowl fastener type formwork support body can be calculated only by controlling the vertical rod spacing within 300 multiplied by 300, so that the defect of insufficient spatial property is caused, and the operation, construction and material transportation of workers are inconvenient;
the disc buckle type vertical rods are made of Q345b low-alloy structural steel, so that the bearing capacity is improved, the construction permission of the anti-radiation cast-in-place concrete formwork support body with the thickness of 3.0m is repeatedly calculated for many times, the vertical rod spacing is increased to 600 multiplied by 600, the bottom step pitch is increased to 1500, and the construction space of workers and the inspection and acceptance space of supervision are enlarged;
the use amount is small, and through measurement and calculation, compared with the fastener type and bowl type scaffold, the vertical rod spacing and the horizontal rod step spacing of the disk type and bowl type scaffold support system are larger, and the steel consumption is saved by more than 2/3;
the assembling is rapid, the use is convenient, the cost is saved, and the operator can assemble the device more conveniently due to less use amount and light weight. The pick-up fee, the transportation fee, the lease fee and the maintenance fee are saved correspondingly, and can be saved by 30% in general.
Further, unless otherwise specifically stated or limited, the above-described fixed connection is to be understood in a broad sense, and may be, for example, welded, glued, or integrally formed as is conventional in the art.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered to be within the technical scope of the present invention, and the technical solutions and the inventive concepts thereof according to the present invention should be equivalent or changed within the scope of the present invention.
Claims (1)
1. The construction method of the ultra-thick overweight anti-radiation concrete cast-in-place beam slab formwork support system comprises a beam slab bottom formwork, secondary ridges, vertical rods, horizontal rods, floor sweeping rods, vertical inclined rods and horizontal inclined rods, and is characterized in that the beam slab bottom formwork is made of 18mm thick wood plywood, the secondary ridges are 70 x 5mm square steel tubes, the distance between adjacent square steel tubes is 150mm, the main ridges are 10# I-shaped steel, the distance between adjacent I-shaped steel tubes is 600mm, the vertical rods are phi 60 x 3.2mm series disc buckle type steel tubes, the distance between adjacent disc buckle type steel tubes is 600mm x 600mm, the horizontal rods are phi 48 x 2.5mm series buckle type disc steel tubes, the diameter of the floor sweeping rods is not more than 450mm, the bottom step distance is 1500mm, and the upper step distance is 1000 mm; the vertical diagonal rods and the horizontal diagonal rods are both made of phi 48 multiplied by 2.5mm series disc buckle type steel pipes;
s1, arranging vertical diagonal rods on each layer of a first span with inward vertical surfaces on the periphery of a formwork support body, arranging vertical diagonal rods on the bottom layer and the top layer of the whole support body, arranging vertical diagonal rods or cross braces built by fastener steel pipes longitudinally and transversely in the inner area of the support body at intervals of 5 spans from bottom to top, and arranging horizontal diagonal rods or horizontal cross braces of the fastener steel pipes on the positions of a floor sweeping rod and a top horizontal rod;
s2, setting upright rods
On a basic raft at-7.700 m elevation, elastically measuring a vertical rod position longitudinal and transverse coordinate square grid according to a support system plane layout, erecting a vertical rod in the center of a coordinate intersection, firstly erecting peripheral surrounding vertical rods, a sweeping rod and a temporary fixed horizontal rod, and then setting other vertical rods by pulling wires;
the bottom of the upright stanchion is provided with an adjustable base, the upright stanchions at the first layer are preferably arranged in a staggered way by adopting upright stanchions with different lengths, and the vertical distance of the staggered upright stanchions is more than or equal to 500 mm;
s3, erecting horizontal rods and diagonal rods
The self-locking wedge-shaped pins on the cast steel joints at the ends of the cross rods and the inclined rods are inserted into holes on a pattern disc distributed on the vertical rods according to the modulus of 500mm, the pins are vertically hit by a hammer from top to bottom, the self-locking parts of the pins are matched with the holes on the pattern disc to be locked, and the pins can be unlocked only by hitting the hammer from bottom to top during dismounting;
s4, adjustable support setting
Vertically placing the adjustable support bracket on the top of the vertical rod, and adjusting the screw rod to a proper elevation according to the lower elevation of the main ridge of the support system;
s5, primary and secondary ridge installation and beam slab bottom arching
Putting and measuring the central line of the bottom of the beam slab, arching according to the beam span of 1.5/1000, installing a main ridge of the bottom of the beam slab by a stay wire, centering and locking the main ridge in a U-shaped support of an adjustable support, and then laying secondary ridges and panels of the bottom of the beam slab according to a designed interval;
s6, secondary ridge lapping
The lap joint center of the secondary edges of the square steel pipes is arranged on the width central line of the section of the main edge, and the length of the secondary edges extending through the main edge must be more than or equal to 150 mm;
s7, checking and accepting
The template project can be submitted to check after the project of the construction unit is qualified through self-checking of professional technology, quality and safety inspectors, the project professional quality inspectors fill the 'quality check record of the template project', and a project professional technical responsible person signs 'qualified' in a check conclusion column, signs the sign and submits the sign to supervision and the construction unit for check;
the quality inspection and acceptance of the project of the template project are performed by a supervision engineer (technical responsible person of the project of the construction unit) organizing the professional technology, quality and safety responsible person of the project of the construction unit, and the next procedure construction can be performed after the quality inspection and acceptance are qualified.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110584109.4A CN113090018A (en) | 2021-05-27 | 2021-05-27 | Construction method of super-thick overweight radiation-proof concrete cast-in-place beam slab formwork support system |
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| CN113585721A (en) * | 2021-08-03 | 2021-11-02 | 中建五局华东建设有限公司 | Supporting system for supporting inner support and outer support in hospital linear accelerator area |
| CN115370149A (en) * | 2022-09-23 | 2022-11-22 | 歌山建设集团有限公司 | Construction method of linear accelerator machine room |
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