HomeMy WebLinkAboutSHEET S102 - Shoppes on Main Retail Building (Carmel, IN) 14NAEl72.1mil Y.`.
DATUM ELEVATION
See civil drawings for USGS elevation of first floor
GENERAL
These notes are part of the construction documents (the documents) prepared by Engineer of Record, LLC. (the
Engineer) as an instrument of service to our client. The use of the documents by any persons or entities requires
they abide by all of the documents for information provided to facilitate the construction of the structure. The failure
to abide by the requirements or contents of the documents, including these notes, shall place the responsibility for
corrective work on the entity that failed to provide the Engineer with the opportunity to correct or update the
documents prior to construction.
The Engineer retains ownership of these documents and has not authorized anybody or any entity to modify the
documents. The Engineer must authorize, in writing, deviations from the documents prior to the construction. The
entity authorizing deviations from the documents or constructing the structure with deviations from the documents
bears the responsibility and liability for costs associated with or caused by the deviations. Including fees for the
Engineer to review the deviations and/or legal fees paid by the Engineer.
The contractor shall check all dimensions on project and compare with the drawings prepared by other consultants that
provide documents for the structure. Contractor shall report any and all discrepancies to the Engineer and provide the
Engineer time to update the documents prior to proceeding with work shown on the documents.
Problems or errors in the construction due to the failure of the contractor to report discrepancies to the Engineer
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prior commencing fabrication or construction shall relieve the Engineer from all responsibility for the cost of the
corrective work.
Dimensions on drawings are to the outside face of the building.
The building shall be built with the outside face of the concrete walls, precast panels or area walls set to the
dimensions shown on the construction documents. The thickness of precast panels varies depending on the
manufacturer, therefore dimensions to the inside face of panels will vary. The contractor shall coordinate panel
thickness with precast supplier. The Engineer will not verify dimensions to the inside face of panels. Do not scale
wall thickness from drawings or electronic files.
For construction that is an addition, alteration, renovation, or rehabilitation of an existing structure, the contractor
MUST measure the existing construction, horizontally and vertically, and confirm that the proposed construction will fit
and match the existing construction as shown on the contract documents. The confirmation of the dimensions of the
existing structure must occur and the results provided to the sub -contractors before fabrication of steel, reinforcement,
etc. The engineer is not responsible for any costs resulting from the proposed construction not matching the existing
construction.
The contract documents indicate the principal openings in the structure. Refer to the architectural, mechanical,
electrical, and plumbing drawings for sleeves, curbs, Inserts, etc. not indicated on structural drawings- Openings in
slabs or roof deck with a maximum side dimension or diameter of 10 inches or less shall not require additional
framing or reinforcement, unless noted otherwise. The Structural Engineer shall approve the location of sleeves or
openings in structural members.
Concrete contractor is responsible for stability of excavations required to complete the work of their contract. Systems
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used to the
excavations shall be adequate to resist the force of the soil, any surcharge due to construction
activities andand the forces imposed on the excavation during construction activities due to wind or seismic forces.
The concrete contractor is responsible for the design, detailing, and installation of construction bracing and their
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foundations for cost -in -place concrete walls. Construction bracing shall be adequate to resist the force of the soil
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retained by the wall, any surcharge due to construction activities and the forces imposed on the wall during
construction activities due to wind or seismic forces. Brace walls until connections to the foundation (and slob, if
necessary for lateral support) and other structural elements that provide lateral support are complete.
SUBMITTALS
Contractor may provide a minimum of three and a maximum of five hard copies of submittals for review. We will
accept fall of submittals from only our client or the general contractor. We will not accept submittals from
sub -contractors. We will invoice for printing electronic copies of submittals.
Contractor shall include a minimum of seven workdays for the structural engineer to review each shop drawing
submittal. The seven days starts upon the engineer's receipt of the shop drawings and shall conclude when the
engineer sends out the shop drawings to the entity that sent them the drawings. Contractor shall include time in
their schedule in addition to the seven days to allow for transmitting D 9 shop drawings from fabricator to the contractor
to the architect to the engineer and back. Contractor may not make claims for delays if the engineer completes their
review within the above noted time. Large or complex submittals may require longer review time.
The Engineer will review product literature, shop drawings, erection drawings and other submittals for general
conformance with the information given and design concept expressed In the structural construction documents- The
notes mode on the submittal do not relieve the contractor from compliance with the contract documents. Design and
certification of manufactured items, which are not specifically designed and detailed in the structural contract
documents, is the responsibility of the registered professional engineer working for the CONTRACTOR. The contractor is
responsible for all dimensions, quantities, fabrication, fit and coordination with other trades- The contractor is
responsible for the means and methods of construction. Notes and comments made concerning quantities or
dimensions do not relieve the contractor from the responsibility to verify the accuracy of both quantities and
dimensions prior to the fabrication or construction of the structure.
The fabricators and suppliers of the structural steel members, joists, joist girders or other elements of the construction
shall not fabricate those elements before the engineer reviews submittals. If the contractor proceeds with fabrication
and/or construction before they receive reviewed shop drawings, the contractor shall bear all costs required to bring
the construction into conformance with the reviewed shop drawings.
Deferred Submittals (IBC 160.3.4.2): Deferred submittals must be reviewed by the structural engineer of record (SER)
for conformance to the construction documents. The SER must review the deferred submittal documents for general
conformance with the construction documents. A set of deferred submittal documents with notation that the SER has
reviewed them shall be forwarded to the local building inspector prior to installation of the deferred items. Structural
items for which deferred submittals are required include the following:
Open web steel bar joists and joist girders
Precast concrete floor planks
FOUNDATIONS
The Engineer has not performed an investigation of the surface or subsurface soils at the site of the proposed
construction. Services relating to the adequacy of soils to support the proposed structure are not within the scope of
services of the Engineer.
The Engineer does require confirmation of the adequacy of the soils prior to the start of and during the construction
of the structure. The services of a geotechnical engineer (not retained by our firm) are required for this purpose.
Information provided in the documents by the Engineer does not relieve the need for the services of a geotechnical
engineer.
Foundations and other soil related work shall be performed in accordance with the geotechnical report prepared by Alt
& Witzig.
Footing sizes called out in schedules take precedence over graphical representations on plans and in sections or
details. Exterior footings shall bear a minimum of 2'-6" below finish grade.
The design of the foundations for the project used the following net soil pressures:
Isolated Spread Footings: 2,000 psi
Continuous Wall Footings: 1,600 psf
Foundation excavations shall be made to plan elevations. A qualified geotechnical engineer shall verify that the
allowable soil -bearing pressure meets or exceeds that assumed for the foundation design. If the soils under the
foundations are unacceptable, use one of the following procedures:
1. Remove the unacceptable soil and backfill with engineered fill compacted to 100% standard proctor density and
in accordance with the inspecting engineer.
2.Lower the footing to an acceptable soil.
Foundation conditions noted during construction which differ from those described in the geotechnical report shall be
reported to the Engineer, geotechnical engineer and construction manager before further construction is attempted.
Soils under the slab -on -grade shall be compacted to 95% standard proctor density with a moisture content within 3
percertege point= or optimcm. A material testing Inn shall inspect soils work
RELEASED FOR CONSTRUCTION
Subject to compliance with all regulations 'Building Code Requirements for Structural Concrete" (ACI
of State and local Codes
City of Carrel
DATE: 06/17/19
Mixing,transporting, and placing of concrete shall conform to the latest edition of the 'Specifications for Structural
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Concrete for Buildings" (ACI 301).
See specification section 03300 for concrete mix requirements.
Adjustment of slump by adding water to the mix at the job site shall occur as follows: Make adjustment one time
only with a maximum of 2 gallons of water per cubic yard. Do not exceed the specified slumps or water/cementitious
material ratios. Mix the concrete 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
developb using wet burlap, plastic membranes or fogging. Protect concrete surfaces at all times from rain hail or
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other injurious effects.
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Horizontal joints will not be permitted in concrete construction except as shown on the contract documents. Vertical
joints shall occur at locations approved by the Structural Engineer.
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Slabs on grade shall be constructed in accordance with the latest edition of the "Guide for Concrete Floor and Slab
Construction" (ACI 302.1R).
Place concrete In a manner 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 slobs immediately after finishing using a sprayed on liquid curing compound. The structural
engineer may use other methods with approval.
Place slabs on grade that receive a smooth trowel finish to achieve the following minimum tolerances:
Overall values: FF = 35, FL = 25
Local values: FF = 25, FL = 15
REINFORCEMENT STEEL
Reinforcing steel shall be deformed bars of new billet steel conforming to ASTM A615-07 with a minimum yield
strength of 60000 psi.
Reinforcing steel, which is to be welded, shall conform to ASTM A706 "Low -Alloy Steel Deformed Bars for Concrete
Reinforcement".
Reinforcingbar detailing, fabricating, and placing shall conform to the latest edition of "Specifications for Structural
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Concrete for Buildings" (ACI 301).
Provide standard bar chairs and spacers as required to maintain specified concrete protection.
Reinforcement bars shall not tatk welded, ca welded, heated or cut unless indicated toted an the contract documents or
approved by the Structural Engineer. Welding of reinforcement bars, when approved by the Structural Engineer, shall conform to the latest edition of
American Welding Society Standard CIA. Electrodes for shop and field welding of reinforcement bars shall conform to
ASTM A233, Class E9OXX.
Welded wire reinforcement shall be smooth wire fabric conforming to ASTM A185. Supply reinforcement in flat sheets
and lapped 8 inches at splices. Place welded wire reinforcement in slabs on grade 2" down from the top of the slab
unless otherwise noted.
Reinforce slobs on metal deck with 6x6 - W29 x W2.9 WAR placed 3/4" down from the top of the slab. Per the
Steel Deck Institute, synthetic fibers are NOT acceptable as a substitute for welded wire reinforcement for slabs on
metal deck.
For concrete slabs -on -grade, Nycon fibers may be used in lieu of welded wire reinforcement, with consent of the
Structural Engineer. Concrete supplier shall introduce fibers into the mix at the plant in accordance with the
manufacturer's recommendations. The Contractor shall submit the mix design, including the fiber size and quantity, to
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the Structural Engineer for royal prior to construction. The Contractor shall be responsible for an difficulties in
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concrete finishing which may arise due to the use of the fibers.
Concrete cover over reinforcement shall conform to the ACI 318-14, unless noted otherwise.
Splicing of reinforcing bars shall conform to ACI 318-14, Provide a Class "B' lap at splices where the length of lap
is not shown or noted.
Horizontal bars in walls or grade beams shall be bent at corners and intersections in a way that continuity is provided
through the joint. Separate corner bars of the some size and spacing as the horizontal reinforcing may be substituted
for the bent bars. If separate corner bars are used, provide class B lap with wall reinforcement.
Provide 2-jj5 bars (one each face) around unframed openings in concrete walls and grade beams, unless otherwise
noted. Place bars parallel to sides of the opening and extend bars 24" beyond comers.
MASONRY
Masonry notes are elsewhere in the drawings.
EXPANSION and SLEEVE ANCHORS
Expansion and sleeve anchors shall be carbon steel anchors as manufactured by Hilt Fastening Systems or approved
equal. Install anchors in conformance with the manufacturer's recommendations and the contract documents.
Carbon Steel Kwik Bolt 3 anchors shall be 3/4"4 with 4 3/4" embedment. Allowable loads are 1645 lb tension and
825 Its shear.
Masonry cores receiving 3/4" diameter anchors shall be filled with coarse grout conforming to ASTM C476 with a
minimum compressive strength of 2,000 psi at 28 days. Do not install anchors in mortar joints.
Do not install expansion anchors in concrete until concrete has attained the specified 28-day compressive strength.
Test expansion, sleeve and epoxy anchors prior to connecting steel to anchors.
NON -SHRINK GROUT
Grout shall be a prepackaged, non-metallic and non-gaseous. It shall be non -shrink when tested in accordance with
ASTM-C1107 Grade B or C at a fluid consistency (flow cone) of 20 to 30 seconds. Thirty -minute -old grout shall
flow through the flow cone after slight agitation, in temperatures of 40 degrees F to 90 degrees F. Grout shall be
bleed free and attain 5,000-psi compressive strength in 28 days at fluid consistency.
Perform grout compressive strength tests in accordance with the latest edition of ASTM C109
STRUCTURAL STEEL
Structural steel detailing, fabrication and erection shall conform to the AISC "Specification for Structural Steel Buildings"
with amendments, and the AISC "Code of Standard Practice for Steel Buildings and Bridges°, latest edition with
amendments.
See architectural drawings for miscellaneous steel required for the construction of the project.
Do not proceed with erection until the controlling contractor has provided evidence, satisfactory to the erector, that the
site and sub -structure is ready for erection to proceed per OSHA sub -part R.
Concrete supporting structural steel must obtain a compressive strength (Yc) of 2,500 psi before setting steel.
Concrete supporting structural steel must obtain a compressive strength (f'c) of 3,000 psi before placing concrete on
elevated decks.
Erector shall maintain adequate temporary bracing In each direction until diaphragm and lateral brace construction is
coinP feted.
Structural steel wide flange shapes shall conform to ASTM A992
Other rolled shapes and plates shall conform to ASTM A36.
Rectangular HSS shall conform to ASTM A500, Grade B, By = 46 ksi
Round HSS: ASTM A500, Grade B or C, By = 42 or 46 ksi
Steel Pipe! ASTM A 53 Type E or S Grade B; or ASTM A 501 F = 35 ksi. Pie MAY NOT be substituted for Round
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USE.
Anchor rods shall conform to ASTM F1554, grade 36 (Fu =58 ksi) and grade 105 (Be = 125 ksi), unless noted
otherwise.
Shop paint structural steel for warehouses with a rust inhibiting primer. Primer color shall be grey unless otherwise
directed by the Architect. Steel which will be exposed to weather shall receive one additional finish coat. DO NOT
paint steel for office buildings.
Design connections not shown in accordance with the latest AISC Specification and Manual of Steel Construction.
Design beam connections not shown to support one-half the total uniform load -carrying capacity of the beam.
Unless otherwise noted, make balled connections for structural steel members with 3/4" diameter high strength bolts,
conforming to ASTM A325. Tighten bolted connections to the snug light condition, unless noted otherwise. Tighten
bolted connections in wind brace elements using the turn-of-nul method. Connections shall conform to the
'Specification for Structural Joints Using ASTM A325 or A490 Bolts", approved by the Research Council on Structural
Connections of the Engineering Foundation.
Weldingprocedures shall conform to the latest edition of the American Welding Society's AWS Structural Welding Codes
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for: Steel ANSI AWS D1.1 Sheet Steel ANSI AWS 31.3 and Reinforcing Steel ANSI AWS D1.4.
Welded connections involving ASTM A572 or A992 steel shall use E70XX low hydrogen electrodes. Other welded
connections may use regular E70XX electrodes.
Welds not explicitly called out as field welds may be either field or she welds
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Weld lengths shown on the drawings are net effective lengths. The welder shall extend welds and/or provide run-off
tabs as required to provide the net effective weld lengths specified.
Splicing of structural steel members where not detailed on the contract documents is prohibited without the prior
approval of the Structural Engineer.
Camber beams upward where shown on the contract documents. Where documents do not indicate comber, detail any
mill camber upward in the beams.
Paint Metal Roof Deck lop and bottom, with a gray rust inhibiting primer.
Roof deck accessories shall be shop painted with a rust inhibiting primer.
Deck manufacturer shall provide all roof deck accessories, including closures, supplementary framing, and sump pans.
Provide flexible rubber closures for ends of deck. Roofer shall install flexible rubber closures at ends of deck.
Contractor shall attach roof deck to the structural steel and joists in accordance with the details shown on the plans.
Welds shall be a minimum of 5/8" diameter puddle welds. Welding shall be performed in accordance with the latest
edition of the AWS "Structural Welding Code - Sheet Steel" ANSI/AWS 01.3.
Steel floor deck shall have a minimum yield strength By = 40 ksi.
Steel floor deck supporting interior slabs shall be phosphatized and shop painted.
Steel floor deck supporting exterior slabs shall be galvanized in accordance with the latest edition of ASTM A525. Class
G 90.
Deck manufacturer shall provide all floor deck accessories, such as edge forms, closures, fillers and pour slops for a
complete installation, whether or not such items are detailed on the contract documents.
Unless noted otherwise, attach the floor deck to the structural steel with 5/8" diameter welds at 12 inches on center.
Welding shall be performed In accordance with the latest edition of the AWS "Structural Welding Code - Sheet Steel"
ANSI/AWS 01,3.
SPRINKLER PIPE HANGER REQUIREMENTS
Where 8" diameter schedule 10 or 6" diameter pipes are parallel to the joists, hang the pipe from two joists. Center
pipe between the two joists that support the pipe.
Where 8" diameter schedule 40 pipes are parallel to the joists, notify Structural Engineer so joist can be designed for
additional load. Hang the pipe from two joists. Center pipe between the two joists that support the pipe.
Where 6" diameter schedule 10 pipes are perpendicular to the joists, hang the pipe from every other joist within twelve
feel of the end of the joist.
Where 6" diameter schedule 40 and 8" diameter pipes are perpendicular to the joists, hang the pipe from every joist
within eleven feet of the end of the joist.
Han ers shall attach to joist at a panel point. Do not lace hangers for IF and 8' diameter es closer than four
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feet from end of a 1gist.
MECHANICAL ROOF TOP EQUIPMENT SUPPORT REQUIREMENTS
Support all Mechanical equipment on steel frames. Mechanical contractor must sir size and location of frames to
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steel fabricator in a timely manner.
Mechanical contractor is responsible for installing steel channels in the ribs of the roof deck so the deck is not
damaged by the equipment.
Structural engineer must review the structure in vicinity of mechanical equipment weighing more than 500 Its.
NON-STRUCTURAL ELEMENTS
Non-structural items include but are not limited to rail stud wall framing elements wood or metal glazing systems
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STEEL JOISTS and GIRDERS
(curtain wall and storefront)
etc.
Steel bar joists
specifications.
and joist girders shall
Steel with By = 55 ksi
be designed, fabricated,
may be used for joists
and erected in accordance with the latest (SJQ
and girders.
Engineer of
supplier of
installation
Record, LLC. did not design any non-structural
these items is responsible for the design,
shall comply with all applicable codes and
Items
detailing and
the contract
and Is not
installation
documents.
responsible for their performance. The
of their system. Design detailing and
Fabricate steel joists according to the design specification shown for on the drawings. The design specifications are as
required o transmit th r vi an r lateral l t lhstructuren it n the r win thee e u d ta gravity t oDads o e rrof deft ed o e allddrawings s a
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the responsibility of the sub -contractor that is supplying the non-structural element. Supplier shill design, detail and
install additional steel that is required for the performance of their system.
DO K TL/LL
DO indicates the maximum joist depth, K indicates the joist series, TL/LL indicates the design total and live load
respectively in pounds per lineal foot.
Provide camber for all joists as follows unless noted otherwise on the drawings. Floor joists: Calculate the maximum
camber for a joist using its colculated moment of inertia and the actual weigh of the joist, deck and the wet weight
of the concrete supported by the joist. Roof joists: Provide camber per SJI. Do not camber K series joists within 8'
of a wall parallel to the joist.
Joist girders design specifications follow the SJI format. Where "VG" replaces "G", joists must bear only at vertical
joist girder web members. Joist girder shoes shall have 7-1/2" tall seals.
Deflection due to live load for joists and joist girders shall be limited to 1/360 of the span for floor and roof
members.
Horizontal and diagonal bridging for steel joists shall be located and designed per the SJI specifications. The ends of
bridging lines terminating at concrete or CMU walls, or steel beams shall be anchored thereto.
Bridging may be removed after the metal floor or roof deck is in place and connected to the joists. Sub -contractor
removing bridging is responsible for the costs associated with providing and installing additional bridging noted below.
The top chord bridging may be removed without the installation of additional bridging. Bottom chord horizontal bridging
may be removed in a single location so long as diagonal bridging is added in the adjacent joist spaces to tie off the
horizontal bridging. Diagonal bridging may be removed at single locations so long as horizontal bridging is installed to
replace the diagonal bridging.
Hangers and other supports for mechanical, electrical, or plumbing systems shall be located at the intersection of the
chord and web members. The Structural Engineer must review concentrated loads in excess of 250 pounds.
Where columns are not framed in at least two directions with steel beams, boll the joist nearest each column line to
the supporting members during erection.
Shop paint joists and joist girders with a rust inhibiting grey primer, unless otherwise directed by the Architect.
Provide stabilizer plates on the columns between the joist girder bottom chard angles as required by SJI specifications.
Do not weld bottom chord angles to stabilizer plates.
METAL DECK
Provide and erect metal deck in accordance with the latest edition of the SDI's specifications and Code of Standard
Practice. Deck supplier shall certify that given the spans shown on the drawings, their deck can support the loads
shown in the design data and the construction loads specified by the Steel Deck Institute. Erection drawings shall
clearly indicate actions to lake if single span decks are not adequate for construction loads.
Metal deck was selected based on the in-service load requirements of the project. Contractor erecting the metal deck
shall review the details pertaining to construction loads and ensure that the deck can support the SDI recommended
construction loads.
The steel roof deck is not designed for the support of below roof elements. Do not support ceilings, light fixtures,
ducts, conduit, etc from roof deck.
Structural engineer must review all connections to the structure. If the connection overstresses the structure, the
Structural Engineer will require alterations or modifications to the connections. Supplier shall provide the altered or
modified connections with no additional cost to owner.
SPECIALTY STRUCTURAL ELEMENTS
Specialty structural elements include but are not limited to precast concrete panels (architectural and structural), and
curtain wall.
Engineer of Record, I.I.C. did not design any Specially structural items and is not responsible for their performance.
The supplier of these Items is responsible for retaining an engineer licensed in the state where the project is located
to design the elements This engineer shall seal drawings and calculations submitted for review_ Design, detailing, and
installation shall comply with all applicable codes and the contract documents.
Connections to transmit gravity or lateral loads to the structure shall be made only to a column, steel bar joist, joist
girder or steel beam. Connections to joists and joist girders shall be at a top chord panel point. Connections to
transmit gravity and/or lateral loads to the structure shall not be made to the bottom flange of beams, bottom chord
of joist girder or joists without approval of the Structural Engineer.
Connections to transmit lateral loads to the structure made to the lop chord of a steel bar joist or lop flange of a
steel beam parallel to the curtain wall may require x-bracing to distribute the load to more than one element. The
Structural Engineer will determine the need for additional bracing. The supplier of the specially structural elements is
responsible supplying of and installing of x-bracing.
Structural engineer must review all connections to the structure. If the connection overstresses the structure, the
Structural Engineer will require alterations or modifications to the connections The supplier of the specialty structural
elements shall provide the altered or modified connections with no additional cost to owner.
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STATE SUBMITTAL
APRIL 10, 2019
18148
S102