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GENERAL STRUCTURAL NOTES:
<br />R301.4 Dead load.
<br />The actual weights of materials and construction shall be used for determining
<br />dead load with consideration for the dead load of fixed service equipment.
<br />REVISIONS
<br />NO DATE DESCRIPTION
<br />1. GOQES:
<br />1.1. Current edition of The Florida Building Code 6th Edition 2017 Residential.
<br />1.2. Building code requirements for reinforced concrete (ACI 318.11).
<br />1.3. American Society of Civil Engineers minimum design loads for buildings and
<br />other structures (ASCE 7 / TMS 402).
<br />IN
<br />3
<br />4.
<br />2.1. Minimum allowable soil pressure 2,000 PSF. See Table R401.4.1 for specific soil
<br />presumptive load bearing values of foundation materials.
<br />CONCRETE:
<br />3.1. Concrete compressive strength at 28 days: 2,500 PSI (Normal weight).
<br />3.2. Reinforcing bars: ASTM A615-94 (Grade 60).
<br />3.3. Welded wire fabric (WWF): ASTM A185-01.
<br />3.4. Detail reinforcement in accordance with ACI 318-11, latest edition.
<br />3.5. Concrete coverage of reinforcement: Footings 3" bottom and sides.
<br />3.6. Earth supported slabs: (Including exterior walk and driveway slabs) 3 Y2" thick,
<br />reinforced with 6 x 6 -10 x 10 WWF at mid depth of slab. Fiber -mesh may be
<br />used in lieu of WWF at contractor's option.
<br />3.7. Concrete operators shall comply with ACI standards.
<br />3.8. Lap splice shall be as follows: #7 bar 35", #5 bar 25"; #4 bar 20" and #3 bar 15".
<br />MASONRY:
<br />4.1 Design and construction shall conform to the specification of the National
<br />Concrete Masonry Association and ACI 318-11.
<br />4.2 Minimum masonry unit strength: fm 1,350 PSI.
<br />4.3 Mortar shall be type "S".
<br />4.4 All block cells and cavities below grade shall be filled with concrete when
<br />stemwall is greater than 24" tall above grade.
<br />5. WOOD:
<br />5.1 Wood structural framing members: #2 Southern Yellow Pine (unless noted
<br />otherwise) with an allowable bending stress (fb) per NDS - 2012 = 1,250 PSI and
<br />a modulus of elasticity = 1,600,000 PSI.
<br />5.2 All exposed wood or wood in contact with earth or concrete to be pressure
<br />treated.
<br />5.3 Roof sheathing: 15/32" C - D grade plywood (or 7/16" OSB) under 30# felt under
<br />240# fiberglass shingles.
<br />5.4 Untreated wood shall not be in direct contract with concrete. Seat plates shall be
<br />provided at bearing locations without wooden top plates.
<br />NAILING SCHEDULE
<br />Connection
<br />Fastener
<br />Number of Spacing
<br />Joist to band joist, face nail
<br />16d common
<br />3
<br />Joist to sill or girder, toe nail
<br />8d common
<br />3
<br />Bridging to joist, toe nail each end
<br />8d common
<br />2
<br />Ledger strip
<br />16d common
<br />3 at each joist
<br />Sole plate to joist or blocking, face nail
<br />16d common
<br />16" o.c.
<br />Top or sole plate to stud, end nail
<br />16d common
<br />2
<br />Stud to sole plate, toe nail
<br />8d common
<br />4
<br />Double studs, face nail
<br />10d common
<br />24" o.c.
<br />Double top plates, face nail
<br />1Od common
<br />16" o.c.
<br />Continuous header, two pieces
<br />16d common
<br />16" o.c. along each edge
<br />Ceiling joists to plate, toe nail
<br />8d common
<br />3
<br />Ceiling joists, laps over partitions, face nail
<br />-
<br />Ceiling joists to parallel rafters, face nail
<br />-
<br />3-16 or 4-1 Od common
<br />Rafter to plate, toe nail
<br />8d common
<br />3
<br />Built up comer studs
<br />16d common
<br />24" o.c.
<br />Built-up girders and beams, of three members
<br />1 Od common
<br />32" o.c. at top and bottom and
<br />staggered 2 ends and at each splice
<br />Wood Structural Panel / Subflooring 19/32" or 3/4"
<br />1 Od common or
<br />6" o.c. edges and
<br />10d hot dipped gaiv. box nails
<br />12" o.c. intermediate
<br />Wood Structural Panel / Roof & Wall Sheathing
<br />8d common or
<br />6" o.c. edges and
<br />8d hot dipped galv. box nails
<br />6" o.c. intermediate
<br />4" o.c. gable truss
<br />Gypsum Wallboard
<br />1 3/8" drywall nail
<br />4" o.c. on ceilings
<br />8" o.c. on walls
<br />1/2"
<br />1 '/2" drywall nail
<br />4" o.c. on ceilings
<br />5/8"
<br />8" o.c. on walls
<br />3 tab asphalt roofing shingles
<br />1 W min. 11 ga. Galy. nails
<br />6 fasteners per shingle
<br />with min. 3/8" diameter head
<br />END ZONE 'A' = 6 FEET
<br />A
<br />A
<br />A
<br />A
<br />2
<br />1
<br />2
<br />2
<br />1
<br />2
<br />3
<br />3
<br />3
<br />3
<br />ROOF- ZONES
<br />5 1 4 1 5 1
<br />WALL ZONES
<br />ULTIMATE DESIGN
<br />WIND SPEED
<br />Vult - 150 m.p.h.
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<br />EXPOSURE 'C'
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<br />10
<br />28.2
<br />-44.8
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<br />20
<br />25.8
<br />- 43.6
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<br />1
<br />50
<br />22.4
<br />- 41.9
<br />1
<br />100
<br />20.0
<br />- 40.7
<br />2
<br />10
<br />28.2
<br />-78.0
<br />0
<br />2
<br />20
<br />25.8
<br />- 71.8
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<br />50
<br />22.4
<br />-63.5
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<br />100
<br />20.0
<br />-57.2
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<br />-115.4
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<br />25.8
<br />-108.0
<br />3
<br />50
<br />22.4
<br />-98.0
<br />3
<br />100
<br />20.0
<br />-90.5
<br />4
<br />10
<br />49.0
<br />-53.1
<br />4
<br />20
<br />46.8
<br />-50.9
<br />4
<br />50
<br />43.8
<br />- 48.0
<br />4
<br />100
<br />41.6
<br />-45.7
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<br />4
<br />500
<br />36.6
<br />- 40.7
<br />3
<br />5
<br />10
<br />49.0
<br />-65.6
<br />5
<br />20
<br />46.8
<br />-61.1
<br />5
<br />50
<br />43.8
<br />- 55.3
<br />5
<br />100
<br />41.6
<br />-50.9
<br />5
<br />500
<br />36.6
<br />- 40.7
<br />NOTES:
<br />'. FOR EFFECTIVE AREAS OR WIND SPEEDS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE
<br />INTERPOLATED. OTHERWISE USE THE LOAD ASSOCIATED NTH THE LOWER EFFECTIVE AREA.
<br />2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE
<br />BUILDING SURFACES, RESPECTIVELY. .
<br />GENERAL NOTES:
<br />1. All work shall conform with the latest adopted edition of the Fbrida Building
<br />Code, Mechanical Code, Plumbing Code, The National Electrical Code and all
<br />applicable codes and regulations, local, city, state, federal, safety board of fire
<br />underwriters and fire department.
<br />2. Workmanship shall be equal to the best trade practices.
<br />3. All installations of manufacture's specifications shall be in exact compliance
<br />with manufacture's printed instructions.
<br />4. Contractor and / or owner shall verify all existing conditions and dimensions
<br />before any phase of construction is to commence. Daniel M. Ossman Drafting
<br />Service is NOT responsible for any errors in dimensions.
<br />5. Contractor and / or owner shall coordinate all work between site, building
<br />electrical, mechanical and plumbing before each phase of construction begins.
<br />6. DO NOT SCALE PLANS.
<br />R301.5 Live load.
<br />The minimum unifamty distributed five load shall be as provided in Table R301.5.
<br />TABLE R301.5 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS (in .
<br />pounds per square foot)
<br />USE LIVE LOAD
<br />Uninhabitable attics without storageb 10
<br />Uninhabitable attics with limited storages,. g 20
<br />Habitable attics and attics served with fixed stairs 30
<br />Balconies (exterior) and deckse 40
<br />Fire escapes 40
<br />Guards and handrailsd 200h
<br />Guard in -fill componentsf 50h
<br />Passenger vehicle garagesa 50a
<br />Rooms other than sleeping rooms 40
<br />Sleeping rooms 30
<br />Stairs 40c
<br />For SI: 1 pound per square foot = 0.0479 kPa, 1 square inch = 645 mm2, 1
<br />pound = 4.45 N.
<br />a. Elevated garage floors shall be capable of supporting a 2,000-pound
<br />load applied over a 20-square-inch area.
<br />b. Uninhabitable attics without storage are those where the clear height
<br />between joists and rafters is not more than 42 inches, or where there are
<br />not two or more adjacent trusses with web configurations capable of
<br />accommodating an assumed rectangle 42 inches in height by 24 inches in
<br />width, or greater, within the plane of the trusses. This live load need not be
<br />assumed to act concurrently with any other live load requirements.
<br />.c. Individual stair treads shall be designed for the uniformly distributed live
<br />toad or a 300-pound concentrated load acting over an area of 4 square
<br />inches, whichever produces the greater stresses.
<br />d. A single concentrated load applied in any direction at any point along the
<br />top.
<br />e. See Section R507.1 for decks attached to exterior walls.
<br />f. Guard in -fill components (all those except the handrail), balusters and
<br />panel fillers shall be designed to withstand a horizontally applied normal
<br />load of 50 pounds on an area equal to 1 square foot. This load need not be
<br />assumed to act concurrently with any other live load requirement.
<br />g. Uninhabitable attics with limited storage are those where the clear
<br />height between joists and rafters is not greater than 42 inches, or where
<br />there are two or more adjacent trusses with web configurations capable of
<br />accommodating an assumed rectangle 42 inches in height by 24 inches in
<br />width, or greater, within the plane of the trusses.
<br />The live load need only be applied to those portions of the joists or truss
<br />bottom chords where all of the following conditions are met:
<br />1.The attic area is accessible from an opening not less than 20
<br />inches in width by 30 inches in length that is located where the clear
<br />height in the attic is not less than 30 inches.
<br />2.The slopes of the joists or truss bottom chords are not greater than
<br />2 inches vertical to 12 units horizontal.
<br />3.Required insulation depth is less than the joist or truss bottom
<br />chord member depth.
<br />The remaining portions of the joists or truss bottom chords shall be
<br />do -signed for a uniformly distributed concurrent live load of not less than 10
<br />pounds per square foot.
<br />h. Glazing used in handrail assemblies and guards shall be designed with
<br />a safety factor of 4. The safety factor shall be applied to each of the
<br />concentrated loads applied to the top of the rail, and to the load on the in -
<br />fill components. These loads shall be determined independent of one
<br />another, and loads are assumed not to occur with any other live load.
<br />TABLE R301.6 MINIMUM ROOF LIVE LOADS IN POUNDS -FORCE PER
<br />SQUARE FOOT OF HORIZONTAL PROJECTION
<br />TRIBUTARY LOADED
<br />AREA IN
<br />SQUARE FEET FOR
<br />ANY
<br />ROOF SLOPE STRUCTURAL
<br />MEMBER
<br />0 to 201 to Over
<br />200 600 600
<br />Flat or rise less than 4 inches per foot (1:3) 20 16 12
<br />Rise 4 inches per foot (1:3) to less than 12 16 14 12
<br />inches per foot (1: 1)
<br />Rise 12 inches per foot (1:1) and greater 12 12 12
<br />For SI: 1 square foot = 0.0929 m2, 1 pound per square foot = 0.0479 kPa, 1 inch
<br />per foot = 83.3 mm/m.
<br />R301.7Deflection.
<br />The allowable deflection of any structural member under the live load listed in
<br />Sections R301.5 and R301.6 or wind loads determined by Section R301.2.1 shall
<br />not exceed the values in Table R301.7.
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<br />JOB NO.
<br />MASTER
<br />DATE
<br />JANUARY 1, 2018
<br />DRAWN BY
<br />Daniel M. Ossman
<br />SHEET NO.
<br />S-1
<br />
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