HomeMy WebLinkAboutS1.0 - Structural NotesJC Hart will pull
their own permit
for their office
expansion
RELEASED FOR CONSTRUCTION
Subject to compliance with all regulations
of State and Local Codes
City of Camel ((��
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DATE: 08/29/19
GENERAL
The structure has been designed for the service loads only. The methods, means, procedures, and sequences of construction are
the responsibility of the contractor. The structure is designed to be self -supporting and stable after the building is complete. It is the
contractors responsibility to determine erection procedure; and sequences to insure safety of the building and As components
during erection. This includes the addition of necessary shoring, sheeting, temporary bracing, guys, tie -downs, etc.
The structural drawings shall be used in conjunction with architectural, mechanical, electrical and plumbing drawings.
No penetrations, other than those shown on the drawings shall be made without the approval of the Architect.
CONCRETE MIX DESIGN SUBMITTAL
The conractorshall submit for the review of the Architect a mix design for each proposed class of concrete. Each mix design shall
be identified by a number or other unique identification. The contractor shall not vary from the mix design nor use any concrete other
than the approved mix design without the approval of the Architect.
SHOP DRAWING SUBMITTALS
The contractorshall prepare detailed shop drawings to enable him to fabricate, erect and construct all parts of the work in
accordance with the drawings and specifications. These shop drawings will be reviewed for general compliance with the design
intent only. The contractor is responsible for all dimensions, accuracy and fit of work.
All shop drawings shall be reviewed by the contractor priorto submittal to the Architect. Drawings submitted without contractors
review will be returned unchecked.
PRODUCT DATA SUBMITTALS
The contractorshall submit for approval product data forthe specific items listed below. The contractorshall not use products other
than those submitted without the approval of the Architect.
Submit two copies of manufacturers product data forthe Architect to approve, for each of the following items:
Concrete Curing Compound Adhesive Anchors
Concrete Joint Sealant Non -Shrink Grout
Expansion Anchors Cold Formed Metal Framing
FOUNDATIONS
Foundation design is based on allowable net bearing opacity of 2500 psf
Design Net Soil Pressure:
Spread Footings: (2500 pad)
Continuous Wall Footings: (2500 psf)
Foundation conditions noted during construction, which differ from those described in the geotechnicel report shall be reported to the
Architect before moher construction is attempted.
CONCRETE
Re-inforced concrete has been designed in acconcli with the Building Code Requirements for Structural Concrete (ACI 318) and
Commentary (ACI 318R).
Mixing , transporting, and placing of concrete shall conform to the latest edition of the Specifications for Structural Concrete for
buildings (ACI 301). Ready -mixed concrete shall conform to the requirements of ASTM C94., incase of discrepancy, the plans and
specifications shall govern.
Cement shall conform to ASTM C150 Type 1
Fly ash shall conform to ASTM C618, Class C or F. The ratio of the amount (by weight) of fly ash to the amount of portland cement in
the mix shall not exceed 25 percent.
Normal weight aggregate shall conform to ASTM C33.
Water reducing admixture; shall conform to ASTM C494.
Air Entraining admixtures or admixture; containing more tan 0.1 percent chloride ions shall not be used.
In cold weather conditions, mixing, placing, finishing, wring and protection of concrete shall be performed in accordance with the
latest edition of the ACI 306R, Cold Weather Concreting.
In hot weather conditions, mixing, placing, finishing, curing and protection of concrete shall be performed in accordance with the
latest edition of the ACI 306R, Hot Weather Concreting.
Use of construction joints at locations other tan Nose indicated on the drawings shall be submitted for approval.
Normal weight concrete shall be used in the following areas and shall have the properties as shown:
Max.Water/ Maximum Percent Design 28-day
Cement Allowable Entrained Compressive
Ratio Slump(in) Air Strength (psi)
Footings and Mats 0.50 4 n/a 3,000
Entrance Platforms, 0.40 4 6(+/-1) 4000`
Retaining Walls, Curbs,
Sidewalks and Slabs
exposed to de-icers
Slab on grade 0.45 4"' n/a 3.500"
Minimum cement content =6 sacks (564 Hs) per cubic yam
" Minimum cement content =5 sacks (470 Its) per cubic yam
Maximum slump =4 inches if plasticizers are not used.
= 5 inches prior to to addition of plasticizers.
Note: Slump for pumped concrete shall he measured at point of discharge.
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).
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 curing of concrete slabs immediately after finishing using a sprayed on dissipating -resin liquid curing compound conforming
to ASTM C309. All sculls or abrasions to the curing membrane shall be re -coated daily. Other curing methods may be used with
approval by the Aroh tect.
Slabs on grade in office areas shall receive a smooth trowel finish, and be placed to achieve the following minimum tolerance.
Overall values: FF=25. FL=15
Local values: FF = 15, FL = 10
REINFORCING STEEL
Reinforcing steel shall be deformed has conforming to ASTM A615 and shall have a minimum yield strength of 60,000 psi.
Reducing bar detailing, fabricating, and placing shall conform to the latest edition of the following standards: ACI 301, ACI 318, and
ACI Detailing Manual (SP66).
Reinforcing steel shall not be tack welded, welded, heated or or cut unless indicated on the contract documents or approved by the
Architect.
Where lap splice lengths are not shown or noted, provide a Class 'B' lap.
Provide corner bare of some size and spacing at horizontal bars of all walls and grade beams.
Unless otherwise shown or noted, provide 245 bars (one on each face) around unframed openings in concrete walls and grade
beams. Place bars parallel to the sides of the opening and extend 24 inches beyond corners.
WELDABLE REINFORCING STEEL
Reinforcing steel, which is to be welded, shall conform ASTM A706. Welding of reinforcing steel, when approvetl by the Architect,
shall conform to the latest edition of American Welding Society Standard D1.4. Electrodes forshop and field welding of reinforcing
shall conform to ASTM A233, Class E90XX.
EXPANSION ANCHORS
Expansion anchors shall be carbon steel anchors as manufactured by Hilti Fastening Systems oran equivalent substitute approved
by the Architect and shall be installed in conformance with the manufacturers recommendations.
Expansion anchors shall not be installed in concrete until it has attained its specified minimum 28 day compressive strength.
ADHESIVE ANCHORS
Adhesive anchors shall be Hilt 'HIT HV150- for solid substrate and Hilt mHIT HV20' for hollow substrate or equivalent substitute
approved by the Architect Anchors shall be installed in conformance with the manufacturers recommendations by installers traded
by the manufacturers representatives.
Minimum embedment depth shall be 8 bolt diameters unless noted otherwise
Studs shall be manufactured of cold drawn steel conforming to ASTM A108. Studs shall be a/' diameter x 3' long. Stud design has
been based on an ultimate shear capacity of (17.7) kips per stud.
NON SHRINK GROUT
Grout shall be non-metalic, shrinkage resistant (when tested in accordance with the latest edition of ASTM C827 CRD-C621),
premixed, non -corrosive, non staining product containing Portland Cement, since sands, shrinkage compensating agents and fluidity
improving compounds. Grout shall have minimum compressive strength (TO of 5,000 psi in 28 days.
STRUCTURAL STEEL A50
Structural steel detailing, fabrication and erection shall conform to the AISC Specification for Structural Steel Buildings, latest edition
with amendments, and the AISC Code of Standard Practice for Steel Buildings and Bridges, latest edition with amendments.
Structural steel wide flange shapes shall conform to ASTM A572 grade 50.
Structural steel plates and rated shapes other than wide flange shapes shall conform to ASTM A36, unless noted otherwise.
Structural steel tubing shall conform to ASTM A500, grade B.
Structural pipe shall conform to to ASTM A55, grade B.
Anchor bolts shall conform to ASTM A56, unless noted otherwise.
Bolted connections shall conform to the Specification for Structural Joints Using ASTM A325 or A490 bolts, approved by the
Research Can nal on Stmctuml Connections of the Engineering Foundation. Bolted connections for structural steel members shall be
made with s/' diameter A325 bolts, unless noted otherwise. Bolted connections shall be tightened to snug fit condition, except
connections in wind brace elements shall be tightened using the turn -of -nut method, unless noted otherwise.
Welding procedures shall conform to the latest ed pion of the American Welding Society's Structural Weld l ng Code for Steel ANSI /
AWS D1.1.
Welded connections using ASTM A572 steel as a base metal shall be made with E70XX low Hydrogen electrodes. Unless
otherwise shown or noted on the drawings, other weltletl connections may be made wit standard E70XX electrodes.
Structural steel shall be shop painted wit a rust inhibiting primer, unless noted otherwise on the drawings. Coordinate primer paint
with the Architect for steel to remain exposed or to receive finish paint.
Structural steel noted to be galvanized shall be hot -dip galvanized in conformance with ASTM A125.
Do not paint or galvanize the following surfaces:
1. Surfaces to he welded.
2. Surfaces to receive bolted slip -critical connections.
3. Surfaces to receive shearstud connections.
4. Surfaces to receive sprayed -on fireproofing.
All abrasions to the shop finish shall be touched -up after erection is complete. For painted steel, use a primer equivalent to the shop
paint. For galvanized steel, use a zinc -rich mid -galvanizing paint.
Design connections not shown in accordance wit the latest AISC S ecdication and Manual of Steel Construction. Design beam
9 P 9
connections not shown, to support one-half to total uniform load -carrying capacity of to beam.
Provide L3x5x% framed openings for all roof penetrations larger than 10 inches along any side, unless larger framing is indicated.
Refer to Mechanical drawings for penetrations. Coordinate founded opening sizes and locations with the Mechanical contractor.
COLD FORMED METAL FRAMING
Structural properties of framing members shall be calculated in accordance with the requirements of the current American Iron and
Steel Institute (A151) Specifications for the Design of Cold Formed Steel Structural Members.
All mid formed metal framing materials shall conform to ASTM A653 with zinc coating conforming to ASTM A924. Plates, gussets
and Gips shall have a minimum yield strength of 40 ksi and shall have thickness as required for specific conditions. Tracks, bracing,
fuming and bridging shall have a minimum yield strength of 33 on.
All fasteners shall conform to ASTM A90 and be self drilling, self tapping screws, bolts, nuts and washers.
Cold formed metal framing system shall be installed in accordance wit the manufacturers printed instructions and as approved by
the Architect.
Cold formed metal framing system shall be designed to accommodate construction tolerances, deflection of building structural
members, and clearances of intended openings. Provide deflection allowance in stud "a, directly below building framing for
non -load bearing framing.
Install wall stud bridging per the manufacturers requirements (4'-0' mc. maximum).
Comers shall be constructed using a minimum of 3 studs. Double studs (minimum, or greater number as required by specific
contlitions) shall be provided at wall openings, doom and window jambs.
DESIGN DATA
The building structure has been designed in accordance with the Indiana Building Code.
FLOOR LOADS
Live Loatl 100 DO
Dead Load 40 psf
EARTHQUAKE DESIGN DATA
1. Zone 1
2. Zone Factor Z = 0.075
3. Importance Factor 1 = 1.0
4. Soil Profile 5E
5. Basic structural system and Seismic resisting system- building Frame
System.
6. Response modification factor (R) 5.5
7. Analysis procedure - Equivalent lateral force procedure
CRG is only
pulling the permit
for their portion of
work
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07/03/2019
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PRmECT N0.
CHECKED BY
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N.T.S.
1 1:1
STRUCTURAL NOTES
& SPECIFICATIONS
SHEET NO.
S1.0
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