HomeMy WebLinkAboutF2.2 - add 1.pdfGENERAL FOUNDATION / CONGRETE NOTES
MISCELLANEOUS:
The structure and its severol purts hove been designed for the in-service loods
only. The methods, means, procedures, and sequences of construction are the
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.
FWNDA710NS:
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 accepable elevation.
Foundations and soils related work shall be performed in accordance with the
geotechnical report and inspected by a qualified Geotechnical Engineer.
Geotechnical Report prepared by PSI dated August 6, 2012.
Report No. 0016-596.
Design Net Soil Pressures:
Spread Footings: 2,000 psf
Continuous Wall Footings: 2,000 psf
Assumed net soil pressures are as noted above. 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 Geotechnicol 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 conform(ng to AS7M C33, Type 1 Portland
Cement conforming to ASTM C150, and shall have the following compressive
strength (F'c) at 28 days:
Footings and Mats: 3,000 psi
Slabs-on-Grade: 3,500 psi
Retoining Wolls, Curbs, Sidewolks ond Slobs Exposed
to De-icers: 4,000 psi (6% +/- 19> 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
AS7M 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 cyfinders shall be protected against freezing.
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.
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 deck at all times from rain, hail or
other injurious effects.
Use of construction joints at locations other than those indicated on the
drawings shall be submitted to the Structural Engineer for approval.
The Contractar 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 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).
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 To 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 sprayed on
liquid curing compound. Other methods may be used with the Structural
Engineer's approval.
Subgrade modulus for slab on grade design: 100 p.c.i.
CONCRETE REINFORCEMENT:
Reinforcing bar detailing, fabricating, and placing shall conform to the latest
edition of the following standards: "Specificotians for Structural Concrete
Buildings" (ACI 301) ond "ACI Detuiling Munuol" (SP66).
Reinforcing steel shall be deformed bars of new billet steel conforming to ASiM
A615 and shall have a minimum yield strength of 60,000 psi.
Provide standard bar chairs and spacers as required to maintain concrete
protection specified.
Welded wire fabric shall be smooth wire fabric conforming to AS7M A185 unless
otherwise noted. Fabric shall be supplied in flat sheets and lapped a minimum
of 14 inches.
Welded wire fabric in slabs-on-grade shall be placed 2" down from the top of
the slob unless otherwise noted.
Slab on metal deck shall be reinforced with 6x6 - W1.4 x W7.4 WWF placed
3/4" down from the top of the slob.
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.
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 electronic copy to the
Structural Engineer for approval. These shop drawings will be reviewed for
design concepts expressed in the contruct documents only. The Controctor
shall be responsible for all dimensions, accuracy, and fit of work.
NON-SHRINK GRWT:
Grout shall be a non-metallic, shrinkage resistant (when tested in accordance
with the lotest edition af ASTh1 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 C709.
MASONRY:
Engineered concrete masonry has been designed in accordance with the latest
edition of the "Building Code Requirements for Concrete Masonry Structures"
(ACI 531) by the American Concrete Institute (ACI).
Concrete masonry construction shall conform to the latest edition of the
"Specification for Concrete Masonry Construction" (ACI531.1).
Provide special inspections of all masonry construction.
Concrete masonry construction shall have a minimum compressive strength
(F'm) of 1,500 psi at 28 days.
Mortar shall be Type M below grade and Type M or S above grade proportioned
in accordance with 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 AS7M A 615 and having a minimum yield
strength of 60,000 psi.
Unless otherwise noted, masonry cores (where specified on drawings) and bond
beams shall be filled with concrete meeting the following requirements.
Minimum 2,500 psi 28-day compressive strength with 3/4-inch maximum
aggregate and 7 inch maximum slump.
Unless otherwise noted, provide a steel bear(ng plate with two 3/8-inch x 6"
stud anchors at beam bearings.
Bearings for beams, lintels, joists, etc. shall be bond beams or hollow masonry
units with cores filled solid with concrete. See drawings for minimum bearing
requirements.
DESIGN DATA:
The building structure has been designed in accordance with the
2006 International Building Code with Indiana Amendments.
Roof Loads:
Live Load 25 psf
Snow Load 20 psf
Dead Load 25 psf
(Ground Snaw Load= 20 psf, Ce= 1.0, Ct= 1.0, I= 1.0)
VYfnd DesPgn Data:
* Basic Wind Speed - 90 mph, Exposure C
• Main Wind Force Resisting System (P) - ASCE 7
* Base Design Pressure - 15.9 psf
* Components and Cladding (P) - ASCE 7
* wnd Importance Factor (I) - 1.0
Componenta and Cladding:
Area (Walls) 10 SFT 100 SFT 500 SFT
In field of Wall: -18.6, +17.2 -16.1, +14.6 -14.3; +12.9
wthin 8'_0" of _22.9, +17.2 -17.8, +14.6 -14.3, +12.9
Corners:
Areo (Roaf) 10 SFT 100 SFT 500 SFT
In field -18.8 -17.2 -17.2
Perimeter -31.5 -20.3 -20.3
Corner -31.5 -20.3 -20.3
* Perimeter strip is 8'-0" � Roof
Seiamic Deaign Data:
+ Seismic Use Group = I, (Ie=1.0)
SCALE�
SAW CUT OR USE
SPECIAL BLACK
SLOTS
FOR CORNER BLOGK
� DOWELS SEE
STRUGTURAL
SECTIONS
BUTTER FACE SNELL
RAKE AT GONTROL
JOINT ONLY.
LEGEND:
A � 16" LONG BLOGK
B � S" LONG BLOCK
CANTROL JOINT KEY
AS SPECIFIED
O�
A
B A
00 A
B A
I1
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JCANTROL JOINT
-SEALANT EXTERIOR
FACE OF WALL
� EXTERIOR FAGE
NorE: SASN BLOCK
SASN BLOGK AS SNOWN ABOVE IS APPLICABLE TO THE CONSTRUCTION OF ALL
CONTROL JOINTS EXGEPT WNERE STEEL AND CANCRETE COLUMNS OCGUR AND
SFIALL BE USED AT EACFI LOCATION WFIERE C.J. IS INDICA?ED ON ARCNITECTURAL
FLOOR PLANS OR ELEVATION DR4WING.
SAS I C CONTROL JOI NT (CJ �
SGALE: NONE
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G I/2" DCPANSION-
�JOINT MATERIAL
FILL WITH
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* Spectral Response Coefficients Sos & Sa = 0.191, 0.126
* Seismic Design Category (1616.3) = B NO SGALE
* Basic Seismic-Force-Resisting System = Structural Steel Systems
not spec(flcally detailed for seismic resistance; R=3.00, Cd=3.00
* Design Base Shear (Cs= 0.064)
+ Analysis Procedure - ELFP
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Revicbns�
OWNERREVIEW OB/22/12
BID SET OS/29/12
leaus Dsts DnWn By Checked By
08/27/12 D.T.C. T.G.S.
GENERAL
NOTES AND
FOUNDATION
DETAILS
Dnwln9 Numben
ONB-F2.2
Pro�eet NumDen
12-116