HomeMy WebLinkAbout29 S201.pdfMISCEIIANEOUSe
The structure and its several parts have been designed for the in-service loads only. The methods,
means, procedures, and sequences of construction are the responsibility of the Contractor. The
Contractor shali take all necessory precautions to insure safe working conditions and maintain the
integrity of the structure during all stages of construction. The adequacy of the design of
temporary bracing, shoring, etc. is the contractor's responsibility.
It is the contractor's responsibility to verify all conditions prior to the start of construction. If
discrepencies occur contact the Engineer proir to continuing with construction.
The bracing design for cast-in-place concrete, tilt-up concrete, precast concrete, timber walls and
masonry walls is the complete responsibility of the Contractor. Temporary bracing for walls shall be
adequate to resist the forces imposed during construction. Bracing for a wall shall not be removed
until the wall is fully supported in its permanent condition. In the case of walls supporting soil, the
brqces shall additionally remain in place until the backfilling procedures have been completed.
FOUNDATIONS:
Foundation excavations shall be mdde to plan elevations. Foundations are to bear on firm,
undisturbed soil. The soil conditions beneath foundations shall then be inspected by a qualified
Geotechnical Engineer. Where unacceptable soils occur, excavate and replace with an acceptable
engineered fill or lower the bottom of the footing to an accepable elevption.
The foundation design is based on recommendations contained in the soils report prepared by
Patriot Engineering and Environmental, Inc. dated April 25, 2008.
Foundations and soils related work shall be performed in accordance with the geotechnical report
and inspected by a quali�ed Geotechnical Engineer.
Design Net Soil Pressures:
Spread Footings: 2,500 psf
Continuous Wall Footings: 1,500 psf
It is the contractor's responsibility to verify existing conditions and allowable pressures prior to
casting foundations.
Foundation conditions noted during construction, which differ from those described in the
geotechnical report shall be reported to the Architect, Structural Engineer and Geotechnical Engineer
before construction is continued.
CONCRETE:
Reinforced concrete has been designed in accordance with the current "Building Code Requirements
for Structural Concrete" (ACI 318).
Mixing, transporting, and placing of concrete shall conform to the latest edition of the
"Specifications for Structural Concrete for Buildings" (ACI 301).
Concrete in the following areas shall consist of natural sand fine aggregate and normal weight
coarse aggregates conforming to ASTM C33, Type 1 Portland Cement conforming to ASTM C150, and
shall have the following compressive strength (F�c) at 28 days:
Footings: 3,000 psi
Slabs-on-Grade: 4,000 psi
Retaining Walls, Curbs, Sidewalks
and Slabs Exposed to De-icers: 4,000 psi (6� +/- 1� entrained air by volume)
Concrete (flowable fill or lean concrete) used as fill under footings or as backfill behind walls shall
consist of natural sand fine aggregate, Type 1 Portland Cement conforming ASTM C150 (50 pounds
minimum), and type C or F Fly Ash, and have a compressive strength (F'c) at 28 days of 75 psi.
Concrete compressive strength tests shall be performed in accordance with ASTM C39. Copies of
the test results shall be forwarded directly to the Structural Engineer. One set of specimens shall
be taken for each day's pour of appreciable size and for each 100 cubic yards in accordance with
the latest edition of ASTM C31. Each set shall include one specimen tested at 7 days, 2 specimens
tested at 28 days and one specimen retained in reserve. This set of test cylinders shall be
protected against freezing.
Concrete flexural strength tests shall be performed in accordance with ASTM C78. Copies of the
test results shall be forwarded directly to the Structural Engineer. One set of specimens shall be
taken for each day's slab pour of appreciable size and for each 200 cubic yards in accordance with
the latest edition of ASTM C31. Each set shall include one specimen tested at 14 days, one tested
at 28 days and 2 specimens tested at 56 days.
Slump tests shall be made prior to the addition of plasticizers. Where concrete is placed by
pumping methods, concrete for test cylinders and slump tests shall be taken at the point of final
placement.
Ad justment of slump by adding water to the mix at the job site shall occur as follows. Ad justment
shall be made one time only with a maximum of 2 gallons of water per cubic yard such that the
speci�ed slumps and water / cement ratios are not exceeded. The concrete shall be mixed after
the addition of water one minute per cubic yard to a maximum of 5 minutes.
Protect the concrete surface between finishing operations on hot, dry days or any time plastic
shrinkage cracks could develop by using wet burlap, plastic membranes or fogging. Protect concrete
deck qt all times from rain, hail or other in jurious effects.
Use of construction joints at locations other than those indicated on the drawings shall be
submitted to the Structurol Engineer for approval.
Principal openings in the structure are indicated on the contract documents. Refer to the
architectural, mechanical, electrical, and plumbing drawings for sleeves, curbs, inserts, etc. not herein
indicated. Openings in slabs with a maximum side dimension or diameter of 10 inches or less shall
not require additioncal framing or reinforcement, unless noted otherwise. The StructurQl Engineer
shall approve the location of sleeves or openings in structural members.
The Contractor shall verify the location of sleeves, openings, embedded items, etc. and shall ensure
that they are in place prior to the placement of the concrete.
The Contractor shall submit for review by the Structural Engineer a mix design for each proposed
class of concrete. Mix designs shall show weight proportions for components of the mix. The
Contractor shall not vcary from the mix design without the approval of the Structural Engineer.
CONCRETE SLABS-ON-GRADE:
Slabs-on-grade shall be constructed in accordance with the latest edition of the "Guide for
Concrete Floor and Slab Construction" (ACI 302.1 R).
In addition to the specifications noted elsewhere, the normal weight concrete for flatwork shall
conform to the following:
Minimum Cement Content: 5 sacks / cyd
Maximum Water Cement Ratio by Weight: 0.48
Maximum Slump Prior to Addition
of Plasticizers: 3 inches
Maximum Slump if Plasticizers are not used: 4 inches
Minimum cement content shall be 6 sacks/cyd and max w/c ratio shall be 0.43 for Curbs,
Sidewalks and Slabs exposed to de-icers.
Slabs-on-grade shall be placed to achieve the following minimum tolerances:
Overall Values: Ff = 25 FI = 20
Local Values: Ff = 17 FI = 15
Place concrete in a manner so as to prevent segregation of the mix. Floating and troweling
operations shall not occur until the concrete has lost surface water sheen or all free water. Do not
sprinkle free cement on the slab surface.
Provide curing of concrete slabs immediately after finishing using a 7 day wet cure. Other methods
may be used with the Structural Engineer's approval.
Subgrade modulus for slab on grade design: 100 p.c.i.
CONCRETE REINFORCEMENTo
Reinforcing bar detailing, fabricating, and placing shali conform to the latest edition of the following
standards: "Specifications for Structural Concrete Buildings" (ACI 301) and "ACI Detailing Manual"
(SP66).
Reinforcing steel shall be deformed bars of new billet steel conforming to ASTM A615 and shall hpve
a minimum yield strength of 60,000 psi.
Provide standard bar chairs and spacers as required to maintain concrete protection specified.
Welded wire fobric shall be smooth wire fabric conforming to ASTM A 185 unless otherwise noted.
Fabric shall be supplied in flat sheets and lapped a minimum of 14 inches.
Welded wire fobric in slabs-on-grade shall be placed 2" down from the top of the slab unless
otherwise noted.
Unless otherwise shown or noted, splicing of reinforcing bars shall conform to the current ACI 318. '
Where the length of lap is not shown or noted, provide a Class "B" lap at splices. �
Horizontal bars in walls or grade beams shall be bent at corners and intersections in such a way �
that continuity is provided through the joint. Separate corner bars of the same size and spacing i�1
as the horizontal reinforcing may be substituted for the bent portion of the continuous bors.
The Concrete Contractor shall prepare detailed working or shop drawings to enable fabrication,
erection and construction of the work in accordance with the drawings and specifications and shall
submit one reproducible copy and one blue line copy to the Structural Engineer for approval. These
shop drawings will be reviewed for design concepts expressed in the contract documents only. The
Contractor shall be responsible for all dimensions, accuracy, and fit of work.
NON-SHRINK GROUT:
Grout shall be a non-metallic, shrinkage resistant (when tested in accordance with the Iatest edition
of ASTM C827 or CRD-C621), premixed, non-corrosive, non-staining product containing Portland
Cement, silica sands, shrinkage compensating agents and fluidity improving compounds. Grout shall
have a minimum compressive strength (F'c) of 5,000 psi in 28 days.
Grout com ressive stren th tests shall be erformed in accordance with the latest edition of ASTM
5 1/8" TYP.
VERIFY W/hRGH.
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MASONRY: ALL SHE�°tR WrhLLS
Engineered concrete masonry has been designed in accordance with the latest edition of the
"Building Code Requirements for Masonry Structures" (ACI 530) by the American Concrete Institute FINISI-t FLOOR EL.
(ACI). PER P��4N
Concrete masonry construction shall conform to the latest edition of the "Specification for Masonry
Construction" (AC1530.1).
Masonry construction shall have a minimum compressive strength (F'm) of 1,500 psi at 28 days. T/FTG. EL..
Mortar shall be Type M below grade and Type M or S above grade proportioned in accordance with PER P��4N
the latest edition of ASTM C 270 or C 476.
Reinforcing steel for bond beams and vertical block cores shall be deformed bars of new billet steel
complying with ASTM A 615 and having a minimum y'►eld strength of 60,000 psi.
Unless otherwise noted, masonry cores (where specified on drawings) and bond beams shall be filled FOOTING
with concrete meeting the following requirements. PER PLAN
Minimum 2,500 psi 28-day compressive strength with 3/4-inch maximum
aggregate and 7 inch maximum slump.
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The building design of The National Bank of Indianapolis is a registered trademark and copyright. All Rights Reserved.�
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