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Home My WebLink Aboutwind loads Planning& Development Services Department • Building&Code Regulations Division 2300 Virginia Avenue, Fort Pierce, FL 34982—(772)462-1553 Certification for Design Load Compliance Project Name: Project Address: 211 Marina Drive, Fort pierce, Florida Permit#: Occupancy Type: residential Construction Type: cbS 3 INSTRUCTIONS FOR USE: • This certification must be completed,signed,and sealed by the design professional of record. • Submit(2)copies for residential,(3)copies for commercial with all permit applications involving the following: o New Residences(single or multi-family) o Residential Addition o Any accessory structure requiring a building permit o Any non-residential structure. * Note: Form not required for interior renovations provided that no exterior structural elements are affected and certain minor building permits at the discretion of the local building official.Contact the#above for questions. DESIGN PARAMETERS AND ASSUMPTIONS USED: (complete all that apply) 1. DESIGN CODE: Florida FBC Code Fifth Edition with 20 14 Supplements using ASCE 7-10 2. Structure Designed as(check one): x Enclosed Partially Enclosed Open 3. Risk Category: _I II x III IV Exposure Category: B C x D 4. Design Wind Velocity 170 mph ASD LRFD End Zone Width: ft 5. Mean Roof Height 13.9 ft Roof Pitch: 3 :12 Parapet: ft 6. Components&Cladding Design Pressures Used:(PSF,based on 10sgft @ 15'MRH,clearly label on all plan openings): Zone 1:26 Zone 2: 24 Zone 3: 21 Zone 4:67 Zone 5:59 Garage: 7. Design Loads: Floor: NSA PSF Roof/Dead: 1.0 PSF Roof/Live: 2.0 Balcony: NSA PSF Dock: N/A PSF Deck: NA PSF Stairs: N/A PSF Fence: N/A PSF Railings: NSA PSF. 8. Were Shear Walls Considered For Structure? X Yes Not Applicable Explain Why Not: 9. Is A Continuous Load Path Provided? Yes X Not Applicable Explain Why Not: 10. Design Soil Bearing Pressure: N/A PSF Soil Test Reports Submitted? NSA Yes DESIGN PROFESSIONAL CERTIFICATION STATEMENT: I certify that, to the best of my knowledge and belief, the attached plans & specifications have been designed to comply with the applicable structural portions of the building codes currently adopted and enforced by St. Lucie Jouno certify that structural elements depicted on-these plans provide adequate resistance to the design ied: Print Name Cert#&C .Cert Auth. -Sign' t ,Date d Seal &/1 12 Company Name&Address Revised 07/25/2014 WINDLOAD PRESSURE CALCULATIONS (HIP Roof) FOR PROPERTY LOCATED AT 211 Marina Drive, Fort Pierce, Florida Presented To D K Roofing Construction Inc. T '°� XH3 13rN3SH1 dH Wdl�E :S L102 20 4ad 1 � I SUMMARY OF WINDLOAD PRESSURES SUMMARY RESULTS OF WINDLOAD PRESSURE CALCULATIONS (for complete details see attached calculations): Description Max Positive Pressures Max Negative Pressures Comer Zone 3 +26.43 73.08 Perimeter Zone 2 +26.43 -73.08 Field Zone 1 +26.43 -41.88 Z -d Xud 13rN3SH7 dH Wdj e o S G T UZ 20 qaA MecaWind Std v2 .2 . 7 . 5 per ASCE 7-10 Developed by MEGA Enterprises, inc. Copyxight www.mecaenterprizes.com Date : 2/2/2017 Project No. JobNo Company Name : True Designed By Engineer Address : Address Description Description City : City Customer Name customer State : State Proj Location Location File Location: C:\Users\acb2424\Documeats mECA WIND PROJECT FILES\211 MARINA DRIVE-3'ORT PIERCE-HIP POOF.wnd Input Paramsta e., Direotional Bsocednre All Neights Building (Ch,27 Part 1) Basic Wind Speed(V) 170.00 inph Structuxal Category = II Exposure Category = D Natural Frequency N/A Flexible Structure - No Uwortance Factor 1.00 Kd Directional Factor - 0.85 Alpha - 11.50 Zg = 700.00 ft At 0.09 St - 1.07 Am + 0_11 BM 0.80 Cc - 0.15 1 = 650.00 ft Lj�silon 0.13 Zmin - 7.00 ft Pitch of Roof s 3 : 12 Slope of Roof(Theta) 24.04 Deg h: Mean Roof Ht w 13.19 ft Type of Roof - HIPPED RHt: Lodge Ht .. 15.38 ft Ebt. Eave Height - 11.00 ft OH: Roof Overhang at Eave- 3.00 ft Overhead Type = OH W/ soffit Bldq Length A1oti4 Ridge = 124.14 ft $idg Width Across Ridge- 29.00 ft Length of Hipped Ridge - 100,00 ft Roof Slope on Hip End - 16.19 Deg Gust Factor Callculat,ionz Gast Factor Category I Rigid Structures Simplified Method Gustl: For Rigid Strictures (Nat. Fxeq.>l Hz) use 0.85 - 0.85 ,R]st Factor Category II.Rigid Structures - Complete Analysis Zm: 0.6*Ht = 7.91 ft lzm: Cc*(33/Zm)^0.167 0.19 Lzm: 1*(Zm/33)^Epsi1on = 543.14 ft - 0.94 Gusz2: 0.925*((1t1,7*Szm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gusts or Gust2 - M5 Table 26.11-1 Internal pressure Coefficianta for Buildings, GCpi GCPi Internal Pressure Coefficient Wind Pmessurs Main Wind Jbrcm Resisting System pOURS) Ref Figure 27.4-1 �iM�11+A1•1�1 I��I�F IRYY��M�IY II� E 'd XHd 13rN3Sb7 dH Wdi�E =g G T OZ 20 qa3 Kh: 2.0*(Ot/Zg)^(2/Alpha) = 1.03 xht: Topographic Factor (Figure 6-4) 1.00 Qh: .00256*(V)^2*I*Xh*Kht"1(d - 38.87 psf Cpww: Windward Wall Cp(Ref Fig 5-6) 0.80 Roof Area 4737.56 ft^2 Reduction Factor based on Roof Area = 0.80 MMWs Vall Pressure® for Wind Normal to 124.14 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 wall CP Prorsure pressure +G(.2i (peg) -GCPt (PSE) ---Leeward Nall --0.50 -23. --- --52 - --»y 9.52 Side Walls -0.70 -30.13 -16.13 wall Plea Ss Ret Cp qs Prose press Total ft pef +=p3 -QCP' +/-QCpi ---------- --------------------------..------------------------- ➢Pindward 11.00 1.03 1.00 0.80 38.87 19.44 . 33.43 42.95 Windward 1.00 1.03 1.00 0.80 36.87 19.44 33.43 42.95 Roof Location Cp Pressure Pressure +GCpi(psf)-GCpi(psf) - ..-- - -- -------------- -------------------------« ------ Windward - Min Cp -0.70 -30.13 -16.13 Windward - Max Cp -0.15 -11.95 2.04 Leeward Norm to Ridge -D.49 -23.19 -9.19 Hipped End (.00 to 6.59 ft) -0.90 -36.73 -22.74 Flipped End (6.59 to 13.19 ft) -0.90 -36.73 -22.74 Hipped End (13.19 to 26.38 ft) -0.50 -23.52 -9.52 Hipped End (26.38 to 35.00 ft) -0.30 -16.91 -2.92 Overhang Hot (windward only) 0.80 26.43 26.43 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean fit Note (2) Wall & Roof Pressures - Qh*(G*Cp - GCPi) Note (3) +GCpi - Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure - Leeward Press + Windward Press (For + or - GCPi) Note (5) Hipped ends considered as parallel to ridge for all theta. Rote (6) Ref Fig 27.4-1, Normal to Ridge (Theta>-10), Theta- 14.0 Deg, h/l= 0.11 Note (7) Overhang bottom based upon windward wall Cp and GCpi - 0. [diiMS-Wall Press=asi for Wind Normal to 29 ft wall (Along Ridge) All pressures shown are based upon ASD Design, with a Laad Factor of .6 wall CP Pressure Pressure +GGpi (Pafl -GCpi (pa£) -- -« Leeward Wall -0.20 -13.61 0.39 Side Walls -0.70 -30.13 -16.13 wall Elev R2 KMt Cp qa Press Press Total ft ps! *GCpi -GCpi +/-QCpi - � Windward -- 15.38 1.03 1 00 0.80 39.04 19.55 33.54 33 L6 Windward 11.00 1.03 1.00 O.eO 39.87 19.44 33.43 33.04 Windward 1.00 1.03 1.00 0.80 38,87 19.44 33.43 33.04 Roof - Dist fray Oindvard Edge Cp Pressure aresaurs +GCpi(Psf)-OCpi(Psf) ------------- _-^-Y--~------ --- Roof: 0.0 ft to 6.6 ft -0.90 - ---_36.73 22.74 Roof: 6.6 ft to 13.2 ft -0.90 -36.73 �22.14 Roof: 13.2 ft to 26.4 ft -0.50 -23.52 -9.52 Roof: 26.4 ft to 130.1 ft -0.30 -16.91 -2.92 Notos - Along Ridgy Note (1; Ref Fig 27.4-1, Parallel to Ridge (All), h/1- 0.11 Wind Pressure om Components and Cladding (Ch 30 Part 1) Z v XUA 13rM21Sd-1 dH WdibE =S LIOZ 20 qa3 a 4 • J ��r�rrrrq� Roofoot �� lj22; l ; � ►� ,� '� �S w� IftRod7C0�27 All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Stine "a" r - 3.00 ft Deaoription Width Span Brea Some flan Min M z 0 MA P ft Pt ft"2 t;Cp Gap ps8 Pat ---- ---- ---------------------------- ----- Field 10.00 1.00 10.0 1 0.90 3.90 26.43 41.99 Field 20.00 1.00 20.0 1 0.44 -0.87 24.09 -40.81 Field 50.00 2.00 50.0 1 0.36 -0.83 21.00 -39.27 Perimeter 10.00 1.00 10.0 2 0.50 -1.70 26.43 -73.08 Perimeter 20.00 1.00 2C.0 2 0.44 -1.55 24.09 -67.23 Perimeter 50.00 1.00 50.0 2 0.36 -1.35 21.00 -59.49 Corner 10.0b 1.00 10.0 3 0.50 -1.70 26.43 -73.08 Corner 20.00 1.00 20.0 3 0.44 -1.55 24.09 -67.23 Corner 50.00 2.00 50.0 3 0.36 -1.35 21.00 -59.49 Rhcc:Comp. 6 Clad. Table 6-3 Case 1 1.03 Qhec:.00256*V^2*Khcc*Kht*Kd - 38.87 psf °l }{dd 13rM3SH1 dH WdSE o 5 L T 02 20 Qad