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HomeMy WebLinkAboutWind Load Calculations'149W DocuSign Envelope ID: 98043D48-BO2A-4A74-BB55-ADOFIAADBDIC 8 FL Design Build Inspect CRC1331263 I AA26003142 I H110776 Architecture + Construction + Home Inspection 772.321.4500 1 frank.liebler@gmail.com 4/20/20 To: Doug Harvey, St Lucie County Building Department Re: permit # 2002-0374, 2002-0377, 2002-0379, 2002-0396 See revised plans dated 4/20/20 as per your comments via phone. Also see attached, MWFRS wind calcs used for structural wind loads. Thank you, Er, ocu318ned by: tE OF,F�pq rt.��35FAF30EW488... wrvnu 4/20/2020 Frank Liebler Owner / Architect / Contractor FL Design Build Inspect Construction + Architecture + Home Inspection CRC1331263 I AA26003142 I H110776 frank.liebler@gmail.com c 772.321.4500 P'".,11E WED FOR CODE COMPLIANCE q- BOCV FILE COPY BLDG DEPT CORRESPONDENCE 11 of 1 DocuSign Envelope ID: 98043D48-BO2A-4A74-BB55-ADOFIAADBDIC BREEZEWAY WIND (MWFRS - Open Building) Wind Analysis Method Basic Wind Speed (ultimate) Topography Factor Directionality Factor Gust Effect Factor Roof Pitch Roof Eve Height Peak Roof Height Mean Roof Height Terrain Exp. Category Velocity Pressures Height (ft) h = 9.50 L= 11.5 B= 18 Design Pressures Transverse Direction: Analytic Directional Procedure 145.00 MPH Kzt= 1.00 Kd = 0.85 G = 0.85 Kz qh FT 0.849 38.84 L/B = 0.64 h/L = 0.83 2.00 :12 9.500 FT 10.500 FT 9.500 FT C psf Job#: ASCE 7-10 Fig. 27.4-5, 27.4-7 ASCE 7-10 Fig. 26.8-1 ASCE 7-10 Fig. 26.6-1 ASCE 7-10 Sec. 26.9.1 9.46 DEG ❑= 9.5 zg = 900 qz=.00256Kz KztKd Vz L = Span of Pitched Roof B = Length of Building p = q h GC Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASO. (Wnd dim dion perpendicular to ridge.) Design Pressure (psf) In (ft) qh (psi) DNW CNL ghGCNW ghGCNL Load Case A: Clear Wind Flaw 9.50 38.84 1.100 -0.328 36.31 -10.77 Load Case B: Clear Wind Flow 9.50 38.84 0.174 -1.174 5.74 -38.75 Load Case A: Obstructed Wnd Flow 9.50 38.84 -1.495 -1.000 -49.36 -33.01 Load Case B: Obstructed Wnd Flow 9.50 38.84 -0.822 -1.674 -27.12 -55.26 Longitudinal Direction: Note: Pressures are limit state design pressures for strength tlesign. Multiple by 0.6 for ASO, (Wnd direction parapet to ridge.) Design Pressure (psf) Distance (8) qh (psf) CN ghGCN Load Case A: Clear Wnd Flow (0 to h/2) 38.84 -0.80 -26.41 (h to 2h) 38.84 -0.60 -19.81 (>2h) 38.84 -0.30 -9.90 Load Case B: Clear Wnd Flow (0 to h/2) 38.84 0.80 26.41 (h to 2h) 38.84 0.50 16.51 (>2h) 38.84 0.30 9.90 Load Case A: Obstructed Wind Flow (0 to W2) 38.84 -1.20 -39.61 (h to 2h) 38.84 -0.90 -29.71 (>2h) 38.84 -0.60 -19.81 Load Case B: Obstructed Wnd Flow (0 to h/2) 38.84 0.50 16.51 (h to 2h) 38.84 0.50 16.51 (>2h) 38.84 0.30 9.90 MV FRS Calculator- Open Buildng Rev. 1.0.0 - 316I2016 Copyright 0 2016 - Medeek Engineering Inc. DocuSign Envelope ID: 98043D48-BO2A-4A74-BB55-ADOFIAADBDIC GAZEBO WIND (MWFRS-Open Building) Wind Analysis Method Basic Wind Speed (ultimate) Topography Factor Directionality Factor Gust Effect Factor Roof Pitch Roof Eve Height Peak Roof Height Mean Roof Height Terrain Exp. Category Velocity Pressures Height (ft) h = 8.75 L = 20 B= 14 Design Pressures Transverse Direction: Analytic Directional Procedure 145.00 MPH Kzt= 1.00 Kd = 0.85 G = 0.85 Kz qh FT 0.849 38.84 UB= 1.43 h/L = 0.44 3.00 :12 8.000 FT 9.500 FT 8.750 FT C psf Job#: ASCE 7-10 Fig. 27.4-5, 27.4-7 ASCE 7-10 Fig. 26.8-1 ASCE 7-10 Fig. 26.6-1 ASCE 7-10 Sec. 26.9.1 14.04 DEG a= 9.5 zg = 900 qz=.00256Kz KztKd V2 L = Span of Pitched Roof B = Lengdt of Building P =qn GDN Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASO. (Wnd direction perpendicular to ridge.) Design Pressure (psf) h (ft) qh (psf) CNW CNL ghGCNW ghGCNL Load Case A Clear Wind Flow 8.75 38.84 1.100 -0.387 36.31 -12.78 Load Case B: Clear Wind Flow 8.75 38.84 0.113 -1.113 3.73 _ _ 6-14, Load Case A: Obstructed Wind Flow 8.75 38.84 -1.251 -1.000 -41.31 -33.01 Load Case e: Obstructed Wind Flow 8.75 38.84 -0.639 -1.613 -21.08 -53.24 Longitudinal Direction: Note: Pressures ate limit state design pressures for stmrgth design Multiple by 0.6 for Aso. (NMd direction parallel W ridge.) Design Pressure (psf) Distance (ft) qh (psq f' CN ghGDN Load Case A: Clear Wind Flow (0 to h/2) 38.84 -0.80 -26.41 (h to 2h) 38.84 -0.60 -19.81 (>21h) 38.84 -0.30 -9.90 Load Case B: Clear Wind Flow (0 to h/2) 38.84 0.80 26.41 (h to 2h) 38.84 0.50 16.51 (>21r) 38.84 0.30 9.90 Load Case A: Obstructed Wlnd Flow (0 to h/2) 38.84 -1.20 -39.61 (h to 2h) 38.84 -0.90 -29.71 (>2h) 38.84 -0.60 -19.81 Load Case B: Obstructed Wind Flow (0 to h/2) 38.84 0.50 16.51 (h to 2h) 38.84 0.50 16.51 (>2h) 38.84 0.30 9.90 MINFRSCalmlatar- Open Building Rev. 1.0.0-30/2016 Capynght82a16-Medeek Engineering Inc. DocuSign Envelope ID: 98043D48-BO2A-4A74-BB55-ADOFIAADBDIC PORCH @ POLE BARN WIND (MWFRS - Open Building) Wind Analysis Method Basic Wind Speed (ultimate) Topography Factor Directionality Factor Gust Effect Factor Roof Pitch Roof Eve Height Peak Roof Height Mean Roof Height Terrain Exp. Category Velocity Pressures Height (ft) In = 8.00 L = 10.5 B = 36 Design Pressures Transverse Direction: Analytic Directional Procedure 145.00 MPH Kzt= 1.00 Kd = 0.85 G = 0.85 Kz qh FT 0.849 '38.84 UB = 0.29 h/L = 0.76 2.00 :12 8.000 FT 9.000 FT 8.000 FT C psf Job#: ASCE 7-10 Fig. 27.4-5, 27.4-7 ASCE 7-10 Fig. 26.8-1 ASCE 7-10 Fig.. 26.6-1 ASCE 7-10 Sec. 26.9.1 9.46 DEG a= 9.5 zg = 900 qz=.00256Kz KztKd V2 L = Span of Pitched Rod B = Length of Building p = qh GC Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASO. (Wind direction perpendicular to road) Design Pressure (psf) h (R) qh (Ps0 CNW CNL ghGCNW ghGCNL Load Case A Clear Wind Flow 8.00 38.84 1.100 -0.326 36.31 -10.77 Load Case B: Clear Wind Flow 8.00 38.84 0.174 -1.174 5.74 -38.75 Load Case A: Obstructed Wind Flow 8.00 38.84 -1.495 -1.000 -49.36 .73A'I , Load Case B: Obstructed Wlnd Flow 8.00 38.84 -0.822 -1.674 -27.12 , -56.26: Longitudinal Direction: Note:. Pressures are limit state design pressures for strength design. Multiple by 0a for ASD. (Who direction parallel to ridge.) Design Pressure (psf) Distance (ft) qh (psf) CN ghGCN Load Case A:. Clear Wind Flow (0 to h/2) 38.84 -0.80 -26.41 (h to 2h) 38.84 -0.60 -19.81 (>2h) 38.84 -0.30 -9.90 Load Case B: Clear Wind Flow (0 to h/2) 38.84 0.80 26.41 (h to 2h) 38.84 0.50 16.61 (>2h) 38.84 0.30 9.90 Load Case A Obstructed Wind Flow (0 to h/2) 38.84 -1.20 -39.61 (h to 2h) 38.84 -0.90 -29.71 (>2h) 38.84 -0.60 -19.81 Load Case B: Obstructed Wlnd Flow (0 to h/2) 38.84 0.50 16.51 (h to 2h) 38.84 0.50 16.51 (>2h) 38.84 0.30 9.90 M WFRS Calculator- Open Building Rev. 1.0.0-3IBI2016 Copynghl V 2016- Medeek Engineering Inc. DocuSign Envelope ID: 98043D48-BO2A4A74-BB55-ADOFIAADBDIC MINIMUM DESIGN LOADS Main Wind Force Resisting System -Part 1 0.255 h/L:5 1.0 Figure 27.44 1 Net Pressure Coefficient, CN Monoslope Free Roofs Open Buildings 9 5 450, Y = 00, 1800 L L 0.5L 0.5L nsl t, nsr. CNN Wind CNL Direction h 0!Y=0° Wind Direction Y =180° Roof Angle 0 Load Case Wind Direction, Y= On Wind Direction, y = 180' Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow CNW CN, CKW Cam, CNW CN, CNW CNI, 00 A 1.2 0.3 -0.5 -1.2 1.2 0.3 -0.5 -1.2 B -1.1 -0.1 -1.1 -0.6 -1.1 -0.1 -1.1 -0.6 7.50 A -0.6 -1 -1 -1.5 0.9 1.5 -0.2 -1.2 B -1.4 0 -1.7 -0.8 1.6 0.3 0.8 -0.3 150 A -0.9 -1.3 -1.1 -1.5 1.3 1.6 0.4 -1.1 B -1.9 0 -2.1 -0.6 1.8 0.6 1.2 -0.3 22.50 A -1.5 -1.6 -1.5 -1.7 1.7 1.8 0.5 -1 B -2.4 -0.3 -2.3 -0.9 2.2 0.7 1.3 0' 300 A -1.8 -1.8 -1.5 -1.8 2.1 2.1 0.6 -1 B -2.5 -0.5 -2.3 -1.1 2.6 1 1.6 0.1 37.50 A -1.8 -1.8 -1.5 -1.8 2.1 2.2 0.7 -0.9 B -2.4 -0.6 -2.2 -1.1 2.7 1.1 1.9 0.3 45- A 1.6 -1.8 1 -1.3 -1.8 2.2 12.5 0.8 0.9 B -2.3 -0.7 -1.9 -1.2 2.6 1.4 2.1 0.4 Notes: 1. C. and Ca, denote net pressures (contributions from top and bottom surfaces) for windward and leeward half of roofsurfxces, respectively. 2. Clear wind flow denotes relatively unobstructed wind flow with blockage less than or equal to 50%. Obstructed wind flow denotes objects below roof inhibiting wind Flow (>50% blockage). 3. Far values of 0 between 7.5" and 45°, hear interpolation is permitted. For values of 0 less than 7.5°, use load coefficients for 0°. 4. Plus and minus signs signify pressures acting towards and may from the top roofsurfare, respectively. 5. All load cases shown for each roof angle shall be investigated. 6. Notation: L : horizontal dimension of roof, measured in the along wind direction, ft. (m) h : mean mofheight, R (m) y : direction ofwind, degrees 0 : angle of plane of roof from horizontal, degrees 3.TIl DocuSign Envelope ID: 98043D48-BO2A-4A74-BB55-ADOFIAADBDIC MINIMUM DESIGN LOADS Main Wind Force Resisting System - Part 1 0.25 5 h/L 5 1.0 Figure 27.44 TNet Pressure Coefficient, CN Monoslope Free Roofs Open Buildings 0 5 450,'y = 00, 1800 L L 0.5L 0.5L 0.5L 0.5L CMy CNL Wind CNL C Wind Direction Direction j h 0 In 0�_ y =180° r= On Notes: L Crw and CM, denote net pressures (contributions from top and bottom surfaces) for windward and leeward half of mofsurfaces, respectively. 2. Clear wind flaw denotes relatively unobstructed wind flow with blockage less than or equal to 50%. Obstructed wind flow denotes objects below mof inhibiting wind flow (>50%blockage). 3. For values of 0 between 7.5° and 45", linear interpolation is permiaed. For values of 0 less than 7.5°, use load crefficients for 0°. 4. Plus and minus signs signify pressures acting towards and away from the top roof surface, respectively. 5. All load cases shown for each mofangle shall be investigated. 6. Notation: L : horizontal dimension ofmof, measured in the along wind direction, ft. (m) h : mean roof height. ft. (m) y direction of wind, degrees 0 : angle of plane of roof from horizontal, degrees Roof Load Wind Dire Angle B Case ction, = 0° Wind Direction, = 180° Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow C� CNL CMy CM, CMv CM, Cry CM- p° A 1.2 0.3 -0.5 -1.2 1.2 0.3 -0.5 -1.2 B -1.1 -0.1 -1.1 -0:6 -1.1 -0.1 -1.1 -0.6 7,5° A -0.6 -I -1 -1.5 0.9 ].5 -0.2 -1.2 B -1.4 0 -1.7 -0.8 1.6 0.3 0.8 -0.3 l5° A -0.9 -1.3 -1.1 -1.5 1.3 1.6 0.4 -l.l B -1.9 0 -2.1 -0.6 1.8 0.6 1.2 -0.3 22.5° A -1.5 -1.6 -1.5 -1.7 1.7 1.8 0.5 -1 B -2.4 -0.3 -2.3 -0.9 2.2 0.7 1.3 0 30° A -1.8 -1.8 -1.5 -1.8 2.1 2.1 0.6 -I B -2.5 -0.5 -2.3 -1.1 2.6 1 1.6 0.1 37.5° A -1.8 -1.8 -1.5 -1.8 2.1 2.2 0.7 -0.9 B -2.4 -0.6 -2.2 -1.1 2.7 1.1 1.9 0.3 45° A -1.6 -1.8 -1.3 -1.8 2.2 2.5 0.8 -0.9 B -2.3 -0.7 -1.9 -1:2 2.6 1.4 2.1 0.4 267