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STRUCTURAL SPECIFICATIONS
<br />L GENERAL
<br />I. SUBCONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION TO ENSURE THE
<br />SAFETY OF THE BUILDING UNTIL STRUCTURAL SYSTEM IS COMPLETED. THIS INCLUDES, BUT IS NOT
<br />LIMITED TO, THE ADDITION OF WHATEVER TEMPORARY BRACING, SHORING, GUYS TO TIE -DOWNS THAT
<br />MAY BE NECESSARY.
<br />2. SUBCCNTRACtOR 18 SOLELY RESPONSIBLE FOR T4E SAFETY OF HIS WORK DURING* CONSTRUCTION.
<br />3. APPLICABLE BUILDING CODES: - FLORIDA BUILDING CODE (2014). DRAWINGS ARE CERTIFIED FOR
<br />STRUCTURAL PORTION ONLY THAT INCLUDES FOUNDATION SYSTEMS, BEAMS, POSTS, SHEARWALLS,
<br />STRUCTURAL CONNECTORS, REQUIRED WIND DESIGN PRESSURES, FASTENERS, SHEATHING MATERIAL AND
<br />THICKNESS, WALL STRUCTURAL ELEMENTS, HEADERS OVER WINDOWS, REINFORCED CONCRETE, STEEL
<br />FRAMING, WOOD FRAMING, MASONRY SIZES AND REINFORCEMENT, AND SPECIFICATIONS DESCRIBED HEREIN.
<br />4. DESIGN LOADS:
<br />A. ROOF:
<br />LIVE LOAD 20 PSF
<br />DEAD LOAD 10 PSF (SHINGLES s METAL)
<br />20 PSF (TILE)
<br />B. UNINHABITABLE ATTICS WITH LIMITED STORAGE
<br />LIVE LOAD 20 PSF
<br />DEAD LOAD 10 PSF
<br />C. FLOOR
<br />BALCONIES LIVE LOAD 60 PSF
<br />ALL OTHER ROOMS LIVE LOAD 40 PSF
<br />DEAD LOAD 10 PSF
<br />D. SNOW AND SEISMIC LOAD: NONE
<br />S. STRUCTURAL MEMBER ALLOWABLE DEFLECTION
<br />Rafters having slopes greater than 3:12 with no finished calling attached to rafters
<br />LASO
<br />Interior walls and partitions
<br />WASO
<br />Floors and plastered ceilings
<br />L/360
<br />All other structural members
<br />L/140
<br />Exterior we Ile
<br />H/360
<br />Lintels supporting maeorrg veneer walls
<br />L/600
<br />6. ALL CONTRACTORS, SUBCONTRACTORS, SUPPLIERS AND FABRICATORS
<br />SHALL BE RESPONSIBLE FOR THE CONTENT OF DRAWINGS, AND FOR THE
<br />SUPPLY AND DESIGN OF APPROPRIATE MATERIALS AND WORK
<br />PERFORMANCE.
<br />1. ALL MANUFACTURED ARTICLES, MATERIALS AND EQUIPMENT SHALL
<br />13E APPLIED, INSTALLED, ERECTED, USED, CLEANED, AND CONDITIONED IN STRICT
<br />ACCORDANCE WITW MANUFACTURER'S RECOMMENDATIONS.
<br />8. ALL STUCCO FINISH SHALL BE APPLIED AS PER ASTM C926 AND CONTROL JOINTS
<br />PROVIDED AS PER ASTM C1063. CURING TIME AS PER SECTION R104b9 OF T14E
<br />FLORIDA BUILDING CODE 5TH EDITION (2014).
<br />II. SITE WORK
<br />I. FOUNDATION DESIGN IS BASED ON A MINIMUM SOIL PRESSURE INDICATED ON THE
<br />FOUNDATION PLAN. THE CONTRACTOR IS RESPONSIBLE TO FOLLOW RECOMMENDATIONS
<br />INCLUDED IN THE RESPECTIVE GEOTECHMNICAL REPORT AND SHALL CONFIRM THE SOIL
<br />CONDITIONS. SHOULD FIELD CONDITIONS INDICATE THIS MINIMUM CONDITION DOES NOT
<br />EXIST, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY ENGINEER OF RECORD.
<br />2. THE SUBGRADE UNDER THE NEW CONCRETE FOUNDATIONS SHALL BE COMPACTED
<br />TO 95% OPTIMUM DENSITY. SOIL COMPACTION TESTS TO BE TAKEN BY A
<br />QUALIFIED SOILS LAB PRIOR TO POURING ANY CONCRETE.
<br />3. FOOTINGS SHALL BE NEAT EXCAVATED WHERE POSSIBLE WITH SIDES AND TOP EDGES
<br />FREE OF LOOSE OR WET MATERIALS. WHERE NEAT EXCAVATION IS NOT POSSIBLE,
<br />FOOTINGS EXCAVATION SHALL BE OPEN CUT WITH EDGES FORMED AND BRACED. ALL
<br />FOOTINGS WITH FORMED EDGES SHALL BE BACKFILLED FROM BOTTOM TO TOP OF
<br />FOOTING WITH SELECT FILL. THE BOTTOM EXCAVATION SHALL BE CLEAN AND DRY
<br />WITH ALL LOOSE MATERIAL REMOVED FOR AN ESSENTIALLY FLAT BEARING SURFACE.
<br />III. CAST IN PLACE CONCRETE
<br />1. CONCRETE TO BE NORMAL WEIGHT WITH THE FOLLOWING MINIMUM COMPRESSIVE
<br />STRENGTHS AT 28 DAYS:
<br />as FOOTINGS, SLAB -ON -GRADE, SLAB FILL: 2500 PSI
<br />ba MASONRY WALL TIE BEAMS, TIE COLUMNS: 2500 PSI
<br />ca REINFORCED CONCRETE BEAMS AND COLUMNS 3000 PSI
<br />2. CONCRETE SHALL BE READYMIX PER ASTM C94:
<br />a.) PORTLAND CEMENT - ASTM 0150
<br />ba A:CGREGATES - ASTM C33 (3/4" MAX.)
<br />ca NO CALCIUM CHLORIDE
<br />des AIR ENTRAINING - ASTM C260
<br />ea WATER REDUCING - ASTM C494
<br />fa FLYASH - ASTM C618-18 CLASS F (20 % MAX-)
<br />g-) WATER - CLEAN AND POTABLE
<br />3. REINFORCING STEEL: ASTM1 A615 GRADE 40, DEFOIRMED BARS.
<br />4. REQUIRED SLUMP RANGE ■ 3" TO 511.
<br />5. WELDED WIRE FABRIC: ASTM A1S5
<br />6. MOISTURE BARRIER 6 MIL POLYETHYLENE.
<br />1. CODES AND STANDARDSt
<br />a.) ACI 301 "SPEC FOR STRUCTURAL CONCRETE FOR BUILDINGS."
<br />ba ACI 305 "RECOMMENDED PRACTICE FOR HOT WEATHER CONCRETING."
<br />c-) ACI 318 "BLOC. CODE REQUIREMENTS FOR REINF. CONCRETE."
<br />des ACT 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT."
<br />e. MINIMUM LAP SPLICE - 40 BAR DIAMETERS UNLESS NOTED OTHERWISE.
<br />9 CONCRETE FINISHES SHALL BE PER CONTRACTOR'S SPEC'S.
<br />10. SUBCONTRACTOR IS RESPONSIBLE FOR THE PROPER DESIGN AND CONSTRICTION
<br />OF ALL FORMWORK, SHORING, AND RESHORING.
<br />11. REINFORCING BAR COVER
<br />as FOOTINGS 3"
<br />ba COLUMNS 1 1/2"
<br />ca BEAMS AND WALLS 1 1/2"
<br />des SLABS 3/4" (INTERIOR), 1 1/2" (EXTERIOR)
<br />12. CONCRETE SHALL BE PLACED WITHIN 90 MINUTES OF BATCH TIME.
<br />13. PROVIDE CORNER BARS AT ALL WALL FOOTING AND BEAM CORNERS TO MATCH
<br />HORIZONTAL BARB. (25" MINIMUM LAP FOR 5 BARS, OTHERS AS PER ACI 318).
<br />14. ALL BUILDING SLABS -ON -GRADE SHALL BE NOMINAL 4" THICK, REINFORCED WITH bxb-111I.4 W.WP.
<br />ON 6 MIL VAPOR BARRIER SEE PLANS FOR OTHER CONDITIONS AND SIZES. NO FIBERMESH
<br />ALLOWED UNLESS OTHERWISE NOTED ON THE FOUNDATION PLAN.
<br />ID. ANCHOR BOLTS FOR WOOD LEDGERS AND PLATES TO CONCRETE OR MASONRY (OPTIONS)..
<br />a. J BOLTS - USE 1/2" X 8" "J" BOLTS WITH 6" EMBEDMENT AND 2" PROJECTION WHEN INSTALLED
<br />PRIOR TO PLACING CONCRETE, AS SHOWN ON DRAWINGS.
<br />b. EXPANSION ANCHORS - USE 1/2" X 4" EMBED, HILTI KWIK BOLT 11, OR EQUAL, AT LOCATIONS
<br />(OTHER THAN EDGE CONDITIONS) IN LIEU OF 1/2" X 8" "J" BOLTS.
<br />a EPDXY ANCHORS IN CONCRETE - USE 1/2" X 4-1/4" IMBED, WITH HILTI C100), OR ANCHOR
<br />BOND BY CELTITE, INC., AT EDGE OF SLAB CONDITION WHERE BOLT IS LESS THAN 6" TO
<br />A CONCRETE EDGE.
<br />d. EPDXY ANCHORS IN TOP OF BLOCK WALLS - USE THREADED ROD (3/4" X A6-5/8" IMBED) ON
<br />TOP OF 8" MASONRY WALLS WITH HILTI HIT C-100 ADHESIVE OR ANCHOR BOND, WHEN 1/2" X 8"
<br />"J BOLTS ARE OMITTED.
<br />16. FOOTING SIZES SHOWN ARE TYPICAL ONLY FOR STATED SOIL BEARING PRESSURE AND
<br />CONSISTED COMPACTION. CONTRACTOR SHALL BE RESPONSIBLE FOR FOOTINGS
<br />COMPLYING WITH THE DESIGN REQUIREMENTS OF SPECIFIC SOIL CONDITIONS.
<br />11. PROVIDE 1/2" EXPANSION JOINT MATERIAL BETWEEN ALL CONCRETE SLABS AND
<br />ABUTTING CONCRETE OR MASONRY WALLS OCCURRING IN EXTERIOR OR UNHEATED AREAS.
<br />10. PROVIDE 1/4" SAW CUT EXPANSION JOINTS ON SLABS SPACED AT NO MORE THAN 18 FEET ON
<br />CENTER EACH WAY AND AS SHOWN ON PLANS
<br />IV. MASONRY
<br />I. HOLLOW LOAD BEARING UNITS (CMU) SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, TYPE I, GRADE N.
<br />MINIMUM NET COMPRESSIVE STRENGTH ■ ISM PSI.
<br />2. MORTAR SHALL BE TYPE M OR 6 AND CONFORM TO ASTM C210.
<br />3. CONCRETE GROUT SHALL CONFORM TO ASTM C416:
<br />a-) 2,500 PSI AT 28 DAYS.
<br />b.)3/8" MAXIMUM AGGREGATE.
<br />C.) 8" - 11" SLUMP.
<br />4. BARS SHALL HAVE MINIMUM CLEARANCE OF 1/2" FROM MASONRY. THE CLEAR DISTANCE
<br />BETWEEN BARS SHALL NOT BE LESS THAN ONE BAR DIAMETER NOR LESS THAN I".
<br />5. VERTICAL REINFORCING SHALL BE AT ALL CORNERS, EACH JAMB OF OPENINGS, UNDER ALL
<br />GIRDER LOADS, AND NOT TO EXCEED 6'0" O/C FOR STRAIGHT WALLS, OR AS SHOWN ON THE
<br />DRAWINGS. FILL CELLS WITH CONCRETE GROUT AS SPECIFIED. PROVIDE ACI 318 90 DEGREE
<br />STANDARD HOOKS INTO FOOTING, AND TIE BEAMS.
<br />6. REINFORCING BARB SHALL BE STRAIGHT EXCEPT FOR BENDS AROUND CORNERS AND WHERE
<br />BENDS OR HOOKS ARE DETAILED ON THE PLANS.
<br />1. REINFORCING BARS SHALL BE LAPPED 40 BAR DIAMETERS WHERE SPLICED AND SHALL
<br />BE WIRED TOGETHER-
<br />S. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE
<br />SLOPED MORE THAN ONE HORIZONTAL IN SIX VERTICAL. DOWELS SHALL BE GROUTED INTO A
<br />CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT CELL TO THE VERTICAL
<br />WALL REINFORCEMENT.
<br />9. CLEANOUTS SHALL BE PROVIDED IN THE BOTTOM COURSE OF MASONRY IN EACH GROUT
<br />POUR WHEN THE POUR HEIGHT EXCEEDS 5. PROVIDE 4" X 4" OBSERVATION HOLE TO
<br />VERIFY CONCRETE GROUT PLACEMENT.
<br />10. PLACE ALL MASONRY IN RUNNING BOND WITH 3/8" MORTAR JOINTS. PROVIDE COMPLETE
<br />COVERAGE FACE SHELL MORTAR BEDDING, HORIZONTAL AND VERTICAL. FULLY
<br />MORTAR WEBS IN ALL COURSES OF PIERS, COLUMNS, AND PILASTERS AND
<br />AND ADJACENT TO GROUTED CELLS.
<br />II. PROVIDE 8" X 8" PRECAST REINFORCED CONCRETE LINTELS OVER ALL MASONRY OPENINGS
<br />NOT SHOWN TO HAVE A STRUCTURAL 5EAI't MINIMUM END BEARING - 4"
<br />REFER TO LINTEL SCHEDULE (MINIMUM CAPACITY OF 1000 PLF).
<br />12. PROVIDE METAL CAVITY CAPS, 6" WIRE MESH, OR EQUAL PRODUCTS, INC, WERE
<br />REQUIRED TO RETAIN GROUT IN VERTICAL CELLS.
<br />13. PROVIDE HORIZONTAL REINFORCEMENT AT EVERY OT14ER COURSE USING 120 TRUSS -MESH BY
<br />HOHMANN 1 BARNARD.
<br />V. CARPENTRY
<br />1. DIMENSIONED LUMBER SHALL BE DRESSED 646, AND SHALL BEAR THE GRADE STAMP
<br />OF THE MANUFACTURER'S ASSOCIATION.
<br />2. ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP.
<br />3. ALL STRUCTURAL BEAMS AND HEADERS SHALL BE SOUTHERN YELLOW PINE (SYPa NO. I
<br />GRADE OR BETTER WITH SINGLE MEMBER (UNFACTORED) STRESSES AS FOLLOWS:
<br />Fv ■ 90 PSI
<br />Fo ■ 915 PSI
<br />E - 1i6000M PSI
<br />IS% MAXIMUM MOISTURE CONTENT
<br />A. FRAMING LUMBER SHALL BE 02 SPRUCE -PINE -FIR OR BETTER
<br />B. INTERIOR NON -LOAD BEARING WALLS MAY BE UTILITY GRADE.
<br />4. ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED.
<br />5. PRESSURE TREATED LUMBER SHALL BE PROVIDED IN ACCORDANCE WITH THE
<br />AMERICAN WOOD PROTECTION ASSOCIATION LATEST STANDARDS.
<br />6. SHEATHING FOR ROOFS AND WALLS SHALL BE APA RATED (EXPOSURE U SHEATHING
<br />WITH EXTERIOR GLUE. ALL ROOF SHEATHING TO IS£ INSTALLED WITH PLYCLIPB. (MAXIMUM
<br />24" O/C). THICKNESS TO BE MINIMUM 15/32" FOR SHINGLE ROOF AND 1/2" FOR TILE ROOF.
<br />1. NAILING FOR PLYWOOD ROOFS AND WALL SHEATHING SHALL BE SD RING SHANK a
<br />4" O.C. a PANEL EDGES, AND 6" O.C. INTERMEDIATE, FOR 1/2" SHEATHING OR
<br />LESS. NAILING FOR STRUCTURALLY APPROVED ARCHITECTURAL WALL PANELS (1/4"+)
<br />SHALL BE 60 COMMON a 4" O/C At PANEL EDGES, AND 6" O/C INTERMEDIATE.
<br />S. ALL FLOORING MATERIAL TO BE 3/4" T1G PLYWOOD, NAILED AND GLUED TO FLOOR
<br />JOISTS. FLOOR NAIL WITH 10d NAILS AT 3" O/C AT PANEL EDGES, 6" O/C IN THE
<br />FIELD. STAGGER NAILS AT 2" O/C AT BUTT ENDS OF PLYWOOD SHEATHING.
<br />9. INSTALL BRIDGING IN ALL (2X) FLOOR OR ROOF JOISTS AT 8'-0" MAXIMUM.
<br />INSTALL BLOCKING IN ALL BEARING* WALLS AND PARTITIONS OVER V-0" e
<br />MID -HEIGHT. BRACE GABLE END WALLS At WO" O/C WHERE WALL FRAMING IS
<br />NOT CONTINUOUS FROM FOUNDATION TO ROOF, OR AS SHOWN ON DRAWINGS.
<br />10. ALL NAILING AND BOLTING SHALL COMPLY WITH AMERICAN INSTITUTE OF TIMBER CONSTRUCTION
<br />REQUIREMENTS. ALL NAILS EXPOSED TO THE EXTERIOR SHALL BE GALVANIZED.
<br />11. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON
<br />STRONGTIE CO, OR EQUIVALENT. SUBMIT CUT SHEETS FOR ALL CONNECTION
<br />HARDWARE TO CONTRACTOR FOR APPROVAL. ALL NAIL HOLES SHALL BE FILLED
<br />OR AS PRESCRIBED BY THE MANUFACTURER
<br />12. PROVIDE A SINGLE PLATE AT THE BOTTOM AND DOUBLE PLATE AT THE TOP OF ALL
<br />LOAD BEARING STUD WALLS. STAGGER END JOINTS IN DOUBLE PLATES AT LEAST W-0"
<br />PER DETAIL. 2 X 4 SILL PLATES FOR BEARING WALLS SHALL BE BOLTED TO
<br />FOUNDATION AS PER BEARING WALL DETAIL.
<br />13. LOAD BEARING STUDS SHALL BE DOUBLED AT ALL ANGLES AND AROUND ALL OPENINGS,
<br />AND AT STRUCTURALLY APPROVED ARCHITECTURAL WALL PANEL JOINTS. STUDS SHALL
<br />BE TRIPLED AT ALL CORNERS.
<br />14. WOOD LINTELS OVER OPENINGS SHALL BE DOUBLED 2x12 14EADERS UNLESS
<br />NOTED OTHERWISE ON PLANS, WITH CONTINUOUS 1/2" PLYWOOD FILLER CUT TO
<br />FULL DEPTH OF BEAM BETWEEN 2x MEMBERS.
<br />15. RAFTER SCHEDULE FOR CONVENTIONAL FRAMED AREAS UNLESS OTHERWISE NOTED.
<br />MAXIMUM
<br />MEMBER SIZE SPAN (SYP 01)
<br />2 X 4 6FT.
<br />2X6 SFT.
<br />2 X 8 10 FT.
<br />2 X 10 12 FT.
<br />2 X 12 14 FT.
<br />NOTE 1: RAFTERS MUST BE BRACED LATERALLY BY A CONTINUOUS NAILING OF
<br />SHEATHING OR BRACED AT 24" 0/0, WITH MINIMUM IX4.
<br />NOTE 2. RAFTER SPACING NOT TO EXCEED 24" O/C.
<br />NOTE 3: RIDGE BOARDS TO BE ONE SIZE LARGER THAN RAFTER UNLESS
<br />OTHERWISE NOTED ON PLANS.
<br />NOTE 4: CONNECTOR SCHEDULE
<br />A. SIMPSON MTS20 (OR EQUAL) BETWEEN CAT BLOCKING AND ROOF TRUSSES.
<br />B. SIMPSON H5 (OR EQUAL) BETWEEN RAFTER TAILS TO CAT BLOCKING.
<br />C. SIMPSON H5 (OR EQUAL) BETWEEN THE RAFTERS AND RIDGE BOARD.
<br />D. SIMi'SON C620 AT ENDS OF RIDGE BOARD, OR SIMPSON JOIST
<br />HANGER WHERE APPLICABLE.
<br />VI. PRE-ENGINEERED WOOD TRUSSES
<br />I. THIS SECTION DEFINES PRE-ENGINEERED, PREFABRICATED, METAL PLATE CONNECTED
<br />WOOD ROOF AND FLOOR TRUSSES AS "WOOD TRUSSES".
<br />2. TRUSS LAYOUTS SHOWN ON PLANS ARE SCHEMATIC ONLY. TRUSS MANUFACTURER
<br />AND/OR ENGINEER SHALL BE RESPONSIBLE FOR THE DESIGN AND SPACING OF ALL
<br />TRUSSES AND SHALL SUBMIT SHOP DRAWINGS TO THE BUILDER FOR APPROVAL.
<br />3. TI-E WOOD TRUSS MANUFACTURER MUST PARTICIPATE IN A CODE APPROVED THIRD PARTY
<br />QUALITY ASSURANCE PROGRAM SUCH AS THE TRUSS PLATE INSTITUTE'S "QUALITY CONTROL
<br />INSPECTION PROGRAM" OR EQUIVALENT.
<br />4. WOOD TRUSS MEMBERS AND CONNECTIONS SHALL BE DESIGNED FOR ALL LOADS SHOWN ON
<br />THE CONTRACT DOCUMENTS INCLUDING: LIVE, DEAD, AND CONCENTRATED LOADS, PLUS
<br />WIND LOADS.
<br />5. REFER TO THE FLOOR PLAN AND OTHER STRUCTURAL DETAIL SHEETS FOR IMPORTANT
<br />INFORMATION NOT SPECIFICALLY ADDRESSED BY THE TRUSS FRAMING LAYOUT
<br />SUCH AS BEARING WALL HEIGHTS AND CEILING VAULT DETAILS.
<br />6. WOOD TRUSS DESIGN SHOP DRAWINGS SHALL INCLUDE, BUT ARE NOT LIMITED TO,
<br />THE FOLLOWING INFORMATION:
<br />as SPAN LENGTH, OVERHANG AND SAVE DIMENSIONS, SLOPE AND SPACING OF
<br />THE WOOD TRUSSES.
<br />b-) ALL DESIGN LOADS AND THEIR POINTS OF APPLICATION, VALLEY AND CONVENTIONAL
<br />FRAMING MUST BE CONSIDERED.
<br />c.) ADJUSTMENTS TO ALLOWABLE VALUES.
<br />d.) REACTIVATE FORCES AND THEIR LOCATIONS.
<br />ea BEARING TYPE AND MINIMUM BEARING LENGTH.
<br />0 DEFLECTIONS.
<br />S.) METAL CONNECTOR PLATE TYPE, GAUGE, SIZE, AND LOCATION.
<br />ha LUMBER SIZE, SPECIES, GRADE AND MOISTURE CONTENT.
<br />1a LOCATION AND CONNECTION DESIGN OF REQUIRED CONTINUOUS LATERAL BRACING.
<br />J.) NET UPLIFT LOADS BASED ON ACTUAL BUILDING DEAD LOAD.
<br />k) WEB REINFORCEMENT DETAILS FOR GABLE END TRUSSES.
<br />IJ VALLEY SETS FOR OVER -BUILD CONDITIONS.
<br />1. LIMIT DEFLECTIONS FOR LIVE LOAD TO SPAN/360 (ROOF), SPAN/480 (FLOOR), AND
<br />LIMIT TOTAL LOAD DEFLECTIONS TO SPAN/240 (ROOF), SPAN/360 (FLOOR) UNLESS
<br />SPECIFICALLY NOTED OTHERWISE.
<br />S. FIRE RETARDANT WOOD IS NOT ALLOWABLE FOR USE AS TRUSS CHORDS OR WEBS.
<br />9 WOOD TRUSSES SHALL BE DESIGNED SO THAT MINIMAL HORIZONTAL REACTIONS
<br />ARE IMPOSED ON THE SUPPORTING STRUCTURE UNDER VERTICAL LOADS. NO SLIP
<br />CONNECTIONS ARE ALLOWED UNLESS OTHERWISE NOTED. CONTACT CONTRACTOR AS REQUIRED.
<br />10. WOOD TRUSSES MUST BE CHECKED FOR WIND. WIND VELOCITY, DESIGN VELOCITY
<br />PRESSURES, AND MEAN ROOF HEIGHT MUST ISE SHOWN ON THE SUBMITTED SHOP DRAWINGS.
<br />II. CONTINUOUS BOTTOM CHORD LATERAL BRACING 18 REQUIRED AT A MINIMUM
<br />SPACING OF 10' O.C. UNLESS NOTED OTHERWISE. BOTTOM CHORD BRACING IS
<br />CONTINUOUS FROM ONE END OF THE BUILDING TO THE OTHER END. OVERLAP
<br />CONTINUOUS BRACING At LEAST ONE TRUSS SPACE. USE A MINIMUM OF 2 X 4
<br />(ROOF), 2X6 (FLOOR) GRADE MARKED LUMBER AT LEAST 10' LONG, WITH 2-16d
<br />NAILS At INTERMEDIATE AND 3-16d NAILS AT END CONNECTIONS.
<br />12. CROSS BRACING 18 REQUIRED AT MINIMUM 10' O.C. UNLESS NOTED OTHERWISE. LOCATE
<br />CROSS BRACING AT OR NEAR THE BOTTOM CHORD BRACING. INSTALL CROSS BRACING AT
<br />EAC -I END AND AT 20O.C. ALONG THE LENGTH OF T14E LATERAL BRACING. CROSS
<br />BRACING IS ACCOMPLISHED BY ATTACHING DIAGONAL WEB BRACNG TO OPPOSITE SIDES
<br />OF THE SAME GROUP OF SIMILAR WEB MEMBERS. SLOPE CROSS BRACING IN OPPOSITE
<br />DIRECTIONS AT APPROXIMATELY 45 DEGREES FORMING A CROSS "X". USE A MINIMUM( OF
<br />2X4 GRADE MARKED LUMBER WITH AT LEAST 3-16d NAILS AT EACH CONNECTION.
<br />13. TRUSS ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF TRUSS
<br />SYSTEM DURING CONSTRUCTION.
<br />14. HANDLING, INSTALLATION, AND BRACING OF WOOD TRUSSES SHALL BE IN ACCORDANCE
<br />WITH "HUB-91", PUBLISHED BY THE TRUSS PLATE INSTITUTE.
<br />15. ALL WOOD TRUSSES SHALL BE FASTENED TO THEIR SUPPORTS WITH APPROVED 14URRICANE
<br />ANCHORS, RATED TO CARRY UPLIFT LOADS SPECIFIED BY TRU88 MANUFACTURER
<br />16. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON
<br />STRONG* -TIE, OR APPROVED EQUIVALENT MANUFACTURER ALL NAIL HOLES SHOULD
<br />BE FILLED, OR AS PRESCRIBED BY T14E MANUFACTURER
<br />11. TRUSSES ARE TO BE DESIGNED TO ALLOW FOR THE PROPER ROUTING OF A/C
<br />DUCT WORK AND PLUMBING. CHASES SHALL NOT BE BLOCKED BY WOOD TRUSSES.
<br />18. PILING OF PLYWOOD ON WOOD TRUSSER IS NOT ALLOWED.
<br />19. INSTALLATION OF BROKEN, DAMAGED, WARPED, OR IMPROPERLY REPAIRED WOOD
<br />TRUSSES IS NOT ALLOWED.
<br />20. IMPROPER OR UNAUTHORIZED FIELD ALTERATIONS OF WOOD TRUSSES IS NOT ALLOWED.
<br />21. GABLE ENDWALL TRUSSES 1'IUIST TRANSFER LATERAL LOADS TO THE SHEAR WALLS AND/OR
<br />THE RDOF DIAPHRAGM.
<br />22. WOOD TRUSSES THAT DO NOT MEET INTERIOR LOAD BEARING WALLS MUST BE SHIMMED.
<br />DO NOT PULL WOOD TRUSSES DOWN TO INTERIOR BEARINGS.
<br />23. SUBMITTAL$: ALL 15I,113MITTALS SHALL BEAR THE EMBOSSED SEAL OF A LICENSED STRUCTURAL
<br />ENGINEER IN THE STATE OF FLORIDA AND SMALL BE SUBMITTED TO CONTRACTOR FOR
<br />REVIEW PRIOR TO WOOD TRUSS FABRICATION.
<br />as SUBMIT SEALED WOOD TRUSS DESIGN CALCULATIONS AND PROFILES FOR EACH TYPE OF
<br />TRJS8 WITH PERMANENT BRIDGING REQUIREMENTS.
<br />bJ SUBMIT WOOD TRUSS ERECTION PLAN, INCLUDING CONNECTION DETAILS AND UPLIFT
<br />ANCHORS.
<br />ca SUBMIT WOOD TRUSS TEMPORARY ERECTION BRACING PLAN.
<br />des MAINTAIN COPY OF SUBMITTAL ON JOBSITE.
<br />PROTECTION AGAINST TERMITES
<br />R318J Termits Protactton. Termite protection shall be provided by registered temiticides, Including soil applied pesticides, batting
<br />systems and pestlotdas applied to wood, or other approved methods of termite protection labeled for use as a prevenative treatment
<br />to now construction. Sss Section 202, Registered termittctde. Upon completion of the application of the to protective treatment, a
<br />Certlflcate of Compliance shall be Issued to the building department by the Ilcansed pest control company that contains the following
<br />statement: trh@ building has received a complete treatment for the prevention of subterranean termites. Treatment is In accordance
<br />with rules and laws established bg the Florida Department of Agriculture and Consume ServlcaA.
<br />R318.1.1 If soil treatment is used for subterranean termite prevention, the initial chemical soil treatment Inside the foundation
<br />perimeter shall be done after all excavation, badafilling and compaction Is completes
<br />R318.12 If soil treatment is used for subterranean termits prevention, soil area disturbed after initial chemical soil treatment shall
<br />be retreated with a chemical soil treatment, including spaces boxed or formed.
<br />R318.13 If soil treatment is used for subterranean tormite prevention, space In concrete floors boxed out or formed for the
<br />subsequent installation of plumbing traps, dralns or any other purpose shell be created b9 using plastic or metal permanently
<br />placed forms of sufficient depth to eliminate any planned soil disturbance after Initial chemical soil treatment.
<br />R318.1.4 If soil treatment Ie used for subterranean termite prevanion, chemically treated soil shall be protected with a minimum 6
<br />mil vapor retarder to protect against rainfall diluttor. If rainfall occurs before vapor retarder placement, retreatment is required.
<br />Any worm, including placement of reinforcing steel, dons after d anlcal treatment until the core vte floor Is poured, shell be dons
<br />in such manner ae to avoid penstratme or disturbing treated soli
<br />R318.15 If soil treatment Is used for subterranean termite prevention, concrete overpour or mortar accumulated along the exterior
<br />foundation perimeter shall be removed prior to exterior chemical soil treatment, to enhance vertical penetration of the chemicals.
<br />R318.16 If soil treatment is used for subterranean termite prevention, do. Ica I soil treatmens shell also be applied under all
<br />exterior concrete or grade within 1 foot (305 mm) of the primary structure stalmalhs. Also, a vertical chemical barrier shall be
<br />applied promptly after construction is completed, including initial landscaping and Irrigation/sprinkler installation. Ang soil disturbed
<br />after the chemical vertical barrier is applied shell be promptly retreated.
<br />R318.11 If a registered temitiolde formulated and registered as a bait system is used for subterranean termite prevention,
<br />Sections R318.0 through R310.1.6 do not applyt however, a slgned contract aesur►ng the installation, maintenance and monitoring
<br />of the baiting systs i for a minimum of 5 years from the lsew of the Certificate of Occupanoy shell be provided to the building
<br />official prior to the pouring of the slab, and the system must be Installed prior to final building approval. If the baiting system
<br />directions for use require a monitoring phase prior to installation of the pesticide active ingredient, the Installation of the
<br />monitoring phase components shell be deemed to constitute installation of the system.
<br />R318.1.8 If a registered temlticide formulated and registered as a wood treatment Is used for subterranean termite prevention,
<br />Sections 11019U through R318JA do not apply. Application of the wood treatment termlticide shall be as required b9 label
<br />directions for use, and must be completed prior to final building approval.
<br />R3182 Penetration. Protective sleeves around piping penetrating concrete slab -on -grads floors shall not be of celluloae-contalning
<br />materials and, if soil treatment is used for subterranean termite protection, the sleeve shell have a maximum wall thickness of 0010
<br />inch (025 mm) and be sealed within the slab using non -corrosive clamping device to eliminate the amular space between pipe and
<br />the sleava. No temiticides shell be applied melds the sleeve.
<br />R3183 Cleaning. Calls and cavities In masonry units and air gaps between brick, storm or masonry verses and the structure shall be
<br />cleared of all non-presevative treated or non -naturally durable wood, or other cellulose -containing material prior to concrate
<br />Placement.
<br />Exception: Inorganic material manufactured for closing cells in foundation concrete masonry unit construction or clean earth rill
<br />placed in concrete masonry unit voids below slab level before termite treatment Is performed.
<br />FaIDA Concrete bearing ledge,15rtoK stone or other veneer shall be supported b9 a concrete bearing ledge at least equal to the total
<br />thickness of the brick store or other venoar which Is poured Integrally with the concrete foundation. No supplemental concrete
<br />foundation pours which will create a hidden cold Joint shell be used without supplemental treatment in the foundation unless there is an
<br />approved physlcal barrier. An approved phpical barrier shell also be Installed from below the wall sill plate or first block course
<br />horizontally to embed in a mortar Joint. If masonry verse extends below grads, a termite protective treatment must be applied to the
<br />cavky created between the veneer and the foundation, in lieu of a phyelcal barrier.
<br />Exception: Vereer supported by a structural member escavol to the foundation stdawall In accordancom with ACI530/ASCE 5/TMS
<br />402, provided at least a 6 Inch (152 mm) clear inspection space of the foundation sidewall exterior exist between the verse and
<br />the top of any soil, sod, mulch or other organic landscaping component, deck apron, porch walk or ang other work Immediately
<br />adjacent to or adjoining the structure.
<br />R318J5 Protection against decay and term►tas. Condansate lines, IrrigatloWspriricler system rises for spray heads, and roof downspouts
<br />shall discharge at least I foot (305 mm) away from the structure sidamall, whether b9 underground piping, tail sxtewlom or splash
<br />blocks. Gutters with downspouts are required on all buildings with saves of Isms than 6 Inches (02 mm) horizontal proJsotion except
<br />for gable and rakes or on a roof above another roof.
<br />R318b Preparation of building *Ito and removal of debris.
<br />R3186.1 All building sites shall be graded to provide drainage under all portions of the building not occupied by basements.
<br />R31862 The foundation and the area encompassed within 1 foot (305 mm) therein shall have all vegetation, stumps, dead roots,
<br />cardboard, trash and foreign material removed and the fill material shall be free of vegetation and foreign material. The fill shell be
<br />compacted to assure adequate support of the foundation.
<br />R31663 Artier all work is completed, loose wood and debris shall be completely removed from under the building and within I foot
<br />(305 mm) thereof. All wood forms and supports shall be completely removed This Includes, but Is not limited to: wooden grade
<br />stales, forms, contraction spacers, tub trap boxes, plumbing supports, bracing, shoring, fors or other cellulose -containing
<br />material placed in any location where such materials are not clearly visible and readlly removable prior to completion of the work
<br />Wood shall not be stored in contact with the ground under any building.
<br />TYPICAL NAILING% SCHEDULE
<br />Ledger strip
<br />16d common
<br />3 at each joist
<br />Sol@ plate to joist or
<br />16d common
<br />I6' Of-
<br />blocifti, face nail
<br />Top of sole plate to stud,
<br />16d common
<br />2
<br />and nailed
<br />Stud to sob plate, toe nail
<br />Sd common
<br />4
<br />Doubled studs, face nail
<br />Wd common
<br />24' OC.
<br />Dom6led top plates, face
<br />10d common
<br />16' along each
<br />tall
<br />edge
<br />Conthim Hieader to
<br />8d common
<br />3
<br />stud, toe nail
<br />DO sheathing or less to
<br />Sd common
<br />2
<br />each bearing, face nail
<br />Over NO sheathing to
<br />ad common
<br />3
<br />each bearing, face nail
<br />BuIld-Lp comer studs
<br />*d common
<br />24' OC.
<br />Build-up grlders and
<br />20d common
<br />32' O:C. at top
<br />beams IV to three mmembim
<br />and bottom and
<br />staggered 2 ends
<br />at each
<br />splice
<br />IA' Gypsum Sheathing
<br />11 ga 14,2'
<br />41O.C, at edges
<br />1/16' head
<br />8' = at other bear .
<br />5/8" Gypsum sheathing
<br />II ga 1-3/4'
<br />410C. at edges
<br />1/I6' head
<br />8' o,c, at other bear .
<br />Gypsum Wallboard
<br />1/1'
<br />1-3W dWII nail
<br />11O.C. on callings
<br />8"OC. on walls
<br />5/8'
<br />1-1/2' drywall nail
<br />11OC. an ceilings
<br />$Via on walls
<br />Hardboard Lap Siding,
<br />Sd corrosion resistant
<br />16, OC. at top
<br />Direct to Studs
<br />with minimum shank
<br />and bottom edges
<br />dia. of 00M Irah
<br />and minimum head
<br />dia. of 0240 kich
<br />Hardboard Lap Siding,
<br />10d corrosion resistant
<br />Ib" OC. at top
<br />over sheathing
<br />with minimum shank
<br />and bottom edges
<br />dia. of 00990 Inch
<br />and minimum head
<br />dia. of 0240 Inch
<br />Hardboard Panel sldkmg,
<br />bd corrosion resistant
<br />6:r,' O.C. at edges
<br />Direct to Suds
<br />with minlmmm shank
<br />121 OC. at
<br />d1a. of 00NO inch
<br />hartilediate
<br />and minimum head
<br />supports
<br />dia. of 0225 inch
<br />Hardboard Panel siding,
<br />Sd corrosion resistant
<br />6M' OC at edges
<br />Over to Slwthing
<br />minimum
<br />with shank
<br />121 OC. at
<br />dia. of 00WO inch
<br />Intermediate
<br />and mtnWw head
<br />supports
<br />dia. of 0225 Inch
<br />ALL MANUFACTURED PRODUCTS SUCH AS ROOFING, WINDOWS, DOORS, ETC. ARE SHOWN HEREIN FOR
<br />ILLUSTRATION PURPOSES ONLY. THE INFORMATION SHOWN IS THE RESPONSIBILITY OF THE MANUFACTURER THE
<br />MANUFACTURER IS RESPONSIBLE FOR THE VALIDITY OF THE COMPONENTS PROVIDED. ATTACHMENT
<br />INFORMATION GIVEN BY THE MANUFACTURER IS PROVIDED HEREIN. CONTRACTOR AS PROJECT COORDINATOR
<br />814ALL BE RESPONSIBLE FOR INSURING THAT THE APPROPRIATE PRODUCT/COMPONENT IS USED AND THAT IT
<br />HAS BEEN INSTALLED PER MANUFACTURER'S SPECIFICATIONS SUCH THAT IT WILL WITHSTAND THE COMPONENTS
<br />,AND CLADDING PRESSURES REQUIRED BY THE SEALED PLANS.
<br />PRE -CAST AND PRE -STRESSED CONCRETE COMPONENTS SHALL BE USED AND INSTALLED PER MANUFACTURER'S
<br />SPECIFICATIONS. PRE -CAST LINTELS HAVE BEEN REVIEWED AND PLACED BASED ON DESIGN ALLOWABLE LOAD
<br />INFORMATION PROVIDED BY CAST CRETE. THEREFORE, CAST CRETE IS A DELEGATED ENGINEER FOR THIS PROJECT.
<br />ENGINEER OF RECORD MUST APPROVE IN WRITING ANY CHANGE IN LINTEL MANUFACTURER ALL OTHER STRUCTURAL
<br />PRE -CAST COMPONENT MANUFACTURERS MUST SUBMIT DESIGN LOAD INFORMATION TO ENGINEER OF RECORD FOR
<br />APPROVAL. ENGINEER OF RECORD RESERVES THE RIGHT TO MAKE ANY CHANGES ,AFTER SUCH INFORMATION HAS
<br />BEEN PROVIDED FOR REVIEW. CONTRACTOR AS PROJECT COORDINATOR SHALL BE RESPONSIBLE FOR INSURING
<br />INFORMATION REQUESTED ABOVE HAS BEEN SUBMITTED TO ENGINEER OF RECORD IN A TIMELY MANNER WHEN
<br />AVAILABLE.
<br />UPON REVIEW, ENGINEER OF RECORD WILL PROVIDE A REVIEW LETTER INDICATING ANY CHANGE IN STRAPPING OR
<br />SUPPORT BASED ON THAT REVIEW. CONSTRUCTION COMMENCING PRIOR TO ENGINEER'S REVIEW IS SUBJECT TO
<br />MODIFICATION BASED ON REVIEW LETTER
<br />EXTERIOR CEMENTITIOUS FINISH
<br />CEMENTITIOUS FINISH OVER FRAME TO BE A MINIMUM 1/8" IN THICKNESS CEMENTITIOUS FINISH OVER CMU TO BE A
<br />MINIMUM 5/8" IN THICKNESS TO MEET ASTM C926
<br />CONNECTOR PRODUCT APPROV&5
<br />APPICATION
<br />SIMPSM OMWTOR
<br />FL APPROVAL No.
<br />CZ, EGG, PG, EPG
<br />FL 10&60
<br />GAP5 AND BA5E5
<br />ABU
<br />FL 10&4ri
<br />HU, HUG
<br />FL 10655
<br />H6T, MBHA
<br />FL 10866
<br />HD, HDQB, HHDQ
<br />FL 10441
<br />GONGRETE / MASONRY
<br />GONNEGTOR5
<br />DETAL, F6TR, HETA, HHETA, HM,
<br />HT5M, H6AM, H6UM, L6UM, LTA, META,
<br />FL 11473
<br />M5TAM, M5TGM, MT5M
<br />H6A10, L&T, M6T, M5TG, V6T
<br />FL 11410
<br />HTT, LTT
<br />FL 114g6
<br />LRU, L5W, 1_511,1, THA
<br />FL 10441
<br />HHU5, WWI-, HSUR, HU, HUG, 11.6 T, LU,
<br />11U5, MU,5UL, BUR, U
<br />FL 10531 / FL 10655
<br />H6U, H6UQ, Ha6, HH61J, HHUS, RXQ,
<br />14U5, LGU, LU5, M6U, M5GPT, THA, TH65,
<br />FL 10531 / FL 11468
<br />HAN6ER5
<br />W50, TH6H, THJ U
<br />B, BA, H6, LBV
<br />FL 10661
<br />E6, 66, 6L5, 6L5T, 6LT, 61-TV, H66, H6L5,
<br />H6LT, H6LTV, HHB, HHBD, HIT, HK HHI,
<br />HM, IT5,I7 ME6, MIT, MSG, H, HI, HNR
<br />FL 10667
<br />WNPU, HP, UPI, WPU,
<br />A, Fr,, 6A, H, H6A, HH, L, L5, LPT, Z
<br />FL 10446
<br />STRAPS AND TIES
<br />05P, FTA, H, H6T, HT5, LFTA, LT5, MT5, RSP
<br />R5T, 5P, 5PH, 55P
<br />FL 10456
<br />GM5T, 05, FHA, H5T, 1_5TA, L5TI, M5T,
<br />M5TA, M5TG, M5TI, 5T
<br />FL 108,52
<br />WIND LOADS
<br />Florida Building Code
<br />5th Edition (2014)
<br />AND ASCE 7-10 METHODS
<br />ULTIMATE WIND SPEED (MPH)
<br />150
<br />EXPOSURE CATEGORY
<br />C
<br />BUILDING RISK CATEGORY
<br />III
<br />ROOF SLOPE
<br />Roof > 7 to 27 degrees
<br />INTERNAL PRESSURE
<br />COEFFICIENT
<br />ENCLOSED 0.18
<br />TOPOGRAPHICAL FACTOR
<br />FLAT 1.0
<br />MAXIMUM BUILDING HEIGHT
<br />30
<br />FT
<br />3�2
<br />312�3
<br />13
<br />I I
<br />I
<br />a
<br />1 1
<br />rCDr__ i r�
<br />r�
<br />a
<br />a
<br />3
<br />�- -I-
<br />2
<br />-1-
<br />3 3
<br />--4
<br />2
<br />3
<br />W G� I S
<br />I \
<br />O O
<br />WIDTH EDGE
<br />STRIPSPS (a)
<br />10
<br />FT
<br />OPENING
<br />PROTECTION REQUIRED
<br />COMPONENT & CLADDING DESIGN PRESSURE (PSF)
<br />ZONE 1
<br />ZONE 2
<br />ZONE
<br />3
<br />ZONE 4
<br />ZONE 5
<br />Area of C&C (SF)
<br />Positive
<br />Negative
<br />Positive
<br />Negative
<br />Positive
<br />Negative
<br />Positive
<br />Negative
<br />Positive
<br />Negative
<br />10
<br />32.6
<br />-51.8
<br />32.6
<br />-90.3
<br />32.6
<br />-133.6
<br />56.7
<br />-61.5
<br />56.7
<br />-75.9
<br />20
<br />29.8
<br />-50.4
<br />29.8
<br />-83.0
<br />29.8
<br />-124.9
<br />54.2
<br />-58.9
<br />54.2
<br />-70.7
<br />50
<br />25.9
<br />-48.4
<br />25.9
<br />-73.5
<br />25.9
<br />-113.4
<br />50.7
<br />-55.6
<br />50.7
<br />-64.0
<br />100
<br />23.1
<br />-47.0
<br />23.1
<br />-66.2
<br />23.1
<br />-104.7
<br />48.2
<br />-52.9
<br />48.2
<br />-58.9
<br />WINDOWS AND DOORS DESIGN PRESSURE (PSF) BASED ON Vasd
<br />ZONE 1
<br />ZONE 2
<br />ZONE 3
<br />ZONE 4
<br />ZONES
<br />Area (SF) or description
<br />Positive
<br />Negative
<br />Positive
<br />Negative
<br />Positive
<br />Negative
<br />Positive
<br />Negative
<br />Positive
<br />Negative
<br />10
<br />19.6
<br />-31.1
<br />19.6
<br />-54.2
<br />19.6
<br />-80.1
<br />34.0
<br />-36.9
<br />34.0
<br />-45.5
<br />20
<br />17.9
<br />-30.2
<br />17.9
<br />-49.8
<br />17.9
<br />-74.9
<br />32.5
<br />-35.4
<br />32.5
<br />-42.4
<br />50
<br />16.0
<br />-29.1
<br />16.0
<br />-44.1
<br />16.0
<br />-68.0
<br />30.4
<br />-33.3
<br />30.4
<br />-38.4
<br />100
<br />16.0
<br />-28.2
<br />16.0
<br />-39.7
<br />16.0
<br />-62.8
<br />28.9
<br />-31.8
<br />28.9
<br />�ZW
<br />Zak
<br />�Zs
<br />z
<br />z
<br />�m�
<br />O
<br />`08
<br />U)
<br />g <
<br />W
<br />>LLJ
<br />cr
<br />Q
<br />x�
<br />iU.1
<br />; a
<br />r
<br />O
<br />>
<br />CZ
<br />CC
<br />0
<br />O
<br />0
<br />C:
<br />Cz
<br />LL
<br />W''^^�
<br />p
<br />_
<br />CZ
<br />>
<br />Q.
<br />(n fn IV
<br />BSB
<br />DESIGN
<br />www.bsbdesign.com
<br />100 Main St. Suite 209
<br />Safety Harbor, Florida 34695
<br />813 265 4808
<br />JOB NO: AM PROJ MGR: LCC
<br />DRAWN: LCC CHECKED:
<br />STRUCTURAL NOTES
<br />AND DETAILS
<br />SD1
<br />
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