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UALIFICATIONS
<br />1. The plans and specifications referenced herein are to be implemented
<br />nder the competent supervision of a builder or contractor licensed in
<br />he State of Florida. Unless otherwise directed by the building plans or
<br />hese specifications, the builder or contractor is to rely on experience
<br />nd conventional practice for site preparation, construction sequencing,
<br />nstallotion procedures, forming, shoring, curing, etc.
<br />. The Engineer of Record waives any and all responsibility and liability
<br />or problems which arise from failure to follow these plans or where
<br />Ions have been implemented by unlicensed or otherwise unqualified
<br />ersons.
<br />3. These drawings meet the minimum requirements of the 2010 Florida-
<br />1.
<br />Where, in any specific case, different sections of this specification or
<br />he plans specify different materials, methods of construction or other
<br />equirements, the strictest provision shall govern. When there is a conflict
<br />etween a general requirement and a specific requirement, the specific
<br />equirement shall be applicable. (ref. FBC2010 - Building 102.1)
<br />. The various Parts, Sections, Subsections and Articles of this
<br />Specification are interdependent and, except as otherwise provided, the
<br />ertinent provisions of each Part, Section, Subsection and Article shall
<br />pply to every other Part, Section, Subsection and Article. (ref. NDS 1.3)
<br />3. In this Specification the word "shall" is mandatory.
<br />. Unless otherwise noted, requirements for one or more locations also
<br />pply at other locations at which conditions are similar. The requirements
<br />iven shall be adapted to conditions at such other locations.
<br />5. The general contractor shall be responsible for verifying and
<br />oordinoting dimensions, elevations, and configurations of proposed and
<br />s-built constructions shown in the contract documents. If a discrepancy
<br />mong the contract documents occurs, it shall be the contractor's
<br />esponsibility to bring the discrepancy to the attention of the Engineer of
<br />ecord before proceeding with the work.
<br />5. Details shown on these plans that are not applicable shall be
<br />isregorded.
<br />7. It is not the intent of the Engineer of Record to discriminate against
<br />roducers of hurricane anchors, lintels, glue -lams, "I" -joists, and other
<br />roprietary performance -specified structural products. Unless otherwise
<br />ndicoted, a contractor may substitute an equivalent product for
<br />roprietary components specified on the plans. Substitutions shall meet
<br />r exceed the performance capabilities of the specified component and
<br />lorido Product Approval regulations. When required by the building
<br />fficiol, supporting documentation shall be provided by the contractor.
<br />_FERENCE STANDARDS & CERTIFICATIONS
<br />ALL WORK AND MATERIALS SHALL CONFORM TO THE 2010 FBC
<br />)DE- BUILDING, 2010 FBC - RESIDENTIAL ,
<br />This plan is hereby certified, by the licensed professional whose
<br />gnoture and seal appear hereon, to meet Chapter 16 of the 2010
<br />orido Building Code. No certification is expressed or implied for
<br />ectrical, plumbing, mechanical, surveying, or architectural elevations and
<br />,nderings that may appear on this plan. No certification is expressed
<br />implied for the structural adequacy of pre-engineered or
<br />-e-manufactured buildings, structures, components, systems, or
<br />3semblies designed by a delegated design professional.
<br />SCOPE, LIMITATION OF LIABILITY, PROFESSIONAL STANDARD OF CARE
<br />I. The use of the word 'certify' or 'certification' in the contract
<br />Documents only constitutes an expression of professional opinion
<br />-egording those facts or findings that are the subject of the certification,
<br />ind does not constitute a warranty or guarantee, either expressed or
<br />mplied. In no case shall the words 'certify' or 'certification' be
<br />:onstrued to create on expectation of perfection or infallibility or a
<br />Standard of strict liability that undermines the professional standard of
<br />;are of reasonableness.
<br />?. The standard of care for professional engineering and related services
<br />Derformed or furnished is that care and skill ordinarily used by members
<br />)f the engineering profession in good standing practicing under similar
<br />:ircumstonces at the some time and in the some or similar locality. The
<br />_ngineer of Record may be expected to use due care in the preparation
<br />)f the contract documents. Such due care may include reasonable inquiry
<br />and reliance upon representations of the architect, owner, contractor,
<br />Jelegoted professionals, manufacturers, and representatives of the
<br />Jurisdiction Having Authority.
<br />SHOP DRAWINGS
<br />All shop drawings and erection drawings for pre-engineered or
<br />)re -manufactured buildings, structures, components, systems, and
<br />assemblies shall be designed and certified by an engineer licensed in the
<br />Mate of Florida.
<br />?. All shop drawings and erection drawings shall be submitted to the
<br />_ngineer of Record for review prior to fabrication and erection and shall
<br />)ear the signature and original raised seal of the delegated design
<br />)rofessionol.
<br />3. All shop drawings and erection drawings used for construction shall
<br />)ear a stamp applied by the Engineer of Record indicating that the
<br />Jrowings have been reviewed for general conformance with plans and
<br />>pecifications prepared by the Engineer of Record.
<br />1. The structural design adequacy of all shop drawings and erection
<br />Jrowings shall remain the responsibility of the design professional whose
<br />game and seal appears on those shop drawings.
<br />SHORING, BRACING FORMING LOADING
<br />1. Any structures are designed to be self-supporting and stable after
<br />instruction is fully completed. It is solely the contractor's responsibility
<br />o determine erection procedure and sequence and to ensure the safety
<br />f the building and its component parts during erection. This includes
<br />he addition of whatever shoring, sheeting, temporary bracing, guys, or
<br />ie-downs that might be necessary.
<br />2. All members shall be so framed, anchored, tied, and braced that they
<br />ave the necessaryn strength and rigidity. Adequate bracing and bridging
<br />o resist wind and other lateral forces shall be provided.
<br />3. Provisions shall be made to prevent the overstressing of members or
<br />onnections during erection.
<br />4. It is soley the contractor's responsibility to follow all applicable safety
<br />odes and regulations during all phases of construction.
<br />5. No construction loads may be supported nor any shoring removed
<br />rom any part of the structure under construction except when that
<br />ortion of the structure has sufficient strength to support safely its
<br />eight and loads placed thereon,
<br />5. Bockfill adjacent to concrete and masonry foundation walls shall not
<br />e placed until the walls have sufficient strength and have been
<br />nchored to the floor above or have been braced to prevent damage by
<br />he backfill. When approved by the Building Official, such bracing is not
<br />equired for such walls supporting less than 4 ft of unbalanced backfill.
<br />BC R404.1.7.
<br />SUPERVISION, INSPECTION & CONSTRUCTION OBSERVATION
<br />1. No supervision services are provided in association with these
<br />ocuments. The contractor shall supervise and direct the work using the
<br />ontractor's best skill and attention.
<br />Unless otherwise contracted, no inspection or construction observation
<br />ervices are provided in association with these documents. It is the
<br />esponsibility of the contractor to arrange for appropriate inspections by
<br />the Engineer of Record or other design professional when certification of
<br />the completed work is expected.
<br />SITE PREPARATION 8 FOUNDATIONS
<br />1. Footings and foundations shall be built on undisturbed soil, compacted
<br />fill material or CLSM (Controlled Low -Strength Material). FBC 1806. Table
<br />1806.2 shall be used for Presumptive Load -Bearing Values for
<br />Undisturbed soil or compacted fill material.
<br />2. In no case shall conventional foundations be built on expansive clays
<br />or on compressible organics. Expansive clays must be removed to a
<br />depth of 24 inches below the foundation. Compressible organics must
<br />be excavated to a depth indicated by a Geotechnical Report that will
<br />allow the foundation or compacted fill material to be placed on natural
<br />solid ground. De -watering of the undercut area may be required in
<br />order to achieve compaction of any fill material.
<br />3. The area under footings, foundations and concrete slabs on grade
<br />shall have all vegetation, stumps, roots and foriegn materials removed
<br />prior to their construction. The actual depth of stripping and grubbing
<br />must be determined by contractor's observation and judgement during
<br />the earthwork operation.
<br />4. Clean compacted granular 24" min, depth. Fill compacted in max 12"
<br />lifts & tested per Modified Proctor Method (ASTM D 1557) to achieve
<br />95% max dry density (in lieu of soils report). Sub -grade treated against
<br />termites.
<br />5. The minimum depth of footings below undisturbed round surface shall
<br />be 12 inches. FBC1809.4, R403.1.4. In FEMA 'V' and 'A' zones, the
<br />bottom of foundations shall extend 24 inches below finish grade.
<br />6. Excavations for foundations shall be bockfilled with soil which is free
<br />of organic material, construction debris and large rocks. FBC 1803.2.
<br />7. A Geotechnical Report is required for commercial structures, for
<br />structures in FEMA 'V and 'A' zones, and for all structures located in
<br />areas where the Building Official has detemined that questionable soils
<br />may exist. Builder shall follow all recommendations of the study
<br />prepared by the Geotechnical Engineer.
<br />8. Structures located in FEMA 'V' zones shall be placed on on engineered
<br />deep foundation. Conventional foundations may only be used where
<br />permitted by a Geotechnical Engineer and where the building site is
<br />protected from erosion by seawalls.
<br />9. Surface drainage shall be diverted to a storm sewer conveyance or
<br />other approved point of collection so as to not create a hazard. Lots
<br />shall be graded so as to drain surface water away from foundation walls.
<br />The grade away from foundation walls shall fall a minimumof 6 inches
<br />within the first 10 feet. FBC R401.3, 1803.3.
<br />10. Concrete and masonry foundation walls shall extend above finished
<br />grade a minimum of 4 inches where masonry veneer is used and a
<br />minimum of 6 inches elsewhere. FBC R404.1.6.
<br />11. Contractor to remove from the site all construction trash and debris.
<br />rrnrd:»rd
<br />1. Code: Structural members of plain and reinforced concrete shall be
<br />constructed in accordance with the provisions ACI 318-02 and FBC
<br />Chapter 19,
<br />2. Strength: Specified compressive strength (f'c) of concrete under
<br />normal exposure conditions shall be minimum 3000 psi at 28 days.
<br />Concrete exposed to chlorides from saltwater, brackish water, seawater,
<br />or tidal groundwater shall have a minimum f'c of 5000 psi and a
<br />maximum 0.40 water- cementitious materials ratio. ACI 318 4.4.2.
<br />Concrete strength data shall be based on tests of field -cured cylinders
<br />or, when approved by the Building Official, on other procedures to
<br />evaluate concrete strength. ACI 318 6.2.2.1(c)
<br />3. Cement: Cement shall conform to ASTM C150 "Specification for
<br />Portland Cement". Other cements shall not be permitted unless
<br />otherwise noted. ACI 318 3.2.
<br />4. Aggregate: Concrete aggregates shall conform to ASTM C33
<br />"Specification for Concrete Aggregates". The nominal maximum size of
<br />coarse aggregate shall not be larger than 4".
<br />5. Reinforcement: All reinforcement shall be Grade 40 deformed bars,
<br />have a specified yield strength (fy) of 36,000 psi, and be identified in
<br />accordance with ASTM A615 "Specification for Deformed and Plain
<br />Billet -Steel Bars for Concrete Reinforcement" unless otherwise indicated.
<br />At the time concrete is placed, reinforcement shall be free from mud,
<br />oil, or other nonmetallic coatings.
<br />6. Water: Water used in mixing concrete shall be clean and free from
<br />injurious amounts of oils, acids, alkalis, salts, organic materials, and
<br />other substances deleterious to concrete or reinforcement. Potable water
<br />shall be acceptable. ACI 318 3.4.
<br />7. Admixtures: Admixtures to be used in concrete shall be subject to
<br />prior approval by the Engineer of Record. ACI 318 3.6.1
<br />8. Mixing: Job -mixed concrete shall be mixed in accordance with ASTM
<br />C94 "Specification for Ready -Mixed Concrete". ACI 318 5.8
<br />1
<br />9. Cover: Maintain minimum 1,V concrete cover on all reinforcing steel
<br />except as follows or unless otherwise noted. Concrete cover is measured
<br />from the concrete surface to the edge of steel reinforcement including
<br />stirrups and ties.
<br />a) Concrete cast against and permanently exposed to earth: 3"
<br />b) Concrete exposed to earth or weather: 2"
<br />c) Structural slab reinforcement: 3/"
<br />10. Inspection: Reinforcing steel of any port of any building or structure
<br />shall not be covered or concealed without first obtaining a release from
<br />the building official. FBC 109.1.
<br />11. Curing: The concrete curing period shall be a minimum of 7 days or
<br />the time necessary to attain 70% of the specified compressive strength
<br />(f'c). EXCESSIVE LOADING OF SLAB (I.E. CONC. BLOCK STACKS) SHOULD BE
<br />AVOIDED DURING THIS CURING TIME TO PREVENT STRESS CRACKING.
<br />12. Splices: All reinforcement splices shall be mechanical splices. Lap
<br />lengths of mechanically spliced reinforcement as per Table ASTM A615
<br />Steel Reinforcement (see sheet S2). When epoxy coated bars are used,
<br />lap length shall be increased by 50% The minimum length of lap for
<br />bars in tension or compression shall not be less than 12",
<br />13. Storage of Materials: Cementitious materials and aggregates shall be
<br />stored in such manner as to prevent deterioration or intrusion of foriegn
<br />matter. Any material that has deteriorated or has been contaminated
<br />shall not be used for concrete. ACI 318 3.7.
<br />14. Hot Weather: During hot weather, contractor shall give proper
<br />attention to ingredients, production methods, handling, placing, protection,
<br />and curing to prevent excessive concrete temperatures or water
<br />evaporation that could impair required strength or serviceability of the
<br />structure. ACI 318 5,13.
<br />15. Embedded Aluminum: Aluminum conduits, pipes, and columns shall
<br />not be embedded in structural concrete unless effectively coated or
<br />covered to prevent aluminum -concrete reaction or electrolytic action
<br />between aluminum and steel. ACI 318 6.3.2
<br />16, Formwork: Unless otherwise indicated, design, construction, and
<br />removal of formwork and shoring is the responsibility of the Contractor.
<br />Contractor should follow "Guide to Formwork for Concrete" (ACI
<br />347R-94).
<br />17. Placing Reinforcement: Unless otherwise indicated, reinforcement
<br />shall be placed within a tolerance of f%".
<br />18. Column Reinforcement: Vertical bars shall be enclosed by lateral
<br />ties. Use No. 3 ties for vertical bars No. 10 or smaller. Use No. 4 ties
<br />for vertical bars No. 11 and larger and bundled bars. Vertical spacing of
<br />lateral ties shall not exceed 16 vertical bar diameters, 48 tie bar
<br />diameters, or least dimension of column. First tie no less than Y2 a tie
<br />spacing above the footer or slab. Last tie spacing no less than l a tie
<br />spacing below the lowest horizontal reinforcement. ACI 318 7,10.5.
<br />19. Footings: Depth of footing above bottom reinforcement shall not be
<br />less than 6" for footings on soil, nor less than 12" for footings on piles.
<br />ACI 318 15.7.
<br />CONCRETE (CONT'D)
<br />20. Bend Diameters: All reinforcement shall be bent cold unless otherwise
<br />permitted by the Engineer or Record. Diameter of bend, measured to the
<br />inside of the bar, as per Table ASTM A615 Steel Reinforcement.
<br />Reinforcement partially embedded in concrete shall not be field bent,
<br />except as shown on the design drawings or permitted by the Engineer of
<br />Record. ACI 7.3.
<br />21. Standard Hooks: Standard hooks shall be constructed with a 90' or
<br />135° or 180' hook, as indicated on the plans, with an extention at the free
<br />end of the bar as per Table ASTM A615 Steel Reinforcement.
<br />Md.C(IAIRY
<br />1. Required Strength (f'm): The minimum ultimate compressive strength of
<br />the masonry assemblage at 28 days shall be 2500psi. In addition to all
<br />other requirements, grout, mortar and CMUs shall possess the required
<br />properties to achieve this required strength.
<br />2. Concrete Masonry Units (CMUs): All CMUs shall conform to ASTM C 90,
<br />normal weight. Precision units shall be made available as required by the
<br />drawings. Units shall be protected upon delivery from excess moisture.
<br />3. Mortar: Mortar shall be prepared on -site as necessary to conform to
<br />the requirements of ASTM C 270 for Type S mortar. Ready -mixed
<br />mortars or pre -batched mortar mixes shall not be permitted without the
<br />approval of the engineer. Mortar shall conform to the Mortar Strength
<br />Property Specifications of FBC 2119.12.1.2.
<br />4. Grout: The composition of fine ondcoorse grout shall conform to ASTM
<br />C 476. Cement content of the grout shall be increased, as necessary to
<br />achieve the specified masonry assembly strength f m and adequate
<br />GLASS UNIT MASONRY
<br />1. Glass unit masonry panels shall be isolated so that in -plane loads
<br />(shear, uplift, & bearing) are not imparted to the panel.
<br />2. Glass unit masonry shall be provided with expansion joints along the
<br />top and sides at all structural supports. Expansion joints shall not be
<br />less than %". Expansion joints shall be entirely free of mortar or other
<br />debris and shall be filled with resilient material.
<br />3. The surface on which glass unit masonry panels are placed shall be
<br />coated with a water -based ashpaltic emulsion or other elastic
<br />waterproofing material prior to laying the first course.
<br />4. Glass unit masonry shall be laid with Type S or N mortar.
<br />5. Glass unit masonry panels shall be laterally supported along the top
<br />and sides of the panel. Lateral support shall be provided by panel
<br />anchors along the top & sides spaced not more than 16" on center or
<br />by channel -type restraints. Glass unit masonry panels shall be recessed
<br />at least 1" within channels and chases. Channel -type restraints must be
<br />oversized to occomo01/28/13 expansion material in the opening, and
<br />packing and sealant between the framing restraints and the glass unit
<br />masonry perimeter units. Panel anchors may not be used to provide
<br />lateral support for glass unit masonry panels that are single unit panels.
<br />6. Glass unit masonry panels shall have horizontal joint reinforcement
<br />spaced not more than 16 on center, located in the mortar bed joint,
<br />and extending the entire length of the panel but not across expansion
<br />joints. Longitudinal wires shall be lapped a minimum of 6" at splices.
<br />Joint reinforcement shall be placed in the bed joint immediately below
<br />and above openings in the panel. The reinforcement shall have not less
<br />than two parallel longitudinal wires and welded cross wires of size W1.7.
<br />workability. Grout compressive strength, when tested per ASTM Test
<br />Method C 1019, shall equal or exceed the concrete masonry unit strength.
<br />EXTERIOR PANELS
<br />All grout additives shall receive the prior approval of the engineer and the
<br />1. Glass block units used in exterior panels shall be standard units.
<br />building official. At the time of placement, grout should be a plastic mix
<br />2. The specified thickness of standard units shall be 3%".
<br />and have a slump of (8) to (10) in.
<br />3. The maximum dimension between structural supports shall be 25' wide
<br />5. Admixtures: As per ASTM C 270, the use of admixtures shall not be
<br />or 20' high.
<br />permitted in mortar or grout unless sustaining data has been submitted to
<br />4. Additional structural supports shall be provided at locations where a
<br />and approved by the engineer. The use of uncontrolled fire clay, dirt, and
<br />curved section joins a straight section, and at inflection points in
<br />other deleterious materials is prohibited.
<br />multicurved walls.
<br />6. Aggregates: Sand for mortar shall conform to ASTM C 144 except
<br />that not less than 3% of sand shall pass the number 100 sieve. Sand
<br />INTERIOR PANELS
<br />and pea gravel for grout shall conform to ASTM C 404, Table 1, coarse
<br />1. The specified thickness of thin units shall be 34" for hollow units or
<br />aggregate, except when other grodings are specifically approved by the
<br />3" for solid units.
<br />engineer.
<br />2. Additional structural supports shall be provided at locations where a
<br />7. Water: Water used for mortar and grout shall be clean and free from
<br />curved section joins a straight section, and at inflection points in
<br />deleterious amounts of acids, chlorides (salts), alkali, and organic
<br />multicurved walls.
<br />materials. Potable water shall be acceptable.
<br />8. Mixing: Place the sand, cement and water in the mixer in that order
<br />STEEL
<br />for each batch of site mixed mortar or grout and mix for a period of at
<br />1. Steel for structural applications in buildings shall conform to ASTM A6.
<br />least 2 minutes. Add the lime and continue mixing for as long as needed
<br />2. Fabrication and erection of structural steel shall conform to the
<br />to secure a uniform mass, but in no case less than 10 minutes.
<br />requirements of AISC Allowable Stress Design (ASD) Specification, AISC
<br />Retemper mortar only by adding water to the mortar and then carefully
<br />Load and Resistance Factor Design (LRFD) Specification, or AISC Design
<br />working the water into the mortar. Retempering the mortar by dashing
<br />of Steel Hollow Structural Sections (HSS). FBC 2205.
<br />water over the mortar shall not be permitted. Any mortar that is unused
<br />3. Rolled sections shall conform to ASTM A992, ASTM A36, or ASTM
<br />within 2� hours or grout that is unused within 1X hours after initial
<br />A572 having a minimum yield strength (fy) of 36,000 psi (Grade 40)
<br />mixing shall be removed from the work.
<br />unless otherwise indicated. Steel tubes shall conform to ASTM A500
<br />9. Reinforcement: All bar reinforcement is required to be deformed.
<br />Grade B. Pipe columns shall conform to ASTM A501. High strength
<br />Reinforcing steel shall conform to ASTM A 615. Reinforcement shall be
<br />bolts shall conform to ASTM A325, Type 1.
<br />fully embedded in grout. Steel reinforcement bars shall be Grade 40
<br />4. Shop connections may be bolted or welded. Field connections to be
<br />unless otherwise indicated. See structural notes and details for size,
<br />bolted unless otherwise noted. Bolts to be installed by "turn -of -nut"
<br />grade, laps, etc. Joint reinforcement should conform to ASTM A 951.
<br />method unless otherwise noted.
<br />Steel wire used for reinforcement or connectors shall conform to ASTM A
<br />5. Cold formed metal studs and trusses shall be designed to conform to
<br />82. Steel bearing plates and bent bar anchors shall conform to ASTM A
<br />AISI "Design of Cold Formed Steel Structural Members," have a minimum
<br />36 for carbon structural steel.
<br />yield strength of 33,000 psi, and be minimum 18 gauge.
<br />10. Preparation: Before block is placed on concrete, thoroughly clean
<br />6. Structural frame work of any part of any building or structure shall
<br />concrete of all loitance and all loose material. Roughen as in a concrete
<br />not be covered or concealed without first obtaining a release from the
<br />construction joint.
<br />building official. FBC 109.1,
<br />11. Mortar & Unit Placement: In placing mortar in head and bed joints,
<br />7. Structural members shall be cleaned of rust, loose mill scale and
<br />completely cover the thickness of the face shells of the units with mortar,
<br />other foriegn materials. Structural members shall be protected against
<br />Construct $" bed and head joints except at foundation. Construct bed
<br />corrosion with an acceptable shop coat of paint, enamel or other
<br />joint of the starting course of foundation with a thickness not less than
<br />approved protection.
<br />4" and not more than 4". Lay all masonry w/ common or running bond.
<br />8. High -strength bolts and nuts shall be marked with the manufacturer's
<br />Stack bond shall not be used unless specifically prescribed by the engineer,
<br />identification mark and the ASTM grade & type. Contractor shall provide
<br />When walls are ended temporarily, the masonry units shall not HUBBS
<br />E.O.R. with vendor certification that high -strength bolts, nuts, and
<br />ADDITION in alternate courses (toothing) unless approved by the engineer.
<br />washers conform to the referenced ASTM standards. Contractor shall
<br />All masonry shall be built to preserve the unobstructed vertical continuity
<br />provide E.O.R. with manufacturer's mill test reports showing the applicable
<br />of the cells to be filled. The vertical alignment shall be sufficient to
<br />ASTM mechanical & chemical requirements together with the actual test
<br />maintain a clear, unobstructed vertical flue.
<br />results for the lot of supplied fasteners.
<br />12. Reinforcement Placing: Place all horizontal bars in bond beam units
<br />except over openings where lintels shall be used. When 2 bars are used
<br />METAL PLATE CONNECTED WOOD TRUSSES (MPCW T)
<br />stagger laps a minimum of 5'-0". Vertical reinforcing shall be held in
<br />1. MPCWT shall conform to the Truss Plate Institute ANSI/7I-1 National
<br />position at top, bottom and at intervals not exceeding 200 bar diameters
<br />Design Standard for Metal Plate Connected Wood Trusses. FBC 2303.4,
<br />(10'-4" for #5 bars).
<br />2. All truss handling, installation, and temporary bracing shall conform to
<br />13. Embedded Items: All embedded items (bolts, etc.) shall be secured in
<br />HIB-91, published by the Truss Plate Institute.
<br />place prior to grouting. Provide a minimum of 1" grout around all bolts in
<br />J. Permanent braces to be located as shown on the truss
<br />masonry. Alternatively, epoxied and mechanical anchors may be installed as
<br />manufacturer's report. All permanent bracing to be 2x4s nailed w/ two
<br />per manufacturer's recommendations.
<br />(2) 16d common nails at each truss -to -brace intersection. Minimum lap
<br />14. Grouting Preparation. Clean oil cells and bond beams of excessive
<br />of longitudinal truss bracing to be 48",
<br />mortar protrusions and other debris before grouting. For partially grouted
<br />4. All truss -to -truss connections to be specified by the truss
<br />walls, metal lath, plastic screening, or equal shall be used as grout stops
<br />manufacturer. Where not specified by the truss manufacturer, jack -truss
<br />at the bottoms of courses to be filled for the embedment of horizontal
<br />to girder -truss connection shall be USP JUS24 hangar top and bottom
<br />bars. Paper or other material producing a slip joint shall not be used.
<br />chord.
<br />15. Grout Pour: Maximum grout lift without inspection ports is 5'-O" in
<br />block walls. Maximum grout lifts with inspection ports is 9'-4". Ports shall
<br />PLYWOOD 8 ORIENTED STRAND BOARD (OSB)
<br />not be sealed before inspection. The thickness of grout between block and
<br />1. Plywood shall be APA Rated Sheathing.
<br />reinforcing steel shall not be less than X" and between parallel bars not
<br />2. Oriented strand board shall be OSB APA Rated Sheathing.
<br />less than 31".
<br />3. Roof and exterior wall plywood and OSB sheathing shall have an
<br />16. Grouting Wall: All cells containing reinforcing and embedded items shall
<br />exposure durability classification of 'Exterior' or 'Exposure 1'.
<br />be solidly filled with grout. All cells shall be filled solidly with grout where
<br />4. Stack plywood and OSB structural panels on a level surface on top of
<br />required by drawings.
<br />at least three stringers. Edges and ends of panels should be protected
<br />17. Grout Consolidation: All grout shall be consoli01/28/13d by rodding or
<br />from damage. Store under well ventilated cover.
<br />by mechanical vibration using a 3/" head low veloZEPHYRHILLS vibrator for
<br />a few seconds immediately after placing. Reconsolidation by vibration must
<br />WOOD I -JOISTS
<br />be done after the initial water loss and before initial set.
<br />1. Web stiffeners required at end supports, "Bird's Mouth" supports,
<br />18. Construction Joints: When grouting is stopped for a period of I hour
<br />concentrated loads, & intermediate supports. Stiffeners must be installed
<br />or longer, form horizontal construction joints by stopping the grout pour
<br />in pairs: one to each side of the web. Stiffeners minimum 3 2" wide but
<br />T, minimum below the upper -most unit, except at top of wall.
<br />not less than width of bearing surface. Cut stiffeners to fit between the
<br />19. Wall Cleaning and Protection: Remove concrete scum and grout stains
<br />flanges of the joist, leaving a minimum %" gap (1" maximum). Install
<br />on the wall immediately. After the wall is constructed, do not saturate
<br />stiffener tight against the bearing flange.
<br />with water for curing or any other purpose.
<br />2. Web stiffeners cut from minimum 23Y32" APA rated sheathing and
<br />20. Control Joints: See drawings for location and detailing of control
<br />nailed with (3) 8d common nails each. Nails to be equally spaced,
<br />joints.
<br />staggered and driven alternately from each face. Clinch nails where
<br />21. Reinforcement Placement Tolerances: Tolerances for placement of
<br />possible.
<br />vertical wall reinforcement shall be 2". All other longitudinal reinforcement
<br />3. Web holes to be located, sized, & cut per manufacturer's
<br />shall be placed with a tolerance of 2".
<br />specifications.
<br />22. Quality Assurance: The quality assurance program (tests, submittals, &
<br />4. Where I -Joist rafters are anchored to resist uplift forces, structural
<br />inspections) for masonry construction shall comply with the requirements
<br />connectors shall anchor to the top flange.
<br />of ACI 530, Section 1.14, depending on the facility function as defined in
<br />5, Install I -Joist rafters with minimum roof pitch of ,V": 12, maximum
<br />ASCE 7.
<br />12: 12.
<br />23. Construction Testing: When required, materials testing of mortar,
<br />grout, and masonry units shall be performed according to the following
<br />schedule. Where applicable, a manufacturer's certification may be provided
<br />in lieu of pre -construction testing.
<br />a) Mortar: one pre -construction test for each mortar type.
<br />b) Grout: one test per each 5,000sf of masonry.
<br />c) Masonry Units: in accordance with indicated materials specifications.
<br />d) Masonry Prisms: one pre -construction test and one test per
<br />5,000sf of wall.
<br />WOOD/TIMBER
<br />GENERAL 1. Structural lumber construction shall conform to ANSI/NfoPA NOS-
<br />1991
<br />National Design Specification for wood construction (with 1995 Addendum).
<br />2. Wood product sizes are stated in terms of standard nominal sizes.
<br />3. Design values for lumber specified herein or on the plans are applicable
<br />to lumber that will be used under dry service conditions such as in most
<br />covered structures, where the moisture content in use will be a maximum
<br />of 197, regardless of the moisture content at the time of manufacture.
<br />4. Design values for structural glued laminated timber shall apply to dry
<br />service conditions when the moisture content in service is less than 161%,
<br />as in most covered structures.
<br />5. Structural glued laminated timber shall meet the laminating
<br />combinations or stress requirements specified on the plans.
<br />6. Design values are for normal load duration unless otherwise indicated.
<br />QUALITY
<br />1. Lumber shall be identified by the grade mark of, or certificate of
<br />inspection issued by, a lumber grading or inspection bureau or agency
<br />recognized as being competent. (ref. NDS 4.1.2.1)
<br />2. Lumber shall be specified by commercial species and grade names, or
<br />b required levels f sin values r 4 1 o de (ref. NDS ..2.2
<br />y 9 9 ( )
<br />3. All lumber shall be sound, seasoned, and free from warp. Lumber shall
<br />be so handled and covered as to prevent marring and moisture absorption
<br />from rain.
<br />4. All structural wood members shall be No.2 Visually Graded Southern
<br />Pine (dense) Dimension Lumber unless otherwise indicated.
<br />5. Wood members shall be pressure treated when exposed to weather,
<br />poured concrete, soil, masonry, or water.
<br />6. Pressure treated lumber shall be impregnated with a CCA salt treatment
<br />in accordance with F.S. 11-W-571 and bear the American Wood Preserves
<br />Institute equality mark LP-2.
<br />NOTCHES & BLOCKING
<br />1. Notching of bending members should be avoided whenever possible,
<br />especially on the tension side of the member.
<br />2. Notch depth in sawn lumber bending members shall not exceed 1/6 the
<br />depth of the member and shall not be located in the middle third of the
<br />span. Where members are notched at the ends for bearing over a
<br />support, the notch depth shall not exceed 14 the beam depth.
<br />3. When the depth of a bending member exceeds its breadth, d > b,
<br />lateral support (blocking) shall be provided at points of bearing to prevent
<br />rotation and/or lateral displacement at those points.
<br />BUILT-UP COLUMNS
<br />1. Nailed or bolted built-up columns with 2 to 5 laminations shall meet
<br />the following requirements unless otherwise indicated:
<br />a) Each lamination shall have a rectangular cross section and be at least
<br />1 2" thick,
<br />b) All laminations shall have the some depth (face width),
<br />c) Faces of adjacent laminations shall be in contact,
<br />d) Unless otherwise indicated, all laminations shall be full column length.
<br />2. The following connection requirements apply to nailed built-up columns:
<br />a) Adjacent nails are driven from opposite sides of the column.
<br />b) All nails penetrate at least 4 of the thickness of the last lamination,
<br />c) End distance: 22 ",
<br />d) Spacing between adjacent nails in a row: maximum 9",
<br />e) Spacing between adjacent rows of nails: 2,V",
<br />f) Edge distance: maximum 234",
<br />g) When only one longitudinal row of nails is required, adjacent nails shall
<br />be staggered. Two or more longitudinal rows of nails shall be provided
<br />when laminations are larger than 2"x4". When three or more longitudinal
<br />rows of nails are used, nails in adjacent rows shall be staggered.
<br />3. The following connection requirements apply to bolted built-up columns:
<br />a) A metal plate or washer shall be provided between the wood and the
<br />bolt head, and between the wood and the nut,
<br />b) Nuts are tightened to ensure that faces of adjacent laminations are in
<br />contact,
<br />TIMBER PILES
<br />1. Timber piles shall conform to ASTM 025. Piles shall be Southern Yellow
<br />Pine having an allowable axial compression value of 1200 psi. Piles shall be
<br />peeled and have a minimum tip diameter of 8", a minimum tip
<br />circumference of 25", a minimum butt diameter of 10", and a natural
<br />taper of 0.1 in/ft throughout the length.
<br />2. Handling, storage, and field fabrication, including treating of cut ends
<br />shall be in accordance with AWPA M4.
<br />3. Timber piles shall be pressure treated in accordance with American
<br />Wood Preservers Association (AWPA) Standards C3 and C18. Contractor
<br />shall submit to the E.O.R. certification by treating plant stating type of
<br />preservative solution, pressure process used, net amount of preservative
<br />retained, and compliance with applicable standards.
<br />4. Driving equipment and accessories shall conform to the
<br />recommendations of the geotechnical study. The adequacy of driving
<br />equipment & accessories shall remain the responsibility of the contractor.
<br />Should the equipment used prove inadequate to drive the scheduled types
<br />of piles in the locations indicated, or should the use rate of accessories
<br />show damage to the piles, the contractor shall replace, or use different
<br />types of equipment.
<br />5. Jetting, predrilling or other methods to facilitate pile penetration shall
<br />not be used unless specifically permitted by the E.O.R. When permitted
<br />and when neccessary to achieve required penetration, pre -drill holes of
<br />diameter not greater than 90% of the average cross -sectional dimension
<br />of the pile at the depth being drilled, & drive the pile to practical refusal.
<br />6. Penetration per blow may be measured either during initial driving or
<br />during re -driving following a set period of time as determined by the
<br />E. 0. R.
<br />7. Piles are end -bearing type unless otherwise indicated as friction type.
<br />Drive end -bearing piles to practical refusal. Drive friction piles to the
<br />required penetration, as indicated.
<br />8. Practical refusal will be a condition where the blow count exceeds two
<br />times the number of blows required in 1 foot to achieve the require
<br />bearing value, not to exceed 5 blows per inch. Piles reaching practical
<br />refusal shall not be driven further.
<br />9. The contractor shall maintain and submit a pile driving record to the
<br />E.O.R. upon completion of pile driving. Record shall indicate type and
<br />rating of driving equipment, pile type & size, pile I.D. number, driving
<br />sequence number, load bearing copoZEPHYRHILLS, planned pile tip elevation,
<br />overall blow count per foot, number of blows per inch of penetration for
<br />the last 12 inches, location type and number of splices, and any unusual
<br />conditions encountered during driving.
<br />10. Do not drive piles within 20' of concrete less than seven days old.
<br />11. Drive interior piles before driving perimeter piles.
<br />12. Re -drive any pile which is raised during driving of adjacent piles, of
<br />the original tip elevation.
<br />13. Installation tolerance for deviation from location of pile top is 6".
<br />Installation tolerance for deviation from plumb or angle of batter is 4" per
<br />foot of pile length, but not more than 6" overall.
<br />Al I IMIAII IM
<br />1. The quality, fabrication, assembly, and erection of aluminum used
<br />structurally shall conform to the "Specifications for Aluminum Structures,
<br />Aluminum Design Manual, Part 1" of the Aluminum Association.
<br />2. Screen Enclosures: Actual wall thickness of extruded aluminum members
<br />shall not be less than 0.040 inch. The maximum screen density shall be
<br />2Ox20 mesh. Vinyl and acrylic panels shall be removable and shall have a
<br />decal requiring their removal when wind speeds exceed 75 mph.
<br />ALUMINUM (CONT'D)
<br />3. Aluminum extrusions to be minimum 6063-T6 alloy, Aluminum sheets
<br />to be minimum 3105 H 14 or H-25 alloy. Panels to be 5052 H-34
<br />aluminum alloy or ASTM A-525, G-90 galvanized steel with minimum fy
<br />= 50ksi. All bolts and washers to be 2024-T4 aluminum alloy,
<br />galvanized steel, or stainless steel with minimum fy = 33ksi.
<br />4. When fastening through panels, washer shall be placed between nut
<br />and panel,
<br />CONNECTIONS
<br />NAILS
<br />1. Nails diameters and lengths shall conform to the nominal sizes
<br />specified in Federal Specification FF-N-105B. Unless otherwise noted,
<br />nails specified are common nails.
<br />2. Threaded, hardened -steel nails shall be made of high carbon steel
<br />wire, headed, pointed, onnulorly or helically threaded, and heat -treated
<br />and tempered to provide greater yield strength than for common wire
<br />nails of corresponding size.
<br />3. When a bored hole is desired to prevent splitting of wood, the
<br />diameter of the bored hole shall not exceed 75% of the nail diameter for
<br />species commonly used for structural purposes as listed in Supplement
<br />to the National Design Specifications. Hole diameters in Beech, Birch,
<br />Hickory or Oak shall not exceed 90% of nail diameter.
<br />4. Toe-noils shall be driven at on angle of approximately 30 degrees with
<br />the member and started approximately 1/3 the length of the nail from
<br />the member end as per NDS Figure 12A or Detail T.
<br />5. Nail spacings shall be sufficient to prevent splitting of the wood.
<br />Minimum nail spacings as a function of nail diameter 'd' are as follows:
<br />End Distance: 15d
<br />Edge Distance, 2.5d
<br />Nail Spacing Parallel to Grain: 15d
<br />Nail Spacing Perpendicular to Grain: 10d
<br />Row Spacing (Nails in Line): 5d
<br />Row Spacing (Nails Staggered): 2.5d
<br />WOOD SCREWS
<br />1. Wood screws shall conform to ANSI/ASME Standard B18.6.1.
<br />2. The wood screw shall be inserted in its lead hole by turning with a
<br />screw driver or other tool, not by driving with a hammer.
<br />3. Soap or other lubricant shall be used on the wood screws or in the
<br />lead holes to facilitate insertion and to prevent damage to the wood
<br />screw.
<br />BOLTS
<br />1. Bolts shall conform to ANSI/ASME Standard B18.2.1. Bolts shall
<br />conform to ASTM A307 Grade A or ASME SAE Grade 2 unless otherwise
<br />noted.
<br />2. Bolt holes shall be a minimum %2" to a maximum of 16" larger
<br />than the bolt diameter. (NDS 8.1.2.1)
<br />3. Careful centering of holes in main members and splice plates is
<br />assumed. Tight fit requiring forcible driving of bolts is not recommended.
<br />(NDS 8.1.2.2)
<br />4. Bolted connections shall be snugly tightened, but not to the extent of
<br />crushing wood under washers.
<br />5. A metal plate, metal strap, or washer not less than a standard cut
<br />washer shall be between the wood and the bolt head and between the
<br />wood and the nut (NDS 8.1.2.3).
<br />6. Specified bolt connections are valid where bolts have been snugly
<br />tightened and for connections that have loosened due to shrinkage of
<br />the wood members. (NDS 8.1.2.4)
<br />7. The threaded portion of bolts subject to wood bearing shall be kept
<br />to a practical minimum, (NDS 8.1.2,5)
<br />8. For dimension lumber, 2"x6" and wider, observe minimum end and
<br />edge distances, spacing of bolts in a row, and spacing between rows per
<br />NDS Tables 8.5.3 thru 8.5.6.
<br />9. Bolts shall be staggered symmetrically in members loaded
<br />perpendicular to grain whenever possible. (NDS 8.5.7.2)
<br />10. When galvanized bolts are specified, the supplier shall furnish bolts
<br />and nuts as pre -assembled units.
<br />LAG SCREWS
<br />1. Lag screws shall conform
<br />to ANSI/ASME Standard B18.2.1.
<br />2. Clearance holes and
<br />lead holes for lag screws shall be bored as
<br />follows:
<br />a) The clearance hole
<br />for the shank shall have the some diameter as
<br />the shank, and the some depth of penetration as the length of
<br />unthreaded shank,
<br />b) The lead hole for
<br />the threaded portion shall have a diameter as
<br />tabulated below and a
<br />length equal to at least the length of the
<br />threaded portion.
<br />Bolt Shank Diameter
<br />Lead Hole Diameter
<br />1 ...........................
<br />3 »
<br />I .......... I.... /6
<br />16 ..............
<br />14"
<br />4 ".........................................4»
<br />16........................................5/6"
<br />1 .........................................
<br />3 "
<br />18
<br />/g.........................................
<br />/6
<br />"..........................
<br />2„
<br />�18".........................................
<br />%"
<br />1"
<br />............ %"
<br />3. The threaded portion of the lag screw shall be inserted in its lead
<br />hole by turning with a wrench, not by driving with a hammer.
<br />4. Soap or other lubricant shall be used on the lag screws or in the
<br />lead holes to facilitate insertion and prevent damage to the lag screw
<br />5. Minimum edge distances, end distances, and spacing for lag screws
<br />shall be the some as for bolts with a diameter equal to the shank
<br />diameter of the lag screw.
<br />WELDING
<br />1. Workmanship and technique for welding of structural steel, inspection
<br />of welding, and qualification of welding operators shall conform to AISC
<br />"LFRD" Specification and AWS "Code for Arc and Gas Welding in Building
<br />Construction. "
<br />2. Welding of reinforcing bars, where specified, shall conform to
<br />"Structural Welding Code - Reinforcing Steel," ANSI/AWS D1.4-98 of the
<br />American Welding Society.
<br />3. Electrodes for various welding processes shall comply with AWS
<br />D1.1-00 and shall be as specified below:
<br />SMAW: E70XX low hydrogen
<br />SAW: F7XX-EXXX
<br />GMAW: ER70S-X
<br />FCAW. E7XT-X
<br />4. Minimum fillet welds size (leg dimension) shall be as follows based or
<br />the thickness of the thicker part joined:
<br />To 4" inclusive: 4"
<br />Over 4" to 2": 3/6'
<br />Over %2" to 3/": 4"
<br />Over 4": ;�, 6"
<br />The weld size need not exceed the thickness of the thinner part joined.
<br />Single pass welds must be used.
<br />5. Welded lap joints have a maximum fillet weld size of the thickness of
<br />the base metal when less than 4", and /6" less than the base metal
<br />when equal to and thicker than 4". AWS D1.1 Section 2.3.2.9. Where
<br />welds are specified but no size is given the above weld sizes shall be
<br />provided.
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<br />FILE NAME:
<br />BREAKFAST STATION
<br />DRAWN BY:
<br />NWN
<br />JOB No.:
<br />14.999.29
<br />DATE:
<br />04/09/14
<br />S :ALE:
<br />N.T.S.
<br />S�EET
<br />
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