Strescore - OSCO Construction Group

StrescorePrecast/Pres tressed Concrete Hol low Core Plank2007 edi t ion

Corporate Office400 Chesley DriveSaint John, NB E2K 5L6Phone: 506-632-2600Fax: 506-632-7689

Website: www.strescon.comE-mail: [email protected]

Catalog No.: _____________

Date: ____________________

Strescon is a member of the OSCO Construction Group

New Brunswick Plant101 Ashburn RoadSaint John, NB E2L 3W2Phone: 506-633-8877Fax: 506-632-7576

Nova Scotia Plant131 Duke StreetBedford, NS B4A 2Z8Phone: 902-494-7400Fax: 902-494-7401

New England Office25 Burlington Mall RoadBurlington, MA 01803Phone: 781-221-2153Fax: 781-221-2155

INTRODUCTION TO STRESCORE PLANK

For the architect or consulting engineer, this manual is intended as aguide for working with Strescore plank using various constructionmethods.

Strescore plank is a precast, prestressed concrete member withcontinuous voids provided to reduce weight. It is commonly usedas a floor or roof deck.

Used as floor and ceiling assemblies, Strescore plank has anexcellent sound transmission class rating, ranging from about 50to 53 without topping. The impact insulation class rating starts atabout 26 for a plain plank, and may be increased to over 78 withthe addition of carpeting and underlay. Various fire ratings canalso be achieved depending on floor or ceiling finish.

Precast prestressed Strescore plank is extruded on long line castingbeds using zero slump concrete. The concrete is fed into theextruder and then forced into the compaction space using feedingscrews, which also push the extruder along the casting bed. Formingdies follow the feeding screws to give the required shape to thevoids. Once cured, the Strescore plank is then cut to length.

StrescoreP r e c a s t / P r e s t r e s s e d C o n c r e t e H o l l o w c o r e P l a n k

Introduction 1

NOISE ISREDUCED

STRESCOREPLANK


Introduction 2

ADVANTAGES OF STRESCORE PLANK

Strescore plank is widely known for providing economical andefficient floor and roof systems. The top surface can be prepared forinstallation of a floor covering by feathering the joints with a latexcement mix, installing non-structural fill concrete ranging from 1/2inch to 2 inches thick, or by pouring a composite structural concretetopping. The underside can be used as a finished ceiling either bypainting or by applying an acoustical spray.

Strescore plank is cambered as with most prestressed structuralmembers. Areas with differential cambers may cause a problem andshould be recognized and dealt with in the design layout. Walllocations may hide such a joint, but the door swing should bedirected to the least variable side.

Camber can also be accommodated by providing a topping. Thequantity of topping required must consider the amount of camberand the function of the floor.

Camber, camber growth, and deflections must be taken into accountin roofing details. Where changes in relative slab position occur,counterflashings are suggested to accommodate such changes.


Introduction 3

DESIGN RESPONSIBILITIES

Final design of the individualplank is usually theresponsibility of StresconLimited. The planks aredesigned according to thelatest requirements of ACIstandard 318 or CSAstandard A23.3, to carry theloads specified in the contractdocuments. The design of thesupporting structure, diaphramaction, lateral loads, bracinganchorage, and stability ofthe various components is theresponsibility of the projectengineer.

Lateral load transfer can beaccomplished by weld platesor grouted connections. Itshould be noted that PCIrecommends that prestressedconcrete components such asStrescore plank should not berigidly connected at both ends. This is to preventdamage to the plank or supporting structure due tocreep, shrinkage and temperature change movements

which occur in the plank.

All openings larger than 12”in size should be accuratelylocated on the drawings sothe effect on the Strescoreplank can be consideredduring the design.

Strescon Limited willgenerally produce a set oferection drawings consistingof layout, section, anddetailed drawings. Thelayout drawings will show thelocation of each plank aswell the location of openingsand any details which affectthe planks.

The architect or projectengineer should carefullyreview the erection drawingsduring the approval process

to ensure that openings are properly sized, located,and all details have been properly incorporated.

FRAMING CONCEPT

The primary consideration in developing a framingscheme using Strescore plank is the span length.Please refer to the load tables section forrecommended limits on Strescore plank.

Consideration must be given to factors such assuperimposed loads, partitions, or a large numberof openings. Each of these factors will result inhigher load capacity requirements. The fireresistance rating required for the application willalso affect the load capacity of a plank.

It is more economical to have the plan dimensionsfit the plank module. Non-module plan dimensionswill be accommodated using partial width planks,therefore, joint locations and overall detailingshould be discussed with Strescon Limited.

Construction tolerances must be accounted for indeveloping a plan layout. Tolerance on planklength should be accomodated by allowing a gapat the plank ends in the bearing detail.

Except for special situations, keyway grout isnormally a sand and Portland cement mixture inproportions of about 3:1. The amount of waterused will be determined by the method used to place the grout in the keyway. It will generally result in a wetmix. The configuration of the key is such that vertical load transfer can still occur with the presence of ashrinkage crack. Rarely is grout strength required in excess of 3000 psi.


Introduction 4


Introduction 5

STRESCORE PLANK: FROM START TO FINISHPRODUCTION


Introduction 6

QUALITY CONTROL

DELIVERY


Introduction 7

ERECTION & GROUTING


Introduction 8

TYPICAL APPLICATIONS

• INSTITUTIONAL

• APARTMENTS & CONDOS

• HOTELS/MOTELS

• RESIDENTIAL

• COMMERCIAL/INDUSTRIAL

• STUDENT HOUSING


Introduction 9

TYPICAL APPLICATIONS (CONTINUED)

Maximum Uniformly Distributed Superimposed Service Load in PSF

Strand Pattern Span in Feet (center to center of bearing)

(1/2” o 270 ksi LL Strand) 20’ 21’ 22’ 23’ 24’ 25’ 26’ 27’ 28’ 29’ 30’

215 203 185 178 165 152 140 132 130 120 108

8” untopped

lbs per square foot


Load Tables 1

8” UNTOPPED

Section Properties (Normal Weight Concrete)

A = 199.7 in.2 Wt. = 52 psfl = 1580 in.4 f’c = 6000 psi



(1/2” o 270 ksi LL Strand) 20’ 21’ 22’ 23’ 24’ 25’ 26’ 27’ 28’ 29’ 30’

256 242 228 218 201 186 171 155 145 133 118

8” topped

lbs per square foot


Load Tables 2

8” TOPPED


Ac = 289.4 in.2 f’c = 6000 psilc = 3176 in.4 f’c Topping = 3000 psi


Load Tables 3



(1/2” o 270 ksi LL Strand) 26’ 27’ 28’ 29’ 30’ 31’ 32’ 33’ 34’ 35’ 36’ 37’ 38’ 39’ 40’

10” untopped

207 197 196 187 178 174 165 153 147 140 135 130 125 118 110lbs per square foot

10” UNTOPPED


A = 251 in.2 Wt. = 67 psfl = 3155.7 in.4 f’c = 6000 psi


Load Tables 4



(1/2” o 270 ksi LL Strand) 26’ 27’ 28’ 29’ 30’ 31’ 32’ 33’ 34’ 35’ 36’ 37’ 38’ 39’ 40’

10” topped


10” TOPPED




Load Tables 5



(1/2” o 270 ksi LL Strand) 32’ 33’ 34’ 35’ 36’ 37’ 38’ 39’ 40’ 41’ 42’ 43’ 44’ 45’ 46’

12” untopped


12” UNTOPPED


A = 279 in.2 Wt. = 74 psfl = 5104 in.4 f’c = 6000 psi


Load Tables 6



(1/2” o 270 ksi LL Strand) 32’ 33’ 34’ 35’ 36’ 37’ 38’ 39’ 40’ 41’ 42’ 43’ 44’ 45’ 46’

12” topped


12” TOPPED




Design Information 1

DIMENSIONAL TOLERANCES

The Prestressed Concrete Institute’s recommended dimensional tolerances for Strescore plank are:

A. Length: + 1/2 inchB. Width: + 1/4 inchC. Depth: + 1/4 inchD. Position of individual strands: + 1/2 inchE. Position of strand group: + 1/4 inchF. Squareness of ends: + 1/2 inchG. Position of openings: + 2 inches H. Positions of plates: + 2 Inches

CAMBER

Camber is the upward deflection of a prestressed member and resulting from the eccentricity between theprestressing force and the center of gravity of the cross section. Since both prestressing area and eccentricityare established by the required design load and span length, camber is a result of the design rather than adesign parameter.

Camber and deflection will change with time due to concrete creep, prestress loss, and the amount ofprestressing. 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 maybe minimized by leveling during erection.



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 CONDITIONSA. 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, adjacentbuildings, 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. TOPPINGSA. 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 JOINTSA. 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 DEFLECTIONSA. 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 bedesigned to an exact number.

B. Plank of different spans and loadings will have different camber. Flash patching by others, to levelfloors will be required.



Floor bellow.

Wood Block.

Jack.

LEVELING OF PLANKS

C. Conditions requiring review of camber1. 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.

• When Strescore planks are uneven, they can be leveled from theunderside 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 forfeathering and leveling.


Details 1

MASONRY DETAIL INDEX

Roof Details Detail

Load Bearing Interior - D4Exterior - D1

Non-Load Bearing Interior - D7Exterior - D3

Intermediate Details Detail



Base Details Detail

Load Bearing Exterior - D31

Non-Load Bearing Exterior - D32

Miscellaneous Details Detail

D33 to D45


Details 2

PRECAST DETAIL INDEX

Roof Details Detail

Load Bearing Interior - D11, D12Exterior - D8, D10, D13


Load Bearing Interior - D11, D12Exterior - D14


Base Details Detail




D33 to D45


Details 3

STEEL DETAIL INDEX

Roof Details Detail

Load Bearing Interior - D16, D17, D18Exterior - D19



Load Bearing Interior - D16, D17, D18,- D21, D22

Exterior - D19, D20


Base Details Detail



Miscellaneous Details Detail- D33 to D45

Pre-Engineered Column - D23, D24


Details 4

INSULATED CONCRETE FORM DETAIL INDEX

Roof Details Detail




Load Bearing Interior - D30 Exterior - D26


Base Details Detail




D33 to D45


Details 5

MISCELLANEOUS DETAIL INDEX

Hanger Details - D33

Back to Back Lintel Detail - D34

Interior Non-Load Bearing Partition Wall - D35Intermediate Floor Detail

Exterior Non-Load Bearing Partition Wall - D36Intermediate Floor Detail

Typical Plank to Plank Joint Details - D37

Standard Hanger Details - D38

Elongated Notch DetailWhen Plank - D39Joints Do Not Align

Grouting of Cores For Walls Above - D40

Plank to Plank Tie Connection - D41

Preferred Method For Balcony Layout - D42

Balcony Slab To Strescore Plank - D43Connection Detail

Alternate Method for Balcony Layout - D44

Balcony Slab to Strescore Plank - D45Alternate Connection Detail

Detail


Details 6

D2 - EXTERIOR LOAD BEARINGMASONRY WALL

INTERMEDIATE FLOOR DETAIL

D1 - EXTERIOR LOAD BEARINGMASONRY WALL

ROOF DETAIL


Details 7

D3 - EXTERIOR NON-LOAD BEARINGMASONRY WALL

ROOF DETAIL

D4 - EXTERIOR NON-LOAD BEARINGMASONRY WALL



Details 8

D5 - INTERIOR NON-LOAD BEARINGMASONRY WALL

ROOF DETAIL

D6 - INTERIOR LOAD BEARINGMASONRY WALL



Details 9

D7 - INTERIOR NON-LOAD BEARINGMASONRY WALL



Details 10

D8 - EXTERIOR LOAD BEARINGPRECAST WALL

ROOF DETAIL

D9 - EXTERIOR NON-LOAD BEARINGPRECAST WALL



Details 11

D11 - INTERIOR STRUCTURAL PRECAST FRAMEINTERMEDIATE FLOOR DETAIL

D10 - EXTERIOR LOAD BEARINGSTRUCTURAL PRECAST FRAME

ROOF DETAIL


Details 12

D13 - EXTERIOR

STRUCTURAL STEEL FRAMEROOF DETAIL

D12 - INTERIOR

STRUCTURAL PRECAST FRAME



Details 13

D14 - EXTERIOR

STRUCTURAL STEEL FRAME



Details 14

D15 - STRUCTURAL STEEL FRAME

PARALLEL TO PLANK SPAN

D16 - INTERIOR


PARALLEL TO PLANK SPAN


Details 15

D17 - INTERIOR


ROOF / INTERMEDIATE FLOOR DETAIL

D18 - INTERIOR STEEL FRAMEROOF / INTERMEDIATE FLOOR DETAIL


Details 16

D19 - EXTERIOR



D20 - EXTERIOR STRUCTURAL STEEL FRAME


SUPPORTING MASONRY WALL


Details 17

D21 - INTERIOR STRUCTURAL STEEL FRAME


SUPPORTING MASONRY WALL

D22 - INTERIOR/EXTERIOR


PLANK CANTILEVER DETAIL


Details 18

D24 - EXTERIOR LOAD BEARING

PRE ENGINEERED STEEL FRAME

INTERMEDIATE FLOOR

COLUMN NOTCH DETAIL

D23 - INTERIOR STRUCTURAL STEEL FRAME

INTERMEDIATE FLOOR

COLUMN NOTCH DETAIL


Details 19


INSULATED CONCRETE FORM SYSTEM

ROOF DETAIL





Details 20

D27 - EXTERIOR NON-LOAD BEARING


ROOF DETAIL





Details 21

D29 - INTERIOR LOAD BEARING


ROOF DETAIL

D30 - INTERIOR LOAD BEARING




Details 22


FOUNDATION WALL

FLOOR DETAIL


FOUNDATION WALL

FLOOR DETAIL

D33 HANGER DETAIL


Details 23

D34 - BACK TO BACK

LINTEL DETAIL

D33 - HANGER DETAILS


Details 24


PARTITION WALL


D35 - INTERIOR NON-LOAD BEARING

PARTITION WALL



Details 25

D37 - TYPICAL PLANK TO PLANK

JOINT DETAIL


Details 26

D39 - ELONGATED NOTCH DETAIL

WHEN PLANKS DO NOT ALIGN

D38 - STANDARD HANGER

DETAILS


Details 27

D40 - GROUTING OF CORES

FOR WALLS ABOVE

D41 - PLANK TO PLANK TIE CONNECTION


Details 28

D43 - BALCONY SLAB TO STRESCORE

CONNECTION DETAIL

D42 - PREFERRED METHOD

FOR BALCONY LAYOUT


Details 29

D44 - ALTERNATE METHOD FOR BALCONY LAYOUT

D45 - BALCONY SLAB TO STRESCORE PLANK

ALTERNATE CONNECTION DETAIL


Specifications - Canada 1

CPCI SAMPLE SPECIFICATIONSSection 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 thisDivision, 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 wallsare 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 forwelding reinforcement.

1.4 QUALIFICATIONS OF MANUFACTURER

.1 Fabricate precast/prestressed concrete elements certified by the Canadian Standards Association inthe appropriate category(ies) according to CSA Standard A23.4-00 "Precast Concrete - Materialsand Construction". The precast concrete manufacturer shall be certified in accordance with the CSACertification program for Structural Precast/Prestressed Concrete prior to submitting a tender andmust specifically verify as part of his tender that he is currently certified in the appropriatecategory(ies):

(A) PRECAST CONCRETE PRODUCTS - ARCHITECTURAL(I) Non-Prestressed or (II) Prestressed

(B) PRECAST CONCRETE PRODUCTS - STRUCTURAL(I) Non-Prestressed or (II) Prestressed



(C) PRECAST CONCRETE PRODUCTS - SPECIALTY(I) Non-Prestressed or (II) Prestressed

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) BuildingCode requirements.

.2 The precast concrete manufacturer shall be a member in good standing with the CanadianPrecast/Prestressed Concrete Institute (CPCI) and have a proven record and satisfactory experiencein the design, manufacture and erection of precast concrete facing units of the type specified. Thecompany shall have adequate financing, equipment, plant and skilled personnel to detail, fabricateand erect the work of this Section as required by the Specification and Drawings. The size of theplant 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, andearthquake.

.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 toproject 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 thejob 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 followingitems shall be provided:

.1 Design calculations for items designed by the Manufacturer

.2 Estimated camber



.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 theProvince of ________________ [specify].

1.8 WARRANTY

.1 This Contractor hereby warrants that the precast/prestressed elements will not spall or show visibleevidence of cracking, except for normal hairline shrinkage cracks, in accordance with the GeneralConditions warranty clause, for a one-year period.

2.0 PRODUCTS

2.1 MATERIALS

.1 Cement, aggregates, water, admixtures: To CSA A23.4 and CSA A23.1.

.2 Prestressing steel: Uncoated 7 wire cable conforming to CSA G279.

.3 Reinforcing steel: To CSA G30.18.

.4 Anchorages and couplings: To CSA A23.1.

.5 Embedded steel: To CSA G40.21, Type M300W

.6 Welding materials: To CSA W48.1.

.7 Bearing pads: 3mm Korolath continuous bearing strips.

.8 Insulation: Expanded polystyrene to CAN/CGSB-51-20.

.9 Air entrainment admixtures: To CSA A266.1..10 Chemical admixtures: To CSA A266.2.

2.2 CONCRETE MIXES

.1 Use concrete mix designed to produce 41 MPa (6000 psi) compressive strength at 28 days with amaximum 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 placementand hydration.



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 apart 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 Erect elements within the allowable tolerances indicated or specified.

.2 Erection tolerances to be non-cumulative in accordance with CSA A23.4, Section 10.

.3 Install 3mm Korolath bearing strips, smooth side up when bearing on concrete or masonry supports.

.4 Set units in a tight, level position on true level bearing surface provided by others. Minimum bearing90mm (3 1/2") on masonry and 75mm (3") on structural steel.

.5 Fasten precast/prestressed units in place as indicated on reviewed shop drawings.

.6 Level differential elevation of horizontal joints with grout to slope not more than 1:12.

.7 Clean field welds with a wire brush and touch up with primer.

.8 Field cut holes and openings up to 150mm (12") diameter for mechanical trades. Openings largerthan 150mm (12") to be located on shop drawings at time of approval to be formed in the plant orcut in field. Do not cut reinforcing without prior approval of the precast hollow core slabmanufacturer and the Engineer.

3.2 TOPPING

.1 This contractor shall provide a suitable top finish to accept direct application of finishedflooring/roofing as per room finish schedule.

.2 Where concrete topping (minimum 37mm [1 1/2"]) is to be applied by others, refer to theappropriate 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.


Specifications - USA 1

PCI SAMPLE SPECIFICATIONSSection 03400 - Precast & Pressed Concrete Plank

PART 1 • GENERAL

1.01 WORK INCLUDED

A. Furnishing precast concrete hollow core planks.B. Erecting precast concrete hollow core planks.C. Furnishing and installing connection plates, brackets and associated embedded items.D. Grouting plank keys.

1.02 REFERENCE STANDARDS

A. ACI 318 - Building Code Requirements for Reinforced Concrete.B. ASTM A36 - Structural Steel.C. AWS D1.1 - Structural Welding Code.D. PCI Design Handbook - Precast and Prestressed Concrete.E. 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 planklocations, connection details, dimensions, and relationship to adjacent materials, and any fieldcutouts required for piping, equipment, ductwork, etc.

B. Submit plank design computations indicating stresses and defletions at various stages in accordancewith 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 wherethe 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.



B. Fabricator: Concrete plank manufacturer shall be PCI plant certified for minimum of Group C2precast/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 acompressive strength of 3000 psi or until 5 days after fabrication and/or repair, whichever time islonger.

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 318B. 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 fieldwelding, 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 andlocated as indicated on Shop Drawings.

B. Mark each precast unit to indicate final position in structure corresponding to code on erectiondrawings.

C. Finish: Exposed face shall have steel trowel finish, free of defects and suitable for painting.



PART 3 • EXECUTION

3.01 ERECTION

A. Provide for erection procedure, temporary bracing, and induced loads during erection. Maintaintemporary 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 ithardens. Grout at ends and along sides of planks as shown on the Drawings.

Strescore - OSCO Construction Group

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