2023年12月16日发(作者：)
本英文版为内部资料，仅供参考，以中文版为准。
The Chinese version of standards has
precedence to their English translations
which are only for internal reference.
UDC
SH
P
SH 3510—2000
中华人民共和国行业标准
Industrial Standard of the People's Republic of China
石油化工设备混凝土基础工程
施工及验收规范
Specification for the construction and acceptance of
petrochemical equipment concrete foundation
Issuance：26-10-2000
Issued by the State Bureau of Petroleum and Chemical Industry
中华人民共和国行业标准
Implementation：01-03-2001
Industrial Standard of the People's Republic of China
石油化工设备混凝土基础工程
施工及验收规范
Specification for the construction and acceptance of
petrochemical equipment concrete foundation
SH 3510-2000
Mainly prepared by： Building and Installation Engineering Co. of Beijing Yanshan
Petrochemical Co., Ltd.
Authorized by： China Petroleum and Chemical Group Co.
— 1 —
Approved by：
State Bureau of Petroleum and Chemical Industry
Beijing 2000
Notice for the Approval of 27 Petrochemical Industrial Standards
Such As“Code for Design of Plantation
in Petrochemical Plant Area”
Sinopec,
This is to notify that we have approved your protocol with regard to 27 petrochemical
industrial standards such as Code for Design of Plantation in Petrochemical Plant Area.
These standards are allowed for release with the following individual number and
designation：
Compulsory standards：
1． SH3008-2000 Code for Design of Plantation in Petrochemical Plant Area（to
replace SHJ 8-89）
2． SH3011-2000 General Rule for Design of Process Equipment Layout in
— 2 —
3． SH3012-2000
4． SH3038-2000
5． SH3504-2000
6． SH3506-2000
7． SH3510-2000
Recommended standards：
8． SH/T3002-2000 Guideline for Design of Energy-Saving Petroleum Warehouse（to
replace SHJ2-87)
9． SH/T3003-2000 Guideline for Design of Reasonable Energy Utilization In
Petrochemical Industry（to replace SHJ3-88）
10．SH/T3013-2000 Code for Design of Vertical Layout for Petrochemical Plant Area
（to replace SHJ13-89）
11．SH/T3101-2000 Legend of Refinery Flowchart（to replace SYJ1002-81）
12．SH/T3102-2000 Design Legend for Heating, Ventilation and Air Conditioning in
Petrochemical Industry（to replace SYJ1005-81）
13．SH/T3104-2000 Code for Design of Instrument Installation in Petrochemical
Industry（to replace SYJ1010-82）
14．SH/T3105-2000 Plot Plant Legend and Code Number for the Automatic Instrument
Piping in Refinery（to replace SYJ1012-82）
15．SH/T3107-2000 Code for Design of Railway Loading Facility of Petrochemical
Liquid Stream（to replace SYJ1020-82）
16．SH/T3108-2000 Code for Design of the Whole Process and Thermal Piping in
Refinery（to replace SYJ1024-83）
17．SH/T3112-2000 Engineering Specification for the Tube Expansion Joint of Tube-
Type Furnace in Petrochemical Industry（to replace SHJ1039-84）
18．SH/T3113-2000 Engineering Specification for the Burner of Tube-Type Furnace
in Petrochemical Industry（to replace SHJ1040-84）
19．SH/T3114-2000 Engineering Specification for Thermal-Resistant Castings of
Tube-Type Furnace in Petrochemical Industry（to replace
SHJ1043-84）
20．SH/T3115-2000 Engineering Specification for Light Grouted Liners of Tube-Type
Furnace in Petrochemical Industry（to replace SHJ1045-84）
21．SH/T3116-2000 Calculation Methods for Consumed Electricity Duty in Refinery（to replace SHJ1067-85）
22．SH/T3117-2000 Calculation Methods for the Consumption of Design
— 3 —
Petrochemical Industry（to replace SHJ11-89）
General Rule for Design of Piping Layout in Petrochemical
Industry（to replace SHJ12-89）
Code for Design of Electrical Installations in Petrochemical
Industry（to replace SHJ38-91）
Code for Construction and Acceptance of Equipment of Regeneration
System in Catalytic Cracker Plant（to replace SHJ504-86）
Code for Construction and Acceptance of Tube-type Furnace
（to replace SHJ506-87）
Code for Construction and Acceptance of Concrete Foundation of
Petrochemical Equipment（to replace SHJ510-88）
23．SH/T3118-2000
24．SH/T3119-2000
25．SH/T3120-2000
26．SH/T3121-2000
27．SH/T3122-2000
The above Standards will be implemented from March 1, 2001, and the replaced Standards
will be abolished at the same time.
Regards,
The State Administration of Petroleum & Chemical Industry
Oct. 26，2000
Thermodynamic Mediums in Refinery（to replace SHJ1069-85）
Code for Design of Steam Jet Evacuator in Petrochemical Industry（to replace SHJ1073-86）
Code for Design of Steel Double Pipe Heat Exchanger in
Petrochemical Industry（to replace SHJ1074-86）
Code for Design of Jet Mixer in Petrochemical Industry（to replace
SHJ1075-86）
Technical Provision for the Process Design of Refinery Plant（to
replace SHJ1076-86）
Technical Provision for the Design of Process Piping Flow in Refinery
（to replace SHJ1077-86）
— 4 —
Contents
1. General Provisions„„„„„„„„„„„„„„„„„„„„„„„„„„5
2. Basic Rules„„„„„„„„„„„„„„„„„„„„„„„„„„„„„6
3. Form panel, steel reinforcement and concrete works„„„„„„„„„„„„8
3.1 Form panel works„„„„„„„„„„„„„„„„„„„„„„„„„8
3.2 Steel reinforcement works„„„„„„„„„„„„„„„„„„„„„9
3.3 Concrete works„„„„„„„„„„„„„„„„„„„„„„„„„11
4. Unbonded prestressed concrete„„„„„„„„„„„„„„„„„„„„15
5. Pre-embedded works„„„„„„„„„„„„„„„„„„„„„„„„18
5.1 Installation of pre-embedded foundation bolt„„„„„„„„„„„„„„18
5.2 Installation of pre-embedded parts„„„„„„„„„„„„„„„„„„20
5.3 Installation of prepared hole form and sleeve„„„„„„„„„„„„„„22
5.4 Drilling and anchoring foundation bolt„„„„„„„„„„„„„„„„25
6. Construction joint of concrete„„„„„„„„„„„„„„„„„„„„„28
7. Grouting„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„30
8. Acceptance of works„„„„„„„„„„„„„„„„„„„„„„„„„32
Appendix A Mixture ratio of epoxy mortar for reference„„„„„„„„„„„„33
Appendix B Mixture ratio of mini-expansive fine gravel concrete for reference „„33
Appendix C Mixture ratio of fine gravel concrete for reference „„„„„„„„„34
Interpretation of the words used in the specification„„„„„„„„„„„„„34
Annex: Interpretation of the Clauses and Articles„„„„„„„„„„„„„„35
— 5 —
1. General Provisions
1.0.1 This specification is applicable for the construction and acceptance of the cast-in-site
concrete structure works for solely bearing equipment in petrochemical industry (hereinafter
referred to as equipment foundation). It is also available for reference for the equipment
foundation of corollary works.
This specification is not applicable for the precast reinforced concrete structure works of
bearing equipment.
1.0.2 All raw materials, semi-finished products and finished products shall conform to the
designed specifications and their quality certificates shall be provided. They shall be
re-examined according to the relevant regulations.
1.0.3 The corrosion-proof works for equipment foundation shall conform to the relevant
regulations on the GB50212 “Specifications for the Construction and Acceptance of Building
Corrosion-proof Works”. The construction and acceptance of pile foundation and bearing
platform shall be executed in accordance with the JGJ94 “Specification for Building Pile
Foundation”.
1.0.4 The safety technology, labour protection and fire precautions shall conform to the
relevant regulations on the SH3505 “ Specification for the Petrochemical Construction
Safety”.
— 6 —
2. Basic Rules
2.0.1 Before the commencement of equipment foundation, the measuring of location and
level marks measuring shall be laid out, taking precautions and making clear signs there.
2.0.2 The construction of equipment foundation shall commence after the base and pile
foundation have been accepted and are qualified. The following items shall be examined
during the acceptance of foundation pit.
1） Coordinate of center and size of foundation pit, elevation and levelness of base surface;
2） Soil of base and treatment of base;
3） Pile distribution, elevation of head of pile, quality of butt of pile, and anchoring
reinforcement bar;
4） Report on acceptance of pile foundation and technical documents of base treatment
2.0.3 The foundation pit shall be excavated in layers, with no more than 1.0m difference in
elevation. The disposal of excavated earth is not allowed to impact the stability of slope of
foundation pit. During excavate earth by machinery, shall protect pile shaft in pit from
damaging.
2.0.4 All the concrete chips from the head of prefabricated pile shall be removed. The loose
head of grouting pile and the concrete containing earth shall be removed.
2.0.5 If the soil on the bottom of bearing platform is frozen, expansive and convex, or the
concrete of grouting pile is frozen during construction in winter, all the frozen soil and
concrete shall be removed. The loose soil and deposited water in the head of pile and bottom
of pit shall be cleared thoroughly during construction in rainy season.
2.0.6 It is not allowed to level the surface of pit by filling loose soil. The same materials as
the bedding course of foundation can be used to level the concave where is lower than the
designed elevation.
2.0.7 The equipment foundation is
not allowed to commence until the
nearby underground works with more
depth are completed and are qualified
after back filling of earthwork.
2.0.8 If the equipment foundation is conducted inside a constructed building or near a
building, the precautions shall be taken to protect the structure of building from settling and
damaging.
2.0.9 If there are some adjacent foundations with different depth, firstly the deep foundation
shall be constructed. If the base of shallow foundation is disturbed, the measures shall be
taken to treat the base.
— 7 —
2.0.10 After the acceptance of foundation pit, the construction of foundation shall start in
time. If abnormal phenomena occur in the foundation pit due to interruption for a long time, it
is required to treat and accept the foundation pit again.
2.0.11 Before the installation of foundation bolt, pre-embedded parts and metal supporting
frame, the grease, oxide and soil on their surface shall be cleared.
2.0.12 The settlement observational point for equipment foundation shall be set in
accordance with the design document and shall conform to the relevant regulations on the
GBJ202 “Specification for the Construction and Acceptance of Base and Foundation Works”.
2.0.13 The settlement observational time shall conform to the following regulations, if it is
not stated in the design.
1） After the complete of grouting concrete and removing the diaphragm plate;
2） Before installation of equipment;
3） After installation of equipment;
4） During test for hydraulic pressure of equipment
5） After drainage of water in testing pressure of equipment, or after trial running of single
machine;
6） The observational times shall be increased in special conditions.
2.0.14 When the foundation is turned to installation of equipment, the strength of concrete
shall conform to the following regulations:
1） For the equipment foundation of block type, it shall be no less than 75% of designed
strength;
2） For the equipment foundation of frame type, it shall be no less than 80% of designed
strength;
3） For the equipment foundation of tower type, it shall be 100% of designed strength;
4） Where the equipment foundation for anchoring foundation bolt, it shall be 100% of
designed strength;
2.0.15 Before the foundation is turned to installation, its axis, elevation and value of
elevation shall be marked.
— 8 —
3．Form panel, steel reinforcement and concrete works
3.1 Formworks
3.1.1 The installation scheme, as well as type, size and quantity of form panel shall be
selected according to the construction drawing. The form panel shall be cleared and repaired
before it is used. During installing the form panel, the joints shall be compactive.
3.1.2 The contacting surface between the form panel and concrete should be coated with
insulating agent before they are used. The partial form panel of foundation reached above of
ground shall be coated with the insulating agent that is no pollution to concrete surface.
3.1.3 During installation of the form panel, the foundation axis and outline shall be prepared
on the concrete mattress or base plate.
3.1.4 During install the column form panel on the frame foundation, the clean out shall be
prepared at the bottom of the column form panel. The operating hole shall be prepared in each
2m of shaft of column form panel. During the construction of steel formwork, a form panel
can be removed as a clean out or an operating hole where it is necessary. Where the section of
structure is small, the steel reinforcement is dense, or the operation is difficult, the through
operating hole shall be set, which the form panel shall be sealed while grouting concrete.
3.1.5 The counter-draw bolt of M12 shall be set on both sides of form panel of wall-type
foundation. The space of counter-draw bolt can be laid by calculation, or according to the
following table 3.1.5.
Table 3.1.5 Space of Counter-draw bolt Layout
Side pressure of concrete（kPa）
≤20
≤40
≤60
3.1.6 If there are trenches for pipeline in the equipment foundation, during the installation of
form panel of foundation, the precast concrete trench can be installed on the shaped steel
supports and can be casted in place with the foundation concrete.
3.1.7 The form panel and supports can be removed according to the following regulations, if
— 9 —
Space of counter-draw bolt (mm)
it is not required in design.
1） When removing the form panel, the strength of foundation concrete shall not be less than
the parameters stipulated in the following table 3.1.7.
Table 3.1.7 Strength of Concrete of Foundation during
Removing the Form Panel
No.
1
Type of structure Span of structure (m)
≤2
Panel (bottom form)
2~8
≤4
Beam (bottom form)
>4
≤2
Cantilever beam (bottom form)
Block foundation
>2
—
Percentage of designed
strength (%)
50
75
75
100
75
100
40
2
3
4
2） The procedures of removing form panes shall be in reverse to the order of its installation.
In general, firstly the side form panel shall be removed, then the bottom form panel shall
be removed; firstly the column form panel shall be removed, then the beam and platform
form panel shall be removed.
3.2 Steel Reinforcement Works
3.2.1 If any phenomena of brittle rupturing, poor welding or abnormal mechanical
performance occur during the processing of steel bar, the chemical analysis or special
examination shall be adopted.
3.2.2 If the grade and diameter of steel bar that are different from their design, their
replacement shall be approved by the design unit, if necessary.
3.2.3 The joints of steel bar shall be welded. The method of butt-welding will be provided for
the steel bar with more than 22mm of diameter. The welding of steel bar shall conform to the
regulations on the JGJ18 “Rules of Steel Bar Welding and Acceptance ”.
3.2.4 Where the power equipment foundation may be heavily shocked, the method of
welding joints shall not be adopted to connect the steel bar.
3.2.5 Before installation of steel reinforcement, the batching list and plate of reinforcement
shall be checked according to the construction drawings.
3.2.6 As for the frame foundation, if the pre-embedded bolt is contacted with the steel bar at
the connecting place of beam and column, it is necessary to ensure the installation of bolt in
— 10 —
correct position, or ask for the design unit.
3.2.7 As for the laminated place of the hook and hooped reinforcement of beam or column,
the hook and hooped reinforcement shall be staggered along the forced direction of
reinforcement. In the laminated place of the hook and hooped reinforcement of beam, the
hook and hooped reinforcement shall be alternatively placed between the two erected steel
bars. In the laminated place of the hook and hooped reinforcement of column, the hook and
hooped reinforcement shall be alternatively placed at four corners of main reinforcement. The
hooped reinforcement of beam or column shall be perpendicular to the main reinforcement.
The hook and hooped reinforcement shall be made with angle of 135°.
3.2.8 Where there are two meshes of up and down in the foundation reinforcement, the steel
bar and shaped steel can be made into the supports to locate the up mesh of steel
reinforcement.
3.2.9 The thickness of concrete cover for steel bar shall conform to the regulation on the
GB50204 “Specification for the Construction and Acceptance of Concrete Structure Works”.
The tolerance deviation for the concrete cover shall conform to the table 3.2.9.
Table 3.2.9 Tolerance deviation for the thickness of steel
reinforcement cover (mm)
No.
1
2
3
Items
Foundation
Column beam
Panel wall
Tolerance deviation
±10
±5
±3
3.2.10 The galvanized iron wire used for colligating the steel reinforcement shall conform to
the following regulations:
1） No.22 iron wire with diameter of 0.711 mm is suitable for colligating the steel
reinforcement with diameter of 12 mm.
2） No.20 iron wire with diameter of 0.914 mm is suitable for colligating the steel
reinforcement with diameter of 12—25 mm.
3） No.18 iron wire with diameter of 1.219 mm is suitable for colligating the steel
reinforcement with diameter of more than 25mm.
3.2.11 The minimum length of galvanized iron wire used for colligating the steel
reinforcement shall conform to the regulations on the following table 3.2.11
— 11 —
Table 3.2.11 The Minimum Length of Iron Wire used for Colligating
Steel Reinforcement（mm）
Diameter of
steel bar
6
8
10
12
14
16
18
20
22
25
28
32
6
130
—
—
—
—
—
—
—
—
—
—
—
8
140
150
—
—
—
—
—
—
—
—
—
—
10
150
170
180
—
—
—
—
—
—
—
—
—
12
160
170
190
200
—
—
—
—
—
—
—
—
14
180
180
200
220
230
—
—
—
—
—
—
—
16
190
200
220
230
240
250
—
—
—
—
—
—
18
210
220
240
250
250
260
270
—
—
—
—
—
20
230
250
250
260
270
280
300
310
—
—
—
—
22
250
260
260
270
280
300
310
320
340
—
—
—
25
270
280
280
290
300
310
330
340
350
370
—
—
28
300
300
310
310
320
330
350
360
370
390
400
—
32
320
330
340
340
350
360
370
380
390
410
430
450
3.3 Concrete Works
3.3.1 Before grouting the concrete on foundation, the following items shall be checked and
conform to their specifications:
1） Axis, elevation and location;
2） Form panel and steel reinforcement;
3） Pre-embedded foundation bolt, prepared hole form, pre-embedded parts and metal
supports.
3.3.2 The test report of mixture ratio for foundation concrete shall be provided.
3.3.3 The same type and same mark of cement produced by the same factory shall be
provided for the same foundation concrete.
3.3.4 It is forbidden to add the additive containing chloride to the reinforcement concrete.
3.3.5 The operating platform shall be provided during grouting the concrete. It is forbidden to
stand on the reinforcement for operation.
3.3.6 Before construction of concrete, the material reserve, mixing and conveying capacity
shall be planed and the grouting scheme of concrete shall be prepared. If possible, the
premixing concrete shall be provided.
3.3.7 During the construction of bulk concrete, the temperature differential between inside
— 12 —
and outside the foundation shall not exceed 25℃. To protect the concrete from cracking, the
following measures can be selected to reduce temperature.
1） Use the cement with low heat of hydration;
2） Add the additives with functions of slowly setting or mini-expanding;
3） Increase the content of coal ash to decrease the cement;
4） The water cement ratio is no more than 0.55;
5） Add the rubble stone with size 200mm, which accounting for 15%--25% of the total
quantity.
6） Strengthen the thermal curing to slowly radiate on the surface of foundation. After the
concrete finally setting, the curing by ponding shall be provided.
7） Embed the circulating water pipe in foundation to radiate.
8） Be mixed with ice.
9） Take measures to reduce the temperature of soil and gravel.
3.3.8 The concrete near the foundation bolt, pre-embedded parts, prepared hole form and
pre-embedded pipeline shall be compacted by vibrating to avoid impact. It is necessary to
check the displacement deviation during construction.
3.3.9 In constant temperature, the concrete shall be covered and cured by watering after 12
hours of grouting. The watering times depend on the wet condition of concrete. No less than 7
days of curing period is required. If the concrete is added by the slowly setting addition agent,
no less than 14 days of curing period is required.
3.3.10 The margin of concrete trial block with the same mixture ratio shall conform to the
following requirements:
1） No less than two groups per working shift;
2） No less than one group per 50m3.
3.3.11 The work qualities of equipment foundation shall conform to the following
requirements:
1） No any defects of crack, honeycomb and exposed bar occur;
2） The earthwork around the foundation shall be back filled, tamped and trimmed in time.
3） No any damage and erosive bolt and pre-embedded-parts occur.
4） Shall clean the water and foreign matter inside the prepared bolt hole.
5） The tolerance deviation of equipment foundation shall conform to the regulations on the
table 3.3.11-1 and the table 3.3.11-2.
6） As for the equipment foundation consisting of many blocks of sole foundation, the
tolerance deviation of axis and elevation for each foundation shall be checked according
— 13 —
to the table 3.3.11-1.
Table 3.3.11-1. The Tolerance Deviation for Block Equipment Foundation (mm)
No.
1
Items
Axis
position
Elevation at different level (exclusive of the thickness of grouting surface)
Overall dimension of plane
Overall dimension of plane on convex
0
-20
±20
0
-20
+20
0
5
10
5
10
+10
0
±2
10
+20
0
10
+10
0
5
5
0
+5
10
5
Tolerance Deviation
20
2
3
Dimension of plane on concave
Levelness (inclusive of the plane to
Per meter
be installed equipment)
Overall length
Per meter
Overall height
Elevation (top)
Pre-embedded foundation bolt
Central space (check both at the
bottom and top)
Central line
7 Prepared hole for foundation bolt Depth
Plumbing for central line of hole
Elevation
8
Pre-embedded mobile anchor slab
of foundation bolt Central line position
levelness
Elevation (plane)
9 Pre-embedded parts
Central line position
levelness
4
5 Side verticality
— 14 —
— 15 —
Table 3.3.11-2. The Tolerance Deviation for Frame Equipment Foundation (mm)
No.
1 Axis position
Items
foundation
Column and gird
Per layer
Overall height
Per layer
3 elevation
Overall height
4
5
Section size
Levelness (use 2m ruler to check)
Pre-embedded parts
6
Central line of pre-embedded
facility Pre-embedded foundation bolt
Pre-embedded pipe
7 Central line for prepared hole
2
5
10
Tolerance deviation
15
8
5
H/1000 is no more than 20
0
-10
0
-20
+8
-5
8
2 Verticality
Note: H—the overall height of structure
3.3.12 The defect of the performance of concrete structure shall be treated together with the
designed unit. The repair for the defect of foundation surface shall conform to the regulation
on the GB50204 “ Specification for the Construction and Acceptance of Concrete Structure
Works”.
— 16 —
4. Unbonded prestressed concrete
4.0.1 The stranded steel wire and the steel wire used for the unbonded prestressed concrete
shall conform to the regulations on the GB5224 “Stranded Steel Wire for Prestressed
Concrete” and the GB5223 “Steel Wire for Prestressed Concrete”.
4.0.2 The construction and acceptance of unbonded prestressed concrete shall conform to the
regulations on the GB50204 “Specification for the Construction and Acceptance of Concrete
Structure Works”.
4.0.3 The side form panel on the foundation plate of unbonded prestressed concrete shall
conform to the following regulations:
1） The fixed bearing form panel shall be wood form or wood-and-steel form panel.
2） The snapping the line, marking and drilling for the form panel shall be conducted with
the diameter of unbonded strong stranded steel wire (hereinafter referred to as unbonded
reinforcement) and its location.
3） The tolerance deviation for the verticality of form panel for fixing pre-embedded bearing
plate shall be no more than 3 mm.
4.0.4 The layout of unbonded reinforcement shall conform to the following regulations:
1） The factors as laying order, location of supports and prepared hole for steel
reinforcement shall be comprehensively considered with the layout of common steel
reinforcement during the layout of unbonded steel reinforcement.
2） No joints and bend in the unbonded reinforcement are required.
3） No less than 500 mm of exposed unbonded reinforcement length out of the form panel at
the tension end. If the unbonded reinforcement is short of length, firstly shall ensure the
exposed length at the tension end.
4） The maximum gap between the anchor end and the edge of foundation shall be controlled
within 200 mm.
5） The vertical length of axis of unbonded reinforcement and the bearing plate shall be no
less than 500 mm.
6） As for the hole and port, the unbonded reinforcement shall be constructed according to
the figure 4.0.4 and shall be added with shape-V tension reinforcement at the bend
position.
— 17 —
Figure 4.0.4 Unbonded Reinforcement At Port
7）
The gap of 100 mm between the unbonded reinforcement and the edge of structure shall
be set.
8） Each pier of unbonded reinforcement shall be closely contacted with the anchor slab,
where there is any gap, the anchor slab shall be hammered to closely contact with the pier
of steel wire.
9） The gap between the installation of screw reinforcement and the anchor slab or the
bearing plate shall be 50 mm. Use the iron wire to colligate the screw reinforcement on
the unbonded reinforcement.
10）The unbonded reinforcement shall be colligated with iron wire and laid in level. The
tolerance deviation in vertical shall be 5 mm. The tolerance deviation in horizon shall be
30 mm.
4.0.5 The construction of unbonded reinforcement shall conform to the following
requirements.
1） The buffer plate shall be provided at the feeding place so as to protect the unbonded
reinforcement from flushing of great amount of concrete.
2） It is forbidden that the vibrator impacts the unbonded reinforcement, screw
reinforcement, anchor slab and bearing plate during vibrating.
3） The concrete shall be grouted at one time, without construction joints.
4.0.6 The concrete strength shall be no less than 75% of the design standards during tension
of unbonded reinforcement.
4.0.7 The tension of unbonded reinforcement shall conform to the following requirements.
1） The stress shall be mainly controlled and checked with strain for pretensioning.
2） The method of supertension shall be adopted to reduce the impact of unbonded
reinforcement, from the zero stress tension to the 1.03 times of controlled stress. The
maximum tension stress shall not exceed the 75% of the tensile stress stated.
3） Before construction, the appliance and instrument such as oil pump, hydraulic jack and
tool anchor shall be checked, and the gauge pressure for the oil pump shall be set.
— 18 —
4） Before the wedge anchorage is used, the static test for its assembly shall be conducted
according to the relevant regulations. The efficiency of anchorage and the anchoring
capacity shall be tested and the anchorage shall be greased to avoid rust and erosion.
5） Before tension, the mortar at the end of bearing plate shall be cleared and the plastic
sleeve of exposed unbonded reinforcement shall be removed.
6） Before tension, record the exposed length of unbonded reinforcement in their numbers.
Record the second measures after tension. The differential of both records is the actual
extension value. The actual extension value shall be no more than 10% of its designed
value, or no less than 5% of its designed value.
7） If any steel wire releases or cracks during tension of unbonded reinforcement, the tension
shall be relieved. The released or cracked wires shall be no more than 2% of the total in
the same section of unbonded reinforcement.
8） During pretensioning, the workers shall stand on both sides of jack to avoid the damage
from jack.
9） The method of symmetrical tension shall be adopted.
4.0.8 The strict precautions for sealing in the unbonded anchor zone shall be provided. The
construction of sealing concrete shall conform to the following requirements:
1） A length of 200mm unbonded reinforcement shall be prepared outside the foundation.
Remove the exposed unbonded reinforcement with non-tooth saw. If use the
oxy-acetylene flame to cut it, a length of 250mm shall be prepared.
2） Disperse and bend the prepared unbonded reinforcement.
3） Clean the chips of concrete at both sides of structure and grout the same grade of concrete
as the structure.
4） The sealed concrete at ends shall be solid inside and smooth outside.
5） Coat the heating bituminous or other corrosion-proof paint on the surface of sealed end of
concrete.
— 19 —
5. Pre-embedded works
5.1 Installation of pre-embedded fundation bolt
5.1.1 The foundatin bolt, nut and anchor slab of bolt shall be made up of non-cold-drawing
steel of type Q235-A.F if no specification for their materials is stipulated in design.
5.1.2 The foundation bolt and nut shall be matched, with proper tightness and without any
defect and crack on screw thread. If no specification is stipulated in design, the structure of
foundation bolt shall conform to the following regulations (figure 5.1.2)
Figure 5.1.2
1） The pre-embedded depth of square hook bolt or U-bolt shall be no less than 20 times of
the bolt diameter. The length of square hook shall be no less than 4 times of the bolt
diameter. The centre distance of U-bolt is the same as the centre distance of bolt hole for
installing equipment base.
2） The total cramp section shall be no less than 2/3 of the bolt section, which shall be evenly
welded at the down end of bolt.
3） The anchor slab thickness of slab-type bolt shall be no less than 8mm. The plan
dimension shall be no less than 80 × 80 (mm). The pre-embedded depth of
anchor-slab-type foundatin bolt shall be no less than 15 times of bolt diameter.
5.1.3 The pre-embedded foundation bolt on equipment foundation shall be fixed by the
locating form panel. The locating form panel shall be made up of steel, with proper strength
and rigidity.
5.1.4 After the locating form panel is fixed with bolt, no any oscillation occurs.
5.1.5 The selection of structure of locating form panel shall depend on the exposed length,
diameter, quantity and distribution of bolt (figure 5.1.5-1, figure 5.1.5-2). The double-layer
locating form panel is suitable for the tower-type equipment foundation and the single-layer
— 20 —
locating form panel is suitable for the common equipment foundation.
Figure 5.1.5-1 Sketch of locating form panel in round foundation
Figure 5.1.5-2 Sketch of locating form panel in square foundation
5.1.6 The mechanical processing method shall be adopted in the bolt hole on the locating
form panel. The bore diameter shall be 1mm more than its bolt diameter. The tolerance
deviation of locating form panel shall conform to the regulations on table 5.1.6.
Table 5.1.6. The tolerance deviation of locating form panel (mm)
ItNo. ems
1
2
3
Overall dimension
Levelness of surface
B±5
2
+0.5
Tolerance deviation
— 21 —
ore
diameter
4
5
6
Pitch of holes
Coaxality of up and down bores
Diagonal line of bolt hole, or diameter of central circle
0
±1
1
±1
5.1.7 The small locating form panel can be directly borne on the form panel of foundation
during installation. The large locating form panel shall be supported with shape steel supports
during installation and shall conform to the following regulations.
1） Embed the pre-embedded parts of fixed supports on the concrete mattress or concrete bay
of foundation.
2） Lay out the axis of foundation on the mattress or bay.
3） Install the supports, locating form panel and bolt and fix them temporarily.
4） Colligate the steel bar and install the form panel and pre-embedded parts.
5） Check the axis, levelness and elevation of locating form panel, fix it on the support by
welding and weld sufficient braces and rods on it.
6） Fix both surfaces of up and down of locating form panel with bolt (nut).
5.1.8 The installation of locating form panel shall conform to the following regulations.
1） The column for support shall be arranged regularly and symmetrically.
2） The bottom of locating form panel shall be at least 50 mm higher than the top of
foundation.
5.1.9 Dont damage the thread of bolt during remove the locating form panel.
5.1.10 Before grouting concrete, the exposed thread of foundation bolt shall be coated with
the lubricating grease and shall be wrapt with plastic film.
5.2 Installation of Pre-embedded Parts
5.2.1 Before construction of foundation, the necessary pre-embedded parts shall be checked.
If there are a lot of pre-embedded parts and different types, the installation drawing of
— 22 —
pre-embedded parts shall be made out.
5.2.2 Before installation, the type, size, quantity and welding quality of steel plate and anchor
steel reinforcement shall be checked. Leveling shall be provided for the large pre-embedded
parts and exhaust hole shall be set according to its requirement.
5.2.3 If use the steel form panel, the following methods can be selected for fixing the side
pre-embedded parts.
1） Bolt fixation (figure 5.2.3-1):
— 23 —
Figure 5.2.3-1 Bolt fixation
2） Welding Fixation (figure 5.2.3-2):
Figure 5.2.3-2 Welding fixation
3） Inserted Wood Plate Fixation (figure 5.2.3-3):
— 24 —
Figure 5.2.3-3 Inserted Wood Plate Fixation
5.2.4 The following methods can be selected for the installation of top of foundation.
1） Firstly mark it, compact and level the surface of concrete, and then install it.
2） As for the large pre-embedded parts, firstly install it and then grout the concrete. Erect
the bearing support for fixation when installation.
5.2.5 After the form panels for foundation, the grout and concrete on the pre-embedded piece
shall be removed in time, and elevation and center line shall be remarked.
5.3 Installation of Prepared Hole Form and Sleeve
5.3.1 The prepared hole form for bolt shall be made up of wood or steel, with no less than 3%
grade for pulling form.
5.3.2 As for the depth of prepared hole exceeds 1 meter, the hole form shall be made up of
steel tube, with sealed cone at bottom of tube. The hole form shall be fixed at both ends of up
and down and shall be cared by person. Don’t damage the surface of foundation during
pulling the form after initial setting.
5.3.3 Dont coat the machine oil on the form of hole as insulating agent.
5.3.4 The gap between the edge of the prepared hole for bolt and the edge of foundation shall
be no less than 100mm. The gap between the bottom of the prepared hole for bolt and the
bottom of foundation shall be no less than 100mm.
5.3.5 Clean the water, soil and foreign matter inside the prepared hole and then seal the hole.
5.3.6 As for the pre-embedded sleeve for gird and side of wall, the steel bar shall be welded
into the headframe to cramp the sleeve. The headframe steel bar shall be welded with the
main steel reinforcement (figure 5.3.6).
— 25 —
Figure 5.3.6 Fixing sleeve with steel headframe
5.3.7 The following methods can be selected for installation of form of hole and sleeve on the
steel form panel of concrete platform.
1） As for the installation of round form of hole, firstly fix a round wood table on the steel
form panel with wood screw and then put the form of hole on it (figure 5.3.7-1).
Figure 5.3.7-1 Fixing form of hole on a round wood table
2） As for the installation of small square form of hole, fix a locating wood block on the steel
form panel and insert the wood wedge after put the form of hole on it (figure 5.3.7-2).
— 26 —
Figure 5.3.7-2 Fixing form of hole with locating wood block
3） As for the installation of large form of hole, a space for laying the steel form panel shall
be prepared and the diagonal brace shall be used to fix the form of hole on the steel form
panel (figure 5.3.7-3).
Figure 5.3.7-3 Fixing form of hole by bracing
4） If the hole is close to the side form panel, fix the form of hole on the side form panel by
tie method (figure 5.3.7-4).
— 27 —
Figure 5.3.7-4 Fixing form by tie method
5.3.8 The tolerance deviation for installation of pre-embedded foundation bolt, pre-embedded
parts, pre-embedded sleeve and prepared hole shall conform to the regulations on table 5.3.8.
Table 5.3.8 The tolerance deviation for installation of pre-embedded foundation bolt,
pre-embedded parts, pre-embedded sleeve and prepared hole (mm)
Items Tolerance Deviation
Central position
1
Elevation at top
1
+5
0
— 28 —
Verticality
3‟
2
3
Central position of pre-embedded parts
Central position of pre-embedded sleeve
Central position of prepared hole of bolt
5
3
5
+20
0
5
4 Depth
verticality
Central position
Prepared
hole
Inside dimension of section
5
+10
0
5
5.4 Drilling and Anchoring Foundation Bolt
5.4.1 If drill hole on the foundation and use the epoxy resin mortar, mini-expansive fine
gravel concrete and high strength non-shrinking grout to anchor the foundation bolt, shall
conform to the following requirements:
1） In order to increase the anchoring strength, turn the thread on the pre-embedded section
of bolt and clean the oil and grease.
2） The rough wall inside the hole of pre-embedded bolt is required. Blow out the dust inside
the hole.
— 29 —
3） Select the bonding materials with qualified specifications and its compressive strength
shall be no less than 30MPa.
4） Make trial of its mixture ratio before construction. Make trial of its pulling resistance for
the anchored foundation bolt at the same conditions.
5） The mixing time for bonding materials shall be no less than 2 minutes. Grout the concrete
in succession while mixing.
6） It is required to make trial block according to its design.
7） When the hole of foundation bolt is formed, the strength of foundation concrete shall be
no less than 20MPa.
8） The temperature of construction environment shall be at least 5℃ and curing for it is
required after construction.
9） The anchored depth for bolt shall be no less than 15 times of the diameter of bolt if no
specification in design.
10）The tolerance deviation of central position for hole of bolt shall be no more than 2mm.
The tolerance deviation of verticality for hole of bolt shall be no more than 1% of the
depth of hole.
5.4.2 When use the epoxy mortar to anchor the foundation bolt, its specifications shall also
conform to the following regulations:
1） If the diameter of bolt is 12—22mm, the gap between the surface of bolt and the wall of
hole shall be no less than 8mm. If the diameter of bolt is 24—42mm, the gap between the
surface of bolt and the wall of hole shall be no less than 15mm.
2） Keep dry on the wall of hole.
3） The medium sand and coarse sand can be used after they are washed and dried. It also
uses the quartz sand.
4） The mixture ratio of epoxy mortar is shown in the Appendix A.
5.4.3 When use the mini-expansive fine gravel concrete to anchor the foundation bolt, its
specifications shall conform to the following regulations:
1） If the diameter of bolt is 12—22mm, the gap between the surface of bolt and the wall of
hole shall be no less than 20mm. If the diameter of bolt is 24—42mm, the gap between
the surface of bolt and the wall of hole shall be no less than 30mm.
2） Keep wet on the wall of hole, but no water inside.
3） The diameter of gravel shall be 5—10mm and the water shall be potable water.
4） The curing period shall be 3—7 days. When the strength of trial block reaches 30MPa, it
can be turned to next procedure.
5） The mixture ratio of mini-expansive fine gravel concrete is shown in Appendix B for
— 30 —
reference.
5.4.4 When use the high strength non-shrinking grout to anchor the foundation bolt, its
specifications shall also conform to the following regulations:
1） The drilling diameter shall depend on the diameter of foundation bolt. The gap between
the surface of bolt and the wall of hole shall conform to the regulations on the table 5.4.4.
Table 5.4.4. The gap between the surface of bolt and the wall of hole (mm)
Diameter of bolt
12~24
16~22
24~42
Gap between the surface of bolt and the wall of hole
≥8
≥15
≥20
1） Dont add any addition agent to the high strength non-shrinking grout.
2） Dont vibrating and inserting tamp concrete during anchor grouting. Don’t adjust the bolt
after grouting.
3） If bleeding occurs on the surface during grouting, the drying agent shall be spread to
absorb the moisture.
— 31 —
6. Construction Joint of Concrete
6.0.1 Dont set the construction joint for the equipment foundation to bear power force. If it is
necessary to set the construction joint, shall ask for the design department.
6.0.2 The construction joint shall be set according to follows:
1） The construction joint shall be set into a horizontal joint or vertical joint, but not a
diagonal joint.
2） The horizontal joint usually shall be set on the upper surface of foundation base, or shall
be set on the place where the structure is easy to be constructed and is borne by less
shearing stress.
3） The vertical joint for pile bearing platform shall be set on the 1/3 space between two
piles.
4） Dont set the construction joint on the cantilever of foundation and weak place of hole.
6.0.3 Setting the construction joint in the zone of foundation bolt on equipment foundation
shall conform to the following regulations:
1） The horizontal joint shall be lower than the bottom of foundation bolt and its distance
shall be more than 150mm. As for the foundation bolt with diameter of less than 30mm,
the horizontal joint shall be set on the place where is at least3/4 of the total length of
foundation bolt pre-embedded in concrete.
2） The distance between the vertical construction joint and the central line of foundation
bolt shall be no less than 250mm. The vertical construction joint shall be no less than 5
times of the diameter of bolt.
6.0.4 The treatment of construction joint of concrete on equipment foundation shall conform
to the following regulations:
1） As for the two horizontal construction joints at different elevation, the joint between high
and low places shall be set to a bench. The ratio of height to width of the bench shall be
no more than 1.
2） It shall add the horizontal inserted steel reinforcement in the vertical construction joint.
Its diameter shall be 12~16mm and its length shall be 500~600mm. Insert the half of its
length, with gap of 500mm.
3） It is not allowed to next grout concrete until the compressive strength of concrete at the
construction joint reaches 1.2Mpa. The time of the compressive strength of concrete
reaches 1.2Mpa is shown in the table 6.0.4 for reference.
— 32 —
Table 6.0.4 The shortest time of the compressive strength of
concrete reaches 1.2MPa (h)
Temperature of environment
Type of cement
1~5 ℃
Portland cement
Portland-slag cement, Pozzolan cement
60
90
5~10℃
48
72
10~15℃
36
48
over15℃
24
36
1） Check the foundation bolt before the next grouting.
2） Remove the chips on the surface of concrete of construction joint and clear the soft and
weak concrete. Before the next grouting, shall wash the surface with water. After the
concrete is wet, shall put a thickness of 30—50 mm of cement mortar with the same
contents as the concrete.
3） Shall carefully tamp the concrete at construction joint to ensure the compactness of old
and new concrete.
6.0.5 Shall take down the records of location of construction joint and its treatment method.
— 33 —
7. Grouting
7.0.1 It is required to go through the formalities of middle handing over before grouting the
equipment foundation. Unless otherwise specified in design drawings, the margin for the
second grouting on the top of foundation shall be provided. A margin of 30mm for the
grouting on top of common foundation and a margin of 50mm for the grouting on top of large
equipment foundation and tower-type equipment foundation shall be provided.
7.0.2 Before grouting on foundation, the foundation shall be treated as follows:
1） The surface of foundation for grouting shall be chiselled to pitting, with 3—5 pits in an
area of 100 × 100 (mm). It also can be rough treated when the initial setting of
foundation concrete.
2） Shall chisel off the grease concrete.
3） Wash the surface of foundation with water and keep it wet at least 24 hours. Before 1
hour to grout, the water shall be absorbed.
4） Clear the foreign matter and water inside the prepared hole.
7.0.3 The grouting for the prepared hole of foundation bolt shall start after the initial leveling
of equipment. As for the prepared hole of foundation bolt, it is required to fully grout to the
surface of foundation at one time and tamp it compactly. Protect the equipment from
displacing during tamping.
7.0.4 The second grouting for the base of equipment shall be conducted at one time within
the 24 hours after final leveling of equipment. It is not allowed to grout in layers.
7.0.5 The strength grade of concrete used for grouting fine gravel shall be one grade higher
than that used for foundation. The strength of cement mortar shall be no less than 10MPa. A
high-early strength agent without content of chlorate can be added to the concrete for
high-early strength. The mixture ration of fine gravel concrete is shown as Appendix C for
reference.
7.0.6 When use the mini-expansive concrete for grouting, shall check the raw materials
before construction and shall make a trial of mixture ratio. When use the high strength
non-shrinking materials for grouting, shall check the materials for grouting.
7.0.7 As for the hole of foundation bolt with anchor slab, it shall be constructed according to
the figure 7.0.7, if no specification in design.
— 34 —
Figure 7.0.7 Sketch of grouting hole of foundation bolt with anchor slab
1—foundation bolt；2—nut, washer；3—base；4—iron shims；
5—mortar layer(or fine gravel cement)；6—prepared hole；7—foundation；
8—dry sand layer；9—anchor slab；10—second grouting layer
7.0.8 Before the second grouting, it is required to install the outer form panel. The depth of
base of equipment shall be pre-embedded in the second grouting layer with no less than
10mm.
7.0.9 The grouting materials shall be made into trial block and the grouting shall be
conducted while mixing in place. The surface of foundation shall be smooth and shall be
cured by watering in time.
7.0.10 If the environment temperature is at 5℃ below, shall provide the precautions to avoid
freezing of grout during curing.
— 35 —
8. Acceptance of Works
8.0.1 When accept the equipment foundation, the construction unit shall provide the
following handing over technical documents and shall execute the regulations on the SH3503
“Rules on the handing over technical documents of works construction”.
1） List of changing design and list of replaced materials;
2） Certificate of raw materials quality and report of reexamination
3） Test report on the welding joint of steel reinforcement
4） Test report on the concrete mixture ratio and concrete trial block
5） Record on the measurement and location
6） Record of acceptance of concealed works
7） Test report on grouting trial block
8） Certificate of unbonded steel anchorage and cramp and record of examination
9） Record of tension of unbonded steel reinforcement
10）Record of settlement observation of equipment foundation
11）Re-check record of equipment foundation
12）Record of examination of concrete quality
13）Completed drawings and other documents
8.0.2 As for the acceptance of equipment foundation, shall examine its appearance after
execute the above clause 8.0.1 and shall go through the formalities of handing over and
acceptance.
— 36 —
Appendix A Mixture ratio of epoxy mortar for reference
Table A. Mixture ratio of epoxy mortar for reference
No.
1
2
3
4
Name of materials
Epoxy resin
Dibutyl phthalate
ethylenediamine
sand
6101
Used for industry
Used for industry
Medium and coarse sand
Type
Mixture ratio
(% of weight)
100
17
10
250
Appendix B Mixture ratio of mini-expansive fine gravel concrete
for reference
Table B Mixture ratio of mini-expansive fine gravel concrete for reference
Mixture ration of weight Performance of trial block
No.
Ratio of water
cement
Sand Gravel others
Variation ratio
of size
Strength
(MPa)
1 (mark 525
1 0.39 placing
cement )
2 (mark 325
2 0.40 alumina
cement )
0.71 2.03
Gypsum
0.02
Alum 0.02
1.36 2.75 —
0.452/10000
(expanding)
2.4/10000
(expanding)
40
30~50
— 37 —
Appendix C. Mixture ratio of fine gravel
concrete for reference
Table C. Mixture ratio of fine gravel concrete for reference
Grade of
No. concrete
strength
1 C25
Mark of
cement
Cement
349
425
351
394
400
Mixture ratio (Kg/m3)
Sand
631
663
561
650
Stone
1280 (gravel)
1255 (pebble stone)
1260 (pebble stone)
1200 (gravel)
Water
185
200
185
200
2 C30 425
Note: (1) The particle diameter of stone is 5—15mm, the particle diameter of sand is
0.4~0.5mm.
(2) Start to cure by watering after 12 hours of grouting.
(3) The curing period shall be no less than 7 days.
Interpretation of the
words used in the
specification
The words that mean different extent to implement the specification is interpreted as follows:
1） The words of “must” and “forbid” mean that something shall be done at a quite strict
extent.
2） The words of “shall” or “not shall” and “don’t” mean that something shall be done at a
strict extent.
3） The words of “suitable” and “not suitable” mean that something shall be done if possible.
4） The words of “may” means that something can be selected to do on certain conditions.
— 38 —
中华人民共和国行业标准
Industrial Standard of the People's Republic of China
石油化工设备混凝土基础工程
施工及验收规范
Specification for the construction and acceptance of
petrochemical equipment concrete foundation
SH 3510-2000
Interpretation of the Clauses and Articles
Beijing 2000
— 39 —
Contents
1. General Provisions„„„„„„„„„„„„„„„„„„„„„„„„„„35
2. Basic Rules„„„„„„„„„„„„„„„„„„„„„„„„„„„„„35
3. Form panel, steel reinforcement and concrete works„„„„„„„„„„„35
3.1 Form panel works„„„„„„„„„„„„„„„„„„„„„„„„35
3.2 Steel reinforcement works„„„„„„„„„„„„„„„„„„„„„36
3.3 Concrete works„„„„„„„„„„„„„„„„„„„„„„„„„36
4． Unbonded prestressed concrete„„„„„„„„„„„„„„„„„„„„37
5． Pre-embedded works„„„„„„„„„„„„„„„„„„„„„„„„„37
5.1 Installation of pre-embedded foundation bolt„„„„„„„„„„„„„37
5.3 Installation of prepared hole form and sleeve„„„„„„„„„„„„„37
5.4 Drilling and anchoring foundation bolt„„„„„„„„„„„„„„„„37
6. Construction joint of concrete„„„„„„„„„„„„„„„„„„„„„38
7. Grouting„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„38
8. Acceptance of works„„„„„„„„„„„„„„„„„„„„„„„„„38
— 40 —
1. General Provisions
1.0.2 This specification is applicable for the same scope as the original specification with the
exception of some modification in words.
The concrete foundation in the specification includes the foundation of plain concrete,
foundation of steel reinforcement concrete and foundation of non-bonded prestressed
concrete, which is the same as those in the GB50204 “Specification for the construction and
acceptance of concrete structure works”.
1.0.3 The specification for the construction and acceptance of concrete structure works
involves many aspects of raw materials, semi-finished products and finished products.
Therefore, it is required to execute the articles stipulated in the specification. If some articles
are not stipulated in the specification, it is required to execute the relevant specifications and
standards.
1.0.4 Cancel the two articles of “corrosion-proof works” and “pile bearing platform” in the
original specification. The corrosion-proof works of equipment foundation shall be
conducted according to the “specification for the construction and acceptance of building
corrosion-proof works”(GB50212—91). The pile bearing platform works of equipment
foundation shall be conducted according to the “Specification for building pile
foundation”(JGJ—94).
2. Basic Rules
2.0.2 This clause only involves the acceptance of base or pile foundation works. The
specification for construction and acceptance of base and foundation works and the
specification for building pile foundation are stipulated in the national standards. The
interpretation is shown in the construction drawings if necessary.
2.0.3~2.0.5 These clauses are stipulated in the “pile bearing platform”. The article of “pile
bearing platform” has been cancelled in the revised edition. Some of clauses are shown here.
3. Form Panel, Steel Reinforcement and Concrete Works
3.1 Form Panel Works
3.1.4 In this clause, the original clause of “a tamping hole shall be set in each 3m on the form
panel” has been changed to the clause of “an operating hole shall be set in each 2m”. That
means that the hole will be used not only for tamping, but also for other operating such as
grouting. So, this clause will correspond to the clause of “The free height of concrete falling
from high place shall not exceed 2m” on the “specification for construction and acceptance of
— 41 —
concrete structure works”.
3.2 Steel Reinforcement Works
3.2.3~3.2.4 As the power equipment foundation, especially the position where impact stress
is strong and the steel reinforcement is easy to break, some new regulations have been
stipulated here. It is required to adopt the hot rolling steel bar and shall not adopt the welding
to ensure the life of equipment foundation. The original clause that “The steel bar with
diameter of more than 22mm shall be welded by the method of flashing butt welding” has
been changed to the new clause of “by butt welding”. Now, there are many methods in butt
jointing steel bar and the flashing butt-welding is only one of them. After change, the
construction units can select their own welding method according to conditions. Meanwhile,
the requirement for the welder has been cancelled because it has been stipulated in the
“specification for welding and acceptance of steel bar”(JGJ18—84) in detail.
3.2.9 It has cancelled the table 3.2.12 “quality standards of steel reinforcement works” on the
original clause 3.2.12 and only remained the page of “cover of main steel reinforcement”.
Because the article of “specification for construction and acceptance of concrete structure
works” only involves the thickness of the cover of steel reinforcement, which does not
involve the tolerance deviation of thickness. Actually, there is a tolerance deviation in the
cover during colligating steel reinforcement.
3.2.10~3.2.11 These are newly added contents provided for those construction units that
always adopt the same size and same length of iron wire to colligate different steel bars,
which may affect the installation quality of steel reinforcement.
3.3 Concrete Works
3.3.6 At present the measuring in some temporary and simple mixture stations are not
accurate, which strictly affect the quality of concrete, waste materials and pollute the
environment. The extension of premixing concrete has been early required in the “Guidance
of extension of 10 items of new technology in construction industry” in the No.40 [1996]
Ministry of Construction Industry.
3.3.7 During construction for bulk concrete, supplement the clause of “the temperature
differential between inside and outside the foundation shall not exceed 25℃. That will
correspond to the clause of “specification for construction and acceptance of concrete
structure works”. In addition, it also supplement the clause of both measures of reducing
temperature of ice mixing and sand and stone so as to provide feasible scheme for
construction unit selection.
3.3.12 Actually, the exposed bolt on foundation is too long after installation of equipment
and is far away from the requirement of exposed 2—3 threads of nut after installation of
equipment. Here modify some tolerance deviation to be more suitable for the demand in
construction after study and investigation.
3.3.13 It supplements the clause of “Repair for defect concrete”. That will correspond to the
— 42 —
contents of “specification for construction and acceptance of concrete structure works” and
make the specification more complete.
4. Unbonded Prestressed Concrete
This is a newly supplemental content. With the development of high-tech, the technology of
unbonded prestressed concrete has been widely used for combined base of equipment
foundation for its advanced, simple, economic, safe and no-pollutant features. In 1989, the
unbonded prestressed concrete foundation replaced the pile foundation in the construction of
relief equipment foundation in Tianjin Dagang Oil Refinery. The foundation investment was
saved by 30% of the total and the construction period was shorted by half a year. It has been
put into operation for 10 years and has run very well.
5. Pre-embedded Works
5.1 Installation of Pre-embedded Foundation bolt
5.1.1 This is a supplemental clause. As the bolt and nut and anchor-slab of bolt used for the
domestic equipment may be produced by the construction unit, it is necessary to specify the
steel.
5.1.2 This is a supplemental clause. As the bolt and anchor-slab used for the domestic
equipment are usually produced by the owner or the construction unit, which are lack of
specified size, here specify this clause to ensure the processing quality.
This clause is prepared with reference to the “Specification for foundation design of the small
container equipment in oil refinery”.
5.3 Installation of Prepared Hole Form and Sleeve
5.3.4 This is a supplemental clause. Here specify the gap between the edge of prepared hole
and the edge of foundation based on the size of bolt to restrict the construction unit to extend
the hole for easy construction.
5.3.8 In the table 5.3.8, the tolerance deviation of top elevation in installation of
pre-embedded foundation bolt has been changed from the original +10 and 0 to now +5 and 0
so as to short the exposed length of bolt. The verticality has been changed from the 5‟ to 3‟. That will correspond to the tolerance deviation of locating form panel in the clause 5.1.6.
5.4 Drilling and Anchoring the Foundation bolt
This is a supplemental content. It is necessary to drill and embed the foundation bolt when
improve the works and install new equipment on the original equipment foundation. At
present, although there are many methods for drilling and anchoring the foundation bolt,
— 43 —
these methods are in the test period and no specified standards of construction and acceptance
are issued. Here provide some methods for specification.
6. Construction Joint of Concrete
6.0.3 In the area of foundation bolt on equipment foundation, the preparation for construction
joint is a supplemental clause and is made out according to the clause 4.4.21 “specification
for construction and acceptance of concrete structure works ” (GB50204-92).
6.0.4 It supplements the clause 4 of “An observation and check shall be provided for the
foundation bolt before next grouting the concrete on the horizontal construction joint”.
Because the bolt and locating form panel may be displaced during concrete grouting, it is
required to check the bolt before next grouting on the construction joint to ensure the quality
of works.
7. Grouting
7.0.1 This is a supplemental clause.
The second grouting thickness for surface of equipment foundation is specified only in some
design drawings. In improving works, the original foundation may be used again and the
thickness of surface grouting usually depends on the actual conditions. So, it is necessary to
specify the grouting thickness. The margin of grouting at the top of foundation provided here
is specified based on the technical requirement of many construction drawings.
8. Acceptance of Works
8.0.1 The information for acceptance
of works is provided in reference with
the “specification for construction
and acceptance of concrete structure
works”(GB50204—92). Of which the
clause of providing the test report of
concrete mixture ratio is newly added.
Because the owner and supervisor
require the report of mixture ratio
with the exception of the report of
trial block of concrete and this
requirement is rational, so supplement
this clause here.
— 44 —
发布评论