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<br />TRUCTURAL NOTES:
<br />1. CODES:
<br />1.1. Current edition of The Florida Building Code 7th Edition 2020 Residential.
<br />1.2. Building code requirements for reinforced concrete ACI 318.
<br />1.3. American Society of Civil Engineers minimum design loads for buildings and
<br />other structures (ASCE 7 / TMS 402).
<br />01I
<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. CONCRETE:
<br />3.1. Concrete compressive strength at 28 days: 2,500 PSI (Normal weight).
<br />3.2. Reinforcing bars: ASTM latest edition (Grade 60).
<br />3.3. Welded wire fabric (WWF): ASTM latest edition
<br />3.4. Detail reinforcement in accordance with ACI 318 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) 31/" 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. MASONRY:
<br />4.1 Design and construction shall conform to the specification of the National
<br />Concrete Masonry Association and TMS 402/602-16
<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 latest edition = 1,250
<br />PSI and 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: 5/8" plywood under 30# felt under or peel and stick 240#
<br />fiberglass shingles.
<br />5.4 Untreated wood shall not be in direct contract with concrete. Seat plates
<br />shall be provided at bearing locations without wooden top plates.
<br />TABLE R802.11-continued
<br />RAFTER OR TRUSS UPLIFT CONNECTION FORCES FROM WIND (POUNDS PER CONNECTION)a' b, c, d, a, f, g, h
<br />RAFTER
<br />OR TRUSS
<br />SPACING
<br />ROOF
<br />SPAN
<br />(1160)
<br />EXPOSURE C
<br />Ulums" O9n Wind Speed Vucr(mph)
<br />110
<br />115
<br />120
<br />130
<br />140
<br />Roof Plteh
<br />Roof Pilch
<br />Roof Pideh
<br />Roof Prkch
<br />Roof Pitch
<br /><6:12
<br />5:12
<br /><5:12
<br />z6:12
<br />c5:12
<br />>_5:12
<br /><5:12
<br />:'5,12
<br /><5:12
<br />>_5:12
<br />12
<br />95
<br />88
<br />110
<br />102
<br />126
<br />118
<br />161
<br />151
<br />198
<br />186
<br />18
<br />121
<br />111
<br />141
<br />131
<br />163
<br />151
<br />208
<br />195
<br />257
<br />242
<br />24
<br />148
<br />136
<br />173
<br />160
<br />200
<br />185
<br />256
<br />239
<br />317
<br />298
<br />12" o.c.
<br />28
<br />166
<br />152
<br />195
<br />179
<br />225
<br />208
<br />289
<br />269
<br />358
<br />335
<br />32
<br />184
<br />168
<br />216
<br />199
<br />249
<br />231
<br />321
<br />299
<br />398
<br />373
<br />36
<br />202
<br />185
<br />237
<br />219
<br />274
<br />254
<br />353
<br />329
<br />438
<br />411
<br />42
<br />229
<br />210
<br />269
<br />248
<br />312
<br />289
<br />402
<br />375
<br />499
<br />468
<br />48
<br />256
<br />234
<br />302
<br />279
<br />349
<br />323
<br />450
<br />420
<br />560
<br />524
<br />12
<br />126
<br />117
<br />146
<br />136
<br />168
<br />157
<br />214
<br />201
<br />263
<br />247
<br />18
<br />161
<br />148
<br />188
<br />174
<br />217
<br />201
<br />277
<br />259
<br />342
<br />322
<br />24
<br />197
<br />181
<br />230
<br />213
<br />266
<br />246
<br />340
<br />318
<br />422
<br />396
<br />16" o.c.
<br />28
<br />221
<br />202
<br />259
<br />1 238
<br />299
<br />277
<br />384
<br />358
<br />476
<br />446
<br />32
<br />245
<br />223
<br />287
<br />265
<br />331
<br />307
<br />427
<br />398
<br />529
<br />496
<br />36
<br />269
<br />246
<br />315
<br />291
<br />364
<br />338
<br />469
<br />438
<br />583
<br />547
<br />42
<br />305
<br />279
<br />358
<br />330
<br />415
<br />384
<br />535
<br />1 499
<br />664
<br />622
<br />48
<br />340
<br />311
<br />402
<br />370
<br />464
<br />430
<br />599
<br />559
<br />745
<br />697
<br />12
<br />190
<br />176
<br />220
<br />204
<br />252
<br />236
<br />322
<br />302
<br />396
<br />372
<br />18
<br />242
<br />222
<br />282
<br />262
<br />326
<br />302
<br />416
<br />390
<br />514
<br />484
<br />24
<br />2%
<br />272
<br />346
<br />320
<br />400
<br />370
<br />512
<br />478
<br />634
<br />596
<br />24" o.c.
<br />28
<br />332
<br />304
<br />390
<br />358
<br />450
<br />416
<br />578 1
<br />538
<br />716
<br />670
<br />32
<br />368
<br />336
<br />432
<br />398
<br />498
<br />462
<br />642
<br />598
<br />7%
<br />746
<br />36
<br />404
<br />370
<br />474
<br />438
<br />548
<br />508
<br />706
<br />658
<br />876
<br />822
<br />42
<br />458
<br />420
<br />538
<br />4%
<br />624
<br />578
<br />804
<br />750
<br />998
<br />936
<br />48
<br />512
<br />468
<br />604 1
<br />556
<br />698
<br />646
<br />900
<br />840 1
<br />1120
<br />1048
<br />for SI: I inch = 25.4 mm,1 foot = 304.8 mm, I mile per hour = 0.447 mts, I pound = 0.434 kg, 1 pound per square foot - 47.9 Wm2, I plf =14.6 N/m.
<br />a. The uplift connection forces are based on a maximum 33-foot mean roof height and Wind Exposure Category B or C. for Exposure 1). the uplift connection
<br />force shall be selected from the Exposure C portion of the table using the next highest tabulated ultimate design wind speed. The adjustment coefficients in
<br />Table R301.2(3) shall not be used to multiply the tabulated forces for Exposures C and D or for other mean roof heights.
<br />h. The uplift connection forces include an allowance for roof and ceiling assembly dead load of 15 psf.
<br />c. The tabulated uplift connection form are limited to a maximum roof overhang of24 inches.
<br />d. The tabulated uplift connection forces shall be permitted to be multiplied by 0.75 for connections not located within 8 feet of building corners.
<br />e, for buildings with hip roofs with 5:12 and greater pitch, the tabulated uplift connexion fortes shall be permitted to be multiplied by 0.70. 'Phis reduction shall
<br />not be combined with any other reduction in tabulated forces.
<br />f For wall-to-wall and wall -to -foundation connections, the uplift connection force shall be permitted to be reduced by 60 pif for each full wall above.
<br />g. Linear interpolation between tabulated roof spans and wind speeds shall be permitted.
<br />h. The tabulated forces for a 12-inch on -center spacing shall be permitted to be used to determine the uplift load in pounds per linear foot.
<br />SECTIOR803
<br />ROOF SHEATHING
<br />R803.1 Lumber sheathing.
<br />Allowable spans for lumber used as roof sheathing shall conform to Table
<br />R803.1. Spaced lumber sheathing for wood shingle and shake roofing shall
<br />conform to the requirements of Sections R905.7 and R905.8. Spaced lumber
<br />sheathing is not allowed in Seismic Design Category D2.
<br />TABLE R803.1
<br />MINIMUM THICKNESS OF LUMBER ROOF SHEATHING
<br />RAFTER OR BEAM SPACING
<br />MINIMUM NET
<br />(inches)
<br />THICKNESS
<br />(inches)
<br />24
<br />5/8
<br />48a
<br />11 /2 T & G
<br />60b
<br />72c
<br />For SI: 1 inch = 25.4 mm.
<br />a.Minimum 270 Fb, 340,000 E.
<br />b.Minimum 420 Fb, 660,000 E.
<br />c.Minimum 600Fb, 1,150,000 E.
<br />R803.2.3 Installation.
<br />Wood structural panel used as roof sheathing shall be installed with joints
<br />staggered in accordance with Section R803.2.3.1 for wood roof framing or
<br />with Section R804.1 for cold -formed steel roof framing. Wood structural
<br />panel roof sheathing shall not cantilever more than 9 inches beyond the
<br />gable end wall unless supported by gable overhang framing.
<br />R803.2.3.1 Sheathing fastenings.
<br />Wood structural panel sheathing shall be fastened to roof framing in
<br />accordance with Table R803.2.3.1. Where the sheathing thickness is 15/32
<br />inches and less, sheathing shall be fastened with ASTM F1667 RSRS-01
<br />(23/819 x 0.113") nails. Where the sheathing thickness is greater than 15/32
<br />inches, sheathing shall be fastened with ASTM F1667 RSRS-03 (21/2" x
<br />0.131 ") nails or ASTM F1667 RSRS-04 (3" x 0.120") nails. RSRS-01,
<br />RSRS-03 and RSRS-04 are ring shank nails meeting the specifications in
<br />ASTM F1667.
<br />TABLE R803.2.3.1 ROOF SHEATHING ATTACHMENTa, b
<br />Rafter/Truss Spacing
<br />24 in. o.c.
<br />WIND SPEED
<br />115 mph
<br />120 mph
<br />130 mph
<br />140 mph
<br />150 mph
<br />160 mph
<br />170 mph
<br />180 mph
<br />E
<br />F
<br />E
<br />F
<br />E
<br />F
<br />E
<br />F
<br />E
<br />F
<br />E
<br />F
<br />E
<br />F
<br />E
<br />F
<br />Exposure B
<br />Rafter/Truss SG = 0.42
<br />6
<br />6
<br />1 6
<br />1 6
<br />1 6
<br />1 6
<br />1 6
<br />6
<br />6
<br />6
<br />4
<br />4
<br />4
<br />4
<br />4
<br />1 4
<br />Rafter/Truss SG = 0.49
<br />6
<br />12
<br />6
<br />1 12
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6-'[
<br />6
<br />Exposure C
<br />Rafter/Truss SG = 0.42
<br />6
<br />6
<br />6
<br />1 6
<br />1 6
<br />6
<br />1 4
<br />4
<br />4
<br />4
<br />4
<br />4
<br />3
<br />3
<br />3
<br />1 3
<br />Rafter/Truss SG = 0.49
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />6
<br />4
<br />4
<br />4
<br />4
<br />Exposure D
<br />Rafter/Truss SG = 0.42
<br />6
<br />6
<br />6
<br />6
<br />4
<br />1 4 1
<br />4
<br />1 4
<br />4
<br />4
<br />3
<br />3
<br />3
<br />3
<br />3
<br />3
<br />Rafter/Truss SG = 0.49
<br />6 i
<br />6 1
<br />6
<br />6
<br />1 6
<br />1 6 1
<br />6
<br />6
<br />1 4
<br />1 4
<br />1 4
<br />4
<br />4
<br />4
<br />4
<br />4
<br />E = Nail spacing along panel edges (inches) - - - -
<br />F = Nail spacing along intermediate supports in the panel field (inches)
<br />a. For sheathing located a minimum of 4 feet from the perimeter edge of the roof, including 4 feet on each side of ridges and hips, nail spacing is
<br />permitted to be 6 inches on center along panel edges and 6 inches on center along intermediate supports in the panel field.
<br />b. Where rafter/truss spacing is less than 24 inches on center. roof sheathing fastening is permitted to be in accordance with the AWC WFCM or the
<br />AWC NDS.
<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 />10d 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 />Ceiling joists to parallel rafters, face nail
<br />-
<br />3-16 or 4-10d common
<br />Rafter to plate, toe nail
<br />8d common
<br />3
<br />Built up corner studs
<br />16d common
<br />24" o.c.
<br />Built-up girders and beams, of three members
<br />10d 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 />Wood Structural Panel / Roof & Wall Sheathing
<br />Gypsum Wallboard
<br />1/2"
<br />5/8"
<br />3 tab asphalt roofing shingles
<br />10d common or
<br />10d hot dipped galv. box nails
<br />8d common or
<br />8d hot dipped galv. box nails
<br />1 3/8" drywall nail
<br />1 1/2" drywall nail
<br />1 W min. 11 ga. Galy. nails
<br />with min. 3/8" diameter head
<br />6" o.c. edges and
<br />12" o.c. intermediate
<br />6" o.c. edges and
<br />6" o.c. intermediate
<br />4" o.c. gable truss
<br />4" o.c. on ceilings
<br />8" o.c. on walls
<br />4" o.c. on ceilings
<br />8" o.c. on walls
<br />6 fasteners per shingle
<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 />pounas per square Toot)
<br />USE
<br />LIVE LOAD
<br />Uninhabitable attics without storageb
<br />10
<br />Uninhabitable attics with limited storageb, 9
<br />20
<br />Habitable attics and attics served with fixed stairs
<br />30
<br />Balconies (exterior) and deckse
<br />40
<br />Fire escapes
<br />40
<br />Guards and handrailsd
<br />200h .
<br />Guard in -fill componentsf
<br />50h
<br />Passenger vehicle garagesa
<br />50a
<br />Rooms other than sleeping rooms
<br />40
<br />Sleeping rooms
<br />30
<br />Stairs
<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 />17he 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 />designed 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 />ROOF SLOPE
<br />SQUARE FEET FOR
<br />0 to
<br />1 201 to
<br />Over I
<br />Flat or rise less than 4 inches per foot (1:3)
<br />20
<br />16
<br />_ 121
<br />Rise 4 inches per foot (1:3) to less than 12
<br />16
<br />14
<br />121
<br />Rise 12 inches per foot (1:1) and greater
<br />12
<br />121
<br />121
<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.
<br />REVISIONS
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<br />DATE
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<br />JOB NO.
<br />MASTER
<br />DATE
<br />JANUARY 1, 2022
<br />DRAWN BY
<br />Daniel M. Ossman
<br />SHEET NO.
<br />S - 2 1
<br />
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