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1. <br />2 <br />3. <br />4 <br />5 <br />GENERAL STRUCTURAL NOTES: <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 />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 />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 Al85-01. <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 />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 />5.1 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 />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 />51 4 151 <br />WALL ZONES <br />ULTIMATE DESIGN <br />WIND SPEED <br />Vult = 150 m.p.h. <br />w <br />W <br />Q ^ <br />o UJ <br />UJ <br />CLADDING & <br />Z 'L <br />COMPONENT <br />UJX <br />LOADS FOR <br />> a <br />ROOF <br />HT. OF <br />0 <br />30 FEET <br />UJ z <br />U_ "' <br />LOCATED IN <br />o <br />w v <br />EXPOSURE 'C' <br />1 <br />10 <br />28.2 <br />-44.8 <br />1 <br />20 <br />25.8 <br />-43.6 <br />W <br />1 <br />50 <br />22.4 <br />-41.9 <br />w <br />1 <br />100 <br />20.0 <br />- 40.7 <br />d <br />2 <br />10 <br />28.2 <br />-78.0 <br />a <br />2 <br />20 <br />25.8 <br />-71.8 <br />`- <br />2 <br />50 <br />22.4 <br />-63.5 <br />2 <br />100 <br />20.0 <br />-57.2 <br />A <br />3 <br />10 <br />28.2 <br />-115.4 <br />0 <br />3 <br />20 <br />25.8 <br />-108.0 <br />CO <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 <br />U, <br />4 <br />500 <br />36.6 <br />- 40.7 <br />a <br />5 <br />10 <br />49.0 <br />-65.6 <br />3 <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 />1. FOR EFFECTIVE AREAS OR WAND SPEEDS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE <br />INTERPOLATED. OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA. <br />2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE <br />BUILDING SURFACES, RESPECTIVELY. <br />Connection <br />Fastener <br />Number of Spacing <br />Joist to band joist, face nail <br />16d common <br />3 <br />GENERAL <br />NOTES: <br />Joist to sift or girder, toe nail <br />8d common <br />3 <br />Bridging to joist, toe nail each end <br />8d common <br />2 <br />1. <br />All work shall conform with the latest adopted edition of the Florida Building <br />Ledger strip <br />Sole plate to joist or blocking, face nail <br />16d common <br />16d common <br />3 at each joist <br />16" o.c. <br />Code, Mechanics! Code, Plumbing Code, The National Electrical Code and all <br />Top or sole plate to stud, end nail <br />16d common <br />2 <br />applicable codes and regulations, local, sty, state, federal, safety board of fire <br />Stud to sole plate, toe nail <br />8d common <br />4 <br />underwriters and fire department. <br />Double studs, face nail <br />10d common <br />24" o.c. <br />2. <br />Workmanship shall be equal to the best trade practices. <br />Double top plates, face nail <br />10d common <br />16" o.c. <br />Continuous header, two pieces <br />16d common <br />16" o.c. along each edge <br />3. <br />All installations of manufacture's specifications shall be in exact compliance <br />Ceiling joists to plate, toe nail <br />8d common <br />3 <br />with manufacture's printed instructions. <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 />4. <br />Contractor and / or owner shah verify all existing conditions and dimensions <br />Rafter to plate, toe nail <br />8d common <br />3 <br />before any phase of construction is to c omirnence. Daniel M. Ossman Drafting <br />Built up comer studs <br />16d common <br />24" o.c. <br />Service is NOT responsible for any errors in dimensions. <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 />5. <br />Contractor and / or owner shall coordinate all work between site, building <br />electrical, mechanical and plumbing before each phase of construction begins. <br />Wood Structural Panel / Subflooring 19/32" or 3/4" <br />1 Od common or <br />6" o.c. edges and <br />1 Od hot dipped galv. box nails <br />12" o.c. intermediate <br />6. <br />DO NOT SCALE PLANS. <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. Galv. nails <br />6 fasteners per shingle <br />with min. 3/8" diameter head <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 />R301.5 Live load. <br />The minimum uniformly distributed live 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 <br />Uninhabitable attics without storageb <br />Uninhabitable attics with limited storageb, 9 <br />Habitable attics and attics served with fixed stairs <br />Balconies (exterior) and deckse <br />Fire escapes <br />Guards and handrailsd <br />Guard in -fill componentsf <br />Passenger vehicle garagesa <br />Rooms other than sleeping rooms <br />Sleeping rooms <br />Ctnim <br />LIVE LOAD <br />10 <br />20 <br />30 <br />_ 40 <br />40 <br />200h <br />50h <br />50a <br />40 <br />30 <br />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 />load 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 />&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 />R301.71Def1®ction. <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. <br />REVISIONS <br />NO <br />DATE <br />DESCRIPTION <br />C <br />r V <br />Coo <br />N ;p <br />r G <br />a i= <br />40 <br />M v "a <br />' $ C <br />•=' <br />pC L <br />G s <br />L <br />W <br />N N <br />4) <br />g 4 <br />L p <br />� is O 9+ <br />ca '- <br />O'D CO <br />4 ch W v 04 <br />a c>so`flaw <br />T E Q M <br />> <br />i <br />0 <br />ct Q a� m <br />�E <br />U oL ai <br />ovmL�cn <br />"aC)3 ''>Q> <br />C ,- <br />T EC]r <br />o M,� cc: Too) <br />go) <br />L <br />�EE9'T <br />co Q U _ M <br />0 .c to c <br />V. O <br />Ha UN a- Nil <br />UJ <br />J <br />a <br />U <br />� <br />J <br />Q <br />a: <br />D <br />D <br />cc <br />V1 <br />Ca <br />N <br />C6 <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 />