Strescore - OSCO Construction Group

Transcription

Strescore
Precast/Prestressed Concrete
Hollow Core Plank
2007 edition
Website: www.strescon.com
E-mail: sales@strescon.com
Corporate Office
400 Chesley Drive
Saint John, NB E2K 5L6
Phone: 506-632-2600
506-632-7689
Fax:
Catalog No.: _____________
Date: ____________________
Strescon is a member of the OSCO Construction Group
New Brunswick Plant
101 Ashburn Road
Saint John, NB E2L 3W2
Phone: 506-633-8877
Fax:
506-632-7576
Nova Scotia Plant
131 Duke Street
Bedford, NS B4A 2Z8
Phone: 902-494-7400
Fax:
902-494-7401
New England Office
25 Burlington Mall Road
Burlington, MA 01803
Phone: 781-221-2153
Fax:
781-221-2155
Strescore
Precast/Prestressed Concrete Hollowcore Plank
INTRODUCTION TO STRESCORE PLANK
For the architect or consulting engineer, this manual is intended as a
guide for working with Strescore plank using various construction
methods.
Strescore plank is a precast, prestressed concrete member with
continuous voids provided to reduce weight. It is commonly used
as a floor or roof deck.
Used as floor and ceiling assemblies, Strescore plank has an
excellent sound transmission class rating, ranging from about 50
to 53 without topping. The impact insulation class rating starts at
about 26 for a plain plank, and may be increased to over 78 with
the addition of carpeting and underlay. Various fire ratings can
also be achieved depending on floor or ceiling finish.
Precast prestressed Strescore plank is extruded on long line casting
beds using zero slump concrete. The concrete is fed into the
extruder and then forced into the compaction space using feeding
screws, which also push the extruder along the casting bed. Forming
dies follow the feeding screws to give the required shape to the
voids. Once cured, the Strescore plank is then cut to length.
Introduction
1
Strescore
NOISE IS
REDUCED
ADVANTAGES OF STRESCORE PLANK
STRESCORE
PLANK
Strescore plank is widely known for providing economical and
efficient floor and roof systems. The top surface can be prepared for
installation of a floor covering by feathering the joints with a latex
cement mix, installing non-structural fill concrete ranging from 1/2
inch to 2 inches thick, or by pouring a composite structural concrete
topping. The underside can be used as a finished ceiling either by
painting or by applying an acoustical spray.
Strescore plank is cambered as with most prestressed structural
members. Areas with differential cambers may cause a problem and
should be recognized and dealt with in the design layout. Wall
locations may hide such a joint, but the door swing should be
directed to the least variable side.
Camber can also be accommodated by providing a topping. The
quantity of topping required must consider the amount of camber
and the function of the floor.
Camber, camber growth, and deflections must be taken into account
in roofing details. Where changes in relative slab position occur,
counterflashings are suggested to accommodate such changes.
Introduction
2
Strescore
DESIGN RESPONSIBILITIES
Final design of the individual
plank is usually the
responsibility of Strescon
Limited. The planks are
designed according to the
latest requirements of ACI
standard 318 or CSA
standard A23.3, to carry the
loads specified in the contract
documents. The design of the
supporting structure, diaphram
action, lateral loads, bracing
anchorage, and stability of
the various components is the
responsibility of the project
engineer.
which occur in the plank.
All openings larger than 12”
in size should be accurately
located on the drawings so
the effect on the Strescore
plank can be considered
during the design.
Lateral load transfer can be
accomplished by weld plates
or grouted connections. It
should be noted that PCI
recommends that prestressed
concrete components such as
Strescore plank should not be
rigidly connected at both ends. This is to prevent
damage to the plank or supporting structure due to
creep, shrinkage and temperature change movements
Strescon Limited will
generally produce a set of
erection drawings consisting
of layout, section, and
detailed drawings. The
layout drawings will show the
location of each plank as
well the location of openings
and any details which affect
the planks.
The architect or project
engineer should carefully
review the erection drawings
during the approval process
to ensure that openings are properly sized, located,
and all details have been properly incorporated.
Introduction
3
Strescore
FRAMING CONCEPT
The primary consideration in developing a framing
scheme using Strescore plank is the span length.
Please refer to the load tables section for
recommended limits on Strescore plank.
Consideration must be given to factors such as
superimposed loads, partitions, or a large number
of openings. Each of these factors will result in
higher load capacity requirements. The fire
resistance rating required for the application will
also affect the load capacity of a plank.
It is more economical to have the plan dimensions
fit the plank module. Non-module plan dimensions
will be accommodated using partial width planks,
therefore, joint locations and overall detailing
should be discussed with Strescon Limited.
Construction tolerances must be accounted for in
developing a plan layout. Tolerance on plank
length should be accomodated by allowing a gap
at the plank ends in the bearing detail.
Except for special situations, keyway grout is
normally a sand and Portland cement mixture in
proportions of about 3:1. The amount of water
used will be determined by the method used to place the grout in the keyway. It will generally result in a wet
mix. The configuration of the key is such that vertical load transfer can still occur with the presence of a
shrinkage crack. Rarely is grout strength required in excess of 3000 psi.
Introduction
4
Strescore
STRESCORE PLANK: FROM START TO FINISH
PRODUCTION
Introduction
5
Strescore
QUALITY CONTROL
DELIVERY
Introduction
6
Strescore
ERECTION & GROUTING
Introduction
7
Strescore
TYPICAL APPLICATIONS
• INSTITUTIONAL
• APARTMENTS & CONDOS
• HOTELS/MOTELS
• RESIDENTIAL
• COMMERCIAL/INDUSTRIAL
• STUDENT HOUSING
Introduction
8
Strescore
TYPICAL APPLICATIONS (CONTINUED)
Introduction
9
Strescore
untopped
8”8”UNTOPPED
Section Properties (Normal Weight Concrete)
A = 199.7 in.2
l = 1580 in.4
Wt. = 52 psf
f’c = 6000 psi
Maximum Uniformly Distributed Superimposed Service Load in PSF
Span in Feet (center to center of bearing)
Strand Pattern
(1/2” o 270 ksi LL Strand)
20’
21’
22’
23’
24’
25’
26’
27’
28’
29’
30’
lbs per square foot
215
203
185
178
165
152
140
132
130
120
108
Load Tables
1
Strescore
8” TOPPED
8” topped
Ac = 289.4 in.2
lc = 3176 in.4
f’c = 6000 psi
f’c Topping = 3000 psi
Strand Pattern
20’
21’
22’
23’
24’
25’
26’
27’
28’
29’
30’
lbs per square foot
256
242
228
218
201
186
171
155
145
133
118
Load Tables
2
Strescore
10” UNTOPPED
10” untopped
A = 251 in.2
l = 3155.7 in.4
Wt. = 67 psf
f’c = 6000 psi
Strand Pattern
26’ 27’ 28’ 29’ 30’ 31’ 32’ 33’ 34’ 35’ 36’ 37’ 38’ 39’ 40’
lbs per square foot
207 197 196 187 178 174 165 153 147 140 135 130 125 118 110
Load Tables
3
Strescore
10”
10”TOPPED
topped
Ac = 335.6 in.2
lc = 5461 in.4
f’c = 6000 psi
Strand Pattern
26’ 27’ 28’ 29’ 30’ 31’ 32’ 33’ 34’ 35’ 36’ 37’ 38’ 39’ 40’
lbs per square foot
233 218 215 202 195 188 178 170 160 146 138 132 128 125 118
Load Tables
4
Strescore
12” UNTOPPED
12” untopped
A = 279 in.2
l = 5104 in.4
Wt. = 74 psf
f’c = 6000 psi
Strand Pattern
32’ 33’ 34’ 35’ 36’ 37’ 38’ 39’ 40’ 41’ 42’ 43’ 44’ 45’ 46’
lbs per square foot
159 153 146 141 135 130 126 121 117 113 104 99
Load Tables
96
92
89
5
Strescore
12” TOPPED
12” topped
Ac = 363.6 in.2
lc = 8133 in.4
f’c = 6000 psi
Strand Pattern
32’ 33’ 34’ 35’ 36’ 37’ 38’ 39’ 40’ 41’ 42’ 43’ 44’ 45’ 46’
lbs per square foot
181 174 166 160 153 147 141 134 124 120 115 111 107 103 99
Load Tables
6
Strescore
DIMENSIONAL TOLERANCES
The Prestressed Concrete Institute’s recommended dimensional tolerances for Strescore plank are:
A.
B.
C.
D.
E.
F.
G.
H.
Length: + 1/2 inch
Width: + 1/4 inch
Depth: + 1/4 inch
Position of individual strands: + 1/2 inch
Position of strand group: + 1/4 inch
Squareness of ends: + 1/2 inch
Position of openings: + 2 inches
Positions of plates: + 2 Inches
CAMBER
Camber is the upward deflection of a prestressed member and resulting from the eccentricity between the
prestressing force and the center of gravity of the cross section. Since both prestressing area and eccentricity
are established by the required design load and span length, camber is a result of the design rather than a
design parameter.
Camber and deflection will change with time due to concrete creep, prestress loss, and the amount of
prestressing. The time dependant cambers and deflections are not predictable with any degree of accuracy,
and any calculation of long term movement must be considered to be only an estimate.
Also, adjacent plank having different lengths, strand patterns or openings will have differential camber. This may
be minimized by leveling during erection.
Design Information
1
Strescore
STRESCORE PLANK DESIGN CHECKLIST
This Strescore checklist has been developed to assist the Architect and/or Engineer in
developing plans and specifications. Please contact Strescon Limited regarding your requirements.
1. FIRE RATINGS:
A. What is the fire rating? If more than 2 hours is required, contact Strescon Limited.
2. LOADING CONDITIONS
A. Are loads specified on the drawing?
B. Are there line loads (such as masonry walls or face brick) supported on plank, in addition to
specified uniform loads? If yes, capacity of plank should be checked.
C. Are there concentrated loads (such as columns or mechanical equipment) supported on plank, in
addition to specified uniform loads?
D. Roof loads
1. Are there vertical protrusions such as parapets, penthouses, stair wells, elevator shafts, adjacent
buildings, etc.? If so, snow drift load must be factored into the design.
2. Do higher roofs from this building or adjacent buildings deposit snow on this building? If so,
special design is required for sliding snow.
3. Will plank yield positive camber for adequate drainage? Is roof drainage system shown?
4. Is there roof fill? Additional loads will result.
E. Does plank support stairs?
3. TOPPINGS
A. Is topping truly composite? Topping separated by a vapor barrier or insulation is not composite.
B. If a level floor is required, 1” to 2” additional topping may be required at ends to compensate for
camber.
4. EXPANSION JOINTS
A. Do contract drawings show expansion joints? If building is greater than 200’ long or has a floor
plan shape such as L, Y, or H, expansion joints should be provided.
5. CAMBERS OR DEFLECTIONS
A. Camber is inherent in most prestressed products. It is the result of the eccentric prestress force
required to carry loads and the span over which the loads must be carried. Camber cannot be
designed to an exact number.
B. Plank of different spans and loadings will have different camber. Flash patching by others, to level
floors will be required.
Design Information
2
Strescore
C. Conditions requiring review of camber
1. Avoid heavy masonry wall loads parallel to span.
2. Consult Strescon Limited for all non-uniform loading cases to ensure ultimate strength and
deflection criteria can be met.
LEVELING OF PLANKS
Wood Block.
Jack.
Floor bellow.
•
When Strescore planks are uneven, they can be leveled from the
underside using jacks.
• Place the jacks near the center of the plank span.
Gently lift until the bottom of the planks are even.
• Grout the joint and leave support under plank until grout is cured.
• If top joints are uneven, use Gyp-Crete or equivalent material for
feathering and leveling.
Design Information
3
Strescore
MASONRY DETAIL INDEX
Roof Details
Detail
Load Bearing
Interior
Exterior
-
D4
D1
Non-Load Bearing
Interior
Exterior
-
D7
D3
Intermediate Details
Detail
Load Bearing
Interior
Exterior
-
D6
D2
Non-Load Bearing
Interior
Exterior
-
D7
D5
Base Details
Detail
D31
Load Bearing
Exterior
-
Non-Load Bearing
Exterior
- D32
Miscellaneous Details
Detail
D33 to D45
Details
1
Strescore
PRECAST DETAIL INDEX
Roof Details
Load Bearing
Detail
Interior
Exterior
D11, D12
- D8, D10, D13
Detail
Load Bearing
Interior Exterior -
D11, D12
D14
Non-Load Bearing
Exterior -
D9
Base Details
Detail
Load Bearing
Exterior
-
D31
Non-Load Bearing
Exterior
-
D32
Detail
D33 to D45
Details
2
Strescore
STEEL DETAIL INDEX
Roof Details
Detail
Load Bearing
Interior - D16, D17, D18
Exterior D19
Non-Load Bearing
Interior Exterior -
D16
D15
Detail
Load Bearing
Interior - D16, D17, D18,
D21, D22
Exterior D19, D20
Non-Load Bearing
Interior Exterior -
Base Details
D16
D15
Detail
Load Bearing
Exterior -
D31
Non-Load Bearing
Exterior -
D32
-
Detail
Pre-Engineered Column
Details
-
D33 to D45
D23, D24
3
Strescore
INSULATED CONCRETE FORM DETAIL INDEX
Roof Details
Detail
Load Bearing
Interior
Exterior
-
D29
D25
Non-Load Bearing
Exterior
-
D27
Detail
Load Bearing
Interior
Exterior
-
D30
D26
Non-Load Bearing
Interior
Exterior
-
D28
D28
Base Details
Detail
Load Bearing
Exterior
-
D31
Non-Load Bearing
Exterior
-
D32
Detail
D33 to D45
Details
4
Strescore
MISCELLANEOUS DETAIL INDEX
Detail
Hanger Details
-
D33
Back to Back Lintel Detail
-
D34
Interior Non-Load Bearing Partition Wall
Intermediate Floor Detail
-
D35
Exterior Non-Load Bearing Partition Wall
Intermediate Floor Detail
-
D36
Typical Plank to Plank Joint Details
-
D37
Standard Hanger Details
-
D38
Elongated Notch DetailWhen Plank
Joints Do Not Align
-
D39
Grouting of Cores For Walls Above
-
D40
Plank to Plank Tie Connection
-
D41
Preferred Method For Balcony Layout
-
D42
-
D43
-
D44
-
D45
Balcony Slab To Strescore Plank
Connection Detail
Alternate Method for Balcony Layout
Balcony Slab to Strescore Plank
Alternate Connection Detail
Details
5
Strescore
D1 - EXTERIOR LOAD BEARING
MASONRY WALL
ROOF DETAIL
MASONRY WALL
INTERMEDIATE FLOOR DETAIL
Details
6
Strescore
D3 - EXTERIOR NON-LOAD BEARING
MASONRY WALL
ROOF DETAIL
MASONRY WALL
Details
7
Strescore
D5 - INTERIOR NON-LOAD BEARING
MASONRY WALL
ROOF DETAIL
D6 - INTERIOR LOAD BEARING
MASONRY WALL
Details
8
Strescore
MASONRY WALL
Details
9
Strescore
PRECAST WALL
ROOF DETAIL
PRECAST WALL
Details
10
Strescore
STRUCTURAL PRECAST FRAME
ROOF DETAIL
D11
- INTERIOR
Details
11
Strescore
D12
- INTERIOR
D13 - EXTERIOR
STRUCTURAL STEEL FRAME
ROOF DETAIL
Details
12
Strescore
D14 - EXTERIOR
Details
13
Strescore
D15 - STRUCTURAL STEEL FRAME
PARALLEL TO PLANK SPAN
D16 - INTERIOR
PARALLEL TO PLANK SPAN
Details
14
Strescore
D17 - INTERIOR
ROOF / INTERMEDIATE FLOOR DETAIL
D18
- INTERIOR STEEL FRAME
ROOF / INTERMEDIATE FLOOR DETAIL
Details
15
Strescore
D19
- EXTERIOR
D20 - EXTERIOR STRUCTURAL STEEL FRAME
SUPPORTING MASONRY WALL
Details
16
Strescore
D21 - INTERIOR STRUCTURAL STEEL FRAME
SUPPORTING MASONRY WALL
D22 - INTERIOR/EXTERIOR
PLANK CANTILEVER DETAIL
Details
17
Strescore
D23 - INTERIOR STRUCTURAL STEEL FRAME
INTERMEDIATE FLOOR
COLUMN NOTCH DETAIL
PRE ENGINEERED STEEL FRAME
INTERMEDIATE FLOOR
COLUMN NOTCH DETAIL
Details
18
Strescore
D25
- EXTERIOR LOAD BEARING
INSULATED CONCRETE FORM SYSTEM
ROOF DETAIL
Details
19
Strescore
ROOF DETAIL
Details
20
Strescore
ROOF DETAIL
Details
21
Strescore
FOUNDATION WALL
FLOOR DETAIL
FOUNDATION WALL
FLOOR DETAIL
Details
22
Strescore
D33 - HANGER DETAILS
D 33 H AN G ER D ETAIL
D34 - BACK TO BACK
LINTEL DETAIL
Details
23
Strescore
PARTITION WALL
PARTITION WALL
Details
24
Strescore
D37 - TYPICAL PLANK TO PLANK
JOINT DETAIL
Details
25
Strescore
D38 - STANDARD HANGER
DETAILS
D39 - ELONGATED NOTCH DETAIL
WHEN PLANKS DO NOT ALIGN
Details
26
Strescore
D40 - GROUTING OF CORES
FOR WALLS ABOVE
D41 - PLANK TO PLANK TIE CONNECTION
Details
27
Strescore
D42 - PREFERRED METHOD
FOR BALCONY LAYOUT
D43 - BALCONY SLAB TO STRESCORE
CONNECTION DETAIL
Details
28
Strescore
D44 - ALTERNATE METHOD FOR BALCONY LAYOUT
D45 - BALCONY SLAB TO STRESCORE PLANK
ALTERNATE CONNECTION DETAIL
Details
29
Strescore
CPCI SAMPLE SPECIFICATIONS
Section 03410 - Hollow Core Precast/Prestressed Concrete
1.0 GENERAL
1.1
DESCRIPTION
.1 The General conditions of the Contract and Supplementary General Conditions apply to this
Division, except as qualified herein and/or excluded.
.2 Refer to the drawings and specifications.
1.2
RELATED WORK
.1 Cast-in-Place Concrete: Section 03300
Spec Note: The following items relating to precast/prestressed slabs, carried out by other trades,
should be covered in their respective specifications.
(1) Drypacking of gap between precast/prestressed slabs at all locations where load bearing walls
are parallel to length of slab.
(2) Perimeter caulking.
(3) Electrical holes.
(4) Concrete topping (minimum 37 mm [1 1/2"])
1.3
REFERENCE STANDARDS
.1 Do precast/prestressed concrete work in accordance with CSA A23.4 and CSA A23.3.
.2 Do welding in accordance with CSA W59 for welding to steel structures and CSA W186 for
welding reinforcement.
1.4
QUALIFICATIONS OF MANUFACTURER
.1 Fabricate precast/prestressed concrete elements certified by the Canadian Standards Association in
the appropriate category(ies) according to CSA Standard A23.4-00 "Precast Concrete - Materials
and Construction". The precast concrete manufacturer shall be certified in accordance with the CSA
Certification program for Structural Precast/Prestressed Concrete prior to submitting a tender and
must specifically verify as part of his tender that he is currently certified in the appropriate
category(ies):
(A) PRECAST CONCRETE PRODUCTS - ARCHITECTURAL
(I) Non-Prestressed or (II) Prestressed
(B) PRECAST CONCRETE PRODUCTS - STRUCTURAL
Specifications - Canada
1
Strescore
(C) PRECAST CONCRETE PRODUCTS - SPECIALTY
Only precast concrete elements fabricated by certified manufacturers are acceptable to the Owner.
Certification must be maintained for the duration of the fabrication and erection for the project.
Fabricate precast concrete elements in accordance with _______________(Provincial) Building
Code requirements.
.2 The precast concrete manufacturer shall be a member in good standing with the Canadian
Precast/Prestressed Concrete Institute (CPCI) and have a proven record and satisfactory experience
in the design, manufacture and erection of precast concrete facing units of the type specified. The
company shall have adequate financing, equipment, plant and skilled personnel to detail, fabricate
and erect the work of this Section as required by the Specification and Drawings. The size of the
plant shall be adequate to maintain the required delivery schedule.
1.5
DESIGN CRITERIA
.1 Design precast/prestressed concrete units to CSA A23.3 and to carry handling stresses.
.2 Design loads in accordance with applicable codes for use and occupancy, wind, temperature, and
earthquake.
.3 Consider vibration characteristics in accordance with NBC.
.4 Design prestressed units to meet one (1) or two (2) hour fire resistance rating [specify].
1.6
SOURCE QUALITY CONTROL
.1 Upon request, provide Engineer with certified copies of quality control tests and inspection related to
project as specified in CSA A23.4 and CSA G279.
.2 Inspection of prestressed concrete tendons is required in accordance with CSA G279.
.3 Upon request, provide Engineer with certified copy of mill test report of reinforcing steel supplied,
showing physical and chemical analysis.
1.7
SHOP DRAWINGS
Spec Note: It is not the Precast Manufacturer's responsibility to confirm and correlate dimensions at the
job site.
.1 Submit shop drawings in accordance with Section 01340 - Shop Drawings, Product Data.
.2 Submit shop drawings in accordance with CSA A23.4 and CSA A23.3. Upon request, the following
items shall be provided:
.1 Design calculations for items designed by the Manufacturer
.2 Estimated camber
2
Strescore
1.8
.3 Finishing schedules
.4 Methods of handling and erection
.5 Openings, inserts and related reinforcement
.6 Each drawing submitted to bear stamp of qualified Professional Engineer registered in the
Province of ________________ [specify].
WARRANTY
.1 This Contractor hereby warrants that the precast/prestressed elements will not spall or show visible
evidence of cracking, except for normal hairline shrinkage cracks, in accordance with the General
Conditions warranty clause, for a one-year period.
2.0 PRODUCTS
2.1
MATERIALS
.1
.2
.3
.4
.5
.6
.7
.8
.9
.10
2.2
Cement, aggregates, water, admixtures: To CSA A23.4 and CSA A23.1.
Prestressing steel: Uncoated 7 wire cable conforming to CSA G279.
Reinforcing steel: To CSA G30.18.
Anchorages and couplings: To CSA A23.1.
Embedded steel: To CSA G40.21, Type M300W
Welding materials: To CSA W48.1.
Bearing pads: 3mm Korolath continuous bearing strips.
Insulation: Expanded polystyrene to CAN/CGSB-51-20.
Air entrainment admixtures: To CSA A266.1.
Chemical admixtures: To CSA A266.2.
CONCRETE MIXES
.1 Use concrete mix designed to produce 41 MPa (6000 psi) compressive strength at 28 days with a
maximum water/cement ratio to CSA A23.1, Table 7 for Class D exposure.
.2 Air entrainment of concrete mix: To CSA A266.4.
.3 Admixtures: To CSA A266.4, CSA A266.5.
.4 Do not use calcium chloride or products containing calcium chloride.
2.3
GROUT MIX
.1 Cement grout: One-part type 10 Portland cement 2 1/2 parts sand, sufficient water for placement
and hydration.
3
Strescore
2.4
MANUFACTURE
.1 Manufacture units in accordance with CSA A23.4.
.2 Mark each precast unit to correspond to the identification mark on shop drawings for location on a
part of unit which will not be exposed.
.3 Provide hardware suitable for handling elements.
.4 Provide plug at each cell end of hollow core at exterior [optional].
3.0 EXECUTION
3.1
ERECTION
.1
.2
.3
.4
.5
.6
.7
.8
3.2
Erect elements within the allowable tolerances indicated or specified.
Erection tolerances to be non-cumulative in accordance with CSA A23.4, Section 10.
Install 3mm Korolath bearing strips, smooth side up when bearing on concrete or masonry supports.
Set units in a tight, level position on true level bearing surface provided by others. Minimum bearing
90mm (3 1/2") on masonry and 75mm (3") on structural steel.
Fasten precast/prestressed units in place as indicated on reviewed shop drawings.
Level differential elevation of horizontal joints with grout to slope not more than 1:12.
Clean field welds with a wire brush and touch up with primer.
Field cut holes and openings up to 150mm (12") diameter for mechanical trades. Openings larger
than 150mm (12") to be located on shop drawings at time of approval to be formed in the plant or
cut in field. Do not cut reinforcing without prior approval of the precast hollow core slab
manufacturer and the Engineer.
TOPPING
.1 This contractor shall provide a suitable top finish to accept direct application of finished
flooring/roofing as per room finish schedule.
.2 Where concrete topping (minimum 37mm [1 1/2"]) is to be applied by others, refer to the
appropriate specifications. The top surface of the precast/prestressed slabs is to be raked
(roughened) for bonding of the topping.
3.3
EXPOSED CEILINGS
.1 Caulk exposed ceiling longitudinal joints, using standard caulking (by others).
.2 The underside of precast shall be finished as per CSA A23.4 (clause 24.2.2) STANDARD FINISH.
3.4
CLEAN-UP
.1 Upon completion of the work of this section, all surplus material and debris shall be removed from the site.
4
Strescore
PCI SAMPLE SPECIFICATIONS
Section 03400 - Precast & Pressed Concrete Plank
PART 1 • GENERAL
1.01 WORK INCLUDED
A.
B.
C.
D.
Furnishing precast concrete hollow core planks.
Erecting precast concrete hollow core planks.
Furnishing and installing connection plates, brackets and associated embedded items.
Grouting plank keys.
1.02 REFERENCE STANDARDS
A.
B.
C.
D.
E.
ACI 318 - Building Code Requirements for Reinforced Concrete.
ASTM A36 - Structural Steel.
AWS D1.1 - Structural Welding Code.
PCI Design Handbook - Precast and Prestressed Concrete.
PCI MNL - 116 - Manual for Quality Control for Plants and Production of Precast Prestressed
Concrete Products.
1.03 SUBMITTALS
A. Submit shop drawings and erection drawings in accordance with Section 01340. Indicate plank
locations, connection details, dimensions, and relationship to adjacent materials, and any field
cutouts required for piping, equipment, ductwork, etc.
B. Submit plank design computations indicating stresses and defletions at various stages in accordance
with ACI 318. Structural computations indicating handling stresses due to hoisting shall be included.
All computations shall be stamped by a professional structural engineer registered in the state where
the project is located.
1.04 QUALITY ASSURANCE
A. Design Criteria:
1. Conform to requirments of PCI Design Handbook.
2. Design members to withstand their own weight, erection forces, and all live and dead loads.
3. Design component connections to provide adjustment to accommodate misalignment of structure.
4. Concrete: Minimum compressive strength of 5000 psi at 28 days.
5. Roof members maximum deflection per ACI 318.
6. Shop drawings shall be stamped by a professional structural engineer registered in the same
state as the project.
Specifications - USA
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B. Fabricator: Concrete plank manufacturer shall be PCI plant certified for minimum of Group C2
precast/prestressed concrete products.
C. Fabrication: PCI MNL-116
D. Erector: Acceptable to precast fabricator.
E. Use only qualified workers trained to handle and erect structural concrete members.
1.05 SOURCE QUALITY CONTROL
A. Test concrete in accordance with ACI 318.
B. Retain plant records and quality control program used during production of precast members.
Make records and test results available to ENGINEER upon request.
C. Mark units with date of production and final position in structure.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Precast concrete hollow core planks shall not be shipped until the concrete has attained a
compressive strength of 3000 psi or until 5 days after fabrication and/or repair, whichever time is
longer.
B. Deliver products to site in accordance with section 01610.
C. Protect edges of members to prevent chipping, or spalling.
D. Conform to manufacturer’s instructions for delivery and handling.
E. Lift and support planks from support points using lifting or handling devices capable of supporting
plank in postions anticipated when storing and during loading, transportation, unloading and erection.
PART 2 • PRODUCTS
2.01 MATERIALS
A. Materials for Concrete: ACI 318
B. Connecting and Supporting Devices: Plates, angles, items cast in concrete, inserts, bolts, and
accessories, conforming to ASTM A36 steel, prime painted. Do not paint surfaces requiring field
welding, field prime after welding.
C. Grout: One (1) part Portland cement to two (2) parts sand.
2.02 FABRICATION
A. Verify reinforcing steel, anchors, inserts, plates, angles, and other cast-in items are embedded and
located as indicated on Shop Drawings.
B. Mark each precast unit to indicate final position in structure corresponding to code on erection
drawings.
C. Finish: Exposed face shall have steel trowel finish, free of defects and suitable for painting.
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PART 3 • EXECUTION
3.01 ERECTION
A. Provide for erection procedure, temporary bracing, and induced loads during erection. Maintain
temporary bracing in place until final support is provided.
B. Erect members without damage to shape or dimension.
C. Align and maintain uniform horizontal and vertical joints as eretion progresses.
D. Adjust differential camber between planks to tolerance before final attachment.
E. Perform welding in accordance with AWS D1.1.
3.02 TOLERANCES
A. Maximum Variation From Plane or Location: 1/4 inch in 10 feet and 3/8 inch in 100 feet,
noncumulative.
B. Maximum Out of Square: 1/8 inch in 10 feet.
C. Maximum Offset From True Alignment Between Two Adjacent Members: 1/4 inch.
D. Maximum Variation From Dimensions Indicated on Shop Drawings: Plus or minus 1/8 inch.
E. Maximum Misalignment of Anchors, Inserts, Openins: 1/8 inch.
3.03 GROUTING
A. Grouting: Fill grout key between plank joints. Remove any grout that seeps through joint before it
hardens. Grout at ends and along sides of planks as shown on the Drawings.
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Strescore - OSCO Construction Group

Transcription

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