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HomeMy WebLinkAboutAPPROVED DeMartini Residence 6499 N Powerline Road, Suite 201, Fort Lauderdale, FL 33309 l 754.701.7126 l admin@Jbdteam.com l www.Jbdteam.com Date: 10-28-2021 To: Advanced Hurricane Protection Project: DeMartini Residence 9600 S Ocean Dr, Unit 801, Jensen Beach, FL Subject: Glazed openings protection. Glazed openings Marks 1 thru 5 in Unit 801 have been protected with the system described below. Bertha HV Accordion Shutter, Schedule 3. Florida Approval: FL# 1850.2 System meets:  Impact requirements.  Site Wind Pressures Refer to the following pages for structural analysis, product approval and wind loads. Respectfully submitted, AHP 21005 Structural Analysis System: Bertha HV Accordion Shutter LMI/SMI Governing Code: Florida Building Code 2020 (7th Edition) Section 1609.1.2 Protection of Openings Comparison Table POSITIVE NEGATIVE 1 61.07 61.35 63" 65 10'-9" 65 11'-11"GOOD 2 61.04 61.33 96" 65 10'-9" 65 11'-11"GOOD 3 61.04 111.18 96" 65 10'-9" 115 8'-11"GOOD 4 59.63 107.41 96" 65 10'-9" 115 8'-11"GOOD 5 59.63 107.41 96" 65 10'-9" 115 8'-11"GOOD MARK SYS. FL# Please refer to Table shown below for a comparison between the marks on the project and the limitations of the Florida Approval. ACTUAL VS FPA REQUIREMENTS MAX. SHUTTER SPAN FOR POSITIVE WIND MAX. SHUTTER SPAN FOR NEGATIVE WIND ALLOWABLE DESIGN NEGATIVE PRESSURE IN PSF Bertha HV Accordion Shutter - Schedule #3 1850.2 FRAME HEIGHT ALLOWABLE DESIGN POSITIVE PRESSURE IN PSF SITE WIND PRESSURE IN PSF 1 2 2 2 3 4 5 66 West Flagler Street Suite 900 - #4395 Miami, FL 33130 l 754.701.7126 admin@Jbdteam.com l www.Jbdteam.com Date: 07/01/21 Project: Demartini Residence / 9600 S Ocean Dr, Unit 801, Jensen Beach, FL Re: Wind Loads MecaWind v2351 Software Developer: Meca Enterprises Inc., www.meca.biz, Copyright © 2020 Calculations Prepared by: Calculations Prepared For: Client: Demartini Residence Date: Jul 01, 2021 Project #: 21005 Designer: Julio Gonzalez, P.E. Location: Jensen Beach, FL 34957 Description: Windows and Door Retrofit File Location : D:\AHP 21005 Demartini WL\Wind Loads\Demartini Residence mecawind.wnd Basic Wind Parameters Wind Load Standard = ASCE 7-16 Exposure Category = D Wind Design Speed = 170.0 mph Risk Category = II Structure Type = Building Building Type = Enclosed Building Inputs RoofType: Building Roof Type = Flat : Flat Roof = RfHt : Roof Height = 140.000 ft W : Building Width = 78.000 ft L : Building Length = 258.000 ft OH : Type of Overhang = None Parapet : Type of Parapet = Parapet Par : Is there a Parapet = True PHt : Height of Parapet = 3.000 ft Por : Parapet Porosity = Solid P_GCPi : Parapet Int Press = +/-0.00 OH_ALL : None = 0.000 ft Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1: h = Mean Roof Height above grade = 140.000 ft Kh = 15 ft [4.572 m]< Z <Zg -->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-1}= 1.519 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 Zg = Elevation above Sea Level = 0.000 ft Ke = Ground Elevation Factor: Ke = e^-(0.0000362*Zg) {Table 26.9-1} = 1.000 GCPi = Ref Table 26.13-1 for Enclosed Building = +/-0.18 RA = Roof Area = 20124.00 sq ft LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 57.32 psf qin = For Negative Internal Pressure of Enclosed Building use qh*LF = 57.32 psf qip = For Positive Internal Pressure of Enclosed Building use qh*LF = 57.32 psf Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 = For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht = 84.000 ft Izm = Cc * (33 / Zm) ^ 0.167 = 0.128 Lzm = L * (Zm / 33) ^ Epsilon = 730.523 Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.879 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.877 Gust Factor Used in Analysis G = Lessor Of G1 Or G2 = 0.850 Components and Cladding (C&C) Calculations per Ch 30 Part 3: Theta = Slope of Roof = 0.0 Deg h = Mean Roof Height above grade = 140.000 ft Kh = 15 ft [4.572 m]< Z <Zg -->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-1}= 1.519 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.13-1 for Enclosed Building = +/-0.18 LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 57.32 psf LHD = Least Horizontal Dimension: Min(B, L) = 78.000 ft a1 = Min(0.1 * LHD, 0.4 * h = 7.800 ft a = Max(a1, 0.04 * LHD, 3 ft [0.9 m]) = 7.800 ft Effective Wind Area for C&C per Ch 30 Part 3 Description Zone Elev Width Span 1/3 Area Ref GCp GCp Length Rule Fig Max Min ft ft ft ft sq ft --------------------------------------------------------- Mark 1 4 80.00 4.438 5.271 No 23.39 30.6-1 0.885 -0.890 Mark 2 4 80.00 2.958 7.958 No 23.54 30.6-1 0.885 -0.890 Mark 2 & 3 5 80.00 2.958 7.958 No 23.54 30.6-1 0.885 -1.759 Mark 4 & 5 5 80.00 3.854 7.958 No 30.67 30.6-1 0.860 -1.694 Wind Pressures for C&C per Ch 30 Part 3 All wind pressures include a load factor of 0.6 Description Zone qi q_ww q_oth P_WW P_WW P_Oth P_Oth P_Max P_Min Max Min Max Min ft psf psf psf psf psf psf psf psf psf ------------------------------------------------------------------ Mark 1 4 57.32 52.01 57.32 56.37 -56.62 61.07 -61.35 61.07 -61.35 Mark 2 4 57.32 52.01 57.32 56.34 -56.60 61.04 -61.33 61.04 -61.33 Mark 2 & 3 5 57.32 52.01 57.32 56.34 -101.83 61.04 -111.18 61.04 -111.18 Mark 4 & 5 5 57.32 52.01 57.32 55.05 -98.41 59.63 -107.41 59.63 -107.41 GCp = Walls and Flat Roofs (Slope < 10 Deg) use Fig 30.56-1 = Per Fig 30.5-1 Note 6 Roof Slopes >= 10 Deg use Fig 30.3-2A, B and C qi = qh for Enclosed buildings q_ww = qz for Windward walls q_oth = qh for Leeward walls, Side walls and Roofs P_WW = Press on Windward Walls: q_ww * GCp - qi * (+/-GCpi) [Eqn 30.5-1] P_Oth = Press on Leeward/Side/Roof: q_oth * GCp - qi * (+/-GCpi) [Eqn 30.5-1] P_Max = Max Positive Pressure on C&C component: Max(P_WW, P_Oth) P_Min = Max negative pressure on C&C component: Min(P_WW, P_Oth) * Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes LF}