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HomeMy WebLinkAboutAPPROVED Schuster 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: Schuster Residence 9600 S Ocean Dr, Unit 1109, Jensen Beach, FL Subject: Glazed openings protection. Glazed openings Marks 1 thru 7 in Unit 1109 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 21008 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 61.06 61.34 61" 65 10'-9" 65 11'-11"GOOD 2 61.04 61.33 95" 65 10'-9" 65 11'-11"GOOD 3 61.04 61.33 95" 65 10'-9" 65 11'-11"GOOD 4 61.04 61.33 95" 65 10'-9" 65 11'-11"GOOD 5 61.04 111.18 95" 65 10'-9" 115 8'-11"GOOD 6 59.65 107.46 95" 65 10'-9" 115 8'-11"GOOD 7 59.66 60.41 95" 65 10'-9" 115 11'-11"GOOD MAX. SHUTTER SPAN FOR NEGATIVE WIND ACTUAL VS FPA REQUIREMENTS Bertha HV Accordion Shutter - Schedule #3 1850.2 Please refer to Table shown below for a comparison between the marks on the project and the limitations of the Florida Approval. MARK SYS. FL# SITE WIND PRESSURE IN PSF FRAME HEIGHT ALLOWABLE DESIGN POSITIVE PRESSURE IN PSF MAX. SHUTTER SPAN FOR POSITIVE WIND ALLOWABLE DESIGN NEGATIVE PRESSURE IN PSF 1 2 2 3 4 5 6 7 66 West Flagler Street Suite 900 - #4395 Miami, FL 33130 l 754.701.7126 admin@Jbdteam.com l www.Jbdteam.com Date: 09/07/21 Project: Schuster Residence / 9600 S Ocean Dr, Unit 1109, 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: Schuster Residence Date: Sep 07, 2021 Project #: 21008 Designer: Julio Gonzalez, P.E. Location: 9600 S Ocean Dr, Unit 1109, Jensen Beach, FL 34957 Description: Windows and Door Retrofit File Location : D:\AHP 21008 Schuster WL\Wind Loads\Schuster 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 4 110.00 4.406 5.323 No 23.45 30.6-1 0.885 -0.890 Mark 2, 3 & 4 4 110.00 2.958 7.958 No 23.54 30.6-1 0.885 -0.890 Mark 5 5 110.00 2.958 7.958 No 23.54 30.6-1 0.885 -1.759 Mark 6 5 110.00 3.840 7.958 No 30.56 30.6-1 0.860 -1.695 Mark 7 4 110.00 3.833 7.958 No 30.50 30.6-1 0.861 -0.874 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 54.97 57.32 58.98 -59.25 61.06 -61.34 61.06 -61.34 Mark 2, 3 & 4 4 57.32 54.97 57.32 58.96 -59.24 61.04 -61.33 61.04 -61.33 Mark 5 5 57.32 54.97 57.32 58.96 -107.04 61.04 -111.18 61.04 -111.18 Mark 6 5 57.32 54.97 57.32 57.62 -103.47 59.65 -107.46 59.65 -107.46 Mark 7 4 57.32 54.97 57.32 57.63 -58.35 59.66 -60.41 59.66 -60.41 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}