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RC-14-1938
1 JOAQUIN iVONTESINO P.E. LIC 69969 STRUCTURAL CALCULATIONS TOULOUMIS RESIDENCE 54 NE 101 ST, MIAMI SHORES FL Joaquin Montesino. Professional Engineer Registration # 69969 • • • • • •. • •.•• • • •••• • • S. • • • • • • • • • • S. • 13781 SW 66 ST. MIAMI, FL 33183 Phone (786) 252 2768 ••. • • • •••• ••• • • • • • • • •••• •• • • • • • •• • • • • • ••• • • • • • • • • • • • • MecaWind Pro v2.2.2.7 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date : 7/1/2015 Project No. Company Name : Designed By Address Description City Customer Name : State Proj Location : . File Location: P:\2015\Harry Sanchez\54 NE 101 ST MIAMI SHORES\CALCLS\WIND.wnd Directional Procedure Simplified Diaphragm Building (Ch 27 Part 2) Basic Wind Speed(V) 175.00 mph Structural Category II Exposure Category = C Natural Frequency = N/A Flexible Structure No Importance Factor = 1.00 Kd Directional Factor 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 2.210526 : 12 Slope of Roof(Theta) = 10.44 Deg Ht: Mean Roof Ht = 10.41 ft Type of Roof = GABLED RHt: Ridge Ht = 12.16 ft Eht: Eave Height = 8.66 ft OH: Roof Overhang at Eave= 0.50 ft Overhead Type = OH w/ Sofit Bldg Length Along Ridge = 55.00 ft Bldg Width Across Ridge= 37.00 ft • • • • • Gust Factor Calculations •• • Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 • Soo. Gust Factor Category II Rigid Structures - Complete Analysis • • Zm: 0.6*Ht = 15.00 ft •••• lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft • •• • ••• Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.93 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 • • • • • Gust Factor. Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 • • • • • •• • Topographic Adjustment 0.33*z = 3.44 Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 175.00 mph MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2 All pressures shown are based upon ASD Design, with a Load Factor of .6 •••• • • •••• ••• • • • •• • �• • • •••• • • • • •••• •• • • • • • •• • • • ••• • • • •• • • • •• • • • • • See Fig 27.6-2 for Parapet wind Roof Pressures pressures See Table 27.6-2 Mean roof ht. Wall Pressure's See Table. 27.6-2 Elevation Wind Nan • • 0 • . .. • • Gabled Roof Roof cdgc pressure from table Zones or .;'; as applicable Th of .P74 Wind li)trection MWFRS Pressures for Wind Normal to 55 ft wall (Normal to Ridge) •••• • • •••• ••• • • • •• • •••• • • •••• •• • 0 • • • •• • • • • • ••• • • • *0 0 WALL PRESSURES PER TABLE 27.6-1 LIB: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir h: Height to top of Windward Wall ph: Net Pressure at top of wall (windward + leeward) p0: Net Pressure at bottom of wall (windward + leeward) ps: Side wall pressure acting away from wall = .54 * ph pl: Leeward wall pressure acting away from wall = .38 * ph pwh: Windward wall press @ top acting toward wall = ph-pl pw0: Windward wall press @ bot acting toward wall = p0-pl ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height Lambda: Exposure Adjustment Factor Slope: Roof Slope Table 27.6-2 indicates a slope less than 9.46 Deg is flat, for Zone 1 and 2 between 9.46 Deg and 14 Deg, so any slope Zone 1 2 3 4 5 Load Casel psf .00 .00 -36.05 - 32.18 - 26.37 Load Case2 psf .00 .00 .00 .00 .00 • 0.67 • 8.66 ft • 38.70 psf • 38.70 psf. _ -20.90 psf -14.71 psf • 23.99 psf • 23.99 psf = 10.410 ft • 1.000 = 10.44 Deg but provides no values < 14 deg is treated as flat. 0000 • • • • 0000 • • • •• • Note: A value of '0' indicates that the zone/load case is not applitS24 ROOF OVERHANG LOADS (FIGURE 27.6-3): LOAD CASE 1: Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 LOAD CASE 2: Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Normal to Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area psf ft^2 Fx Kip FY Kip Fz Kip •••• • • •••• • .00 pg••• • • -27.03 ',se • • • • • • • .00 psf = 00f •• • •• • Mx My Mz K -ft K -ft K -ft Roof (0 to h/2) Roof (h/2 to h) Roof (h to 2h) Roof (h to 2h) Roof (>2h) Windward Wall Leeward Wall Side Wall Side Wall Side Wall Side Wall - 36.05 -32.18 - 26.37 - 26.37 - 26.37 23.99 -14.71 -20.90 - 20.90 - 20.90 - 20.90 263 .00 -1.72 291 .00 -1.70 480 .00 -2.29 102 .00 0.49 933 .00 4.46 476 .00 11.43 476 .00 7.00 320 -6.70 .00 320 6.70 .00 67 -1.39 .00 67 1.39 .00 9.33 9.21 12.46 2.64 24.19 .00 .00 .00 .00 .00 .00 134.8 86.0 27.4 3.4 - 199.9 49.5 30.3 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 29.0 -29.0 13.7 - 13.7 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 Total .00 3796 .00 17.67 57.83 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press Area psf ft^2 Fx Kip FY Kip Fz Kip 131.5 .0 Mx My Mz K -ft K -ft K -ft .0 Windward Wall Leeward Wall Side Wall Side Wall Side Wall Side Wall 23.99 -14.71 -20.90 -20.90 - 20.90 -20.90 476 476 320 320 67 67 .00 .00 - 6.70 6.70 - 1.39 1.39 11.43 7.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 49.5 30.3 .0 .0 .0 .0 .0 .0 29.0 - 29.0 13.7 - 13.7 .0 .0 .0 .0 .0 .0 Total .00 1726 .00 18.43 .00 Normal to Ridge - Base Reactions - Walls+Roof -GCpi 79.8 .0 .0 ••• • • • •• • •••• • • 0000 •• • • • • • 0• • • • • • ••• • • • •• • Description Press psf Area Fx ft^2 Kip FY Kip Fz Kip Mx My Mz K -ft K -ft K -ft Windward Wall Leeward Wall Side Wall Side Wall Side Wall Side Wall 23.99 -14.71 -20,90 -20.90 - 20.90 - 20.90 476 476 320 320 67 67 .00 .00 -6.70 6.70 -1.39 1.39 11.43 7.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 49.5 30.3 .0 .0 .0 .0 .0 .0 29.0 - 29.0 13.7 -13.7 .0 .0 .0 .0 .0 .0 Total .00 1726 .00 18.43 .00 Normal to Ridge - Base Reactions - Walls Only -GCpi Description Press psf Area Fx ft^2 Kip FY Kip Fz Kip 79.8 .0 .0 Mx My Mx K -ft K -ft K -ft Windward Wall Leeward Wall Side Wall Side Wall Side Wall Side Wall 23.99 - 14.71 - 20.90 - 20.90 -20.90 - 20.90 476 476 320 320 67 67 .00 .00 -6.70 6.70 -1.39 1.39 11.43 7.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 49.5 30.3 .0 .0 .0 .0 .0 .0 29.0 - 29.0 13.7 - 13.7 .0 .0 .0 .0 .0 .0 Total .00 1726 .00 18.43 .00 Normal to Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fx psf ft^2 Kip FY Kip Fz Kip 79.8 .0 .0•••••• • • •••• • • • ••• • •• • • •• Mx My • Mx K -ft K- •••• ft • • rower .0 •41Q••• • • •• •• Total Notes Note Note Note .00 0 .00 .00 .00 - Normal to Ridge (1) X= Along Building ridge, Y = Normal to Building Ridge, (2) MIN = Minimum pressures on Walls = 9.6 psf and Roof = (3) Area* = Area of the surface projected onto a vertical MFRS Pressures for Wind Normal to 37 ft wall (Along Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir h: Height to top of Windward Wall ph: Net Pressure at top of wall (windward + leeward) p0: Net Pressure at bottom of wall (windward + leeward) ps: Side wall pressure acting away from wall = .59 * ph pl: Leeward wall pressure acting away from wall = .33 * ph pwh: Windward wall press @ top acting toward wall = ph-pl pw0: Windward wall press @ bot acting toward wall = p0-pl ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height Lambda: Exposure Adjustment Factor Slope: Roof Slope Z = Vertipl•;•; 4.8 psf • • plane normil to•wind. • • • • •• • • •••• • • •••• .0 •• • • • • • •• • • • 1.49 12.16 ft 36.26 psf 36.26 psf - 21.34 psf - 11.84 psf 24.42 psf 24.42 psf = 10.410 ft • 1.000 = 10.44 Deg Table 27.6-2 indicates a slope less than 9.46 Deg is flat, but provides no values for Zone 1 and 2 between 9.46 Deg and 14 Deg, so any slope < 14 deg is treated as Zone 1 2 3 4 5 Load Casel psf .00 .00 -36.05 -32.18 -26.37 Note: A value of '0' indicates ROOF OVERHANG LOADS (FIGURE 27.6-3): LOAD CASE 1: Load Case2 psf .00 .00 .00 .00 .00 that the zone/load case is not applicable, flat. • ••• • • • •• • Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 _ .00 psf -27.03 psf LOAD CASE 2: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = .00 psf Along Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My Mt psf ft^2 Kip Kip Kip K -ft K -ft K -ft Roof (0 to h/2) -36.05 98 .00 -0.64 3.47 25.4 -86.4 -15.9 Roof (0 to h/2) -36.05 98 .00 0.64 3.47 -25.4 -86.4 15.9 Roof (0 to h/2) -36.05 3 .00 -0.02 0.09 1.6 -2.3 -0.4 Roof (0 to h/2) -36.05 3 .00 0.02 0.09 -1.6 -2.3 0.4 Roof (h/2 to h) -32.18 98 .00 -0.57 3.10 22.7 -61.0 -11.2 Roof (h/2 to h) -32.18 98 .00 0.57 3.10 -22.7 -61.0 11.2 Roof (h/2 to h) -32.18 3 .00 -0.02 0.08 1.4 -1.6 -0.3 Roof (h/2 to h) -32.18 3 .00 0.02 0.08 -1.4 -1.6 0.3 Roof (h to 2h) -26.37 196 .00 -0.94 5.08 37.2 -60.4 -11.1 Roof (h to 2h) -26.37 196 .00 0.94 5.08 -37.2 -60.4 11.1 Roof (h to 2h) -26.37 5 .00 -0.03 0.14 2.4 -1.6 -0.3 Roof (h to 2h) -26.37 5 ,00 0.03 0.14 -2.4 -1.6 0.3 Roof (>2h) -26.37 643 .00 -3.07 16.67 122.1 173.6 32.0 Roof (>2h) -26.37 643 .00 3.07 16.67 -122.1 173.6 -32.0 •••• Roof (>2h) -26.37 17 .00 -0.08 0.45 7.7 4.7 0.9• • Roof (>2h) -26.37 17 .00 0.08 0.45 -7.7 64.7•• • -0.9 •••• - Windward Wall 24.42 320 7.82 .00 .00 .0 38.4 • .0••• • • Leeward Wall -11.84 320 3.79 .00 .00 .0 -]•6•a••• •0 •i Side Wall -21.34 476 .00 10.17 .00 44.0 .041 .0 • Side Wall -21.34 476 .00 -10.17 .00 -44.0 •••t••• .0 Windward Wall 24.42 67 1.62 .00 .00 .0 -16086• .0 ••••- Leeward Wall -11.84 67 0.79 .00 .00 .0 -/•Z••• .0 ••••• Total .00 3852 14.03 .00 58.18 .0-l4V1.1••: • .0 ••• •• •• •• • •• • Along Ridge - Base Reactions - Walls Only +GCpi• •• • • • • • • • Description Press Area Fx Fy Fz Mx My. •Mz • • • psf ft^2 Kip Kip Kip K -ft K-fi •K•ft •• • • ••• • • • • Windward Wall 24.42 320 7.82 .00 .00 .0 -33.9 .0 •• • Leeward Wall -11.84 320 3.79 .00 .00 .0 -16.4 .0 Side Wall -21.34 476 .00 10.17 .00 44.0 .0 .0 Side Wall -21.34 476. .00 -10.17 .00 -44.0 .0 .0 Windward Wall 24.42 67 1.62 .00 .00 .0 -16.0 .0 Leeward Wall -11.84 67 0.79 .00 .00 .0 -7.7 .0 ••• • • • • • • Total .00 1726 14.03 .00 .00 .0 -74.0 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My Mt psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 24.42 320 7.82 .00 .00 .0 -33.9 .0 Leeward Wall -11.84 320 3.79 .00 .00 .0 -16.4 .0 Side Wall -21.34 476 .00 10.17 .00 44.0 .0 .0 Side Wall -21.34 476 .00 -10.17 .00 -44.0 .0 .0 Windward Wall 24.42 67 1.62 .00 .00 .0 -16.0 .0 Leeward Wall -11.84 67 0.79 .00 .00 .0 -7.7 .0 Total .00 1726 14.03 .00 .00 .0 -74.0 .0 Along Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 24.42 320 7.82 .00 .00 .0 -33.9 .0 Leeward Wall -11.84 320 3.79 .00 .00 .0 -16.4 .0 Side Wall -21.34 476 .00 10.17 .00 44.0 .0 .0 Side Wall -21.34 476 .00 -10.17 .00 -44.0 .0 .0 Windward Wall 24.42 67 1.62 .00 .00 .0 -16.0 .0 Leeward Wall -11.84 67 0.79 .00 .00 .0 -7.7 .0 Total .00 1726 14.03 .00 .00 .0 -74.0 .0 Along Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fx Fy Fz Mx My MZ psf £t^2 Kip Kip Kip K -ft K -ft K -ft Total .00 0 .00 .00 .00 .0 .0 .0 Notes - Along Ridge Note (1) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (2) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (3) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description Fx Fy Fz Mx My NZ Kip Kip Kip K -ft K -ft K -ft Normal to Ridge Walls+Roof +GCpi .0 17.7 57.8 131.5 .0 .0 Normal to Ridge Walls Only +GCpi .0 18.4 .0 79.8 .0 .0 Normal to Ridge Walls+Roof -GCpi .0 18.4 .0 79.8 .0 .0 Normal to Ridge Walls Only -GCpi .0 18.4 .0 79.6 .0 .0 Normal to Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Along Ridge Walls+Roof +GCpi 14.0 .0 58.2 .0 -144.2 .0 Along Ridge Walls Only +GCpi 14.0 .0 .0 .0 -74.0 .0 Along Ridge Walls+Roof -GCpi 14.0 .0 .0 .0 -74.0 .0 Along Ridge Walls Only -GCpi 14.0 .0 .0 .0 -74.0 .0 Along Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Notes Applying to MFRS Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 2069.24 sq. ft Note (6) LC = Load Case (Some pressures can be zero, ref ASCE 7-10 Ch 27 Pt 2) Wind Pressure on Components and Cladding (Ch 30 Part 1) a Gable R f 7 <8 All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = Description 00.41 • • • • 0000 • • • • •• • ••• • • • • • 0• • • • • •••• 000• • • • • • • •00• •00• • • • • • • • • I. •• • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0 • • • • -00 • = 3.70 ft Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf Wall 0 -10 Wall 0 -10 Wall 11-20 Wall 11-20 1.00 5.47 10.0 4 1.00 -1.10 40.05 -43.45 1.00 5.47 10.0 5 1.00 -1.40 40.05 -53.63 1.00 5.74 11.0 4 0.99 -1.09 39.81 -43.20 1.00 5.74 11.0 5 0.99 -1.39 39.81 -53.14 Wall 21-30 Wall 21-30 Wall 31-40 Wall 31-40 Wall 41-50 Wall 41-50 Wall 51-100 Wall 51-100 Wa11101-200 Wa11101-200 Wall 201-500 Wa11201-500 Wa11501-1000 Wa11501-1000 Roof 0-10 Roof 0-10 Roof 0-10 Roof 11-20 Roof 11-20 Roof 11-20 Roof 21-30 Roof 21-30 Roof 21-30 Roof 31-40 Roof 31-40 Roof 31-40 Roof 41-50 Roof 41-50 Roof 41-50 Roof51-100 Roof51-100 Roof51-100 Roof101-200 Roof101-200 Roof101-200 Roof201-500 Roof201-500 Roof201-500 Roof501-1000 Roof501-1000 Roof501-1000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.93 21.0 4 7.93 21.0 5 9.64 31.0 4 9.64 31.0 5 11.10 41.1 4 11.10 41.1 5 12.37 51.0 4 12.37 51.0 5 17.41 101.0 4 17.41 101.0 5 24.56 201.1 4 24.56 201.1 5 38.77 501.0 4 38.77 501.0 5 5.47 10.0 1 5.47 10.0 2 5.47 10.0 3 5.74 11.0 1 5.74 11.0 2 5.74 11.0 3 7.94 21.0 1 7.94 21.0 2 7.94 21.0 3 9.64 31.0 1 9.64 31.0 2 9.64 31.0 3 11.10 41.1 1 11.10 41.1 2 11.10 41.1 3 12.37 51.0 1 12.37 51.0 2 12.37 51.0 3 17.41 101.0 1 17.41 101.0 2 17.41 101.0 3 24.56 201.1 1 24.56 201.1 2 24.56 201.1 3 38.77 501.0 1 38.77 501.0 2 38.77 501.0 3 0.94 -1.04 0.94 -1.29 0.91 -1.01 0.91 -1.23 0.89 -0.99 0.89 -1.18 0.88 -0.98 0.88 -1.15 0.82 -0.92 0.82 -1.05 0.77 -0.87 0.77 -0.94 0.70 -0.80 0.70 -0.80 0.50 -0.90 0.50 -1.70 0.50 -2.60 0.49 -0.90 0.49 -1.68 0.49 -2.58 0.44 -0.87 0.44 -1.54 0.44 -2.41 0.40 -0.85 0.40 -1.45 0.40 -2.31 0.38 -0.84 0.38 -1.39 0.38 -2.23 0.36 -0.83 0.36 -1.35 0.36 -2.18 0.30 -0.80 0.30 -1.20 0.30 -2.00 0.30 -0.80 0.30 -1.20 0.30 -2.00 0.30 -0.80 0.30 -1.20 0.30 -2.00 38.12 38.12 37.11 37.11 36.37 36.37 35.81 35.81 34.03 34.03 32.24 32.24 29.87 29.87 23.08 23.08 23.08 22.80 22.80 22.80 20.89 20.89 20.89 19.75 19.75 19.75 18.92 18.92 18.92 18.28 18.28 18.28 16.29 16.29 16.29 16.29 16.29 16.29 16.29 16.29 16.29 - 41.52 - 49.77 -40.50 - 47.74 - 39.77 -46.27 - 39.20 - 45.14 -37.42 - 41.59 - 35.63 - 38.00 -33.26 - 33.26 - 36.66 - 63.81 - 94.36 -36.52 - 63.12 - 93.53 - 35.56 - 58.34 - 87.79 - 34.99 -55.48 - 84.36 - 34.57 -53.40 - 81.86 -34.26 - 51.80 - 79.95 -33.26 - 46.84 - 73.99 - 33.26 -46.84 - 73.99 -33.26 - 46.84 -73.99 0000 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 • • •••••• Qhcc:.00256*V^2*Khcc*Kht*Kd = 33.94 ps7`••• • ••• • • • •• • •••• 0000 • • • • 0000 0000 •• • • • • • • •• •• • •• • • • • • • • • • • • • • • •• • • ••• • • • •• • • • • • • • ••• • • • • Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 1 JUL 2015, 3:36PM Description : 3x6 WOOD RAFTER Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 ENERCALC, INC. 1963-2011 Build:6.11.6.23, Ver:6.11.6.23 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Wood Species : Southern Pine Wood Grade : No.2: 2" - 4" Thick : 8" Wide Beam Bracing : Completely Unbraced Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft D(0.06) L(0.06) W(-0.108) 925.0 psi 925.0 psi 1,350.0 psi 565.0 psi 175 psi 550.0 psi + E : Modulus of Elasticity Ebend- xx 1,400.0ksi Eminbend - xx 510.0 ksi Density D(0.06) Li0.06) W(-0.162) * v i * + Applied Loads Span = 4.0 ft Span = 0.660 ft 35.44 pcf Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.060, L = 0.060, W = -0.1080 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.060, L = 0.060, W = -0.1620 , Tributary Width = 1.0 ft DESIGN SUMMARY_____. [Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable - 0.241: 1 3x6 222.32 psi 921.88psi Load Combination +D+L+H Location of maximum on span . = 1.938ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio •• • • • • Section used for this span 0.007 in Ratio = -0.003 in Ratio = 0.006 in Ratio = -0.007 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Segment Length Span # M Ratios V fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 7120 4798 2864 2332 • ▪ • ••• •• • • •.••• ••.••• •• •• • • • • • • • • • • •• • Dzsigji OK ••0.18: 1 • 3x6 27.5 psi 1/5.00 psi • • • +Q+'LSH • • •4000 ft : •Spat 1 • •• • • • • • ••• • • • •• • • ••• ••• • • • ••• • • Cd CFN Cr Cm Cr Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 4.0 ft 1 0.124 Length = 0.660 ft 2 0.014 +D+L+H Length = 4.0 ft 1 0.241 Length = 0.660 ft 2 0.028 +D+0.750Lr+0.750L+H Length = 4.0 ft 1 0.212 Length = 0.660 ft 2 0.024 +D+0.750L+0.750S+H Length = 4.0 ft 1 0.212 0.081 1.000 1.000 1.000 1.000 1.000 0.12 114.21 921.88 0.13 0.081 1.000 1.000 1.000 1.000 1.000 -0.01 13.14 924.51 0.01 1.000 1,000 1.000 1.000 0.158 1.000 1.000 1.000 1.000 1.000 0.23 222.32 921.88 0.25 0.158 1.000 1.000 1.000 1.000 1.000 -0.03 25.58 924.51 0.03 1.000 1.000 1.000 1.000 0.139 1.000 1.000 1.000 1.000 1.000 0.21 195.29 921.88 0.139 1.000 1.000 1.000 1.000 1.000 -0.02 22.47 924.51 1.000 1.000 1.000 1.000 0.139 1.000 1.000 1.000 1.000 1.000 0.21 195.29 921.88 0.22 24.29 175.00 14.21 175.00 14.21 175.00 27.65 175.00 27.65 175.00 0.22 24.29 175.00 0.02 24.29 175.00 • Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : Load Combination Segment Length Title : Dsgnr: Project Desc.: Project Notes : Job# Printed: 1 JUL 2015, 3:36PM 3x6 WOOD RAFTER ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver,6.11.6.23, Max Stress Ratios Summary of Moment Values Span # M V Cd C FN Cr Cm C t Mactual fb-design Fb-allow 0.024 0.139 1.000 1.000 1.000 1.000 1.000 -0.02 22.47 924.51 1.000 1.000 1.000 1.000 0.081 0.059 1.000 1.000 1.000 1.000 1.000 -0.08 75.04 921.88 0.022 0.059 1.000 1.000 1.000 1.000 1.000 0.02 20.45 924:51 1.000 1.000 1.000 1.000 0.058 0.034 1.000 1.000 1.000 1.000 1.000 0.06 53.51 921.88 0.003 0.034 1.000 1.000 1.000 1.000 1.000 0.00 2.72 924.51 1.000 1.000 1.000 1.000 0.058 0.034 1.000 1.000 1.000 1.000 1.000 0.06 53.51 921.88 0.003 0.034 1.000 1.000 1.000 1.000 1.000 0.00 2.72 924.51 1.000 1.000 1.000 1.000 0.212 0.139 1.000 1.000 1.000 1.000 1.000 0.21 195.29 921.88 0.024 0.139 1.000 1.000 1.000 1.000 1.000 -0.02 22.47 924.51 1.000 1.000 1.000 1.000 0.212 0.139 1.000 1.000 1.000 1.000 1.000 0.21 195.29 921.88 0.024 0.139 1.000 1.000 1.000 1.000 1.000 -0.02 22.47 924.51 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -0.13 120.69 921.88 1.000 1.000 1.000 1.000 0.03 25.71 924.51 Length = 0.660 ft 2 +D+W+H Length = 4.0 ft 1 Length = 0.660 ft 2 +D+0.750Lr+0.750L+0.750W+H Length = 4.0 ft 1 Length = 0.660 ft 2 +D+0.750L+0.750S+0.750W+H Length = 4.0 ft 1 Length = 0.660 ft 2 +D+0.750Lr+0.750L+0.5250E+H Length = 4.0 ft 1 Length = 0.660 ft 2 +D+0.750L+0.750S+0.5250E+H Length = 4.0 ft 1 Length = 0.660 ft 2 +0.60D+W+H Length = 4.0 ft 1 0.131 0.091 1.000 Length = 0.660 ft 2 0.028 0.091 1.000 Overall Maximum Deflections - Unfactored Loads Summary of Shear Values Vactual fv-design Fv-allow 0.02 24.29 175.00 0.09 10.32 175.00 0.02 10.32 175.00 0.05 0.00 5.90 175.00 5.90 175.00 0.05 5.90 175.00 0.00 5.90 175.00 0.22 24.29 175.00 0.02 24.29 175.00 0.22 24.29 175.00 0.02 24.29 175.00. 0.15 0.03 16.00 175.00 16.00 175.00 Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Deft Location in Span D+L Vertical Reactions - Unfactored 1 0.0139 2 0.0000 2.000 2.000 D+L Support notation : Far left is #1 0.0000 -0.0068 Values in KIPS 0.000 0.660 Load Combination Support 1 Support 2 Support 3 Overall MAXimum D Only L Only W Only D+L D+W D+L+W 0.240 0.123 0.117 -0.207 0.240 -0.084 0.033 0.335 0.172 0.163 -0.332 0.335 -0.160 0.003 • • • • • •• • • •• • • • • •••• ••• • • • •• • • • •.•• •••• • • • • •••• •••• •• • • • • • • •• •• • •• • • • • • • • • • • • • • •• • • ••• • • • • • • • • ••• • r #647 CJs 1 25-a DL= g5DLb L�-X501.6 L.4-`15LI, 3cj 0 Lb L�- 3\0 LS —/54 -Muss I'Rfi1 62 T MUSS. P=1:111M11-1 15`.- 2.43P)00 3`-z436L0 .�400L0. = jt /FT =GOO/ A 25 z08 aiL„,(110.(E4'PsF- 10t c=)xzk _ IFT (0O2,/F L L . 30 ?55-, .... . z (00104,1•1:1T` . • •. • •.. . . .... ...• ... •. . c•74-►.tbye_101"OXZ` • • .= •v'�i T . . •. .• . • ... . • .• •. . DL -= OPSF X 12.51 3'4-5 LO )FT • 0 1:=.5rX 12 . 5' IF7 ,q (a v:J �= 'S 2_3 LOFT 3.KCe LtiO0fl �L=1,2 J L5 In Ls . �L.E_z0�1.6 Lir lc�3L� . -- 3 S«.b n "PSF ,c 2,1 LL = 3o?5FX 2� ceo /PI - )6, 4 taj (,,3.% (P5 —` T5;:)y = toSLk, I W L: (�(96F4-2=1.03F PP) ••• •••• ••• Q €� 4 Tr P5�x 2 t ••• . .V12 • .... • • •... . . •. .• . .• • • • . • .. . .... . . .... .. . .. . •• .. . . • . • . . • • cv o o O muss -r0 uc LIFS2S(.�. -Fc=25L6 = •3(z.1-1,0 1,1 GA to \.-rt tHePsok) St M'Pso� Off. VL NibA �l 111-nO kvA73.11 25 L� (z5 LL --- 3(�s 50 E.b,-+ I I?SLS 10051.8+2.--6516 1 l O tk-1-` 0 i.4 4-1 G vcz 'D "t -ro E X s t c ►� t 8 (2'PLtes) Ltc-r = ?400t_6 3400 o(et G 1.0 5000 Lb Si ►l'CDs00 o .173.2 iL3O5FX k--2 I G 61_5 / F r E2 1(0/3 Lb FT Z1 = 33Cec.. • • . 5555 5... . . .. .• . •. . • •. • .• .. . •. . • •0 . . . 55. • .• . . 'X(„ U)pOD TO w 0d D CE t-4 0?1,t= 332 L6 . FTZ_ 3fe 1110=z 5(MPSOIJ r- L1,0 ! - 1b 4690 445L6 3c5E.6 F.1. = 12Lbf TXT 1= z -=_2_41_6--,+,5 tf�IL6. ... • • •••• • •. • ..• ••• • . ..• .. • • •.••• .... . • • •••• •••• .. .. • • • ••• •••• • .. • . • • ..• • • • • • • • • • • COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Eco Window Systems, LLC 9114 NW 106 Street Medley, FL 33178 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "Eco—Guard 500" Outswing Aluminum Casement Window — L.M.I. APPROVAL DOCUMENT: Drawing No. W11-05, titled "S-500 Alum. Outswing Casement Wdw. (L.M.I.)", sheets 1 through 6 of 6, dated 02/23/11, with revision C dated 01/11/13, prepared by A1—Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami—Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami—Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA# 12-0223.27 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. MIAM I DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 www.nr i a mid ade. eov/econ omv 3E3 M I•DADE COUNTY APPROVED NOA No. 13-0206.07 Expiration Date: May 19, 2016 Approval Date: May 02, 2013 Page 1 Eco Window Systems, LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. W11-05, titled "S-500 Alum. Outswing Casement Wdw. (L.M.I.)", sheets 1 through 6 of 6, dated 02/23/11 with revision C dated 01/11/13, prepared by Al—Farooq Corporation, signed and sealed by Javad Ahmad, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 along with marked—up drawings and installation diagram of a casement window, prepared by Hurricane Engineering and Testing, Inc., Test Reports No. HETI-10-3140, HETI-10-3141, HETI-10-3142, HETI-10-3143 and HETI-10-3144, dated 12/29-30/10, all signed and sealed by Candido F. Font, P.E. (Submitted under NOA#11-0309.06) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2007, prepared by Al—Farooq Corporation, dated 03/01/11, signed and sealed by Javad Ahmad, P. E. (Submitted under NOA#11-0309.06) 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 09/08/11, expiring on 12/11/16. F. STATEMENTS 1. Statement letter of conformance, complying with FBC-2010, and of no financial interest, dated January 27, 2012, signed and sealed by Javad Ahmad, P.E. (Submitted under previous NOA#12-0223.27) G. OTHER 1. Notice of Acceptance No. 12-0223.27, issued to Eco Window Systems, LLC for their Series "500 ECO -Guard" Outswing Aluminum Casement Window — L.M,L", approved on 05/03/12 and expiring on 05/19/16 E-1 Manuel P , P. Product Control; xamin ' r NOA No. 13 i .17 Expiration Date: May 19, 2016 Approval Date: May 02, 2013 1/6" NEAT STREW °. CLASS .000 INTERLAYER MACRE PVB BY 'DUPONT- 1/6" NEAT metro. GLASS 1/8" TEMP. GLASS 3/6" NR SPACE 1/6" HEAT STRENO. GLASS .000 INTERLAYER RUTACITE PVB BY 'oupoNr 1/8" NEAT STREMD. GLASS SILICOIC SILICONE DCN CONING 899 F DOW CORNING 899 p GLASS TYPE 'A' n GLAZING OPTIONS GLASS TYPE 'AA' ECO—GUARD SERIES -500 ALUMINUM OUTSWING CASEMENT WINDOW APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COYLTIONS Cr CASMT/CASMT OR CASEMENT METH OTHER WINDOW TYPES W1 MODULES OF TWO OR MORE WINDOWS USING MMMT -DADS COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WIN70W5 OR MULLION APPROVAL WILL APPLY TO ENT91E SYSTEM. . THIS PRODUCT HAS BEEN MIMED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE 2014E (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS USTED. SPACED AS SNOW ON OETAIS. ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING 011 STUCCO. MOTORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETMLS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS IRO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMTED TO STEEL/METAL SCREWS. THAT 00415 INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHN1 MEET THE REQUIREMENTS OF THE FLORIDA BLDG. CODE SECTION 2003.8.4. SETTING BLOCKS AT 9MSUL. LAM. GLASS NOTCH GLAZING BEAD LEG TO CLEAR BLOCKS WOW. HEIGHT UPTO N0. OF KEEPERS AT SASH 26' 2 38-3/8" 3 50-8/6" 4 63" 5 76" 6 TYPICAL ELEVATION 6 POINT LOCK MAXIMUM DESIGN LOAD RATING - + 70.0 PSF Y06 SRO SHOWN OR SMALLER) - 75.0 PSF THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05 -KC -219 PRODUCT RBVIF.ED • cYNI M lb, PILI& Building Code Aeceple*ee No den Dee J /> ZJ M • 0 o C • • 1 Ni droweng no. W11-05 (sheet 1. of 6 jMWMI-DARE COUNTY APPROVED 11 IMULUON Mt NUMMI ANCHORS II ;SEE SEPARATE NOA i� I II I �I II 1 TYPICAL ANCHORS SEE ELEV. FOR SPACING WOOD BUCKS AND METAL STRUCTURE NOT BY ECO WOW. MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS; SEE ELEV. FOR SPACING 1/4" DIA. TAPCON BY "ITV (Fw12o [SI, Fy.02 NSI) 1/4" DIA.J LTRACON BY "EI CO" (Fu -177 [Si. Fy.1SS 119) INTO 2BY W000 BUCKS OR WOOD STRUCTURES 1-3/8" MIT. PENETRATION INTO WOOD THRU TBY BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY ,114 GUMS OR SELF DRILLING SCREWS (ORALE 2 CRS) INTO METAL STRUCTURES STEEL : 1/8" THK. MIN. (Fy - 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) 112 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") (NO SHIM SPACE) TYPIC EDGE DISTANCE INTO CONCRETE AND MASONRY a 2" MIN. INTO WOOD STRUCTURE - 1" MIN. INTO METAL STRUCTURE - 3/4" MIN. CONCRETE AT READ. SILL OR JAMBS Pc - 3000 PSI MIN. C-90 HOLLOW/FILLED BLOCK AT JAMBS mm . 2000 PSI MN. zo g g21 1 6 6 C 8 a&vtt !P- a R n R 4 4 Browing no. W11-05 (sheet 2 of 6 ) TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING EXTERIOR D.L OPG. &WIN -DARE COUNTY APPROVED IIUWON SEE SEPARATE NOA TYPICAL ANCHORS SEE ELEV. FOR SPACING J 2 OM70. o YI a a k drawing no. W11-05 sheet 3 of 6 ti MIAI—DAOE CouNTY APPROVED ii 11 MULLION & ALUMANCHORS t Ii SEE SEPARATE NOA �' it 1 TYPICAL ANCHORS SEE ELEV. FOR SPACING INSTALLATION DETAILS WITH FLUSH FRAME ADAPTER Eegr. JAVAD AMMO FRA. PE 70592 CAN. PRODUCT REVISED ea complying with the Plaids Building Code Acapmsee No • V 7 ..0 Dace SR -.1+11L.' N By MHai 1 5 ZO1 8 1 b rY h s g drawing no. W11-05 (sheet 4 of 6 ) 0 FRAME HEAD/SRL/JAMB 0 VENT Q GLAZING BEAD (LAM. GLASS) 2.ee8 .062 .500 769 2.611 15 FLUSH FRAME ADAPTER 0 GLAZING BEAD (INSUL. LAM. GLASS) .750 1.750 .093 .493 0 CORNER KEY .245 D LL�--� '20 - .720I— Q SNUBBER - VENT x.245 .780 r,I_si—.120 1-1.2561-� © SNUBBER - FRAME eIYNA PART / QUANTITY DESCRIPTION MATBRIAN MANP./SUPPUBR/RBMARKS 1 E601 4 FRAME HE10/9U./JAMB 6063—T6 — 2 (502 4 SENT 6063—T6 — 3 FY108 AS RE00. GLAZING BEAD MU. 01.955) 6063—TB — 3A (505 AS REM. 81.2810 READ (IN$UL. LAM. GLASS) 6063—T6 — 4 (506 AS REGD. SNUBBER — VENT. FULL LENGTH 6063—T6 — M ESM AS NOD. SNUBBER — FRANC. FULL LENGTH 6063—T6 — 5 E506 CPT8GA1AL SCREEN FRAME 6063—T5 — 7 /10 X 1-1/4" AS REGD. FRAME AND VENT ASSEMBLY SCREWS — H WH SMS 6 (203 AS RE00. BULB WEATHERSTRIPPING. OUROMETER 65 SMITOPRENE ULTRAFAB 6 E203 AS 6(00. OWING BEAD BUL8. OUROMETER 65 SANTOPRENE U.TRAFAB 10 35.12.00.400 2/ VENT 4 BAR HNGE. AT TOP MID BOTTOM STEEL TRUTH. INSTALLED WITH (2) /10 X 5/6" SOS 11 13096.92 1 MULTI PC6R LOCK SYSTEM 248601 TRUTH 12 — 6/ VENT KEEPER STEEL — 13 — 1/ VENT ROTO OPERATOR 2AMAK/S14 TRUTH 14 PS/40-55 2/ CORNER FRAME/VENT CORNER KEY ST. STEEL. — 15 FY120 AS REDO. FLUSH FRMAE ADAPTER 6063—TB OPTIONAL 16 — 3 NOT SAO SKANE NYLON MEM PLASTICS 17 /10 X 1-1/4' 2/ SKATE RI SOS 960E SCREWS — — 18 /8 X 3/4" AS REDO. RI SMS SNUBBER SCREWS — IN PAIRS 2' APART. PARS SPACED AT 7-3/4" O.C. 16 — 2/ LRE SETING BLOCK. 3/16" X 3/4' X 4" LONG NEOPRENE AT 6" FROM EACH END. OUROMETER 66 20 FLO-50 — GLASS SPACER — 1/8" 198H SILICONE FRANK LONE SEALANT; ALL JOINTS AND FRAME CONNECTIONS SEALED WITH SCHNEE-MOREHEAD SM5504 SEAN SEALER. PARMMETER CAULKING SICAFLEX 15LM ON EXTERIOR ONLY. LOCKS; MULTIPOINT LOCK SYSTEM /13096.92 BY 'TRUTH' AT FRAME JAMB LOCK OPERATOR /24.33.XX.004 AT 8-1/2" FROM SILL FASTENED TO JAMBS WITH (2) /10 X 5/8" SMS. LOCK BAR SECURED TO JAMB WITH LOCK GUIDES $33489.00.0001 SPACED AT 12-3/4" O.C. MAX. EACH GUIDE FASTENED WITH (2) /10 X 1" P PH SMS STAINLESS STEEL KEEPERS /31964.92 AT VENT EACH FASTENED WITH (2) /10 X 5/8" P FH SMS SEE CHART ON SHEET 1 FOR QUANTITIES HINGES; 4 BAR ST/ST HINGES 135.12.00.400 BY 'TRUTH' LOCATED AT TOP AND BOTTOM CORNERS FASTENED WITH (2) /10 X 5/8" P PH SELF DRILLING SCREWS OPERATOR; SINGLE ARM ROTO OPERATOR /52.13.012 BY 'TRUTH' LOCATED AT SILL END FASTENED WITH (6) /10 X 1" P PH SMS OPERATOR TRACK /30175 AT BOTTOM RAIL FASTENED WITH (2) 110 X 1" P PH SMS ANTI—SAG SKATES: VINYL MITI -SAG SKATES BY 'M&M PLASTICS' (2) AT LOCK STILE AT 6-3/4" FROM TOP/BOTTOM RAILS (1) AT BOTTOM RAIL AT 4" FROM LOCK STILE EACH FASTENED WITH (2) /10 X 1-1/4" P FH SOS. Eny JAVAD AMMO CNA FI. PE 70592 C.A.N. 15 2013 PRODUCT RHYMED 11.3 complying with lb) Wad& cc Acceptance No I A Ihlmion file Jr Miami . Product Control RSV Zrgol I 8q" g << °a 4gaIL 34- M 4 a 4 e 0 A R drawing no. W11-05 sheet 5 of 6 ) Eng JAVAD *WAD CML RAPE 5 70592 C.A.N.38 15 2O1 RODUCT REVISED es complyi V With tie Merl& Malden Code Acceptance No Expiration Date .demi de Product 0 1 a ■ I o droning no. W11-05 (sheet 6 of 6 )