HomeMy WebLinkAbout07020031.4L �i Tk*I-
The building structure has been designed in accordance with the current
Indiana Building Code.
The structure and its several parts have been designed for the in— service loads
only. The methods, means, procedures, and sequences of construction are
responsibility of the Contractor. The Contractor shall take all necessary
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.
FOUNDATIONS:
Foundations and soils related work shall be performed in accordance with the
geotechnical report and inspected by a qualified Geotechnical Engineer.
Foundation excavations shall be made 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 acceptable elevation.
Design Net Soil Pressure: 2000 psf ® spread footing
1500 psf ® continuous wall footings
Soil 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:
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
Slabs on Metal Deck: 3,000 psi
Retaining Walls, Curbs, Sidewalks 4,000 psi (6% + 1%
and Slabs Exposed to De— icers: entrained air by volume)
Adjustment of slump by adding water to the mix at the job site shall occur as
follows. Adjustment shall be made one time only with a maximum of 2 gallons
of water per cubic yard such that the specified 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 at all times from rain, hail or other injurious effects.
Construction joints shall be prepared by roughening the contact surface in an
approved manner to a full amplitude of approximately 1/4 inch leaving the
contact surface clean and free of laitance.
The Contractor shall verify the location of sleeves, openings, embedded items,
etc. and shall insure that they are in place prior to the placement of the concrete.
Compensate for deflection of metal deck and structure to provide level, flat slab while
maintaining minimum specified slab thickness for elevated slabs.
The Contractor shall submit for the review of 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 vary 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 302.1R).
Refer to specifications for all concrete mix design requirements.
Slabs —on —grade shall be placed to achieve the following minimum tolerances:
Ff = 35 F1 = 25
Assumed Subgrade Modulus for Slab —on —grade design is 125 pci
Place concrete in a manner so as to prevent segregation of the mix. Delay
floating and troweling operations until the concrete has lost surface water sheen
or all free water. Do not sprinkle free cement on the slab surface.
Provide one coat of curing and sealing compound per the contract specifications
immediately after finishing using a sprayed on liquid curing compound.
CONCRETE REINFORCEMENT:
Reinforcing steel shall be deformed bars of new billet steel conforming to ASTM
A615 -90 and shall have a minimum yield strength of 60,000 psi.
Welded wire fabric in slabs —on —grade shall be placed 2" down from the top of
the slab unless otherwise noted.
Slab on metal deck shall be reinforced with W.W.F. placed 3/4" down from top of
the slab.
Unless otherwise shown or noted, splicing of reinforcing bars shall conform to ACI 318 -02.
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 as the horizontal reinforcing
may be substituted for the bent portion of the continuous bars.
The Contractor shall prepare detailed working or shop drawings to enable him to
fabricate, erect and construct all parts 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 latest 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 compressive strength tests shall be performed in accordance with the
latest edition of ASTM C109.
DESIGN DATA:
The building structure has been designed in accordance with the Indiana Building Code,
latest edition.
Floor Loads:
Live Load 100 psf
Dead Load 52 psf
Roof Loads:
Live Load 20 psf
Snow Load 20 psf
Dead Load 25 psf
(Ground Snow Load= 20 psf, Ce= 1.0, Ct= 1.0, I= 1.0)
Wind Design Data:
* Basic Wind Speed — 90 mph, Exposure C
Seismic Design Data:
* Seismic Use Group (1616.2) = I
* Site Class (1615.1.1) = D
* Spectral Response Coefficients Sos & Six (1615.1.3) = .19, .14
* Seismic Design Category (1616.3) = C
* Basic Seismic — Force — Resisting System (1617.6) = Bearing Wall System
with ordinary reinforced concrete shear walls; R =4.5.
* Design Base Shear Per Section (1617)
* Analysis Procedure — ELFP (1617.4)
SEE PLAN ----i _ I _ V
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[-- EDGE OF SLAB
INTERIOR EXTERIOR INTERIOR
TYPICAL COLUMN ISOLATION J
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ELEVATION
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LHORGUTTIN6 NOTES:
1/2" EXPANSION
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It may be necessary to undercut sail beneath the wall
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FOYT&S COMPACT TO
JOINT MATERIAL
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Geotechnical 5ngineer and as outlined herein.
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Undercutting of sal as of
fill be in
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OMPACT TO 100% SPD �ed performed accordance with the
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requirements.
JOINT MATERIAL
a
CONSTRUCTION JOINT 1/8" (t) SAWED JOINT
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VATION LIMIT
1. The instructions of the Geotechnical 5�gineer on
SOFF GUT METHOD
FILL WITH
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b
FILL WITH ° °
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2. Limits of undercutting and compacted engineered fill
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3. The erxfineered fill material shall be compacted in
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COLUMN
a percent SPD above bottom of footing.
a COLUMN
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PER PLAN °
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PER PLAN °
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CONSTRUCTION JOINT
DETA I L
NO SCALE
@ 4" THICK SLAB CONTROL JOINT
[-- EDGE OF SLAB
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TYPICAL COLUMN ISOLATION J
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PLAN BOTTOM FOOTING PROPOSED GRADE
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ELEVATION
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LHORGUTTIN6 NOTES:
AS NOTED
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It may be necessary to undercut sail beneath the wall
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FOYT&S COMPACT TO
95% SPD footings and column footincp as directed by the
FOR:
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Geotechnical 5ngineer and as outlined herein.
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Undercutting of sal as of
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Density �1 �" D -698), below bottom of footing
SUITABLE BEARING
a percent SPD above bottom of footing.
MATERIAL (AS DETERMINED
BY GEOTECHNICAL ENGINEER)
4. Canpaction by flooding is not permitted.
UNDERCUTT I NG
DETA I L
NO SCALE
NOTE: SEE SPECIFICATIONS FOR SLAB CURING TREATMENTS.
SLAB ON GRADE JOINTS
SCALE: NOW
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DWG. DATE:
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JOB NUMBER:
06 -213
SCALE:
AS NOTED
CREATED BY:
J.W.G.
CHECKED BY:
J.A.L.
ISSUED
FOR:
PERMITS
11/13/06
CONSTRUCTION
12/11/06
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12/21/06
2 ES I #2
1/2/07
SHEET NO.
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