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CONNECTIONS -WELDING (CONT'D)
<br />6. All welds shall be cleaned and painted with a coat of approved primer
<br />paint.
<br />7. All welds shall have complete joint penetration (CJP) unless specifically
<br />noted PJP for partial joint penetration.
<br />8. All welds shall be performed using AWS prequalified joints.
<br />9. Field welds permitted where indicated by the field weld supplementary
<br />weld symbol.
<br />SIMPSON/USP STRUCTURAL CONNECTORS
<br />1. Installation requirements for anchors called out on these plans can be
<br />found in the SIMPSON Strong -Tie Catalog "Wood Construction Connectors"
<br />or USP "Full Line Catalog", latest edition. Connectors shall be installed
<br />according to the
<br />corresponding catalog instructions.
<br />2. Metal connector plates shall be of galvanized sheet steel meeting the
<br />requirements of Grade A, or better, and shall have the following minimum
<br />mechanical properties:
<br />Yield Point: 33,000 psi
<br />Ultimate Strength: 52,000 psi
<br />Elongation in 2": 20%
<br />3. For all single -ply truss to frame wall connections use USP RT16
<br />(UL=1015#, F1=645#, F2=650#), or equal unless otherwise noted (U.O.N,)
<br />on plans.
<br />4. For all two-ply truss to frame wall connections use USP LUGT2
<br />(UL=1945#, F1=875#, F2=285#), or equal (U.O.N.) on plans.
<br />5. For all single -ply truss to masonry wall connections use USP HTA20
<br />(UL=1500#, F1=590#, F2=660#), or equal (U.O.N.) on plans.
<br />6. For all multi -ply truss to masonry wall connections use (2) USP HTA20
<br />(UL=3000#, F1=1180#, F2=1320#), or equal (U.O.N.) on plans.
<br />7. Unless noted otherwise, truss -to -beam (beam designed by the E.O.R.)
<br />connection shall be USP HUS series hanger per USP Joist Size table.
<br />8. Install all specified fasteners before loading the connection.
<br />9. Unless otherwise noted, bolts and nails cannot be combined.
<br />10, Unless otherwise noted, bending steel in the field may cause fractures
<br />at the bend line and is to be avoided. Fractured steel shall be replaced.
<br />11. Unless otherwise noted, fill all fastener holes with fastener types
<br />specified in the appropriate tables.
<br />12. Joists shall bear completely on the connector seat. The gap between
<br />the joist end and the header shall not exceed 118".
<br />13. All wood post shall have a USP KCB series base and a KCC series
<br />cap. (U. 0. N.)
<br />1. Cast -in -place anchor bolts shall conform to ASTM F1554, Grade 55.
<br />Post -installed adhesive anchor bolts (threaded rod) shall conform to ASTM
<br />A307.
<br />2. Minimum embedment for anchor bolts is 7" unless otherwise
<br />noted. (R403.1.6)
<br />3. Where anchor bolts are specified with an edge distance less than 4",
<br />C.I.P, or post -installed adhesive anchors shall be used. Post -installed
<br />mechanical anchors shall not be permitted within 4" of a free slab -edge
<br />or within 4" of a slab stepdown greater than 2".
<br />4. Hardened washers conforming to ASTM F436, Type I shall be provided at
<br />all anchor bolt locations except where proprietary connectors have been
<br />specifically designed to eliminate the need for washers.
<br />5. Where threaded rod is used in lieu of a headed or hooked bolt, two (2)
<br />nuts shall be provided at the embedded end. Nuts to be fully engauged
<br />and locked together.
<br />6. Specified threaded projection of anchor bolts is measured from bottom
<br />of base plate unless grout is required or unless otherwise shown.
<br />CONSTRUCTION REQUIREMENTS
<br />EXTERIOR WINDOWS S DOORS
<br />1. Exterior windows and glass doors shall be tested by on approved
<br />independent testing laboratory, and shall be labeled with on approved label
<br />identifying the manufacturer, performance characteristics and approved
<br />product certification agency, testing laboratory, evaluation entity or
<br />Miami -Dade Product Approval to indicate compliance with the requirements
<br />of one of the following specifications:
<br />ANSI/AAMA/NWWDA 101/I.S.2/NSFS or TAS 202 (HVHZ shall comply
<br />with TAS 202 utilizing ASTM E 1300 or Section 2404), FBC
<br />1714.5.2.1.
<br />2. All exterior windows and doors shall be anchored per published
<br />manufacturer's recommendations to achieve the design pressure specified.
<br />FBC 1714.5. 4.1
<br />3. Where the wood shim or buck thickness is less than 1%", window and
<br />door assemblies shall be anchored through the main frame or by jam clip
<br />or subframe system, in accordance with the manufacturer's published
<br />installation instructions. Anchors shall be securely fastened directly into
<br />the masonry, concrete or other structural substrate material.
<br />4. Where the wood buck thickness is 1%" or greater, the buck shall be
<br />securely fastened to transfer load to the masonry, concrete or other
<br />structural substrate and the buck shall extend beyond the interior face of
<br />the window or door frame. Window and door assemblies shall be anchored
<br />through the main frame or by jam clip or subframe system or through the
<br />flange to the secured wood buck in accordance with the manufacturer's
<br />published installation instructions. FBC 1714.5.4.2
<br />5. Unless otherwise tested, bucks shall extend beyond the interior face of
<br />the window or door frame such that full support of the frame is provided.
<br />FBC 1714.5.4.2
<br />6. Mullions shall be capable of resisting a load of one -and -one-half times
<br />the design pressure loads applied by the window and door assemblies to
<br />be supported without exceeding the appropriate material stress levels. FBC
<br />1714.5. 5.4
<br />7. Refer to construction drawings for complete window and door schedules
<br />including manufacturer and model numbers.
<br />8. Refer to construction drawings for garage door installation details and
<br />data indicating compliance with the load requirements of FBC 1609.
<br />7. Provide a masonry -frame connection for all frame bearing walls and
<br />exterior frame walls that abut a masonry bearing or exterior masonry wall.
<br />8. Provide an HTC4 truss connection at 24"o.c. along the top of exterior
<br />non -bearing walls.
<br />MASONRY WALLS
<br />1. Exterior walls shall not be less than a nominal thickness of 8 inches.
<br />FBC 2109.5.1.
<br />2. A reinforced bond beam shall be placed around the perimeter at each
<br />floor and roof level on exterior walls. Bond beam depth shall not be less
<br />than a nominal 8 inches on walls less than 10 feet 4 inches high. Bond
<br />beam depth shall not be less than a nominal 16 inches on walls greater
<br />than 10 feet 4 inches. Horizontal reinforcing shall not be less than (1) #5
<br />reinforcing bar located in each bond beam course.
<br />3. At least (1) #5 vertical reinforcing bar shall be provided in a fully
<br />grouted cell at all corners, at girder bearing locations, at either side of a
<br />change in wall height, and at either side of wall openings 3' or wider.
<br />Reinforcement shall be properly tied to the bond beam and foundation with
<br />standard hooks or laps.
<br />4. Masonry directly above chases, doors, windows, and recesses wider than
<br />12 inches shall be supported on lintels. Minimum end bearing shall be 4
<br />inches. FBC 2104.1.4, 2104.1.5,
<br />5. Masonry shall not be supported on wood girders or other forms of wood
<br />construction except as permitted in FBC 2304.12. FBC 2104.1.6.
<br />6. No welding of reinforcing bars is permitted except where the location
<br />and procedure is explicitly specified on the building plans.
<br />7. Use Powers Steel 12' or Cast -Crete '8F8' minimum over all block
<br />openings greater than 12 inches wide. Design loads to be confirmed by
<br />lintel manufacturer.
<br />8. When installing vertical or horizontal steel, contractor shall maintain
<br />clearance as shown utilizing spacers or other methods by contractor.
<br />9. All shearwalls under 3'-0" to have (4) #5 bars vertical. Masonry
<br />shearwalls are minimum 8" thick, have (1)#5 bar vertical in each end cell
<br />and no openings greater than 12"x12" square.
<br />10. All Powers Steel L2-16 lintels shall have (1) #5 bar top course
<br />minimum unless otherwise noted.
<br />11. Sheorwalls shall not contain openings other than incidental utility
<br />penetrations having a maximum horizontal or vertical dimension of 5
<br />inches. The total area of openings in any one segment of sheorwall shall
<br />not exceed 144 square inches.
<br />12. Vent stacks to roof (VTRs) installed thru the masonry bond beam shall
<br />be max. 2" PVC & installed prior to grouting of the bond beam.
<br />13. Waste pipe may penetrate opening in web and head of block with a
<br />maximum horizontal or vertical dimension of 5 inches.
<br />SUBFLOOR, WALL, 8 ROOF SHEATHING
<br />1. Subfloor sheathing to be minimum 3Y4" plywood or OSB with 2x
<br />blocking or tongue -and -groove edges at unsupported joints perpendicular
<br />to floor framing. Nail subfloor with 8d common nails at 6" on center
<br />edges and blocked ends and 12" on center along intermediate supports.
<br />2. Wall sheathing to be minimum 'f32" plywood or %6" OSB with 2x
<br />blocking at unsupported joints perpendicular to wall framing. Nail wall
<br />sheathing with 8d common nails at 4" on center edges and ends and 12"
<br />on center along intermediate supports.
<br />3. Roof sheathing to be minimum %2" plywood or 16" OSB w/ 2x
<br />blocking
<br />at unsupported joints perpendicular to roof framing. Nail roof sheathing
<br />with 8d common nails at 4" on center edges and ends and 8" on center
<br />along intermediate supports. Ply -clips shall be installed on roof sheathing
<br />as per manufacturer's recommendations.
<br />4. Connect each end of 2x blocking to floor, wall, or roof framing with
<br />minimum (2) 16d common nails.
<br />5. In no case shall the spacing of floor, wall, or roof framing exceed the
<br />span rating of the sheathing as determined by the manufacturer.
<br />SLAB -ON -GRADE
<br />1. The minimum thickness of concrete floor slabs supported directly on the
<br />ground shall be not less than 3%2". FBC 1910.1
<br />2. Unreinforced or mildly reinforced slabs -on -grade do not transfer vertical
<br />or lateral loads from any part of the structure to the soil and are not
<br />subject to the provisions of ACI 318. ACI 318 1.1.6.
<br />3. A vapor retarder consisting of 6 mil minimum polyethylene with joints
<br />lapped 6 inches and sealed shall be installed under slab.
<br />4. Slabs shall contain synthetic fiber, welded wire fabric, or joint -cuts
<br />designed by the Engineer of Record. Synthetic fiber shall conform to
<br />ASTM C 1117 with dosage amounts in accordance with manufacturer's
<br />recommendations. Welded wire fabric conforming to ASTM A 185 shall be
<br />6x6 W1.4 x W1.4 unless otherwise noted. Welded wire fabric shall be
<br />located in the upper half of the slab and supported with approved
<br />materials at spacings not to exceed 3 ft or in accordance with
<br />manufacturer's specifications. FBC 1910.1, 1910.2.
<br />STRUCTURAL SLABS
<br />1. Mat foundations and structural slabs are designed as structural
<br />diaphragms and should not be sawcut. ACI 318-02 21.10.3.4 and
<br />commentary, ACI 318-02 R21.10.3.4.
<br />2. Shrinkage and temperature reinforcement shall be placed perpendicular
<br />to the primary flexural reinforcement. Maximum spacing of shrinkage and
<br />temperature reinforcement shall be 18".
<br />Slab Thickness [in] Grade 40 Grade 60
<br />4 #3 @ 13"o. c. #3 @ 15 "a. c.
<br />5 #3 @ 11 "a. c. #3 @ 12 "a. c.
<br />6 #3 @ 9 "a. c. #3 @ 10 "o. c.
<br />CLAY 8 CONCRETE TILE ROOF COVERING
<br />1. Clay and concrete tile roof coverings shall be connected to the roof
<br />deck in accordance with FBC 1507.3 & 1609.5.
<br />2. Roof deck to be covered with minimum 30# felt.
<br />GYPSUM BOARD AND PLASTER
<br />GARAGE DOORS 1. Gypsum wallboard installation shall conform to FBC 2501-2513,
<br />1. Garage doors into a habitable space shall be solid core wood or steel 2. Use screws maximum 7" on center interior for drywall in endzone
<br />doors per latest edition of Florida Building Code. minumim 8'. Use 5d cooler nails at 7" on center edges and ends.
<br />CONVENTIONAL FRAMING
<br />1. The number and size of nails or staples connecting wood members shall
<br />not be less than those specified in FBC Table 2304.9.1.
<br />2. All blocking shall be toe -nailed with (4)-8d nails.
<br />3. Unless noted otherwise, joist -to -beam and rafter -to -ridge connection
<br />shall be USP JUS series hanger per USP Joist Size table.
<br />LOAD BEARING FRAME WALLS
<br />1, 12' high shall be constructed from minimum 2x6 lumber. Frame walls
<br />over 8' high shall have 2x blocking at mid -height and at sheathing joints.
<br />2. Frame walls shall be double 2x top plate of Southern Yellow Pine.
<br />3. Frame bearing walls and shearwalls 10 feet in height or less may be
<br />constructed of stud grade Spruce -Pine -Fir or Douglas -Fir except for the
<br />double top plate.
<br />4. All exterior frame walls shall be balloon framed between points of
<br />lateral support such as floor, ceiling, and roof diaphragms.
<br />5. Unless otherwise indicated, all openings in load bearing walls shall have
<br />a header constructed of minimum (2)2xl2s & %2" plywood flitch plate nail
<br />laminated w/ 16d common nails.
<br />6. Contractor shall use Table 305C, SBCCI SSTD 10-99 (Standard for
<br />Hurricane Resistent Residential Construction) to determine the number of
<br />studs at either end of frame openings.
<br />LIGHTWEIGHT INSULATING CONCRETE ROOF DECK
<br />1. Material and installation shall conform to FBC 1917.
<br />PASSIVE RADON -RESISTANT CONSTRUCTION REQUIREMENTS
<br />1. In jurisdictions where Appendix B, C & E of the FBC have been adopted
<br />by local ordinance, the following shall apply to slab -on -grade construction.
<br />2. Sub -slab and soil cover membranes shall be lapped 12 inches and shall
<br />extend beyond the outside face of the slab edge.
<br />3. The minimum specified concrete compressive strength (f'c) shall be
<br />3000 psi at 28 days with a design slump not to exceed 4 inches.
<br />4. All contraction joints and all cracks greater than V32 inch shall be
<br />cleaned and sealed against soil -gas entry using a sealant conforming with
<br />ASTM C 920-02 and ASTM C 1193-00.
<br />5. Concrete slabs shall be continuously cured for at least 7 days using
<br />moist curing methods or curing compound conforming with ASTM C 309.
<br />6. Re-entrant corners shall have two, 36" long, No.4 reinforcing bars
<br />placed diagonally to the corner, 12 inches apart, with the first bar placed
<br />2 inches from the corner, and located in the upper third of the slab.
<br />7. Walls surrounding conditioned slab -below -grade space shall be
<br />constructed from solid poured concrete at least 8 inches thick.
<br />CORROSIVE ENVIRONMENT SELECTION CONNECTOR FINISH
<br />CHROMATED
<br />ALKALINE
<br />COPPER
<br />AMMONIACAL
<br />OTHER
<br />CONNECTOR
<br />UNTREATED
<br />COPPER
<br />DOT SODIUM
<br />COPPER QUAT
<br />AZOLE
<br />OTHER
<br />COPPER
<br />PRESSURE -
<br />PRODUCT
<br />WOOD
<br />ARSENATE
<br />BORATE
<br />ACQ-C & ACQ-D
<br />(CBA-A
<br />BORATE
<br />ZINC
<br />TREATED
<br />FINISH
<br />(CCA-C)
<br />(SBX)
<br />(CARBONATE)
<br />& CA-B)
<br />(NON -DOT)
<br />ARSENATE
<br />WOODS
<br />(ACZA)
<br />G-90 OR
<br />(1.0 OZ/FT2)
<br />X
<br />X
<br />X
<br />Z MAX OR
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />TZ
<br />POST HOT DIP
<br />GALVANIZED (HDG)
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />STAINLESS
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />STEEL
<br />NOTES:
<br />I. STAINLESS STEEL CONNECTORS AND FASTENERS MUST BE USED IF PRESSURE TREATED WOOD IS NOT INDICATED BY NAME.
<br />2. CONNECTORS AND THEIR FASTENERS MUST BE OF LIKE MATERIALS.
<br />3. THE ABOVE CHART SHALL BE CONSULTED IF METAL CONNECTORS, ANCHORS, AND OR FASTENERS ARE EXPOSED TO CORROSIVE
<br />ENVIRONMENTS. CORROSIVE ENVIRONMENTS INCLUDE OCEAN SALT AIR, FIRE -RETARDANTS, FUMES, FERTILIZERS,
<br />PRESSURE -TREATED WOOD, AND DISSIMILAR METALS.
<br />4. SEE SIMPSON STRONG -TIE CATALOG 'WOOD CONSTRUCTION CONNECTORS' OR USP 'FULL LINE CATALOG' LATEST EDITION FOR
<br />ALL ADDITIONAL SPECIFICATIONS.
<br />WIND SPEED CONVERSIONS
<br />VULT
<br />120
<br />130
<br />140
<br />150
<br />160
<br />170
<br />VASD
<br />93
<br />101
<br />108
<br />116
<br />124
<br />132
<br />COMPONENTS 8x CLADDING PRESSURES [PSF] (EXPOSURE B, ENCLOSED)
<br />EFFFECTIVE WIND SPEED [MPH]
<br />WIND AREA 120 130 140 150
<br />ZONE
<br />[SF]
<br />10 =
<br />F-23.7 1
<br />-30.3 1
<br />27.8 1
<br />-35.6 1
<br />32.3
<br />1 -41.2 1
<br />37.0
<br />120 �
<br />25.0
<br />-29.0
<br />27.0
<br />-34.0
<br />31.4
<br />-39.4
<br />36.0
<br />ROOF
<br />50
<br />22.2
<br />-27.2
<br />26.0
<br />-32.0
<br />30.2
<br />-37.1
<br />34.6
<br />100
<br />21.5
<br />-25.9
<br />25.2
<br />-30.4
<br />29.3
<br />-35.3
<br />33.6
<br />-40.5
<br />10
<br />25.9
<br />-28.1 1
<br />30.4 1
<br />-33.0 1
<br />35.3
<br />1 -38.2 1
<br />40.5 1
<br />-43.9
<br />20 1
<br />24.7
<br />-26.9
<br />29.0
<br />-31.6
<br />33.7
<br />-36.7
<br />58.7
<br />WALL
<br />50
<br />23.2
<br />-25.4
<br />27.2
<br />-29.8
<br />31.6
<br />-34.6
<br />56.2
<br />-39.7
<br />100
<br />22.0
<br />-24.2
<br />25.9
<br />-28.4
<br />30.0
<br />-33.0
<br />34.4
<br />NOTES
<br />I. EFFECTIVE WIND AREA PER ASCE 7-10, P 243
<br />2. FOR WIND SPEEDS OR EFFECTIVE WIND AREAS NOT LISTED, USE PRESSURE ASSOCIATED
<br />WITH THE HIGHER WIND SPEED OR THE LOWER EFFECTIVE WIND AREA, RESPECTIVELY.
<br />INTERPOLATION IS PERMITTED.
<br />3. LISTED LOADS ARE WORST CASE FOR EDGE STRIP OR INTERIOR ZONES, ROOF ANGLES
<br />BETWEEN 00 & 450 INCLUSIVE, AND ROOFS WITH OR WITHOUT OVERHANGS.
<br />4. COMPONENTS & CLADDING MUST BE DESIGNED TO RESIST LISTED POSITIVE PRESSURE
<br />ACTING TOWARD THE BUILDING SURFACE AND LISTED NEGATIVE PRESSURE ACTING AWAY FROM
<br />BUILDING SURFACE.
<br />5. LISTED LOADS APPLY TO ENCLOSED PORTIONS OF THE BUILDING.
<br />6. LISTED LOADS ARE BASED ON ASCE 7-10, FIGURE 50.5-1, P 346
<br />7. COMPONENTS & CLADDING NOT DESIGNED BY THE E.O.R. INCLUDE SHINGLES, TILES,
<br />WINDOWS, DOORS, GARAGE DOORS, SCREENS, VINYL SIDING, AND MULLIONS UNLESS
<br />OTHERWISE INDICATED.
<br />8. LISTED LOADS ARE APPLICABLE TO BUILDINGS WITH A MEAN ROOF HEIGHT OF 30' OR LESS.
<br />9. BASIC WIND SPEEDS ARE 3-SECOND GUST VALUES BASED ON FBC FIGURE 1609.
<br />10. MULLIONS SHALL BE CAPABLE OF RESISTING A LOAD OF 1.5 TIMES THE DESIGN PRESSURE
<br />LOADS APPLIED BY THE WINDOW AND DOOR ASSEMBLIES TO BE SUPPORTED AS PER
<br />FBC 1714.5.5.4.
<br />DESIGN CRITERIA (SINGLE FAMILY RESIDENTIAL)
<br />I.
<br />BASIC WIND SPEED (3 SECOND GUST):
<br />140 MPH
<br />2.
<br />BUILDING CATEGORY (TABLE 1604.5):
<br />II
<br />3.
<br />IMPORTANCE FACTOR 0w):
<br />1.0
<br />4.
<br />EXPOSURE CATEGORY:
<br />5.
<br />ENCLOSURE CLASSIFICATION:
<br />ENCLOSED
<br />6.
<br />WIND BORNE DEBRIS REGION?
<br />NO
<br />7.
<br />INTERNAL PRESSURE COEFFICIENT:
<br />0.18%
<br />8.
<br />EDGE STRIP WIDTH:
<br />SEE NOTE 1
<br />9.
<br />DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING MATERIALS
<br />NOT SPECIFICALLY DESIGNED BY THE ENGINEER OF RECORD
<br />(E.O.R.):
<br /><SEE COMPONENT & CLADDING PRESSURES TABLE>
<br />10.
<br />LIVE LOADS
<br />UNIFORM
<br />ROOF (LESS THAN 4:12)
<br />20 PSF
<br />ROOF (4:12 TO LESS THAN 12:12):
<br />16 PSF
<br />ROOF (12:12 OR GREATER):
<br />12 PSF
<br />SLEEPING ROOMS & ATTICS W/ STORAGE:
<br />30 PSF
<br />ATTICS W/O STORAGE:
<br />10 PSF
<br />ALL OTHER ROOMS:
<br />40 PSF
<br />GARAGE:
<br />50 PSF
<br />EXTERIOR BALCONY & DECK:
<br />60 PSF
<br />INTERIOR WALLS (LATERAL SERVICEABILITY)
<br />5 PSF
<br />HANDRAILS & GUARDRAILS:
<br />50 PSF
<br />BALUSTERS, INTERMEDIATE RAILS, PANEL FILLERS:
<br />-
<br />STAIR TREADS:
<br />100 PSF
<br />II..
<br />SEISMIC LOAD (Av, AA):
<br />0.05G
<br />12.
<br />SNOW LOAD:
<br />0 PSF
<br />13.
<br />DEAD LOADS:
<br />SEE NOTE 3
<br />[Kil►[�►r�:7e� .1
<br />2000 LB
<br />200 LB
<br />50 LB
<br />300 LB
<br />TABLE 1806.2
<br />PRESUMPTIVE LOAD -BEARINGS VALUES
<br />TABLE 1912.2 (FBC 2004)
<br />ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (POUNDS
<br />BOLT
<br />DIAMETER
<br />(INCHES)
<br />MINIMUM
<br />EMBEDMENT
<br />(INCHES)
<br />EDGE
<br />DISTANCE
<br />(INCHES)
<br />SPACING
<br />(INCHES)
<br />MINIMUM CONCRETE STRENGTH (PSI)
<br />FC = 5,000
<br />F' C = 4,000
<br />TENSION
<br />SHEAR
<br />TENSION
<br />SHEAR
<br />1/4
<br />21/2
<br />11/2
<br />3
<br />200
<br />500
<br />200
<br />500
<br />3/8
<br />3
<br />21/4
<br />41/2
<br />500
<br />I'100
<br />500
<br />1,100
<br />1/2
<br />4
<br />3
<br />6
<br />950
<br />1,250
<br />950
<br />1,250
<br />1/2
<br />4
<br />5
<br />5
<br />1,500
<br />1,650
<br />1,550
<br />1,750
<br />5/8
<br />4 1/2
<br />3 3/4
<br />7 1/2
<br />1,500
<br />2,750
<br />1,500
<br />2,750
<br />5/8
<br />41/2
<br />61/4
<br />71/2
<br />2,200
<br />3,000
<br />2,400
<br />3,050
<br />3/4
<br />5
<br />41/2
<br />9
<br />2,250
<br />3,560
<br />2,250
<br />3,560
<br />3/4
<br />5
<br />71/2
<br />9
<br />2,950
<br />4,500
<br />3,200
<br />4,400
<br />7/8
<br />6
<br />51/4
<br />101/2
<br />2,550
<br />4,050
<br />2,550
<br />4,050
<br />1
<br />7
<br />6
<br />12
<br />3,250
<br />4,500
<br />3,650
<br />5,500
<br />1 1/8
<br />8
<br />6 3/4
<br />13 1/2
<br />3,400
<br />4,750
<br />3,400
<br />4,750
<br />1 1/4
<br />9
<br />71/2
<br />15
<br />4,000
<br />5,800
<br />4,000
<br />5,800
<br />1912.3 REQUIRED EDGE DISTANCE AND SPACING. THE ALLOWABLE SERVICE LOADS IN TENSION AND SHEAR SPECIFIED IN
<br />TABLE 1912.2 ARE FOR THE EDGE DISTANCE AND SPACING SPECIFIED. THE EDGE DISTANCE AND SPACING ARE
<br />PERMITTED TO BE REDUCED TO 50 PERCENT OF THE VALUES SPECIFIED WITH AN EQUAL REDUCTION IN ALLOWABLE
<br />SERVICE LOAD. WHERE EDGE DISTANCE AND SPACING ARE REDUCED LESS THAN 50 PERCENT, THE ALLOWABLE SERVICE
<br />LOAD SHALL BE DETERMINED BY LINEAR INTERPOLATION.
<br />CLASS OF MATERIALS
<br />VERTICAL
<br />LATERAL
<br />COEFFICIENT OF
<br />COHESION
<br />FOUNDATION
<br />BEARING
<br />FRICTION
<br />(PSF)
<br />PRESSURE
<br />PRESSURE
<br />(PSF)/BELOW
<br />NATURAL GRADE)
<br />CRYSTALLINE BEDROCK
<br />12,000
<br />1,200
<br />0.70
<br />------
<br />SEDIMENTARY AND FOLIATED ROCK
<br />4,000
<br />400
<br />0.35
<br />-----
<br />SANDY GRAVEL, AND OR GRAVEL
<br />(GW AND DP)
<br />3,000
<br />200
<br />0.35
<br />-----
<br />SAND, SILTY SAND, CLAYEY SAND,
<br />SILTY GRAVEL, CLAYEY GRAVEL.
<br />2,000
<br />150
<br />0.25
<br />-----
<br />(SW,SP,SM,SC,GM,GC)
<br />CLAY, SANDY CLAY, SILTY CLAY,
<br />CLAYEY SILT, SILT AND SAND
<br />1,500
<br />100
<br />-----
<br />30
<br />SILT.(CL,ML,MH,CH)
<br />I. THE DESIIGN LOAD BEARING VALUES OF THE SOILS HAVE BEEN TAKEN INTO ACCOUNT
<br />FOR THEDESIGN OF HE STRUCTURE . THE VALUES ARE SHOWN IN TABLE 1806.2
<br />2. COMPACTION TEST MUST BE ON SITE FOR THE FOOTER/SLAB INSPECTION
<br />(IF ANY FILL 12" OR MORE IS PUT ON THE PROPERTY UNDER THE SLAB)
<br />BEFORE AN INSPECTION CAN BE APPROVED
<br />3. SOIL BEARING VALUE IS 2,000 P.S.F. UNLESS NOTED OTHERWISE.
<br />ASTM A615 STEEL REINFORCEMENT
<br />BAR
<br />CROSS - SECTIONAL
<br />LAP SPLICE LENGTH
<br />(IN)
<br />MINIMUM BEND DIAMETER
<br />STANDARD HOOK MINIMUM FREE END EXTENSION (IN)
<br />BAR
<br />DIAMETER
<br />WEIGHT
<br />AREA
<br />BAR
<br />(IN)
<br />STIRRUPS & TIES
<br />(IN)
<br />BARS STIRRUPS & TIES
<br />SIZE
<br />(IN)
<br />(LB/FT)
<br />(IN2)
<br />GRADE 40 OR 50
<br />GRADE 60
<br />900 BEND
<br />1800 BEND
<br />900 BEND
<br />1350 BEND
<br />0.375
<br />0.376
<br />0.11
<br />15
<br />18
<br />21/
<br />I I/2
<br />1/2
<br />21/2
<br />21/4
<br />43
<br />4
<br />0.5
<br />0.668
<br />0.2
<br />20
<br />24
<br />3
<br />2
<br />6
<br />21/2
<br />3
<br />3
<br />5
<br />0.625
<br />1.045
<br />0.31
<br />25
<br />30
<br />3 3/4
<br />2 1/2
<br />7 1/2
<br />2 1/2
<br />3 3/4
<br />3 5/4
<br />6
<br />0.75
<br />1.502
<br />0.44
<br />30
<br />36
<br />41/2
<br />41/2
<br />9
<br />3
<br />9
<br />41/2
<br />7
<br />0.875
<br />2.044
<br />0.6
<br />35
<br />42
<br />51/4
<br />51/4
<br />101/2
<br />31/2
<br />101/2
<br />51/4
<br />8
<br />1
<br />2.67
<br />0.79
<br />40
<br />48
<br />6
<br />6
<br />12
<br />4
<br />12
<br />6
<br />9
<br />1.128
<br />3.4
<br />1
<br />46
<br />55
<br />9.0
<br />9.0
<br />13.5
<br />4.5
<br />-
<br />-
<br />10
<br />1.27
<br />4.3
<br />1.27
<br />51
<br />61
<br />10.2
<br />10.2
<br />15.2
<br />5.1
<br />-
<br />-
<br />II
<br />1.41
<br />5.31
<br />1.56
<br />57
<br />68
<br />11.3
<br />11.3
<br />16.9
<br />5.6
<br />-
<br />-
<br />14
<br />1.693
<br />7.65
<br />2.25
<br />68
<br />82
<br />16.9
<br />16.9
<br />20.3
<br />6.8
<br />-
<br />-
<br />18
<br />2.257
<br />13.6
<br />4
<br />91
<br />109
<br />22.6
<br />22.6
<br />27.1
<br />9.0
<br />-
<br />-
<br />NOTES:
<br />I. EDGE STRIP IS 10% OF LEAST HORIZONTAL BUILDING DIMENSION OR
<br />40% OF MEAN ROOF HEIGHT WHICHEVER IS LESS, BUT NOT LESS THAN
<br />EITHER 4% OF LEAST HORIZONTAL BUILDING DIMENSION OR 3'. END ZONES
<br />SHALL BE TWICE THE WIDTH OF THE EDGE STRIP.
<br />2. GARAGE CONCENTRATED LOAD ACTS ON AN AREA OF 20 IN.2
<br />3. STAIR TREAD CONCENTRATED LOAD ACTS ON AN AREA OF 4 IN.2
<br />4. BALUSTER LOAD ACTS HORIZONTALLY ON AN AREA NOT TO EXCEED I FT.2
<br />HANDRAIL LOADS ARE APPLIED AT THE TOP OF THE HANDRAIL IN ANY
<br />DIRECTION. HANDRAIL AND BALUSTER LOADS NEED NOT BE SUPERIMPOSED
<br />ON EACH OTHER.
<br />5. DEAD LOADS USED ARE ACTUAL WEIGHTS OF MATERIALS AND CONSTRUCTIONS
<br />BASED ON FBC APPENDIX A.
<br />6. INTERNAL PRESSURE COEFFICIENTS SHALL BE 0.00 FOR OPEN, ±0.55 FOR
<br />PARTIALLY ENCLOSED, & ±0.18 FOR ENCLOSED BUILDINGS.
<br />7. WIND BORNE DEBRIS REGIONS ARE AREAS WITHIN I MILE OF THE COAST
<br />WHERE WIND SPEEDS ARE 150 MPH & ALL AREAS WHERE WIND SPEEDS ARE
<br />140+ PER ASCE 7-10, FIGURE 6-I.
<br />PROJECT NOTES:
<br />I. THE CONTRACTOR MAY SUBSTITUTE AN ANCHOR CONTAINED IN THESE PLANS. THE ANCHOR MUST
<br />MEET OR EXCEED:THE UPLIFT, FI, F2, & DEAD LOAD AS SPECIFIED IN THE MANUFACTURER'S
<br />CATALOG. FLORIDA PRODUCT APPROVAL IS REQUIRED.
<br />2. CONVENTIONAL FRAMING SHALL BE A MIN. OF 2X8 #2 SPF W/ JUS28 ANCHORS AT RIDGE. RIDGE
<br />MATERIAL SHALL BE (2) 2X10 #2 SYP. W/(I) MSTA21 STRAP @ TOP. UNLESS OTHERWISE NOTED.
<br />3. NAILING SCHEDULE
<br />SUB-FLOOR/WALL/ROOF NAILING SCHEDULE:
<br />REG. 8D NAILS AT 4" O.C. ON EDGES & ENDS.
<br />REG. 8D NAILS AT 8" O.C. ON INTERIOR.
<br />CEILING NAILING SCHEDULE:
<br />FOR DRYWALL IN ENDZONES: MINIMUM 8' USE SCREWS
<br />A MAXIMUM OF 7" O.C.
<br />DRYWALL IN INTERIOR: 5D COOLER NAILS @ 7" O.C.
<br />AT EDGES AND 8D NAILS AT 8" O.C. ON INTERIOR ENDS.
<br />4. ALL BEAMS BY BUILDERS SHALL BE A MIN. OF 2- 2 X 12 UNLESS OTHERWISE NOTED. SEE
<br />SHEET SI FOR ANCHOR CONNECTIONS.
<br />5. WINDOWS AND DOORS SHALL BE INSTALLED AS PER MANUF. SPECIFICATIONS.
<br />6. SOFFITS MATERIAL AND INSTALLATION SHALL MEET OR EXCEED FLORIDA PRODUCT
<br />APPROVAL REQUIREMENTS.
<br />7. FOR GARAGE OPENINGS PER FBC-BUILDING TABLE 1609.6E (120 M.P.H., EXPOSURE B)
<br />>50 FT2: USE -25.8 AND +22.8 (TYPICAL 9' x 7' DOOR)
<br />>100 FT2: USE -24.5 AND +21.8 (TYPICAL 16' x 7' DOOR)
<br />ALL OTHER OPENINGS USE WORST CASE CONDITION: USE -34.7 & +25.9
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<br />FILE NAME:
<br />BREAKFAST STATION
<br />DRAWN BY:
<br />NWN
<br />JJB No.:
<br />1L,.999.29
<br />DATE:
<br />0L109/14
<br />SCALE:
<br />N.T.S.
<br />SHEET:
<br />S2
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<br />QC3.`` \ G E Iv Is,
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