HomeMy WebLinkAboutWind load cert for BakasWIND LOADS ANALYSIS
MecaWind v2351
. s Pre -d hy:
Client3+i rBakas Residence
Date: Sep 25, 2020 Project B7 20004
Designer: So -I Loriga. P.E. Location: .Tense. Beach FL 34957
Description:
Windows and Door Retrofit
File
RLc catio:
Bakes Residence Rav00%Wind Loads.Sakas Residence Windloads.wnd
Basic Wind ParametCY6
Wind Lcad Standard = hs CF 7-1D Exposure Category D
Wind Design Speed = 165.0 mph„ Risk Category "" 11
St rscture Type = Huildirg Building Type = Enclosed
Building Inputs
F-frype: Building Rnmf Type = Flat Fiat Roof
RfHt Roof Height = 130.000 Et W Building Width = 70.000 ft
L Building Length = 275.000 Et OR Type of Cverhang = None
Parapet Type of Parapet = Parapet Par Ts there a Parapet True
PHS Beight of Parapet = S.onn ft For Parapet Porosity = Solid
P GCPi Parapet Int Pre55 +1-0.00 OR - ALL None 0.000 fL
Main Wind Force Resisting System (MWMS) Calculaticns per Ch 27 Part 1:
2h = Mean RooE Height for Kh: h + Base Dist = 130.000 ft
Kh Since 15 it L4.572 m] < 2h < Zg --> 2.01 * (Zh/zg)^(2/Alpha) - 1.500
xzt = Tepographic Faatur is 1 srn o Topog:aph is feataee spec-fied = 1.000
xd = Wind Directionality Factor '.'.Table 26.6-1 = 0.85
GC Pi = Ref Table 26.11-1 for Enclosed Building = +/-0.18
RA Roof Area = 19250.00 sq It
LF = Load Factor based upon ASA Design
qh (0.00256 * NR * Kt[ * Kd ` V^2) - LF = 53.31 psf
qin r Negative Internal Pressure of Enclosed. Building use qh*LF = 53.31 psf
qip For Positive internal Pressure of Enclosed Building use qh-LF = 53.31 psf
Gust Factor Calculation:
Gus^- Factor ''ategary T Rigid Sr ;c-rises - Sinpl'fied Method
G1 = Fox Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85
east Factor Category 'I Rigid Structures - Camp_ete Analysis
2m = 0.6 + H^_ 7B.000 tt
Lzm = Cr. 133 ! Z.1 " 0.167 0.130
T- = L * (2m / 33) Epsilon 723.787
(L + G.63 * ((B + Rt) / Lzml ^n. 631i "0.5 0.884
C2 = n.925*((1+1.7 *lzm*3.4*01 !(1+1.7*3.9-1zm1} 0.879
Gust Fa t6r Reed in Analysis
G = Leasor Of G1 Or GZ = 0.850
Components and Cladding (CiC) Calculations per Ch 30 Pant 3,
Theta = Slope of Roaf = 0.0 Deg
Zh = Mean Roof Height Pnr Eh: h + Base Dist = 130.000 ft
Xh = Since 15 ft (4.512 m] < Zh < Zg --> 2.D1 • (2h/zgl^(2/Alpha) = 1.50C
Kzt = Topographic Factor is 1 s_.ra Topographic feature specified 1. OOC
Xd a Wind Directionality FactorpernT. . 26.6-1 - 0.85
GCPi = Ref Table 26.11-1 for Enclosed Ruilding
LE = Load Factor haled upon XSE Design = 0.60
gh = {0.00256 ' Kh Kzt * Kd • 9^21 + LF = 53.31 psf
al = Least Hor izantal ❑ire sion: Min(B, L) 70.GOG ft
al Min {0.1 * LLD, 0.4 h) 7-GOO ft
a Max{al, 0.04 • LHD, 3 ft [G.9 m]S = 7:000 ft
Wind Pressures fox CGC per Ch 30 Pazt 3
All vind pressures in cde a load factor Of 0.6
Oescxip lion Zone qi q ww a nth P WW P WW P_Oth P Cth P Max P-Min
Max Min Max Min
ft psf psf ps£ psf psf psf psf paf psf
Mark I 4 53.31 38.50 53 31 41 64 -42 51 53.97 55.17 53 97 -55 17
Mark 2 4 53.31 38.50 53.31 42 .95 -43.36 55.79 _56.38 55. 79 -56. 38
Mark 3 4 53.31 3E.50 53.31 3B.95 -40.72 50.25 -52.69 50.25 -52.69
GCP Walls and Flat Roofs (Slope < 10 Degl use Fig 30.6-1
= per Fig 30.E-1 Note 6 Roof Slopes - 10 Deg use Fig 30.4-2A, B and C:
qi = qh for Enclosed buildings
q_ww = qz for Windward walls
qh for Leeward walls, Side walls and Roofs
P w = Press on Windward Walls: q_ww ; GO - qi • (+/-GCpi} [Eqn 30.6-11
P Oth = Press on Lse-d!.Side/Roof: q oth Gcp - qi • (+/-GCpi) [Eqn 30.6-13
P-Max Max Positive Pressure on CSC component: Max jP WW, P_Oth)
P_Min Max negative pressure on CSC Nmponfnt: Min(P_WW, P Oth)'�
•Per Para 30.2.2 the Minimum Pressure for CSC is 9.60 psf [0.46C kPa]- LF)
No.'77733
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D E S I C-I N
JB DESIGN & PERMITTING,[NC.
6499 POWERLINE RD., 4203
FORT LAUDERDALE, FL. 33309
TEL. 754-701-7126
WWW.IBDTEAM.COM
01B Design & Permitting, Int. 2017
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SCALE:
SOUMEL LORICA, P.E., C.W.I. CHECKEDBN
FL. Reg.# 77736 DRAWN BY:
CA # 33703 ISSUE DATE:
SHEET 4
AS NOTED
JED
09125/2020
A.1