HomeMy WebLinkAboutKanka Residence Wind load docJB DESIGN & PERMITTING, INC.
Date:11/03/20
Project: Kanka Residence / 9500 S Ocean Dr. Unit 1905, Jensen Beach, FL PAGE 1 OF 2
Re: Wind Loads
MecaWind v2351
Calculations Prepared by:Calculations Prepared For:
Client: Kanka Residence
Date: Nov 03, 2020
Designer: Soumel I.origa. P-E. Project 0: 20006
Descrip t- on: Location: Jensen Beach FL 34957
Windows and Door Retrofit
File Location : D;\AHP 20006 Kanka Residence WL\Wind Loads\Kanka Residence mecawind.wnd
Basic Wind Parameters
Wind Load Standard ASCE 7-10 _
Wind D=sign speed 165.0 mph RiskCategory
Category _ D
Structure Type Building RiskCT - II
Building Type Enclosed
Building Inputs
Roo€Type: Building Root Type = Flat
RfHt Roof Height Flat Roof
L Building Length _
q 180.0c0 ft W Building Width 60.00o ft
= 180.000 ft OH
Parapet Type of Parapet = Parapet Type of Overhang None
PHt : Hei ht of Parapet p Par Is there a Parapet True
q p = 3.000 ft Pot Parapet Porosity Solid
P_GCPi Parapet Int Press +/-0,00 OHALL : Nona
- 0.000 ft
Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1:
Zh Mean Root Height for Kh: h + Base Dist
Kh = Since 15 ft [4.572 m] < zh < Z --� 180.000 ft
Kzt - Topographic Factor is L since no TopogOaphieZ feature 2 apeehf) = 1.587
Kd - Wind Directionality Factor Per Table 26.6-1 sPecfled 1:OA.0
GCPi - Ref Table 26.11-1 for Enclosed Building = 0-85
RA = Roof Area +/-Clio
LF Load Factor based upon ASD Design 10800-00 sq ft
qh [U-00256 * Kh * Kzt * Kd * V^21 * LF 0.60
gin For Negative Internal Pressure of F.n cl os 56.42 psf
LF
qip For Positive Internal Pressure of Enclosed Building qh*[,F 56.42 psf
g use q 56.92 psf
Gust Factor Calculation:
Gust Factor Category I Rigid Structures - Simplified Method
G1 = For Rigid Structures (Nat. Fre >1 H
Cust Factor Category II Rigid Structures q Hz) use 0.85 0.85
g - Anal Com lete sis
Zm 0.6 * litp y
lzm Cc * (33 / zm) 0.167 108.000 ft
Lzm L * (Zm / 33) Epsilon 0.123
+ 0.63 * ((B + Ht 753.336
1 / Lzm)^0.63)}^0,5 0,875
G2 0.925*(f1+1.7*lzm*3.4*Q1/I1 +1.7*3.9'"1zm71
Gust Factor Used in Analysis = 0.877
G = Lessor Of G1 Or G2
0.650
Components and Cladding (CSC) Calculations per Ch 30 Part 3:
Theta = Slope of Roof
Zh = Mean Roof Height for Kh: h + Base Dist 0.0 Deg
Kh = Since 15 ft [4.572 m] < Zh < Zg ---> 2.01 fZh/z p
2 180.0DO ft
Kzt = Topographic Factor is 1 since no Topographic featurespecified 1.000
Kd Wind Directionality Factor per Table 26.6-1
GCPi Ref Table 26.11-1 for Enclosed Building - 0.85
LF Load Factor based upon ASD Design /"C•10
qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 56.4
LHD Least Horizontal Dimension: Min(B, L) 0 psf
60
al W Min(o.1 * LHD, 0.4 * h) .00 ft
a = Max(al, O.04 * LHD, 3 ft [0-9 m]) 6.000 ft
6-000 ft
Effective Wind Area for CeC per Ch 30 Part 3
Description Zone Elev Width Span 113 Area Ref GCp GC
P
Length Rule Fig Max Min
----ft----- ft ft ft sq ft
--- ------ ____ _ ------
Mark 1 4 170.00 4.375 7-916 No 34.63 30-6-1 0.849 -0.866
Mark 2 s 4 4 170-00 3.416 7-833 No 26.76 30.6-1 0-873 -0.882
Mark 3 4 170.00 2.979 7.916 Nc 23.58 30.6-1 0.885 -0.890
Mark 5 4 170.00 2.916 7.916 No 23,08 30.6-1 0.887 -0.891
Mark 6 4 170.00 2.937 7.916 No 23.25 30.6-1 0_986 -0.891
6499 Powerline Road Ste. 201 Fort Lauderdale, FL 33309 1 754.701.7126
admin Jbdteam.com I www.Jbdteam.com
JB DESIGN & PERMITTING, INC.
PAGE 2OF2
Wind Pressures for C&C per Ch 30 Part 3
A11 wind pressures include a load factor of O.6
Description Zone qi q ww cloth P_WW p WW
p Oth p pt'h
ft sf Max Min Max Min
--------- p psf psf psf psf P psf
---- --- ___ _____ _ p sf
Mark 1 4 56.42 55 86 56 42
Mark 2 5 4 4 57.57 -58.52 58.09 -59.00
56.92 55,86 56.92 Mark 3 9 58,91 -59.42 59.40 -59,91
56.42 55.86 56.42 59.57
Mark 5 4 56.42 55.86 56,42 59.68 -59-85 -59.93 60-60.
.006 _35
Mark 6 9 56.42 55.86 56,42 39.69
-59.90 60.14 -60.90
P Max P Min
Ps psf
58,04 -59.00
59.40 -59.91
60.06 -60.35
60.17 -60.43
60.14 -60,40
GCp walls and Flat Roofs (Slope < 10 Deg) use Fig 30.6-1
Per Fig 30.6-1 Note 6 Roof Slopes >- 10 Deg use Fig 30.4-2A, B and C
q1 = qh for Enclosed buildings
q_ww qz for Windward walls
q oth = qh for Leeward walls, Side walls and Roofs
P WK - Press on Windward Walls:
P Oth q,ww GCp - qi * (+/-GCpi) [Eqn 30.6-11
- Press on Leeward/Side/Roof: q oth GCp - qi * (+/-GCpiy [Eqn 30.6-11
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
*Per Para 30.2.2 the Minimum Pressure to WW, P Oth)
r C&C is 9.60 psf [0.460 kPaj (Includes LF1
6499 Powerline Road Ste. 201 Fort Lauderdale, FL 33309 1 754.701.7126
admin Jbdteam.corn I www.Jbdteam.com