|
1714.5.2 Exterior windows, siding and patio glass doors.
<br />1714.5.2.1 Testing and labeling.
<br />Exterior windows and glass doors shall be tested by an approved independent testing laboratory, and shall be labeled with on
<br />approved label identifying the manufacturer, performance characteristics and approved product certification agency, testing laboratory,
<br />evaluation entity or Miami -Dade Product Approal to indicate compliance with the requirements of one of the following specifications:
<br />ANSI/AAMA/NWWDA 101 /I.S.2 or 101 /I.S. 2/NAFS or TAS 202 (HVHZ shall comply with TAS 202 utilizing ASTME E 1300 or Section
<br />2404.
<br />Glass strength: Determination of load resistance of glass for specified loads of products tested and certified in accordance with
<br />Section 1714.5.2.1 shall be designed to comply with ASTM E 1300 in accordance with Section 2404.
<br />1714,5.2.1.1 Test and labeling of skylights.
<br />Exterior skylights shall be tested by an approved independent testing laboratory, and shall be labeled with an approved label
<br />identifying the manufacturer, performance characteristics and approved product evaluation entity to indicate compliance with the
<br />requirements of the following specification:
<br />AAMA/WDMA 101 /IS2/NAFS, Voluntary Performance Specification for Windows, Skylights and Glass Doors, or TAS 202 (HVHZ shall
<br />comply with TAS 202).
<br />1714.5.2.2 Supplemental label.
<br />A supplemental temporary label conforming to AAMA 203, Procedural Guide for the Window Inspection and Notification System, shall
<br />be acceptable for establishing calculated allowable design pressures higher than indicated on the label required by Section 1714.5.2.1
<br />for window sizes smaller than that required by the ANSI/AAMA/NWWDA 101/I.S.2 test requirements. This supplemental label shall
<br />remain on the window until final approval by the building official.
<br />1714.5.3 Exterior door assemblies.
<br />Exterior door assemblies not covered by Section 1715.4.2 or Section 1714.5.3.1 shall be tested for structural integrity in accordance
<br />with ASTM E 330 Procedure A, at a load of 1.5 times the required design pressure load. The load shall be sustained for 10
<br />seconds with no permanent deformation of any main frame or panel member in excess of 0.4 percent of its span after the load is
<br />removed. High -velocity hurricane zones shall comply with TAS 202. After each specified loading, there shall be no glass breakage,
<br />permanent damage to fasteners, hardware parts, or any other damage which causes the door to be inoperable.
<br />The minimum test sizes and minimum design pressures shall be as indicated in Table 1714.5,3.
<br />The unit size tested shall qualify all units smaller in width and/or height of the some operation type and be limited to cases where
<br />frame, panels and structural members maintain the some profile as tested.
<br />TABLE 1714.5.3
<br />MINIMUM TEST SIZES, INCLUDING FRAMING
<br />PERI`CiRMA�i; E CLASS* WIi)TH X H,E_IGH1 (MM) WIDTH X HEIGHT' (IN.) MINIMUM PERFORMANCE GRADE
<br />(DESIGN PRESSURE)
<br />�T j
<br />90C Y 00C ( . X 79) 720 ^A (15 PSF)
<br />9 171Ci (76 X 83) 1200 PA (25 PSF)
<br />�.OM 1tF�Cl �i.i OOU k 2 10i� (4Q X 83) 1440 PA (JG FSF)
<br />F r ; }6 E :i {L ') 0,, x. .i,irrl (4,3 X 95) 1 9: ` Pk, (4L PS)F)
<br />L 1 2JC X 241_'v (4R X 95) 1 Q?; Pt, (4t) i= F)
<br />1. Performance Class and Performance Grade per ANSI/AAMA/NWWDA 101 /I.S.2.
<br />1714.5.3.1
<br />Sectional garage doors shall be tested for determination of structural performance under uniform static air pressure difference in
<br />accordance with ANSI/DASMA 108 or TAS 202 HVHZ shall comply with TAS 202).
<br />1714.5.3.2
<br />Custom doors. Custom (one of a kind) exterior door assemblies shall be tested by an approved testing laboratory or be engineered
<br />in accordance with accepted engineering practices.
<br />1714.5.3.3
<br />Door components evaluated by an approved product evaluation entity, certification agency, testing laboratory or engineer may be
<br />interchangeable in exterior door assemblies provided that the door component(s) provide equal or greater structural performance as
<br />demonstrated by accepted engineering practices.
<br />1714.5.3.3.1
<br />Glazed curtain wall, window wall and storefront systems shall be tested in accordance with the requirements of this section and the
<br />requirements of the Architectural Aluminum Manufacturers Association (AAMA) Standard 501, HVHZ shall comply with 2411.3.2.1.1,
<br />Exceptions:
<br />1. Door assemblies installed in nonhabitable areas where the door assembly and area ore designed to accept water infiltration,
<br />need not be tested for water infiltration.
<br />2. Door assemblies installed where the overhang (OH) ratio is equal to or more than 1 need not be tested for water infiltration.
<br />The overhang ratio shall be calculated by the following equation:
<br />OH ratio = OH Length/OH Height
<br />where:
<br />OH Length = The horizontal measure of how for an overhang over a door projects out from door's surface.
<br />OH Height = The vertical measure of the distance from the door's sill to the bottom of the overhang over a door.
<br />1714.5.3.3.2 Optional exterior door component testing.
<br />With the exception of HVHZ, exterior side -hinged door assemblies not covered by 1714.5.2 shall have the option to have the
<br />components of the assembly tested and rated for structural integrity in accordance with the following specification:
<br />SDI A250.13
<br />Following the structural testing of exterior door components, there shall be no permanent deformation of any perimeter frame or
<br />panel member in excess of 0.4 percent of its span after the load is removed. After each specified loading, there shall be no glass
<br />breakage, permanent damage to fasteners, hardware ports, or any other damage that causes the door to be inoperable, as
<br />applicable,
<br />1714.5.4 Anchorage methods.
<br />The methods cited in this section apply only to anchorage of window and door assemblies to the main wind force resisting system.
<br />1714.5.4.1 Anchoring requirements.
<br />Window and door assemblies shall be anchored in accordance with the published manufacturer's recommendations to achieve the
<br />design pressure specified. Substitute anchoring systems used for substrates not specified by the fenestration manufacturer shall
<br />provide equal or greater anchoring performance as demonstrated by accepted engineering practice.
<br />1714.5.4.2 Masonry, concrete or other structural substrate.
<br />Where the wood shim or buck thickness is less than 11/2 inches (38 mm), window and door assemblies shall be anchored through
<br />the main frame or by jamb clip or subframe system, in accordance with the manufacturer's published installation instructions.
<br />Anchors shall be securely fastened directly into the masonry, concrete or other structural substrate material. Unless otherwise tested,
<br />bucks shall extend beyond the interior face of the window or door frame such that full support of the frame is provided. Shims
<br />shall be made from materials capable of sustaining applicable loads, located and applied in a thickness capable of sustaining
<br />applicable loads. Anchors shall be provided to transfer load from the window or door frame to the rough opening substrate.
<br />Where the wood buck thickness is 11/2 inches (38 mm) or greater, the buck shall be securely fastened to transfer load to the
<br />masonry, concrete or other structural subtrate and the buck shall extend beyond the interior face of the window or door frame.
<br />Window and door assemblies shall be anchored through the main frame or by jamb clip or subframe system or through the flange
<br />to the secured wood buck in accordance with the manufacturer's published installation instructions. Unless otherwise tested, bucks
<br />shall extend beyond the interior face of the window or door frame such that full support of the frame is provided. Shims shall be
<br />made from materials capable of sustaining applicable loads, located and applied in a thickness capable of sustaining applicable
<br />loads. Anchors shall be provided to transfer load from the window or door frame assembly to the secured wood buck.
<br />1714.5.4.3 Wood or other approved framing materials.
<br />Where the framing material is wood or other approved framing material, window and gloss door assemblies shall be anchored
<br />through the main frame or by jamb clip or subframe system or through the flange in accordance with the manufacturer's published
<br />installation instructions. Shims shall be made from materials capable of sustaining applicable loads, located and applied in a
<br />thickness capable of sustaining applicable loads. Anchors shall be provided to transfer load from the window or door frame to the
<br />rough opening substrate.
<br />1714.5.5 Mullions occurring between individual window and glass door assemblies.
<br />1714.5.5.1 Mullions.
<br />Mullions, other than mullions which are an integral part of a window or glass door assembly tested and labeled in accordance with
<br />Section 1714.5.2.1, shall be tested by an approved testing laboratory or be engineered in accordance with accepted engineering
<br />practice. Both methods shall use performance criteria cited in Sections 1714.5.5.2, 1714.5.5.3 and 1714.5.5.4.
<br />1714.5.5.2 Load transfer.
<br />Mullions shall be designed to transfer the design pressure loads applied by the window and door assemblies to the rough opening
<br />substrate.
<br />1714.5.5.3 Deflection.
<br />Mullions shall be capable of resisting the design pressure loads applied by the window and door assemblies to be supported without
<br />deflecting more than L/175, where L is the span of the mullion in inches.
<br />1714.5.5.4 Structural safety factor.
<br />Mullions shall be capable of resisting a load of one -and -one-half times the design pressure loads applied by the window and door
<br />assemblies to be supported without exceeding the appropriate material stress levels. If tested by on approved laboratory, the one
<br />and one-half times the design pressure load shall be sustained for 10 seconds, and the permanent deformation shall not exceed
<br />0.4 percent of the mullion span after the one -and -one-half times design pressure load is removed.
<br />1714.6 Test specimens.
<br />Test specimens and construction shall be representative of the materials, workmanship and details normally used in practice. The
<br />properties of the materials used to construct the test assembly shall be determined on the basis of tests on samples taken from
<br />the load assembly or on representative samples (when TAS 202 is used a minimum of three specimens) of the materials used to
<br />construct the load test assembly. Required tests shall be conducted or witnessed by on approved agency,
<br />1714.7 Installation instruction for exterior windows and doors.
<br />Windows and doors shall be installed in accordance with the manufacturers installation instruction.
<br />SECTION 1715
<br />MATERIAL AND TEST STANDARDS
<br />1715.1 Test standards for joist hangers and connectors.
<br />1715.1.1 Test standards for joist hangers.
<br />The vertical load -bearing capacity, torsional moment capacity and deflection characteristics of joist hangers shall be determined in
<br />accordance with ASTM D 1761, using lumber having a specific gravity of 0.49 or greater, but not greater than 0.55, as determined
<br />in accordance with AFPA NDS for the joist and hangers.
<br />1715.1.2 Vertical load capacity for joist hangers.
<br />The vertical load capacity for the joist hanger shall be determined by testing three joist hanger assemblies as specified in ASTM D
<br />1761. If the ultimate vertical load for any one of the tests varies more than 20 percent from the average ultimate vertical load, at
<br />least three additional tests shall be conducted. The allowable vertical load for a normal duration of loading of the joist hanger shall
<br />be the lowest value determined from the following:
<br />1. The lowest ultimate vertical load from any test divided by three (where three tests are conducted and each ultimate vertical
<br />load does not vary more than 20 percent from the average ultimate vertical load).
<br />2. The average ultimate vertical load for all tests divided by six (where six or more tests ore conducted).
<br />3. The vertical load at which the vertical movement of the joist with respect to the header is 0.125 inch (3.2 mm) in any test.
<br />4. The allowable design load for nails or other fasteners utilized to secure the joist hanger to the wood members.
<br />5. The allowable design load for the wood members forming the connection.
<br />1715.1.3 Torsional moment capacity for joist hangers.
<br />The torsional moment capacity for the joist hanger shall be determined by testing at least three joist hanger assemblies as specified
<br />in ASTM D 1761. The allowable torsional moment for normal duration of loading of the joist hanger shall be the average torsional
<br />moment at which the lateral movement of the top or bottom of the joist with respect to the original position of the joist is 0.125
<br />inch (3.2 mm).
<br />1715.1.4 Design value modifications for joist hangers.
<br />Allowable design values for joist hangers that are determined by Item 4 or 5 in Section 1715.1.2 shall be permitted to be modified
<br />by the appropriate duration of loading factors as specified in AFPA NDS but shall not exceed the direct loads as determined by Item
<br />1, 2 or 3 in Section 1715.1.2. Allowable design values determined by Item 1, 2 or 3 in Sections 1715.1.2 and 2305.1 shall not be
<br />modified by duration of loading factors.
<br />1715.2 Concrete and cloy roof tiles.
<br />1715.2.1 Overturning resistance.
<br />Concrete and cloy roof tiles shall be tested to determine their resistance to overturning due to wind in accordance with SBCCI SSTD
<br />11 or TAS 108 (high -velocity hurricane zones shall comply with TAS 108) and Chapter 15.
<br />1715.2.2 Wind tunnel testing.
<br />When roof tiles do not satisfy the limitations in Chapter 16 for rigid tile, a wind tunnel test shall be used to determine the wind
<br />characteristics of the concrete or clay tile roof covering in accordance with SBCCI SSTD 11 or TAS 108 (high -velocity hurricane
<br />zones shall comply with TAS 108) and Chapter 15.
<br />8"x 8"x 16" C.M.U.
<br />BRICK MOULD
<br />DOORFRAME
<br />3/16 "x 2-1/2" TAPGON
<br />FASTENERS INTO BLOCK
<br />ID 16" O.G.
<br />3/4" FURRING NAILED
<br />TO BLOCK Q 8" O.G. (2 )
<br />REQUIRED EACH LIFT
<br />SL. CAL. DOOR � DOORS
<br />8"x 8"x 16" GM.U.
<br />3/16" x 1-3/4" TAPCON FASTENERS
<br />INTO CONCRETE BLOCK
<br />TF, ADHESIVE SEALENT BOTH SURFACES
<br />PRIOR TO ATTACHING BUCK TO GONG. BLK.
<br />1/2" DRYWALL
<br />I" P.T.
<br />8"x I" SELF THREADING PHILLIPS FLAT HEAD
<br />GADMINUM PLATE SCREWS 24" O.G. MAX.
<br />WITHIN 4" OF CORNER
<br />3/16"x 1-3/4" TAPCON FASTENERS
<br />INTO CONCRETE BLOCKS
<br />CAULKING
<br />MARBLE STOOL
<br />1/2" DRYWALL ON Ix 3 P.T.
<br />FURRING A 16" O.G.
<br />PRECAST SILL
<br />8"x 6"x 16" C.M.U.
<br />WINDOWS
<br />DOOR 4 WINDOW ATTACHMENT 00TA i LS
<br />I'-6 1/4"
<br />1/2 FIRE -RETARDANT
<br />CDX ROOF SHEATHING
<br />P-ro 1/4"
<br />I/2 FIRE -RETARDANT
<br />CDX ROOF SHEATHING
<br />TAPE W/ FIRE ___/ \
<br />- - - - - - - - - R,4TEC211UI;) - TAPE--W/-F+RE-----------
<br />RATED MUD
<br />I. Nailheads - Exposed or covered with joint finisher.
<br />2. Joints - Exposed or covered with fiber tape and
<br />joint finisher. As an alternate, nominal 3/32 in. thick
<br />gypsum veneer plaster may be applied to the entire
<br />surface of Classified veneer baseboard. Joints
<br />reinforced.
<br />3. Nails - 6d cement coated nails 1-1/8 in. long, O.OS15
<br />in. shank diam, 1/4 in. diam heads, and 8d cement coated
<br />nails 2-3/8 in, long, 0.113 in, shank diam, <B/32 In. diam
<br />heads.
<br />4. Gypsum Board - • - 5/8 in, thick, two layers applied
<br />2"x4" AT 16" O.C. either horizontally or vertically. Inner layer attached to
<br />studs with the 1-1/8 In. nails spaced 6 in. OG. Outer
<br />layer attached to studs over inner layer with the 2-3/8
<br />in. long nails spaced 8 in. OC. vertical ,joints located
<br />over studs. All joints in face layers staggered with
<br />joints in base layers. Joints of each base layer offset
<br />with joints of base layer on opposite side.
<br />When used in widths other than 48 In., gypsum board to
<br />be installed horizontally.
<br />When Steel Framing Members- (Item (o) are used, base
<br />layer attached to Furring channels with I in. long Type S
<br />bugle -head steel screws spaced max 24 in. OC± face
<br />layer attached with 1-5/8 in, long Type S bugle -head
<br />steel screws spaced max 12 in. OG.
<br />FRAME AREA
<br />(PER FIRE RESISTANCE RATING - ANSI/UL 263)
<br />DESIGN NO. U301 (2 HR. WALL RATING)
<br />SEE ELEVATIONS
<br />SHINGLES PER SPECIFICATIONS FOR ROOF SLOPE
<br />(w/ (o FASTENERS PER SHINGLE) OVER
<br />ROOFING FELT ON 1/2" PLYWOOD OR
<br />OSB W/H-CLIPS ON PRE-ENGINEERED
<br />WOOD TRUSSES Q 24"O.C.
<br />(FOR NAILING SCHEDULE SEE SHEET 525)
<br />SIMPSON STRONG TIE "H10
<br />EA. TRUSS
<br />PLATE HGT.
<br />(2)2 x 12 P.T.'
<br />IT---->`
<br />I I
<br />I I
<br />STRUCTURAL POSTS I I
<br />PER SPECIFICATIONS I I
<br />I I
<br />I I
<br />I
<br />6 I I
<br />I I
<br />> I I
<br />w I I
<br />w I I
<br />w TIE -MAX COLUMN CONNECTOR I I
<br />INSTALL PER MANUFACTURERS
<br />IV INSTRUCTIONS / RECOMMENDATIONS I I
<br />> I
<br />� I I
<br />F
<br />I I
<br />i I
<br />ALL THREAD COUPLER
<br />SHORT BOLT
<br />ALL -THREAD
<br />16" CMU BASE WITH
<br />CLADDING PER ELEVATIONS
<br />w6
<br />�w
<br />(4) "5 REBAR w
<br />F.F. ELEV. (HOUSE) N
<br />"5's 0 12" O.G. EA. WAY
<br />-
<br />2500 PSI CONCRETE
<br />24"
<br />ISSES
<br />-�-,r-, I I COL. DETAIL (LUCOM BEAM)
<br />EX. CONCRETE BLOCK WALLS
<br />SUPPORT WIRES
<br />(FOR SUSPENDED LG.)
<br />INSULATE (R-19) BATTS
<br />C NNELS FOR
<br />SUSPENDED CLG.
<br />��iv 1 "Nt.oF VVIVV.1`G 1 W. .7LHG
<br />-.r-`:- � � TYPICAL WALL
<br />sib --� -, HR. FIREWALL DETAIL
<br />1
<br />:RIOR STUDS TO BE
<br />�O
<br />CTION
<br />U
<br />C
<br />a
<br />O
<br />L
<br />c
<br />rn
<br />N
<br />0
<br />N
<br />c
<br />O
<br />to
<br />L
<br />O
<br />C
<br />L
<br />O
<br />V
<br />00
<br />O
<br />O
<br />N
<br />8
<br />F-
<br />2
<br />0
<br />Dr -
<br />IL
<br />O
<br />V
<br />to
<br />Z
<br />O
<br />W
<br />Of
<br />C c
<br />O o E
<br />O) `N U a
<br />O 1°� m
<br />i 3 0
<br />a x
<br />m E �
<br />a
<br />UJ
<br />L 3 0
<br />w ►-
<br />w W X
<br />Q �
<br />MJ � O
<br />Z � � .102 "s a
<br />Y g c
<br />� V :2
<br />Q w
<br />2 o M
<br />0 V�0 CID
<br />�LL
<br />M CO
<br />co N
<br />L# M N
<br />00 CO
<br />-IIN
<br />" co M
<br />4 Z
<br />A
<br />43
<br />a � LQ
<br />W (L zad
<br />W Cn C) I V
<br />AW��
<br />41
<br />Cn
<br />N
<br />W V
<br />�L
<br />cv A
<br />� Q
<br />w A
<br />W
<br />U
<br />O
<br />d S
<br />J
<br />N
<br />H n`
<br />w� U d
<br />C6
<br />0
<br />Z
<br />W
<br />nnL
<br />1L
<br />PROJECT NO.
<br />2 O00 - 0S
<br />0
<br />DWG N0.
<br />.g Z
<br />
|