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1
<br />General Structural Notes
<br />General all details and sections shown on the drawings are typical and apply to any similar situations
<br />elsewhere, except as otherwise indicated. Adapt requirements of details, sections; plans, and notes at
<br />all locations at which conditions are similar
<br />Code requirements the building structure is designed In accordance with the 2001 edition of the
<br />Florida Building Code. Follow all applicable provisions for all phases of construction.
<br />Temporary conditions the structural integrity of the completed structure depends on interaction of
<br />various connected components. Provide adequate brACing, shoring, and other temporary supports as
<br />required to safety complete the work. The structure shown on the drawings has been designed for
<br />stability under final configuration only.
<br />Design criteria design was based on strength and deflection criteria of the 2001 Florida Building
<br />Code. in addition to the dead loads, the following loads and allowables were used for design, with live
<br />I loads reduced per FBC:
<br />Floors:
<br />mezzanine 125 psf live load 20 psf dead load
<br />corridors, stairs 100 psf live load
<br />Wind speed 110 mph per FBC section 1606.2 (simplified)
<br />Exposure b
<br />Importance factor LO category fl
<br />internal pressure coeff. Included in FBC 1606.2 simplified (protected openings)
<br />Assumed soil bearing pressure 3,000 psf
<br />Submittals shop drawings shall be submitted to the architect prior to fabrication and construction
<br />regarding all structural Items, including the following:
<br />Concrete mix designs, concrete and masonry reinforcing precast or prestressed concrete members,
<br />embedded steel items, structural steel, steel joists, steel deck, epicore deck, steel studs,
<br />r glued- laminated members, premanufactured wood joists, and premanufactured wood trusses.
<br />if the shop drawings differ from, or add to the design of the structural drawings, they shall bear the
<br />seal and signature of a structural engineer registered in the State of Florida. Any changes to the
<br />structural drawings shall be submitted to the architect and are subject to the review and acceptance
<br />of the engineer,
<br />Design drawings, shop drawings, and calculations for the design and fabrication of items that are
<br />designed by others, including: precast panels, prestressed concrete, steel joists and joist girders,
<br />metal roof deck, epicore deck, stairs, premanufactured wood joists, premanufactured wood trusses,
<br />skylights, window wall and all other glazing systems shall bear the seal and signature of a structural
<br />engineer registered in the State of Florida, and shall be submitted to the architect prior to fabrication.
<br />Calculations shall be included for all connections to the structure, considering localized effects on the
<br />structural elements induced by the connection loads. Design shall be based on the requirements of
<br />the 2001 FBC.
<br />Shop drawings will be reviewed for general compliance with the design intent of the contract
<br />documents only. It shall be the responsibility of the contractor to verify compliance with the contract
<br />documents as to quantity, length, elevations, dimensions, etc.
<br />Foundations: foundations are designed for an allowable soil bearing pressure of 3,000 psf on
<br />compacted fill. Before construction commences, soil bearing capacity shall be verified by a
<br />subsurface investigation, as well as field and laboratory tests performed by a certified testing
<br />laboratory, whose report shall include analysis and recommendations for site preparation in order to
<br />bear the foundation loads. Above report shall be submitted to the structural engineer for review
<br />before foundation construction begins.
<br />Center all footings and piers under columns unless specifically dimensioned otherwise.
<br />Concrete reinforced concrete construction shall conform to the FBC and ACI 318 "Building Code
<br />Requirements for Reinforced Concrete'. Concrete strengths shall be verified by standard 28-day
<br />cylinder tests per ASTM c39, and shall be as follows:
<br />Fe (psi) abs w c min cement slump use
<br />3000 psi 0.58 470 Ibs 5 +/ -1 all uses u.n.o.
<br />4000 psi 0.44 550 Ibs 4 +/ -1 foundations, column
<br />Cement shall conform to ASTM c -150, type L Fly ash conforming to ASTM c618, type f or type c, may
<br />be used to replace up to 20% of the cement content, provided that the mix strength is substantiated
<br />by test data. Coarse aggregate shall conform to ASTM c-33 with a maximum size of 3/4'. Fine
<br />aggregate to be clean, durable, natural sand conforming to ASTM c33.
<br />The contractor shall submit concrete mix designs, along with test data as required, a minimum of two
<br />weeks prior to placing concrete.
<br />A water - reducing admixture conforming to ASTM c494, used in strict accordance with the
<br />manufactures' recommendations, shall be incorporated in concrete design mixes. A high -range
<br />water-reducing admixture conforming to ASTM c494, type f or g may be used in concrete mixes,
<br />providing that the slump does not exceed 8'.
<br />Sleeves, openings, conduit, and other embedded items not shown on the structural drawings shall be
<br />approved by the structural engineer before pouring, Conduits embedded in slabs shall not be larger in
<br />outside dimension than one third of the thickness of the slab and shall not be spaced closer than
<br />three diameters on center. Provide 3/4' chamfers on all exposed concrete edges, unless noted
<br />otherwise. Where indicated or required, slope concrete slabs to drains shown on plumbing and /or
<br />architectural drawings.
<br />3 Weather resistance all concrete including balcony concrete exposed to chlorides shall contain a
<br />calcium- nitrite based corrosion- inhibiting admixture. The dosage for concrete exposed to airborne
<br />chlorides shall be minimum two gallons per cubic yard. The water contained in the corrosion- inhibiting
<br />admixture shall be used in the calculation of the water- tocementitious ratio of the concrete. Provide
<br />rheocrete cnl by master builders or approved equivalent.
<br />Concrete balconies or other concrete flat surfaces exposed to the weather throughout the life of the
<br />building shall be treated with a clear nonflammable penetrating sealer of the alkyl - alkoxy silane
<br />classification, such as sonneborn penetrating sealer 20, hydrozo enviroseal 20, or other engineer
<br />approved weather resistant system. Application and surface preparation shall be in accordance with
<br />manufacturer's specifications.
<br />Reinforcing steel reinforcing steel shall conform to ASTM a 615, grade 60, for deformed bar and
<br />ASTM a185 for smooth welded wire fabric (wwf), unless otherwise noted. Reinforcing steel to be
<br />welded shall conform to ASTM a706. Reinforcing steel shall be securely tied in place with #16
<br />annealed iron wire.
<br />All detailing and accessories to conform to ACI detailing manual -1988 (sp -66). Provide chairs,
<br />spacers, bolsters, and items in contact with forms with hot-dip galvanized legs or plastic legs.
<br />Accurately position, support, and secure reinforcement against displacement by formwork
<br />construction or concrete placement operations. "wet- sticking' of reinforcing is prohibited.
<br />Required concrete cover for reinforcing steel (unless noted otherwise):ng
<br />footings 3" bottom and sides, 2' top
<br />slabs 3/4'
<br />beams 1- 1,/2'tostirrups
<br />Lap splice continuous vertical or horizontal bars in concrete members in accordance with ACI 318,
<br />latest edition, for class "b' tension lap splices. Do not splice continuous top bars In beams at ends of
<br />clear spans. Do not splice continuous bottom bars in beams in clear spans between supports. Show
<br />all splices on shop drawings. Splice locations and methods subject to approval of structural engineer.
<br />At slab and wall openings provide a minimum of (2) #5 bars all four sides, extend these bars a lap
<br />distance or a minimum of 24' past the opening. Slab bars shall be hooked into walls, or hooked
<br />dowels shall be provided to match slab reinforcing Provide hooked dowels from footings to match
<br />vertical wall reinforcing.
<br />4 Concrete accessories headed shear studs shall be nelson headed anchors with fluxed ends or
<br />approved equal. Deformed bar anchors (dba) shall be Nelson, type d21, or approved. Studs and dba
<br />shall be automatically end welded with the manufacturer's standard equipment in accordance with
<br />their recommendations. Hand welding not permitted.
<br />Anchor bolts shall conform to ASTM a307 or a -36. Expansion bolts shall be hilti kwik bolt it or
<br />approved equal.
<br />Permanently exposed embedded plates and angles shall be hot-dipped galvanized after fabrication.
<br />Accurately position, support, and secure embedded items against displacement by formwork
<br />construction or concrete placement operations. Securely attach embedded items to formwork prior to
<br />start of concrete placement. "wet- sticking" of embedded items is prohibited. No loads or welds shall
<br />be placed on embedded plates or angles for a minimum of 7 days after casting,
<br />Where new concrete is placed against existing concrete, the existing concrete surface should be
<br />Masonry walls: masonry units shall meet ASTM c -90, type 2. Assemblies shall have a minimum
<br />compressive strength of fm- Mortar shall be type "m' or w e and meet ASTM c-270. Grout shall
<br />be 2000 psi minimum compressive strength and meet ASTM c -076. Grout shall consist of a mixture
<br />of cementitious materials and aggregate to which sufficient water has been added to cause the
<br />mixture to flow without segregation of the constituents. All cells containing vertical bars and bond
<br />beams shall be filled with grout. Maximum height of grout pour allowed is 4' -0" unless clean-out
<br />opening is provided at bottom of cells to be filled. Locate clean -out openings in areas not exposed to
<br />view.
<br />Provide reinforcing bars at corners, intersections, each side of openings over 4 feet wide, and as
<br />shown on the plans. Provide hooked dowels into footings and structure above and /or below to provide
<br />continuity. Provide 9 gage galvanized horizontal joint reinforcing (dur- o-wall or engineer approved
<br />equal) at 16' o.c.
<br />Do not place conduits, pipes, etc., in cells with vertical reinforcing. Do not run conduits, pipes, etc.,
<br />horizontally in cmu walls parallel to length of wall. Where masonry walls abut concrete columns to be
<br />placed prior to erection of masonry waifs, provide dovetail slots between column and walls and grout
<br />the cmu cell containing the dovetail anchors. Otherwise, extend cmu horizontal joint reinforcing
<br />through concrete column.
<br />Control joints shall be provided In all concrete masonry construction at locations indicated on the
<br />architectural drawings. Horizontal will reinforcing shall be stopped each side of control joints. See
<br />architectural drawings for sealant requirements at control joints.
<br />Secure vertical reinforcement in position at top and bottom of cells and at intervals not exceeding 192
<br />bar diameters nor 10 feet. Where individual bars are placed after laying masonry, place wire loops
<br />extending into cells as masonry is laid and loosen before mortar sets. After insertion of reinforcement
<br />bar, pull loops and bar to proper position and tie free ends.
<br />Use metal lath or wire screen for cavity caps. Sheet metal, felt, building paper, or like materials are
<br />prohibited.
<br />Tie beams tie beams shall be concrete, poured after the block walls below are in place. Reinforcing
<br />shall be continuous through tie beams with minimum lap splices of 48 bar diameters and bent bars at
<br />corners. Use metal lath, mortar, or special units to confine concrete to area required, in accordance
<br />with ACI 530.1. section 4.3.3.3. Solid metal or felt cavity caps are prohibited.
<br />Precast concrete lintels: unless indicated otherwise, all linteis to be'u'type precast concrete units
<br />equal to units manufactured by cast -crete corp. And prestressed (and additionally reinforced as
<br />required) in accordance with Cast -Crete Corp. "Design manual', latest edition, for the span and
<br />loading condition relative to lintel location.
<br />Provide 8" minimum bearing for lintels unless noted otherwise.
<br />Structural steel structural steel shall conform to ASTM a992, grade 50. Plates and angles shall
<br />conform to ASTM a36. Tubes shall conform to ASTM a -500, grade b (fy- 46ksi). Pipes shall conform
<br />to ASTM a -53 grade b. Design, fabrication and erection shall be in accordance with the "aisc
<br />specification for the design, fabrication and erection of structural steel for buildings'. Bolts shall
<br />conform to the ASTM specification for a325 or a490, high strength bolts. Welding shall conform to the
<br />aws codes for are and gas welding in building construction. Welds shall be made using e70xx
<br />electrodes and shall be 3/16" minimum unless otherwise noted. Welding shall be by aws certified
<br />welders. Prequalifled welding procedures are to be used, unless aws qualification is submitted to the
<br />engineer prior to fabrication. Steel to receive one shop coat and one field touch up coat of approved
<br />paint, except where galvanizing is indicated on the drawings.
<br />All bolted connections shall consist of minimum 3/4 inch diameter ASTM a-325 high strength bolts.
<br />Beam connections shall be designed by the fabricator for the reactions shown on the plans. If not
<br />shown, the fabricator shall design the beam connections to support an end reaction of 1,/2 the
<br />allowable uniform load capacity with a minimum of 2 bolts.
<br />Anchor bolts shall conform to ASTM a307 or a -36.
<br />Steel studs steel studs shall be c -studs with a minimum yield of 33,000 psi for 18 and 20 gage, and
<br />50,000 psi for 14 and 16 gage. Studs shall be of the size, gage, and spacing shown on the drawings.
<br />Provide bridging in conformance with the manufacturer's recommendations adequate for
<br />development of the full moment capacity of the studs. For load- bearing studs, track shall be oversize
<br />to provide full stud bearing Screws shall be elco dril -flex, hiiti kwik -flex, or approved.
<br />Sawn lumber: sawn lumber shall be southern pine 02 with the allowable fiber stresses per the
<br />ansVaf &pa nds -1997.
<br />All lumber in contact with concrete or masonry shall be protected or pressure treated in accordance
<br />with aitc-109. Framing accessories and structural fasteners shall be manufactured by simpson
<br />company (or approved equal) and of the size and type shown on the drawings. Hangers not shown
<br />shall be simpson hu of size recommended for member. All framing nails shall be common nails and
<br />shall be of the size and number indicated on the drawings. Nailing not shown shall be as indicated in
<br />table 2306.1 of the FBC. Bolts and lag screws shall conform to ansl/asme standard b18.L All bolts
<br />and fag screws shall be installed with standard cut washers.
<br />Plywood plywood panels shall conform to the requirements of "U.S. Pproduct Standard ps-1 for
<br />construction and industrial plywood' or APA prp -108 performance standards. Unless noted, panels
<br />shall be APA rated sheathing, exposure 1, of the thickness and span rating shown on the drawings.
<br />Plywood installation shall be in conformance with ape recommendations. AIIow 1/8'spacing at panel
<br />edges, unless otherwise recommended by the panel manufacturer.
<br />All roof sheathing and sub - flooring shall be installed with face grain perpendicular to supports, except
<br />as indicated on the drawings. Stagger ends of adjacent panels 4' -0'. Roof sheathing shall either be
<br />blocked, tongue- and - groove, or have edges supported by plyclips. Sub - flooring sheathing shall be
<br />unblocked, except as indicated on drawings. Shear wall sheathing shall be blocked with 2x framing at
<br />all panel edges. Attach plywood panels to supporting members with 8d nails spaced 4' on center
<br />along the panel edges and at 8' on center along intermediate supports, unless noted otherwise on
<br />these drawings.
<br />Manufactured wood joists: manufactured wood joists shall be of the size and type shown on the
<br />drawings, manufactured by trus joist macmillan, or be an approved equal. Provide bridging in
<br />conformance with the manufacturer's recommendations. Joists and bridging shall be capable of
<br />resisting the wind uplift noted on the drawings. The joist manufacturer shall visit the job site as
<br />required to verify the proper installation of joists in writing to the engineer. Alternates will be
<br />considered, provided the alternate is compatible with the load capacity, dimensional, and fire rating
<br />requirements of the project and has Ivl flanges.
<br />Manufactured wood structural components: members designated'Ivl' (e.g., 1 -3/4 x 14 Ivl) shall be
<br />laminated veneer lumber as manufactured by trus joist corporation (micro =lam), (asl timbermax
<br />or engineer approved substitution. Fb v 2800 psl, e - 2,000,000 psi, fv o 285 psi.
<br />Glued laminated members: materials, manufacturing, and quality control shall be in conformance
<br />with standard ansi -aitc a190.14983 american national standard for wood products -structural glued
<br />laminated timber. Allowable design values for glued laminated members shall be in accordance with
<br />combination symbol 24f -v5 for southern pine. Members shall be marked in accordance with ansi -aitc
<br />190.1 4983.
<br />Adhesive and laminations shall meet the requirements of wet condition of service. One coat of sealer
<br />shall be applied to cut areas of members immediately after trimming Glulam hangers not shown shall
<br />be simpson eg
<br />• 3 • 4 •
<br />II - << 8" GMU w/ #5 bars
<br />4' conc. slob w/ 6x6
<br />N1.4 x w1.4 NNF over
<br />mil poly vapor barrier
<br />Fin. grade <X��> ,
<br />II /�----- - - - - -- -
<br />� II i
<br />ll � �
<br />(2) 45 bars x cont.
<br />-J1 � }�- __- - - - - --
<br />Y anchor bolts
<br />�' _ (by metal bldg.
<br />II I II . II
<br />(b) #5 bars
<br />n i II I I each way
<br />I II I I top a bottom
<br />M
<br />"I 'I
<br />D3 Footing "A" D4 Footing "B"
<br />5102 3/4 = 1 1 -0 11 5102 3411 = :. -O
<br />X -0-
<br />II II II
<br />4 � =alb=
<br />II
<br />(8) #(0 bars Vert
<br />(hook ends)
<br />ties ® 4" oc
<br />#3 ties o 4' oc
<br />Plan at Pier
<br />(typ at footing B, C, D and E)
<br />rigid Frame
<br />III
<br />8' CM w/ #5 bars
<br />vert. o 48" oc
<br />anchor bolts II II ` (8) #b bars
<br />(by metal bldg vert. w/ #3
<br />manuFJ ; / I' ties a 4' oc
<br />Fin, grade :,II; ;`,Il: #5 hairpin
<br />f ir
<br />�_ -II _�} I II
<br />4 (6) #5 bars iI II I I
<br />it each way i II II
<br />top a bottom Il III II
<br />a
<br />metal bldg. frame
<br />8" GMU w/ #5 bars
<br />vert. a 48" oc
<br />(8) #6 bars
<br />vert. w/ #3
<br />ties o 4' oc
<br />Y
<br />LL = = =�
<br />anchor bolts
<br />(by metal bldg.
<br />manur)
<br />(4) #5 bars
<br />each way
<br />top 4 bottom
<br />W-0-
<br />1 1
<br />G3
<br />Footing "C" G5 Footing "D"
<br />Sto2 3 /4t1 = X.0111 sloe 3/4 =
<br />I I`'
<br />` II
<br />rigid frame
<br />8" CM w/ #5 bars
<br />Vert. a 48' oc
<br />7
<br />3 -20-03
<br />I
<br />(8) #6 bars
<br />3 -10-03
<br />"
<br />Vert. w/ #3
<br />2 -17 -03
<br />ties ® 4' oc
<br />==---�
<br />Fin. grade \
<br />II '
<br />#5 hairpin
<br />-J1 � }�- __- - - - - --
<br />Y anchor bolts
<br />�' _ (by metal bldg.
<br />II I II . II
<br />(b) #5 bars
<br />n i II I I each way
<br />I II I I top a bottom
<br />M
<br />"I 'I
<br />D3 Footing "A" D4 Footing "B"
<br />5102 3/4 = 1 1 -0 11 5102 3411 = :. -O
<br />X -0-
<br />II II II
<br />4 � =alb=
<br />II
<br />(8) #(0 bars Vert
<br />(hook ends)
<br />ties ® 4" oc
<br />#3 ties o 4' oc
<br />Plan at Pier
<br />(typ at footing B, C, D and E)
<br />rigid Frame
<br />III
<br />8' CM w/ #5 bars
<br />vert. o 48" oc
<br />anchor bolts II II ` (8) #b bars
<br />(by metal bldg vert. w/ #3
<br />manuFJ ; / I' ties a 4' oc
<br />Fin, grade :,II; ;`,Il: #5 hairpin
<br />f ir
<br />�_ -II _�} I II
<br />4 (6) #5 bars iI II I I
<br />it each way i II II
<br />top a bottom Il III II
<br />a
<br />metal bldg. frame
<br />8" GMU w/ #5 bars
<br />vert. a 48" oc
<br />(8) #6 bars
<br />vert. w/ #3
<br />ties o 4' oc
<br />Y
<br />LL = = =�
<br />anchor bolts
<br />(by metal bldg.
<br />manur)
<br />(4) #5 bars
<br />each way
<br />top 4 bottom
<br />W-0-
<br />1 1
<br />G3
<br />Footing "C" G5 Footing "D"
<br />Sto2 3 /4t1 = X.0111 sloe 3/4 =
<br />B3 Footing "E" B4 Footing "F"
<br />Sloe 3 /411 =11 -Orr 5102 3/4 = V -
<br />steel post N/ 3/4" x 6'
<br />drilled in anchors
<br />(co -ord w/ metal bldg. Supplier)
<br />Pre - engineered metal building: the pre - engineered metal building shall consist of roof deck, rigid
<br />frames, metal wall panels on framing, canopy framing, gutters and downspouts, and flashing. The
<br />design shall be in accordance to AISC and AISI specifications and MBMA "Metal Building Systems
<br />Manual" design practices. Metal building system to be designed to support the selfweight of the metal
<br />building system, 10 psf superimposed dead load, and indicated live load and wind load. For uplift
<br />considerations, the resisting dead load shall be the selfweight of the metal building only.
<br />The manufacturer shall be regularly engaged in metal building design and manufacturing Current
<br />mbma members are approved, others shall submit product data for review.
<br />Shop drawings and a letter of certification shall be submitted for review and approval prior to
<br />fabrication. Shop drawings shall be signed and sealed by a structural engineer registered in the State
<br />of Florida. Shop drawings shall indicate the design loads and job name and number. They shall
<br />include drawings of the framing members with the connections, the anchor bolt plan and reactions.
<br />Standard cut sheets of the above are not acceptable. Standard cut sheets may be submitted for
<br />secondary framing connection details, flashing and sheeting details, eta
<br />4" conc. slab w/ bxb--,
<br />w1,4 x w1.4 NNF over
<br />6 mil poly vapor barrrer
<br />--------------- tl�------- - - - - -- L -
<br />/I\
<br />'f I
<br />(3) #5 bars each Noy
<br />3 (x
<br />cleaned and roughened to a minimum 1,/4' amplitude. ( Footing "G"
<br />G
<br />5102 3/41r , = 1t - 011
<br />1 • 2 • 3 • 4
<br />fin. grade
<br />•
<br />1�
<br />Architecture One, Inc.
<br />1526 Junior Court
<br />Lehigh, Florida 33971
<br />Phone: 239.693.8687
<br />Fax: 239.690.0795
<br />E -mail: architectureone@iline.com
<br />License no: AA 0003632
<br />Consultant:
<br />environmental • cM1 • structural
<br />12883 i q BrViony Boularord Buhr* / 32
<br />t ort s, rlors" 35907
<br />(239) 27 4-:j992
<br />-Mft ttigMtk** .1L"ffl —0921
<br />cartirkauca / 8742
<br />Project
<br />Proposed Building for
<br />K & K Glass
<br />Zepherhills, Florida
<br />Client
<br />Apco Building Systems, Inc.
<br />106 Whitaker Road
<br />Lutz, Florida
<br />8
<br />A
<br />U
<br />metal bldg. Frame
<br />Revised
<br />3 -20-03
<br />Revised
<br />3 -10-03
<br />"
<br />" 8 GMU w/ #5 bar
<br />2 -17 -03
<br />" "
<br />steel post w/ 3/4 x 6
<br />==---�
<br />vert a each corner
<br />Description
<br />drilled in anchors
<br />(co -ord w/ metal bldg suppller)
<br />24" x 24' conc. pler
<br />II:
<br />8 " CM N/ #5 bars
<br /><IL�ll
<br />(8) #6 bars
<br />vert. w/ #3
<br />Vert. ® 48" oc
<br />ties o 4' oc
<br />I
<br />4" conc. slab w/ 6x6
<br />w1.4 x w1.4 wwF over
<br />6 mil poly vapor barrier
<br />— -11- —
<br />anchor bolts
<br />f in. rode
<br />9
<br />- I'-o• 11--- i�- -- --��
<br />(by metal bldg.
<br />/I\ ----- - - - - -- -
<br />��
<br />I I •
<br />II rP II
<br />(4) 5 bars
<br />• —'�
<br />4 =J�
<br />each way
<br />top
<br />�--
<br />'�_____
<br />(2) #5 bars
<br />= - u =�L= =
<br />— — — — —
<br />2' - 0•
<br />(3) #5 bars Q
<br />2
<br />a'-o•
<br />(x 4' -O" long)
<br />B3 Footing "E" B4 Footing "F"
<br />Sloe 3 /411 =11 -Orr 5102 3/4 = V -
<br />steel post N/ 3/4" x 6'
<br />drilled in anchors
<br />(co -ord w/ metal bldg. Supplier)
<br />Pre - engineered metal building: the pre - engineered metal building shall consist of roof deck, rigid
<br />frames, metal wall panels on framing, canopy framing, gutters and downspouts, and flashing. The
<br />design shall be in accordance to AISC and AISI specifications and MBMA "Metal Building Systems
<br />Manual" design practices. Metal building system to be designed to support the selfweight of the metal
<br />building system, 10 psf superimposed dead load, and indicated live load and wind load. For uplift
<br />considerations, the resisting dead load shall be the selfweight of the metal building only.
<br />The manufacturer shall be regularly engaged in metal building design and manufacturing Current
<br />mbma members are approved, others shall submit product data for review.
<br />Shop drawings and a letter of certification shall be submitted for review and approval prior to
<br />fabrication. Shop drawings shall be signed and sealed by a structural engineer registered in the State
<br />of Florida. Shop drawings shall indicate the design loads and job name and number. They shall
<br />include drawings of the framing members with the connections, the anchor bolt plan and reactions.
<br />Standard cut sheets of the above are not acceptable. Standard cut sheets may be submitted for
<br />secondary framing connection details, flashing and sheeting details, eta
<br />4" conc. slab w/ bxb--,
<br />w1,4 x w1.4 NNF over
<br />6 mil poly vapor barrrer
<br />--------------- tl�------- - - - - -- L -
<br />/I\
<br />'f I
<br />(3) #5 bars each Noy
<br />3 (x
<br />cleaned and roughened to a minimum 1,/4' amplitude. ( Footing "G"
<br />G
<br />5102 3/41r , = 1t - 011
<br />1 • 2 • 3 • 4
<br />fin. grade
<br />•
<br />1�
<br />Architecture One, Inc.
<br />1526 Junior Court
<br />Lehigh, Florida 33971
<br />Phone: 239.693.8687
<br />Fax: 239.690.0795
<br />E -mail: architectureone@iline.com
<br />License no: AA 0003632
<br />Consultant:
<br />environmental • cM1 • structural
<br />12883 i q BrViony Boularord Buhr* / 32
<br />t ort s, rlors" 35907
<br />(239) 27 4-:j992
<br />-Mft ttigMtk** .1L"ffl —0921
<br />cartirkauca / 8742
<br />Project
<br />Proposed Building for
<br />K & K Glass
<br />Zepherhills, Florida
<br />Client
<br />Apco Building Systems, Inc.
<br />106 Whitaker Road
<br />Lutz, Florida
<br />8
<br />A
<br />U
<br />7 -23-03
<br />Revised
<br />3 -20-03
<br />Revised
<br />3 -10-03
<br />1009'o CD's
<br />2 -17 -03
<br />Progress Drawing
<br />Mark
<br />Date
<br />Description
<br />Project Number. 0220
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<br />these documents to the original site or purpose for which they were prepared.
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<br />Sheet Title:
<br />Structural Notes
<br />Structural Details
<br />Sheet
<br />S mOL02
<br />
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