04-04-034r
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GENERAL NOTES
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1.
The governing Code for this Project is the Florida Building Code, 2001
Edition. This Code prescribes which edition of each referenced standard
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applies to this Project.
2.
To the best of our knowledge, the Structural Drawings and Specifications
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comply with the applicable requirements of the governing Building Code.
3.
Construction is to comply with the requirements of the governing Building
Code and all other applicable Federal, State, and Local Codes, Standards,
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Regulations and Laws.
4.
The Structural Documents are to be used in conjunction with the Architectural
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Documents. Use these Notes in conjunction with the Project Specifications.
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If a conflict exists,lthe more stringent governs.
' 5.
See Project Specifications for testing. See the Structural Inspection Plan
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for inspection requirements.
6.
Details labeled "typical" apply to all situations that are the same or
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similar to those specifically referenced, whether or not they are keyed in
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at each location. Questions regarding the applicability of typical details
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shall be resolved by the Architect.
7.
Openings shown on Structural Drawings are only pictorial. See the
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Architectural and M.E.P. drawings for the size and location of openings in
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the structure.
8.
Contractors who discover discrepancies, omissions or variations in the
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Contract Documents during bidding shall immediately notify the Architect.
The Architect will resolve the condition and issue a written clarification.
9.
The General Contractor shall coordinate all Contract Documents with field
conditions and dimensions and Project Shop Drawings prior to construction.
Do not scale drawings; use only printed dimensions. Electronic drawings
should not be assumed to be drawn to scale. Report any discrepancies in
writing to the Architect prior to proceeding with work. Do not change size
or location of structural members without written instructions from the
Structural Engineer of Record.
10.The
Contractor shall protect adjacent property, his own work and the public
from harm. The Contractor is solely responsible for construction means and
methods, and jobsite safety including all OSHA requirements.
11.The Structure is designed to be structurally sound when completed. Prior
to completion, the Contractor is responsible for stability and temporary
bracing. Wherever the Contractor is unsure of these requirements, the
Contractor shall retain a Florida Licensed Engineer to design and inspect
the temporary bracing and stability of the structure.
12.Design
Superimposed Loads:
SUPER IMPOSED
OCCUPANCY LIVE LOAD DEAD LOAD
Gymnasium / Work Out Areas ...........................100 psf 13 psf
Basketball Court / Aerobics ..........................100 psf 21 psf
Public Areas ............. ............................100 psf 13 psf
13.Design
Wind Loads: The extent of work of this contract is within an
existing building. All exterior existing walls and existing roof shall
remain unchanged.
SHOP DRAWINGS AND OTHER SUBMITTALS
1.
Refer to Division 1 of the Specifications for submittal procedures and
requirements. Refer to the applicable specification sections for technical
content requirements. Incomplete submittals will be returned without
review.
2.
CAD files of Structural Drawings may be used as an aid in preparing Shop
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Drawings upon the Contractor signing an Agreement and paying the fee
established at the time, if any.
3.
Do not use or reproduce Structural Drawings as part of Shop Drawings
without the written permission of the Architect /Engineer. If CAD files are
requested, the Contractor may be required to sign an agreement for the use
of CAD files. When CAD files or copies of the Structural Drawings are made
available, it is under the following conditions:
A. All information contained in the CAD files or copies of the
Structural Drawings are instruments of service of the
Architect /Engineer and shall not be used for other projects, additions
to the Project or the completion of the Project by others. CAD files
and copies of the Structural Drawings remain the property of the
Architect /Engineer and in no case shall their transfer be considered a
sale;
B. CAD files or copies of the Structural Drawings are not Contract
Documents. In the event of a conflict, the Structural Drawings shall
govern;
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C. The use of CAD files or copies of the Structural Drawings shall not
in any way relieve the Contractor's responsibility for proper checking
and coordination of dimensions, details, sizes and quantities of
materials as required for the preparation of complete and accurate Shop
Drawings; and
D. The Contractor shall revise all references to Contract Document
sheet numbers and sections marks and shall remove information that is
not required for their work from the CAD files or copies of the
Structural Drawings, including the Title Block.
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4.
On first submittal, clearly flag and cloud all differences from the
Contract Documents. On resubmittals, flag and cloud all changes and
additions to previous submittal; only clouded items will be reviewed.
5.
The General Contractor shall review and approve submittals and shall sign
and date each drawing prior to submitting to the Architect. This approval
is to confirm that the Submittal is complete, complies with the Submittal
Requirements and is coordinated with field dimensions, other trades,
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erection sequencing and constructibility.
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6.
The Structural Engineer reviews submittals to confirm that the submittal is
In general conformance with the design concept presented in the Contract
Documents. Quantities and dimensions are not checked. Constructability is
the sole responsibility of the Contractor /Fabricator.
7.
The Structural Engineer's review of Delegated Engineer submittals is
limited to verifying that the specified structural submittal has been
furnished and sealed by the Delegated Engineer and that the Delegated
Engineer has understood the design intent and used the specified Structural
Criteria. No detailed check of calculations will be made. All comments by
the Structural Engineer will be made on the Shop Drawings. Calculations
are for Architect's and Engineer's Records and are not approved nor
returned.
SHALLOW FOUNDATIONS
1.
Footing sizes and reinforcing are based on an allowable soil bearing
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capacity of 5000 psf as indicated on the drawings of the existing
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building. All footings shall bear on compacted fill or rock.
2.
Subgrade preparation shall be field controlled and tested by a Licensed
Soils Engineer in accordance with the Specifications. At completion, that
Engineer shall prepare and submit to the Owner, Architect, Contractor and
Structural Engineer a signed and sealed letter indicating that the
recommendations of the Specifications have been followed.
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3.
Center all footings under their respective columns or walls, u.o.n.
S T R U C T U
EXCAVATION, BACKFILL AND DEWATERING
1. The Contractor is solely responsible for all excavation procedures
including lagging, shoring, and protection of adjacent property,
structures, streets and utilities in accordance with the requirements of
the local building department and OSHA regulations. Do not excavate within
one foot of the angle of repose of any soil bearing foundation unless the
foundation is properly protected against settlement.
2. Do not backfill against walls until 7 days after the walls are braced by
the structure or are temporarily braced. Do not backfill cantilevered
retaining walls until concrete is 14 days old. Do not backfill until
after completion and inspection of any waterproofing.
3. The Contractor is responsible for the disposal of all accumulated water in
a manner that does not inconvenience or damage the work.
SLABS ON GRADE
1. Refer to Geotechnical Report for subgrade preparation more than 12" below
bottom of slab.
2. Above subgrade, use fill containing not more than 10Z passing #200 sieve
and maximum 1 inch diameter. Compact to 95Z of maximum dry density as
determined by modified proctor ASTM D -1557. Each layer of fill shall not
exceed 6" loose thickness. Compact prior to placement of the next layer.
3. Fill placement and compaction shall be monitored and accepted by the
testing agency. Take a min. of one field density test (ASTM D --1556 or D-
2922) for each 2,500 square feet of each layer. The testing agency shall
randomly select test locations.
4. For interior slabs place 8 mil polyethylene sheeting between soil and
bottom of slab. Do not use any sheeting below exterior concrete slabs.
5. See the Architectural Drawings for slab on grade depressions and other
requirements.
REINFORCED CONCRETE
1. Comply with ACI 301 and 318 and Specification Sections 03100, 03200 and
03300.
2. Provide structural concrete with a minimum ultimate compressive design
strength in 28 days as follows:
Element Strength
Footings.......................... ...........................3000 psi
Elevated Beams � Slabs ............ ...........................4000 psi
Slabs on Grade .................... ...........................4000 psi
3. Use normal weight concrete for all structural members. u.o.n.
4. Provide ASTM A -615 Grade 60 reinforcing steel. Reinforcing shall be
accurately placed, rigidly supported and firmly tied in place, with
appropriate bar supports and spacers. Lap continuous reinforcing 48 bar
dia. Lap bottom steel over supports and top steel at midspan (u.o.n.).
Hook discontinuous ends of all top bars and all bars in walls, u.o.n.
provide cover over reinforcing as follows:
Element Bottom Top Sides
Footings ............ .............................3" 211 3"
Beams Above Grade . ..............................1 1/2" 1 1/2" 1 1/2"
Slabs on Grade ....... .............................2" 1" 2"
Slabs Above Grade ...... ...........................3 /4" 3/4" 1"
Walls Retaining Fill .............................. - - 2"
5. Where specified, provide plain, cold -drawn electrically - welded wire
reinforcement conforming to ASTM A -185. Supply in flat sheets only. Lap
splice one cross wire spacing plus two inches.
6. Provide reinforcing steel placer with a set of Structural Drawings for
field reference. Inspect reinforcing steel placing from structural
drawings.
CONCRETE MASONRY
1. Construct masonry in accordance with Specification Sections 04200 and
04230; ACI 530 /ASCE 5, "Building Code Requirements for Concrete
Masonry Structures "; and ACI 530.1 /ASCE 6, "Specifications for the
Design and Construction of Load - Bearing Concrete Masonry ".
2. Use 50% solid, nominal 8x8x16, concrete masonry units conforming to
ASTM C90. Lay up units in running bond. Sawcut units which are not
in multiples of 8 ". Units shall be at least 8" long. Bond corners by
lapping ends 8" in successive vertical courses. Design of walls is
based on a f'm of 1500 psi.
3. Use Type S mortar in accordance with ASTM C270 except use Type M
mortar below grade. Head and bed joints shall be 3/8" for the
thickness of the face shell. Webs are to be fully mortared in all
courses of piers, columns and pilasters; in the starting course; and
where an adjacent cell is to be grouted. Remove mortar protrusions
extending 1/2" or more into cells to be grouted.
4. Use standard (9 gauge) horizontal joint reinforcing conforming to ASTM
A-82 in every other course. Overlap discontinuous ends 6 ". Use
prefabricated corners and tees. Use truss type, except use ladder
type in walls with vertical reinforcing.
5. Use fine grout conforming to ASTM C -476, with a minimum compressive
strength of 2500 psi in 28 days. Aggregate to conform to ASTM C404
for fine grout, with slump of 8" to 10 ". Grout all masonry containing
reinforcing, all cells of 4 hour rated walls, and where indicated on
the drawings. Allow mortar to cure 24 hours prior to grouting.
Provide cleanout openings at the base of cells containing reinforcing
steel to clean the cell and to tie the vertical bar to the dowel. In
high -lift grouting, use 5' -0" (max.) lifts, with 1/2 hour to 1 hour
between lifts. Vibrate each lift and reconsolidate the previous lift.
6. Use ASTM A -615 Grade 60 reinforcing steel. Reinforce walls where
indicated on the drawings and at all intersections, each side of
openings and at the ends of walls. Use bar spacers at 10'-0" o.c.
where grout pour height exceeds 10' -0 ".
7. Reinforced masonry wall construction shall be inspected by an Engineer
or Architect in accordance with ACI 530.1 /ASCE 6.
8. Where anchor bolts, wedge anchors or anchors set in epoxy are set in a
masonry wall, fill cells with grout for bolted course, one course
above and two courses below.
9. Provide lintels or headers with min. 8" bearing over all masonry
openings.
EXPANSION ANCHORS
1. Use wedge -type expansion anchors such as the Hilti Kwik Bolt II, ITW
Ramset Red Head Trubolt Wedge, Powers Rawl Power -Stud, or accepted
equivalent. Follow manufacturer's specifications for use and installation.
2. Confirm the absence of reinforcing steel by drilling a 1/4" diameter pilot
hole for each anchor. Do not cut reinforcing steel without approval of the
Structural Engineer.
3. Provide anchor embedment, spacing and edge distance as shown on the
Drawings.
R A L N O T E S
CHEMICAL ADHESIVE FOR ANCHORING REINFORCING BARS, THREADED BARS AND ANCHOR BOLTS
1. Use an epoxy, acrylic or polyester resin adhesive system such as the
Powers Rawl Power -Fast System, Hilti Hit HY150, ITW Ramset /Red Head Epcon
A7 or C6 Injection System, Allied Fastener Allied Gold A -1000, or accepted
equivalent. Follow Manufacturer's Specifications for use and installation.
2. Confirm the absence of reinforcing steel by drilling al/4" diameter pilot
hole for each anchor. Do not cut reinforcing steel without approval of
the Structural Engineer.
3. Drill 1/16" larger diameter hole than anchor bolt and 1/8" larger hole
than reinforcing bar. Thoroughly clean hole including removal of dust
prior to filling with epoxy.
4. Provide anchor embedment, spacing and edge distance as shown on the Drawings.
5. Threaded rods are A -36 galvanized steel, u.o.n.
POWDER ACTUATED FASTENERS
1. Use powder actuated fastening systems such as those manufactured by Hilti,
ITW Ramset /Red Head, Rawl, or an accepted alternate having ICBO, SBCCI, or
Dade County Product Control Approval. Install in accordance with
Manufacturer's Specifications. Provide a minimum of two fasteners per connection.
2. Provide a minimum penetration in accordance with manufacturer's
specifications but not less than 1 -1/8" in concrete, u.o.n.
3. Provide a minimum anchor spacing and edge distance of 3" in concrete and a
minimum anchor spacing of 1" and edge distance of 1/2" in steel.
STRUCTURAL STEEL
1. Fabricate and erect structural steel in conformance with Specification Section
05120, RISC "Specification For The Design, Fabrication and Erection
of Structural Steel for Buildings ", with Commentary, and all OSHA requirements.
2. Structural steel shapes shall be fabricated from the following materials:
A. Rolled W and WT Shapes: ASTM A992, Grade 50.
B. Rolled M, S, C and MC Shapes and Angles: ASTM A36, fy =36 ksi
C. Plates and Bars: ASTM A36, fy =36 ksi.
D. Cold- formed Hollow Structural Sections (HSS):
1. Round Sections: ASTM A500, Grade C, fy= 46 ksi.
2. , Square and Rectangular Sections: ASTM A500, Grade B, fy= 46 ksi.
E. Steel Pipe: ASTM A53, type E or S, Grade B, fy =35 ksi.
3. All shop and field welding shall conform to the AWS D1.1 Structural
Welding Code by the American Welding Society. Use E70 series welding
electrodes, u.o.n. where necessary, remove galvanizing or primer prior to
welding.
4. A325 and A490 bolts shall comply with "Specification For Structural Joints
Using ASTM A325 or A490 bolts ", including Commentary.
A. Typical bolts used in structural connections for this Project
are 3/4" diameter A325N.
B. Tighten bearing -type bolts (A -325N and A- 49ON) to the snug tight
condition as follows:
1. Bolts shall be placed in all holes, with washers positioned
as required and nuts threaded to complete the assembly.
2. Compacting the joint to the snug -tight condition shall
progress systematically from the most rigid part of the joint.
3. The snug - tightened condition is the tightness that is
attained with a few impacts of an impact wrench or the full
effort of an ironworker using an ordinary spud wrench.
4. More than one cycle through the bolt pattern may be
required to achieve the snug - tightened joint.
C. Provide hardened washers conforming to ASTM F436 and place under the
part being turned.
D. Do not reuse or retighten bolts which have been fully tightened. Use
only non-galvanized nuts and bolts that are clean, rust -free, and
well lubricated. Bolts and nuts shall be wax dipped by the bolt
supplier or lubricated with Johnson's Stick Wax 140. Cleaning and
lubrication of ASTM F1852 twist-off-type tension - control bolts is not
permitted.
E. Store fastener components in sealed containers until ready for use.
Reseal open containers to prevent contamination by moisture or other
deleterious substances. Store closed containers from dirt and
moisture in a protective shelter. Take from protective storage only
as many fastener components as are anticipated to be installed during
the work shift. Fastener components that are not incorporated into
the work shall be returned to protective storage at the end of the
work shift. Fasteners from open containers and fasteners that
accumulate rust or dirt shall not be used and shall be immediately
and permanently removed from the project site.
5. Use A -307 bolts for all erection bolts and bolts less than 3/4" diameter,
u.o.n. anchor rods shall be ASTM F1554 Grade 55 with supplementary
requirement S1, hooked.
6. Setting base and bearing plates: clean concrete and masonry bearing
surface of bond - reducing materials and clean bottom of base and bearing
plate.
A. Set base or bearing plate on wedges or other adjusting devices.
B. Tighten anchor rods after structural steel frame has been
plumbed. Do not remove wedges or shims but, if protruding, cut off
flush with edge of base or bearing plate prior to packing with grout.
C. Pack or pour non - shrink grout solidly between bearing surface
and base or bearing plate. Ensure that no voids remain. Finish
exposed surfaces, protect grout and allow to cure.
D. For proprietary grout materials, comply with manufacturer's
instructions.
E. Base plates must be grouted a minimum of 72 hours prior to
placing concrete slabs on supporting steel structure.
7. All steel beams supporting concrete floors on steel deck are to be con
structed as composite with the slab and shall be constructed unshored,
u.o.n. Beams include channels, steel tubes, wide flange sections, etc.
Weld 3/4" diameter headed steel studs to all composite beams. Where base
material is thinner than 0.3 ", use 5/8" diameter studs. Studs shall
conform to AWS D1.1. Stud length shall extend 1 1/2" above top flute of
deck. Space studs at 12" o.c. for girders supporting beams and at 24" o.c.
for beams supporting steel deck only, u.o.n. on plan. Weld studs through
deck.
8. Cut, drill, or punch holes perpendicular to metal surfaces. Ream holes
that must be enlarged to admit bolts as permitted by Architect. Do not
enlarge unfair holes by burning or using drift pins.
9. Space filler beams equally between supports, u.o.n.
10.Do not splice structural steel members except where indicated on the
drawings.
11.See Architectural and Mechanical Drawings for miscellaneous steel not
shown on the Structural Drawings.
12.Refer to Architectural Drawings and Project Specifications for painting
and fireproofing of structural steel. Do not paint steel surfaces in
contact with concrete or fireproofing.
STEEL FLOOR DECK
1. Manufacture and install composite steel deck in conformance with
Specification Section 05310 and specifications of the Steel Deck
Institute.
2. Manufacture steel sheets conforming to ASTM A -653, with a minimum yield
point of 33 ksi and 0.050" (min.) high shear lugs (web embossments.)
Provide protective zinc coating of G -60. Minimum deck properties are as
follows:
Depth Gage Sp ( i n3) Sn ( i n3)
2" 20 0.355 0.360
3. The bare steel deck has been designed to support construction loads
unshored. u.o.n.
4. Weld deck to each support with 5/8" diameter puddle welds at 12" o.c.
Headed studs may replace puddle welds where locations coincide, provided
metal burn through does not occur. Fasten side laps with #10 tek screws
at 24" o.c. max.
5. Erect steel deck closures and other light gage material required to
produce a completed installation.
6. Manufacture and install steel deck for a minimum two span condition. One
span conditions are prohibited except where specifically shown on the
drawings.
7. Provide 6 1/2 "thick concrete slab, with thickness measured from bottom of
deck. Use regular weight concrete. Compressive strength of concrete is
4000 psi.
8. Reinforce slab with welded wire reinforcement placed 2 inches above top
rib of deck.
SHEET NUMBERING SYSTEM
S1 Series: Notes
S2 Series: Plans
S3 Series: Concrete Details
S4 Series: Steel Details
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A R C H I T E C T S
3501 Griffin Road
Ft. Lauderdale, FL 33312
(954) 266 -2700 Fx: (954) 266 -2701
sma@saltzmichelson.com
AA- 0002897
BLISS & NYITRAY, INC.
CONSULTING ENGINEERS
Fla. Cert. No. ER 674
51 S.W. LE JEUNE ROAD MIAMI, FLORIDA 33134
PHONE (305) 442 -7086 FACSIMILE (305) 442 -7092
www.bniengineers.com
George N. Khoury P.E. Fla. Reg. No. 55479
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(954) 266 -2700 Fx: (954) 266 -2701
sma@saltzmichelson.com
AA- 0002897
BLISS & NYITRAY, INC.
CONSULTING ENGINEERS
Fla. Cert. No. ER 674
51 S.W. LE JEUNE ROAD MIAMI, FLORIDA 33134
PHONE (305) 442 -7086 FACSIMILE (305) 442 -7092
www.bniengineers.com
George N. Khoury P.E. Fla. Reg. No. 55479
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REVISIONS:
DRAWING TITLE
STRUCTURAL
NOTES
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