|
GENERAL STRUCTURAL NOTES;
<br />BUILDING CODES AND SPECIFICATIONS
<br />1. Florida Building Code, 2007 Edition with 2009 Supplement
<br />2. Building Code Requirements for Reinforced Concrete ACI 318-02
<br />3. Building Code Requirements for Masonry Structures ACI 530-02/
<br />ASCE 5-02/TMS 402-02
<br />4. Specification for Structural Steel Buildings, AISC 9th Edition.
<br />5. Structural Welding Code D1.1 (American Welding Society)
<br />DESIGN LOADS
<br />1, Live Loadsi
<br />Roof ...... ............. 20 PSF
<br />2. Wind Loadi
<br />Design Wind Speed, 110 MPH
<br />FBC 2007, SECTION 1609
<br />3. Dead Loaclsl
<br />Roof System
<br />RoofIng ............................................................. �6 PSF
<br />Deck............................................................... ...... 2
<br />Structure.................... .................................. 5
<br />Mecho.nico.[/Etectrico,[/Plumbing .... 9
<br />Ceiling & Misc ................ ............................... 3
<br />4. Other Loads:
<br />Contractor shall submit cut sheets for all equipment including but not
<br />limited to hvac package units, air handlers, generators and chillers.
<br />Information shall include weight and any special support requirements.
<br />See architectural and mechanical drawings for details relating to roof
<br />mounted equipment curbs.
<br />DRAWINGS AND SPECIFICATIONS
<br />1, Do not scale these drawings for dimensions not given.
<br />2. Advise Architect of dimensional discrepancies between architectural
<br />and structural drawings prior to commencing construction of affected elements.
<br />3. Verify all existing field conditions and dimensions prior to commencing
<br />construction.
<br />4. These drawings are intended to be used in conjunction with those of other
<br />trades including but not limited to architectural, mechanical, civil, etc.
<br />Refer to drawings of other tracles for details relating to the structural
<br />components.
<br />5. The Contractor shall carefully study and compare the Contract Doc'uments
<br />and shatt at once report to the Architect any error, inconsistency or omission
<br />he may discover. Bring any conflicts to the attention of the Architect for
<br />resolution prior to commencing work on items affected,
<br />6. The intent- of tfie Contract Documents is to include all items necessary
<br />for the proper execution and completion of the work, The Contract Documents
<br />are complementary, and what is required by any one shall be as binding as if
<br />required unless it is consistent therewith and is reasonably inferable therefrom
<br />as being necessary to produce the intended results.
<br />7. In the case of conflicting information, the Contractor shalt assume the
<br />more costly alternate, unless directed otherwise in writing,
<br />8, 1 the case of ambiguous or missing information, the Contractor shatt
<br />assume Q member size, quantity or quality consistent with similar areas in
<br />the project, unless directed otherwise in writing.
<br />9. The Contractor shalt not be compensated for the addition of structural
<br />components when the omission, mIsLabeling or other deficiency should
<br />have been noted during the Bidding phase, and brought to the Architects
<br />attention.
<br />10, The Contractor shall perform no portion of the work at any time
<br />without Contract Documents or, where required, approved shop drawings,
<br />product data or samples for such portion of the work,
<br />SHOP DRAWINGS
<br />1. No structural drawings shall be reproduced for use as shop drawings.
<br />2. ALL dimensional coordination shatt be clone by the Contractor and/or his
<br />cletaiter
<br />3. Detailer shall check at( architectural and mechanical drawings for at(
<br />attachments, ctips, openings, or cluct work affecting structural members,
<br />All items shall be shown on shop drawings,
<br />4, Shop drawings shall be submitted to allow sufficient time for processing,
<br />Six (6) sets of shop drawings shall be submitted for review,
<br />5. Provide sufficient space on shop drawings near title box for stamps and
<br />comments.
<br />6. The shop drawings shalt bear initials of cletailer's checker and contractor prior
<br />to submission.
<br />7. Completed erection plans shatt be submitted prior to or in conjunction with
<br />cletall drawings, But in no case shall cletall drawings be submitted
<br />prior to erection plans.
<br />8, Contractor shall have shop drawings which have been satisfactorily reviewed
<br />by the Architect and/or Engineer and confirmed b the Contractor
<br />before proceeding with any work,
<br />CONSTRUCTION SAFETY
<br />1. These drawings do not include provisions to satisfy safety
<br />requirements. Contractor is solely responsible for ensuring safety during
<br />construction, and for conformance to all applicable OSHA Standards.
<br />Job site visits by Engineer shall not constitute approval, awareness or
<br />liability for any hazarclous conditions.
<br />2. Do not overload one segment or span of a beam continuous over several
<br />supports, Beams should be Loaded as gradually and evenly as possilote until
<br />the f ull load is in place.
<br />3. Erection sequence shall be determined by the Contractor, and shall not
<br />cause over stress or excessive clef ormation of structural members,
<br />N
<br />00
<br />CD
<br />0
<br />CNJ
<br />N
<br />CY)
<br />C)
<br />W
<br />9
<br />00
<br />C)
<br />C14
<br />I
<br />9
<br />00
<br />VALUE ENGINEERING
<br />I
<br />1. Any changes to 11-he structure shalt have been reviewed and approved In
<br />writing by the Ar�chltect prior to commencing work on items affected,
<br />FIELD MODIFICATION'.^_3
<br />the sl-ru.cture shall have been reviewed and approved in
<br />I Any changes to i.
<br />writing by the Architect prior to commencing work on items affected.
<br />2- Any changes macle without prior approval are subject to review by the
<br />Architect, Contractot, shall provide sketches, photographs and written
<br />description of eiach clevic.tion from the plans for the Architect's review.
<br />FOUNDATIONS
<br />i
<br />1, Maximum net soK bearing pressure used for design ........ 2000 PSF
<br />2, Notify Architect if footing excavation reveals unsuitable or unstable
<br />solts, or materials or conditions not previously anticipated.
<br />3. Consider the possibl,e in.pact of groundwater on constr uc I. -Ion techniques,
<br />I
<br />using seasonal varlations, any other site indicators and your
<br />own judgment.
<br />PORTLAND CEMENT CONCRETE
<br />1. Concrete Quality and Placementl
<br />Foundations and watts, 3000 psi, 3' to 5' slump
<br />Fitted cells in block, 2500 psi, 8' to 11' stump, 3/8' pea gravel
<br />Beams, 3000 psi, 3' to 5" slump
<br />Slabs on Grade, 3.000 psi, 3' to 5' slump
<br />cL, Fly ash shal't not exceed 20 per cent by weight of total
<br />cement content,'f used,
<br />b. Slump limits shall be strictly adhered to. Use superptasticizer
<br />to increase workability, at contractors option.
<br />Maximum mix,no time "from batching to placement)
<br />Air temp tesi� than 85*F, 90 minutes
<br />Air temp 85'F to 19�0*F, 75 minutes
<br />Air temp over 90'F, 60 minutes
<br />d. Mix design sha(L be submitted for approval,
<br />e. Concrete cyllincle- testing & reports are to be furnished by subcontractor,
<br />2. Minimum Cover;
<br />a. Footings, 3 in. to bottom and unformed sides, 2: in. to formed sides
<br />b, Other, 2 in, to malr reinforcing, 1 112 in. to ties and stirrups
<br />Coordinate drawl. _,s of ctl trades for required embeds, openings and
<br />accessories not shown herein.
<br />4. Alt reinforcement shati, b---? securely held in place by standard accessories
<br />during concrete ptIA-cerent.
<br />1� Bars shatl be groade 60 conforming to ASTM A615.
<br />0i Welded Wire Fabric sha' conform to ASTM A185.
<br />'Manuat of Standard
<br />Detail and fabricate re'nforcement in accorclance with
<br />Practice for Detaitinc Reinforced Concrete Structures", ACI 315,
<br />8, Provide minimum Lap splice of 30 bar diameters, lout not less than 24
<br />inches, for alt reinfo-ring bars, unless noted otherwise. Stagger spLIces in
<br />adjacent bars at (east 24 inches, except in beams and col"umns.
<br />9. In wall footings, gracle beams and bond beams, provide bent bars at,
<br />corners and lntersect�'&is of the same number and size as the straight bars,
<br />10� Exposed edges of beans and columns shall be chamfered 3/4 in, u.n.o,
<br />11, See architectural drawings for Locations of anchor slots in columns,
<br />beams and concrete stabs,
<br />CONCRETE SLAB ON GRADE
<br />1 Intended usage is For pedestrian traffic only,
<br />2. Compressive Strength at 28 clays ..... 3000 psi
<br />3, Minimum thickness_.-.4 in,
<br />4. Maximum stump at point ot" delivery ... .,4 in,
<br />5. Maximum aggregate size.....1 in,
<br />6, Entrained air conten-il-,-.4.57.
<br />Fill saw cuts with etastomeric sealant after cleaning with compressed air,
<br />8, Welded Wire Fabric shaltt be WWF 6x6-W1.4xW1.4 in flat sheets, unless
<br />otherwise noted, conforming to ASTM A185.
<br />9, Place Welded Wire Fabr�3c centered in depth of sLab-on-gracle unless noted
<br />otherwise. Lap aU mesh joints two full meshes,
<br />10, Interrupt typica( stab re.nforcement at all construction and expansion
<br />joints, See spedfi�- detaits for any dowels required for shear transfer.
<br />1L Cut every other wire along the line of saw cut control joints prior to
<br />placing concrete, Ma`-c- saw cuts within 12 hours of concrete placement, or
<br />as soon as cuts can �-Je made without raveling.
<br />12� Provide 1/2 In, prerorriEd expansion joint material where stab abuts
<br />vetrtical surFaces suc-k. as watts and columns.
<br />113, See architectura' ' drawif�,,..s for exact locations of depressed areas in
<br />slabs which are not- 4�own or dimensioned on structural drawings.
<br />4 � Provide 6 mit vapor bain-iZ?r under all stab-on-gracle in enclosed space.
<br />E�, compound 4�-o stab within two hours of completion of finishing
<br />5 Apply curing k-
<br />operations, Use 111quid membrane forming compound complying with ASTM C309
<br />Type 1 Class A., Follow manufacturers instructions.
<br />t); Confirm that curing cor-pound wilt not interfere with bonding of any
<br />applied fLoor surface, �f so, use wet burlap and trickle hoses.
<br />17, Ilt is recommended that the stabs be cast in long strips., and saw cut
<br />transverseLy, in order -co minimize shrinkage cracking.
<br />CONCRETE MASONRY UNITS
<br />1, Blocks shatt be hottow load bearing masonry units Grade N, Type II, conforming
<br />to ASTM C90-96A. The minimum net area compressive strength of masonry
<br />shall be f'm = 1500 psi,
<br />2. Assembly above grade work mortar shall be: Type S (1800 PSI at 28 clays),
<br />Below gracle work mortar shall be Type M (2500 PSI at 28 days).
<br />3. Prefabricated horizontal joint reinforcement shall be truss type w/ 9 gage side
<br />raits fabricated from high strength cold drawn wire conforming to ASTM A82
<br />and shall be galvanized after fabrication. Place joint reinforcement in
<br />alternate courses in all watts, Place three rows @ 8 inches o.c. immediately
<br />above all wall openings, and at the top of at[ walls. Lap side rails at least
<br />6 inches at splices.
<br />4, Provide all special lintel, knock out, jamb block and other required to
<br />complete the watts as shown, Use masonry saws to cut block as required.
<br />5, Brace Foundation walls before back filling against them to prevent
<br />over stressing, buckling or rotation of the watts, Brace all walls against
<br />wind, construction toads or other temporary forces until such protection is
<br />no longer required for the safe support of the wall, Brace design shall be
<br />the responsibility of the General Contractor.
<br />6. Provide 8 inches x 8 inches pre cast concrete (Intel rated for a uniform
<br />toad of at Least 750 lb.. per foot over all openings 10'-0' or less in width,
<br />where steel or other Lintels are not specified.
<br />7. Provide clean outs/inspection ports for filling celts in grout pour height
<br />exceeding 5 feet.
<br />8. In addition to requirements elsewhere in the drawings for fitting cells,
<br />Fill cetts with concrete and one #5 bar at a maximum spacing of 4'-0', u.n.o.
<br />FILL first cell each side of any opening, and fill first cell at end of wall
<br />& of all corners.
<br />9. Extend and hook vertical bars into footing, and extend into and hook
<br />bars into top of wall bond beam or tie beam,
<br />10, All vertical bars shalt be securely tied to the lower bar at any splices,
<br />especially (it the footing dowels. Bars shall be secured in their proper
<br />positions within the cells by wire ties, rebar positioners or by other
<br />approved methods,
<br />11. Provide control joints in accordance with details on clwgs.
<br />12. Control joint spacing along a straight wall shall not exceed 30 ft.
<br />nor 3 times the wall height. See Control Joint Detall in these drawings,
<br />COLD - FORMED METAL FRAMING
<br />i. ALL work shall be in accordance with AISL Specification for
<br />design of Cold Formed Steel Structural Members, 1986 Edition,
<br />2. With each type of metal framing required, provide manu-
<br />facturer's standard steel runners, bridging, lintels, ctip angles,
<br />fasteners and accessories as needed to complete metal
<br />f raming system,
<br />3. Alt f raming components shatt be plumbed, aligned and leveled,
<br />4� All structural members shall be ga[vanized meeting ASTM A525,
<br />G60 requirements. ALL welds shall be touched up with a zinc
<br />rich paint,
<br />5. ALL structural members shall be formed from corrosion resistant
<br />steel, corresponding to the requirements of ASTM A446, with a
<br />minimum yield strength of 50,000 psi f or studs and Grade A,
<br />33,000 psi f or runners,
<br />6. ALL studs shaLt be 'C' shaped 16GA, with f tange return Lip,
<br />7. ALI stud watts shalt be laterally braced with cold formed channels
<br />spaced at 4'-0-' on center, maximum. Lateral bracing attach-
<br />ments shalt be with self drilling screws or welding.
<br />8. Temporary bracing, where required, shcAL be provided until erection
<br />is complete.
<br />9, Submit shop drawings & calculations signed & sealed by a
<br />professional engineer registered in the State of Florida. Drawings
<br />shatt identify & tocate at[ components & shalt specify member
<br />sizes, bracing & all other necessary fabrication & erection
<br />inf ormation,
<br />PRE-ENGINEERED WOOD TRUSSES
<br />1. Wood construction shall con -Form to the 'FLorlcla Building Code' (2004
<br />Edition), 'NFPA National Design Specification f or Wood Construction'
<br />(latest edition), and 'AITC Timber Construction Manua(' (Latest edition),
<br />2, Pre-engineered wood trusses shall be designed in accorclance with the
<br />Latest edition of the 'National Design Specif ication f or Wood Construction'
<br />as published by the National Forest Products Association, and the Latest
<br />edition of 'Design Specif ication f or Metal Plate Connected Wood Trusses,'
<br />and the requirements of the 'Florida Building Code' (2004).
<br />3. Contractor shall, submit engineered truss design shop drawings signed and
<br />sealed by a. Florida registered engineer to the Architect prior to fabrication,
<br />3 3
<br />2\ 2
<br />2 2
<br />13
<br />201
<br />0
<br />X 2 2
<br />2 2
<br />C
<br />Z_
<br />ROOF ZONES
<br />La 11
<br />5ASIC WIND SciFEED 110 MPH
<br />WIND RIPORTANCE FACTOR 1.0
<br />5UILE>IW* CATEGORY 11
<br />EXPOSURE CATEGORY 5
<br />INT PRESSURE COEI� 0.18 ENCLOSED
<br />r=D G-E ZONE WIDT�4 'a'= 4'-8'
<br />COMPO�NTS AND CLAMM PRESSURES:
<br />Poor-:
<br />ZONE 1-- -15, +11 FSF
<br />ZONE 2: -25.4, +11 PSF
<br />ZONE 3: -40.1, +11 FSI=
<br />WALLS -
<br />ZONE 4- -20B, +IS PSF
<br />ZONE 5: -23ro, +1S PSF
<br />hwo
<br />13
<br />MIT
<br />16M
<br />QL
<br />M
<br />0
<br />MDJ
<br />03-10-200121
<br />101
<br /><
<br />N
<br />4
<br />Iff
<br />0
<br />fA
<br />A.)
<br />him
<br />0
<br />-E
<br />U
<br />Z
<br />LU
<br />F�
<br />Z
<br />LIJ
<br />U
<br />LU
<br />0
<br />4-
<br />Cie
<br />U0
<br />11 Z 49
<br />= 0 0 to
<br />4)
<br />Z U UW
<br />go
<br />2
<br />-d
<br />01
<br />1%;
<br />400
<br />0 ail:
<br />.1d,g
<br />>%8
<br />'0 C14
<br />1
<br />2
<br />3
<br />4.
<br />NFET
<br />S1111111111111
<br />OF 4
<br />
|