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11-629-000The City of South Miami Building Department -1 �) ;i 6130 Sunset Drive, Second Floor �•\/Y; South Miami, FL 33143 Wiz` c 305-663-6355 Fax 305-666-4591 NOTICE TO CITY OF SOUTH MIAMI BUILDING DEPARTNIENT OF EMPLOYIAENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by MR. & MRS. INGEMAR CALLEJAS to perform special inspector services under the Florida Building Code 2007 at the 6606 SW 65th TERR, SO. MIAMI , FL project on the below listed structure as of NOVEMBER a, 2008 (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: 11- 6 2 9 _ Special Inspector for Piling, FBC 1822.1.20 (R4404.6.1.20) _ Special Inspector for Trusses > 35 ft long or 6 ft. high, FBC 2319.17.2.4.2 (R4409.6.17.2.4.2) X Special Inspector for Reinforced Masonry, FBC 2122.4 (R4407.5.4) _ Special Inspector for Steel Framing, FBC 2218.2 (R4408.5.2) X Special Inspector for Soil Compaction, FBC 1820.3.1(R4404.4.3.1) _ Special Inspector for Precast Attachments, FBC 1927.12.2 (R4405.9.12) _ Special Inspector for Roofmg Applications, Lt.Weight. Insul.Conc. FBC 1917.2 (R4405.12.2) Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1, DENIS SOLANO, P.E. 2, 3. 4. "Special inspectors utihzing authonzed representatives shall insure the authorized representative is qualified by % education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a "'N professional engineer or architect- graduation from an engineering education program in civil or structural engineering, graduation from an architectural education program; successful completion of the NCEES Fundamentals Examuiation. or registration as building inspector or general contractor. I (we) will notify the City of South Miarm Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the City of South Miami Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the City of South Miami Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Bull PIS or at the time of the final inspection the completed inspection log form and a sealer} Wshi ting that, to the best of my knowledge, belief and professional judgment the p i <i t outl' bove meet the intent of the Florida Building Code and are proval plans s . Engineer/Architect Name NAN C. SALINAS, ARCHITECT $,gned dnd S9@A 1A • Print }�JULY Address P.O.BOx 442066, MIAMI, FL 33144 SPAFI AJ , AOR Sft k J10R -A e -W'�L 4 '�. STRUCTURAL CALCULATIONS ROJECT. ABOtTlONri EMOVATI0WItMOE1] G TO THE 6606 SW 65" TERRACE MIAMI ,FL 33143 By: Denis L Solano. P. E. P.E. #: 56902 S.I. #: 2046 C.O.A. 00009095 DENIS L SOLANO, P.E. ASSUMES RESPONSIBILITY FOR BOTH MANUAL AND COMPUTER GENERATED CALCULATIONS. Solver Structural Partnership, 7500 N.W. 25m Street Suite 205 MIAMI, FLORIDA 33122 jp r TABLE OF CONTENTS Pages CHAPTER#1: FOUNDATION DESIGN................................................................ 1-2 CHAPTER#2: BEAM DESIGN .................................................. ............. ..3-7 CHAPTER#3: MASONRY WALL DESIGN................................................8-13 CHAPTER #4: ROOF DESIGN..........................................................................14-29 CHAPTER #5: DIAPHAGM ANALYSIS....................................................30-35 CHAPTER #6: WINDOWS & DOORS PRESSURE.....................................36-38 _ SolVer Structural Partnership, Inc. 7500 N.W. 251 Street Suite 205 MIAMI, FLORIDA 33122 CHAPTER #1.FOUNDATION DESIGN SolVer Structural Partnership, Inc. 7500 N.W. 251 Street Suite 205 J' MIAMI, FLORIDA 33122 I lb 4 SolVer Structural Partnership, Inc. Consulting Structural Engineers Design • Inspections • Investigation • Reports c _ Partners In . Project : (&U)EZzy, Sheet # : Date Rev: _ .42ia.-F. Alums eon _ Coo O'1 N - 1��� E�O.G1 VPuFr. E)O.al I �vwr CA In J r- FbNw)(-- �V CcP : 11)ODO � Q vwL)D _ 4- 1, �b + �, 226 + , 16 2 CWW 2 A \b > 21 .21b (J." • 7500 N.W. 25th • Suite 205 • Miami, Florida 33122 • Phone: (305) 692-9396 • Fax: (305) 599-9347 • • FMall• cnlvarctmrtGi:irr; rnm . l 2 S®IVer Structural Partnership, Inc. Consulting Structural Engineers y Design o Inspections* Investigation a Reports 2 Partners p, In - Project Sheet # Date Rev: .W._ Rvo= 2 zir� IbIF 2 8x 12 lb/r- C& 2� � � Q 1, 421, 2Co Iblr- Lje."= qv-- = ca- -�- - O!Be I � Chi \,"/F-1& C �Co` .� �Cv' y cz� �/ 2� 5 0 7500 N.W 25th. Suite 205 a Miami, Florida 33122 • Phone- (305) 592-9396 o Fax (305) 599-9347 . F_Mna- cnivwrctrllrtarc rnm CHAPTER ##2.CONC. BEAM DESIGN SolVer Structural Partnership, Inc. 7500 N.W. 251 Street Suite 205 MIAMI, FLORIDA 33122 J _ y SolVer Structural Partnership, Inc. m Consulting Structural Engineers » Design • Inspections • Investigation • Reports ■ Partners p, In . —L 2oJ cam- ,, gal,- n -� rsak -P Project : r.E Sheet # : Date Rev: /�auxxa= L/1-GO > 0,22 �0. Pd A �? VL-'/R to E15L-m 2 2 c&Lc- --� e'e� OeaGJ • 7500 N.W. 25th • Suite 205 • Miami, Florida 33122 • Phone: (306) 592-9396 • Fax: (305) 599-9347 • . F-Mall- cnlvPmtmrtOm enm • Title : Dsgnr: Description Job # Date: 5 54PM, 6 APR 09 I Scope : User KW4 6 58, Ver58o,1-0eo-2M Concrete Rectangular $ Tee Beam Design Page 1 (c)IS83-2003 ENERCALC Engineering Software g Design beam ecwCalalations Description DESIGN OF NEW ARB-1 & ARB-2 (WORST COND.) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 6000 Span 12.00 ft fc 3,000psi Depth 12.000 in Fy 60,000 psi Width 8.000 in Concrete Wt 150.0 pcf Seismic Zone 0 End Fixity Pinned -Pinned Beam Weight Added Intemally Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 2 6 8.00in #1 in #1 in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Uniform Loads Dead Load Live Load Short Term Start End #1 0.179 k 0.214 k k 0.000 It 12.000 ft Concentrated Loads Dead Load Live Load Short Term Location #1 0.570 k Span = 12 OOft, Width= 8.00m Depth = 12 OOm Maximum Moment Mu 16.33 k-ft Allowable Moment: Mn'phi 26 53 k-ft Maximum Shear Vu 4.77 k Allowable Shear: Vn'phi 28 40 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 2.000 Max. Spacing 4.000 4 000 Max Vu 4 773 3.863 & Shear Force Su 0.680 k k 4.330 ft Maximum Deflection Max Reaction @ Left Max Reaction @ Right 4 000 6.000 8.000 Not Req'd Not Req'd Not Req'd 2.498 1.972 1.972 Beam Design OK -0 2245 in 3.76 k 3.41 k 10 000 12 000 ft 4 000 4 000 in 3 337 4 248 k Bending... Mn•Phi Mu, Eq. C-1 Mu, Eq. C-2 Mu, Eq. C-3 @ Center 26.53 k-ft 16.33 k-ft 12.25 k-ft 5.70 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k--ft 0 i 00 -ft O.-GOk-ft Shear... Vn"Phl Vu, Eq. C ' Vu, Eq. C-: Vu, Eq. C: @ Left End 28.40 k 4.77 k 3.58-k 1-68 k @ Right End 28.40 k 4.25 k 3.19 k 1 52 k Deflection Deflections... Uoward Downward - DL + [Bm Wt] 0.0000 in at 12.0000 ft -0.0450 in at 5 9040ft DL + LL + [Bm Wt] 0.0000 in at 12.0000 ft -0 2245 in at 5 9040ft DL + LL + ST + [Bm Wt] 0.0000 in at 12.0000 ft -0.2244 in at 5 9040ft - Reactions... (a Left A Right DL + [Bm MD 2.038 k 1 880 k DL + LL + [Bm Wt] 3.757 k 3 409 k " - DL + LL + ST + [em Wt] 3.757 k 3.409 k S Title : Job # Dsgnr. Date: 5,54PM, 6 APR 09 Description • Scope: User KW-D505358,ver580.1-0eo-2003 Concrete Rectangular & Tee Beam Design Page 2 (c)1983-2003 ENERCALC E mewng Saftware 9 9 beam wwCalculabom Description DESIGN OF NEW ARB-1 & ARB-2 (WORST COND) Section Analysis Evaluate Moment Capacity... Center Left End Riaht End X : Neutral Axis 3.040 in 0.000 in 0.000 In a = beta ' Xneutral 2.584 in 0 000 in 0.000 in Compression in Concrete 52.714 k 0.000 k 0.000 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -52.800 k 0 000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 4.735 in 0 000 in 0 0000 in Xmax = Xbal ' 0.75 3.551 in 0 000 in 0.000 in a -max = betaXbal 4.024 in 0.000 in 0.000 in Compression in Concrete 61.575 k 0.000 k 0.000 k Sum [Steel Comp Forces] 0.000 It 0.000 k 0.000 k Total Compressive Force 61.575 k 0 000 k 0.000 k AS Max = Tot Force / Fy 1 026 in2 0.000 in2 0.000 in2 Actual Tension As 0.880 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 3.150 in Mcr 6.57 k-ft Igross 1,152.00 in4 Ms:Max DL + LL 11.79 k-ft icracked 275.63 in4 R1 = (Ms:DL+LL)/Mcr 0 558 Elastic Modulus 3,122.0 ksi Ms -Max DL+LL+ST 11.78 k-ft Fr = 7.5' Pc^.5 410.792 psi R2 = (Ms:DL+LL+ST)/Mer 0.558 Z•Cracking 0.000 kfin Leff.. Ms(DL+LL) 427 614 in4 Z:cracking > 175 • No Good' I:eff . Ms(DL+LL+ST) 427.720 in4 Eff. Flange Width 8.00 in ACI Factors (per ACI 318-02, applied internalty, to entered loads) ACI C-1 & C-2 DL 1.200 ACI C-2 Group Factor 0 750 d"I "1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1 600 ACI C-3 Dead Load Factor 0.900 Add'1 "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.600 ACI C-3 Short Term Factor 1 300 ... seismic = ST ' . 1.100 I 1 27'k -I-�-I-'--I--I-I--,-,--I-I--�--t-,--I--�--I-+-1-I-�--Ii-I----�--I-i--I--; � I -� -I �-i-I-I---�-, , -039k/k -0 39 k/ft ll I I - 1�► 1►11►1►/1►11/►►►1►11►►1//1 ►1►►1/11►1/►1►► IL A 1200ft Mu.Max = 16 32 k-ft Dmax = 0 2244 in Rmax = 3.756 k Vu-Max = 4 773 k Rmax = 3.409 k Vu Max = 4 247 k I C 11.79 10.61 9.43 8.26 7.07 5.89 4.71 3.64 0 2.36 2 1.18 4,Aa Bending 3. 3. 2. 1. o. A llk-I Location fftl rum Beam -0.05 Beam -0.05 -0.07 s -a.10 -0.12 -0.15 -0.17 w ' -0.20 -0.22 1 deflection 16 2.36 3.57 Location fftl .0 4.77 5.98 7.18 8.39 !9.59 16.80 11.0 Location fftl CHAPTER #3.MAS0NRY WALL DESIGN SolVer Structural Partnership, Inc. 7500 N.W. 25ffi Street Suite 205 MIAMI, FLORIDA 33122 N S®lVer Structural Partnership, Inc. • Consulting Structural Engineers Design o Inspections* investigation . Reports 2 • w Partners ,In Project : Qwjow--. oF,e�c.r.F Sheet # Date Rev: of M1 �al,� An� Pop-, Q��� Ilolr- 1 2 Iblr- 2 '4b 1E)D� y Sk i2. _ IDOI4- 2 Co8 G1.321 = �o. 7Cv Ib�r- c�vx, tj,�,- AC-,--rD\6/F zAo O.C. ©F FIB c .V ROOC- 0 7500 N W. 25th. Suite 205 • Miami. Flonda 33122. Phone (305) 592-9396 • Fax. (305) 599-9347 . . F-Mail anlvarctn or-ftMrc rnm 4 Li Tide : Job # Dsgnr. Date: 1 46PM, 26 JAN 09 Description Scope: User KW-0605358,ver580.1-Dec-2003 Masonry Wall Design n Page 1 (c)1983-2003 ENERCALC Engmeenng Software ' 7 beams ecw-Calculations Description DESIGN OF NEW MASONRY WALL General Information Code Ref. ACI 530-02 r Wall Height 8.16 ft Seismic Factor 0.3300 I'm 1,500.0 psi Parapet Height 0.00 ft Calc of Em = I'm ' 900.00 Fs 24,000.0 psi Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mutt. 1.000 Grout @ Rebar Only Rebar Size 5 Normal Weight Block Rebar Spacing 40 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 4.700 in Loads Uniform Load Concentric Axial Load Wind Load 69.990 psf Dead Load 1,211.000#/It Dead Load 0.000 #/ft Live Load 573.000 #/ft Live Load 0.000 #/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,350,000 psi Rebar Area 0.093 in2 np 0.04370 j 091495 n : Es / Em 21.481 Radius of Gyration 2.521 in k 0.25514 2 / kj 8.56756 Wall Weight 56.000 psf Moment of Inertia 358.350 in4 Max Allow Axial Stress = 0.25 fm (1-(h/140rr2) ' Spinsp 346.13 psi Allow Masonry Bending Stress = 0.33 fm' Spinsp = 495.00 psi Allow Steel Bending Stress = 24,000.00 psi Load Combination & Stress Details Summary Axial Bending Stresses Axial Moment Load steel Masonry Compression Top of Wall in-# ibs psi psi psi DL + LL 0.0 1,784.0 0.0 0.0 31.63 DL + LL + Wind 0.0 1,211.0 0.0 0.0 21.47 DL + LL + Seismic 0.0 1,211.0 0.0 0.0 21.47 Between Base & Top of Wall DL + LL 0.0 2,012.5 0.0 0.0 35.68 DL + LL + Wind 6,990.5 1,439.5 21,562.5 343.8 2552 DL + LL + Seismic 1,845.8 1,4395 5,693.3 90.8 25.52 816ft high wall with 0.00ft parapet, Normal Block w/ 8 00in wall w/ #5 bars at 40.00ino c at center Max. Bending Compressive Stress ......... 369.34 OK Allowable .................... 658.35 OK Allowable .......... 346.13 OK Max Steel Bending Stress . ............ 21,562.55 psi Allowable .......... 31,920.00 OK IV Title Dsgnr: Description • Scope: Rev 580000 User M-0805358,Ver580.1-Der,-2003 Masonry Wall Design (L)1983-2003 ENERCALC Engineering Software Description DESIGN OF NEW MASONRY WALL Job # Date: 1 46PM, 26 JAN 09 Page 2 bearns ecw Calculations Final Loads & Moments Wall Weight moment @ Mid Ht 228.48 Ibs Wind Moment @ Mid W 6,990 49 in-# Seismic Moment @ Mid Ht 1,845.75 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 1,211.00 Ibs Total Live Load 573.00 Ibs Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load = 7,780.70 in-# Maximum Allow A1dal Load for Applied Moment = 19,521.57 Ibs 1 /26/2009 WIND02 v2-21 Detailed Wind Load Design Method 2 er ASCE 7-02 Analysis by: L L Company Name: SOLVER STRUCTURAL PARTNERSHIP DescriDtIon: NEW MASONRY WALL @ MAIN HOUSE. Calculated Parameters Type of Structure Height/Least Horizontal Dim Flexible Structure %21 L Gust Factor Category 1: Rigid Structures - Simplified Method Gust1 I For rigid structures (Nat Freq > 1 Hz) use 0.85 1 0.85 Gust Factor Category II: Rigid Structures - Complete Analysis m lZmin 15.00 ft Izm I Cc * (33/z)^0.167 0.2281 Lzm I*(zm/33)"Epsilon 427.06 ft Q (1/(1+0.63*((B+Ht)/Lzm)^0.63) "0.5 0.9139 Gust2 0.925* 1+1.7*lzm*3.4*Q / 1+1.7*3.4*Izm 0.8797 Gust Factor Summary G I Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Fist 6-5 Internal Pressure Coefficients for Buildinas. Gcpi Condition Gc i Max + Max - Open Buildings Partially Enclosed Buildings Enclosed Buildings 0.00 0.55 0.18 0.00 -0.55 -0.18 Enclosed Buildings 0.18 30.18 Developed by Mace Enterprises, Inc. Copyright Adk-VER STRUCTURAL PARTNERSHIP Page No. 1 of 3 12- 1/26/2009 WIND02 v2-21 Detailed Wind Load Design (Method 2) per ASCE 7-02 6.5.12.2.1 Design Wind Pressure - Buildings of All Heilahts Elev ft Kz Kzt qz Ib/ft^2 Pressure Ib/ft^2 Windward Wall' Leeward Wall Total Shear Moment +GCpI -GCpi +GCpi 1 -GCpi 1 +/-Gcpl (Kip) 1 (Kip-ft) 15 0.85 1.00 46.32 23.16 39.84 -28.03 -11.35 51.19 43.76 328.23 Note: l j Positive rorces act toward ine race ano negative roves act away from the race. Figure 6-6 - External Pressure Coefficients, CP Loads on Main Wind -Fong Resis W J I L Variable Formula Value Units Kh 2.01'(15/zg)^(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.00 Oh .00256'(V)"2*1*Kh'Kht*Kd 46.32 psf Khcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256'V"2'1*Khcc*Kht*Kd 46.32 psf Wall Pressure Coefficients, Cp Surface I C Windward Wall See Figure 6.5.12.2.1 for Pressures 0.8 Roof Pressure Coefficients, Cp Roof Area . fL - Reduction Factor 1.00 Calculations for Wind Normal to 57 ft Face Cp Pressure (psf) dditional Runs maybe reqV for other wi d directons Leeward Walls (Wind Dir Normal to 57 ft wall) -0.50 -28.03 -11.35 Leeward Walls (Wind Dir Normal to 50 ft wall) -0.47 -26.92 -10.25 Side Walls -0.70 -35.90 -19.22 Roof - Wind Normal to Rid eta>=10 - for Wind Normal to 57 ft face indward - Min Cp -0.54 -29.60 -12.92 Windward - Max Cp -0.04 -9.76 6.92 Leeward Normal to Ridge -0.46 -26.45 -9.77 Overhang Top (Windward) -0.54 -21.26 -21.26 Overhang Top (Leeward) -0.46 -18.11 -18.11 Overhan Bottom (Applicable on Windward only)0.80 31.50 31.50 Developed by Meca Enterprises, Inc. Copyright ZOLVER STRUCTURAL PARTNERSHIP Page No 2 of 3 13 1/26/2009 WIND02 v2-21 Detailed Wind Load Desiqn (Method 2) per ASGt t-U2 ,, ,` ,Roof=Wind,,Parallel to Ridge All Theta -,for Wind Nonnal_to 50 ft-fade, Dist from Windward Edge: 0 ft to 21.16 ft - Max Cp -0.18 -15.43 1.25 Dist from Windward Edge: 0 ft to 5.29 ft - Min Cp -0.90 -43.77 -27.10 Dist from Windward Edge: 5.29 ft to 10.58 ft - Min Cp -0.90 -43.77 -27.10 Dist from Windward Edge: 10.58 ft to 21.16 ft - Min C -0.50 -28.03 -11.35 Dist from Windward Edge: > 21.16 ft -0.30 -20.15 -3.47 • Wnrivnntol rlictonra frnm winr wwrl Mnp Fissure 6-11 - External Pressure Coefficients, GCa Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a it 1 i :,1 � 1 a Hipped Roof 7 < Theta. <= 27 a = 4.232 ==> 1 4.23 ft /lnuh/n i lir4 nn nnv iiata antry hna fn rprpivP a hPln SrmPn Component wldal (ft) span (ft) Area I (ft" 2) Zone GCp Wind Press (Ib/ft" Max Min Max Min W-A 2.72 816 1 22.20 4 0.94 -1.04 51.83 -56.46 W-A 2.72 8.16 1 22.20 5 0.94 -1.28 51.83 -67.52 Note: ' Enter Zone 1 through 5, or 1 H through 3H for overhangs. Developed by Mace Enterprises, Inc. Copyright;OOLVER STRUCTURAL PARTNERSHIP Page No. 3 of 3 CHAPTER #4.ROOF PRESSURE SolVer Structural Partnership, Inc. 7500 N.W. 251 Street Suite 205 MIAMI, FLORIDA 33122 E 1 /23/2009 WIND02 v2-21 Detailed Wind Load Design Method 2per ASCE 7-02 Analysis by: L L Company Name: SOLVER STRUCTURAL PARTNERSHIP Description: ROOF (d) MAIN HOUSE Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.21 Flexible Structure No Gust Factor Category I: Rigid Structures - Simplified Method Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 0.85 Gust Factor Category II: Rigid Structures - Complete Analysis zrn Zmin 15.00 ft I= Cc * (33/z)^0.167 0.2281 Lzm 1*(zm/33)"Epsilon 427.06 ft Q (1/(1+0.63*((B+Ht)/Lzm)"0.63 )"0.5 0.9139 Gust2 0.925* 1+1.7*lzm*3.4*Q / 1+1.7*3.4*lzm 0.8797 Gust Factor Summary G I Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 Fla 6-5 Internal Pressure Coefficients for Buildinus. Gcpi Condition Gc i Max + Max - Open Buildings Partially Enclosed Buildings Enclosed Buildings 0.00 0.55 0.18 0.00 -0.55 -0.18 Enclosed Buildings 0.18 -0.18 Developed by Mace Enterprises, Inc. Copyright9®LVER STRUCTURAL PARTNERSHIP Page No. 1 of 4 1E-:D 1 /23/2009 WIND02 v2-21 Detailed Wind Load Design (Method 2) per ASCE 7-02 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev ft Kz Kzt qz Ib/ft^2 Pressure Ib/ft^2 Windward Wall* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpI -GCpl 1 +/-Gcpi (Kip) (Kip-ft) 15 0.86 1.00 46.32 23.16 39.84 78.03 1 -11.35 51.19 43.76 328.23 (vote: 1) Positive tortes act towara the tare ana Negative tortes act away trom the tare. Figure 6-6 - External Pressure Coefficients, Co Loads on Main Wind -Force Resis VA I L Variable Formula Value Units Kh 2.01-(15/zg)^(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.00 Oh .00256-(V)"2-1-Kh-Kht-Kd 46.32 psf Khcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256-V"2-I-Khcc-Kht-Kd 46.32 sf Wall Pressure Coefficients, Cp Surface T C Windward Wall See Figure 6.5.12.2.1 for PressuML 1 0.8 Roof Pressure Coefficients, Cp Roof Areas . ft. - Reduction Factor 1.00 Calculations for Wind Normal to 57 ft Face Cp Pressure (psf) Leeward Walls (Wind Dir Normal to 57 ft wall) -0.50 -28.03 -11.35 Leeward Walls (end Dir Normal to 50 ft wall) -0.47 -26.92 -10.25 Side Walls -0.70 -35.90 -19.22 Roof - Wind Normal to Ride eta>=10 - for Wind Normal to 57 ft face Windward - Min Cp -0.54 -29.60 -12.92 Windward - Max Cp -0.04 -9.76 6.92 Leeward Normal to Ridge -0.46 -26.45 -9.77 Overhang Top (Windward) -0.54 -21.26 -21.26 Overhang Top (Leeward) -0.46 -18.11 -18.11 Overhang Bottom(Applicable on Windward onl 0.80 31.50 31.50 Developed by Meca Enterprises, Inc. Copyright 9®LVER STRUCTURAL PARTNERSHIP Page No. 2 of 4 I& 1 /23/2009 WIND02 v2-21 uetwea wma Loaa uesign (Metnoa z) per ASct i-Uz Roof y,Wind' Parallel'to,-Ridge (AII,Theta),= for Wind Normal,to;50-ft face, Dist from Windward Edge: 0 ft to 21.16 ft - Max Cp -0.18 -15.43 1.25 Dist from Windward Edge: 0 ft to 5.29 ft - Min Cp -0.90 -43.77 -27.10 Dist from Windward Edge: 5.29 ft to 10.58 ft - Min Cp -0.90 -43.77 -27.10 Dist from Windward Edge: 10.58 ft to 21.16 ft - Min C -0.50 -28.03 -11.35 Dist from Windward Ed 2. > 21.16 ft -0.30 -20.15 -3.47 * Horizontal distance from windward edge Fiviure 6-11 - Extemal Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a it 2r 1 -a a a a Hipped Roof 7 < Theta <= 27 a = 4.232 ==> 1 4.23 ft Double Click on anv data entry line to receive a help Screen Component width (ft) span (ft)(f Area A2) Zone GCp Nind Press (Ib/ft^ Max Min Max Min -1 2 38 481.33 1 0.30 - -0.80 22.23 -45.40 T-1 2 38 481.33 2 0.30 -1.20 22.23 -63.93 -1 2 38 481.33 3 0.30 -1.20 22.23 -63.93 -2 2 6 12.00 1 0.48 -0.89 30.77 -49.66 -2 2 6 12.00 2 0.48 -1.66 30.77 -85.25 -2 2 6 12.00 3 0.48 -1.66 30.77 -85.25 T-3 2 105 36.75 1 0.39 -0.84 26.26 -47.41 -3 2 105 36.75 2 0.39 -1.42 26.26 -73.99 _ --36.75- - GT-1 105 12 126.00 1 0.30 -0.80 22.23 -45.40 GT-1 105 12 126.00 2 0.30 -1.20 22.23 -63.93 GT-1 105 12 126.00 3 0.30 -1.20 22.23 -63.93 GT-2 533 29 280.33 1 0.30 -0.80 22.23 -45.40 GT-2 533 29 28033 2 0.30 -1.20 22.23 -63.93 GT:2 533 29 28033 3 0.30 -1.20 22.23 -63.93 GT-3 45 758 34.11 1 0.39 -0.85 26.56 -47 56 GT-3 45 758 34.11 2 0.39 -1.43 26.56 -74.74 GT-3 45 7.58 1 34.11 3 0.39 -1.43 26.56 -74.74 Developed by Meca Enterprises, Inc. Copyright A®LVER STRUCTURAL PARTNERSHIP Page No. 3 of 4 17 1/23/2009 WIND02 v2-21 Detailed Wind Load Desian (Method 2) ner ASCE 7-02 GT-4 5.16 1 10 66 1 55.01 1 1 1 0.35 1 -0.83 1 24.64 1 -46.60 GT-4 5.16 j 10.66 L55.01 1 2 0.35 -1.33 24.64 -69.94 GT-4 1 516 1 10.66 55.01 1 3 0.35 -1.33 24.64 -69.94 Note: - triter zone 1 through 5, or i N mrougn JH for ovemangs. Developed by Meca Enterprises, Inc. Copyright AMMER STRUCTURAL PARTNERSHIP Page No. 4 of 4 15 1 /23/2009 WINDO2 v2-21 cription: ROOF -PARTIALLY ENCLOSEDis by: L.L. Company SOLVER STRUCTURAL PARTNERSHIP If DesII Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.21 Flexible Structure No Gust Factor Category I: Rigid Structures - Simplified Method Gust1 I For rigid structures (Nat Freq > 1 Hz) use 0.85 1 0.85 Gust Factor Category 11: Rigid Structures - Complete Analysis zM Zmin 15.00 ft Izm Cc * (33/z)"0.167 0.2281 Lzm 1*(zm/33)"Epsilon 427.06 ft Q 1 /(1 +0.63*((B+Ht)/L.zm)"0.63))^0.5 0.9139 Gust2 0.925* 1+1.7*lzm*3.4*Q / 1+1.7*3.4*Izm 0.8797 Gust Factor Summary G I Since this is not a flexible structure the lessor of Gust1 or Gust2 are used I 0.85 Fig 6-5 Internal Pressure Coefficients for Buildings, GcP1 ondition Gc i Open Buildings Partially Enclosed Buildings Enclosed Buildings 0.00 0.55 0.18 0.00 -0.55 -0.18 [Partially Enclosed Buildings 0.55 -0.55 Aog = Tot Area of Openings in Bldg Envelope - f A2 VI = Unpartitioned intemal volue - ft^3 Ri = 0.5*((1+1/(1+(V'i/(22800*Aog))"0.5)) 0.0 Developed by Meca Enterprises, Inc. Copyright9®LVER STRUCTURAL PARTNERSHIP Page No. 1 of 3 1 /23/2009 WIND02 v2-21 Detailed Wind Load Design (Method 2) per ASCE 7-02 6.5.12.2.1 Desion Wind Pressure - Buildings of All Heiahts Elev ft Kz Kzt qz Ib/f A2 Pressure Ib/ft^2 Windward Walt' Leeward Wall Total Shear Moment +GCpI -GCpl +GCpi 1 -GCpi +/-Gcpl 1 (Kip) (Kip-ft) 15 0.85 1.00 46.32 1 6.02 56.98 -45.16 5.79 51.19 43.76 328.23 Noce: i ) Positive rorces act towara the race ana Negative Ponces act away Prom the race. Figure 6-6- External Pressure Coefficients, Ca Loads on Main Wind -Force Resis 1.9 Y, I L Variable Formula Value Units Kh 2.01'(15/zg)"(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256'(V)^2'1'Kh-Kht-Kd 46.32 psf Khcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256-V"2.1•Khcc'Kht" Kd 46.32 sf Wall Pressure Coefficients, Cp Surface C Windward Wall See Figure 6.5.12.2.1 for Pressures 0.8 Roof Pressure Coefficients, Cp Roof Areas . ft.)- Reduction Factor 1.00 aiculations for Wind Normal to 57 ft Face Cp Pressure (psf) Leeward Walls (Wind Dir Normal to 57 ft wall) -0.50 -45.16 5.79 Leeward Walls (Wind Dir Normal to 50 ft wall) -0.47 -44.06 6.89 Side Walls -0.70 -53.04 -2.08 Roof - Wind Normal to Ride eta>=10 - for Wind Normal to 57 ft face indward - Min Cp -0.54 -46.74 4.22 Windward - Max Cp -0.04 -26.89 24.06 Leeward Normal to Ridge -0.46 -43.59 7.37 Overhang Top (Windward) -0.54 -21.26 -21.26 Overhang Top (Leeward) -0.46 -18.11 -18.11 Overhan Bottom(Applicable on Windward only) 0.80 31.50 31.50 Developed by Mace Enterprises, Inc. Copyright9BOL.VER STRUCTURAL PARTNERSHIP Page No. 2 of 3 1 /23/2009 '�U WIND02 v2-21 Detailed Wind Load Desion (Method 2) per ASGE 7-U2 "'RWf, 'Wihd,Parillel;td Rid' 6' All,Theta='foe:wnd'N6i7nal'to=50 ft face Dist from Windward Edge: 0 ft to 21.16 ft - Max Cp -0.18 -32.56 18.39 Dist from Windward Edge: 0 ft to 5.29 ft - Min Cp -0.90 -60.91 -9.96 Dist from Windward Edge: 5.29 ft to 10.58 ft - Min Cp -0.90 -60.91 -9.96 Dist from Windward Edge: 10.58 ft to 21.16 ft - Min C -0.50 -45.16 5.79 Dist from Windward Ed e: > 21.16 ft -0.30 -37.29 13.67 • Horizontal distance from windward edge Filaure 6-11 - External Pressure Coefficients, GCa Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a -a a a Hipped Roof 7 < Theta <= 27 a = 4.232 ==> 1 4.23 It nnuhle Click nn anv data entry line to receive a help Screen Component width (ft) span (ft) Area (f A2) Zone GCp Ind Press (lb/ft^ Max Min Max Min 11 T-4 2 6 12.00 1 0.48 -0.89 47.91 -66.80 -4 2 6 12.00 2 0.48 -1.66 47.91 -102.39 T-4 2 6 12.00 3 0.48 -1.66 47.91 -102.39 GT-5 5 7.58 37.90 1 0.38 -0.84 43.28 -64.49 GT-5 5 7.58 37.90 2 0.38 -1.41 43.28 -90.82 GT-5 5 758 37.90 3 0.38 -1.41 43.28 -90.82 GT-6 7 115 80.50 1 0.32 -0.81 40.25 -62.97 GT-6 7 115 80.50 1 2 0.32 -1.25 40.25 -83.25 �J Note: ` Enter Zone 1 through 5, or 1 H through 3H for overhangs. Developed by Mace Enterprises, Inc. Copyright AI)®LVER STRUCTURAL PARTNERSHIP Page No. 3 of 3 SolVer Structural . Partnership I`nc 7500 N.W. 25th Street TRUSS REACTIONS Truss Zone. O1 (psi positive 02 (pso negative TOTAL LENGTH. TL=Span+4 FT Uplift Reaction. Q2xTL/2 X 2' (Ibs) Uplift Reaction (factored). 1.3xUplift (Ibs) DL Reaction. 26xTU2 X 2' (Ibs) DL Reaction factored (factored) (Ibs) LL Reaction. 30xTU2 X 2' (Ibs) LL Reaction (factored) (Ibs) DL+LL Reaction (Ibs) DL Rea (facto dl(Ib) LL tion d).1.4 II Net Uplift Uselo psf (Ibs) Truss Mark ZON1-T1 22.23 454 38 1725 2415 950 1330 1140 1938 2090 32 8 1345 T1 ZONE 2 ZONE 3 2223 2223 63.93 63.93 38 38 2429 2429 3401 3401 950 950 1330 1330 1140 1140 1938 1938 2090 2090 32T8 3268 2049 T1 2049 T7 ZON1-T2 30.77 49.66 10 497 695 250 350 300 510 550 86 397 T2 ZONE 2 ZONE 3 30.77 3077 85.25 8525 10 10 853 853 1194 1194 250 250 350 350 300 300 510 510 550 550 861 860 753 T2 753 T2 ZON1-T3 26.26 47.41 14.5 687 962 363 508 435 740 798 12 7 542 T3 ZONE 2 26.26 73.99 145 1073 1502 363 508 435 740 798 12 928 T3 ZONE 3 26.26 7399 145 1073 1502 363 508 435 740 798 12# 928 T3 ZON1-T4 47.91 66.8 155 1035 1450 388 543 465 791 853 133� 880 T4 ZONE 2 47.91 102.39 15.5 1587 2222 388 543 465 791 853 13 1432 T4 ZONE 3 4791 10239 155 1587 2222 388 543 465 791 853 1333 1432 T4 ZON1-T4 47.91 66.8 4058 2711 3795 1015 1420 1217 2070 2232 349 2305 T5 ZONE 2 4791 102.39 40.58 4155 5817 1015 1420 1217 2070 2232 349 3749 T6 ZONE 3 4791 1 102.39 4058 4155 5817 1015 1420 1217 2070 2232 349Q 3749 T6 SolVer St[uctural . . Partnership In'c. 7500 N.W! 25th Street Miami, Florida 33122 Suite 212 TRUSS REACTIONS Q2 NET(psf) Trib. TOTAL Uplift ADD'L Conc. DL AUL)L LL ADDL DL+ L fi Total Up fLU Girder Ne /av a 9 9 Width. LENGTH. TL=Span + Reaction. Q2x(TUac2) UpHftForce at support Reaction DL Reaction CONC DL+LL Reaction Rea (fact n . lift Truss Mark between FT 4ft (Ibs) ((Ibs) (Ibs) FORCE (Ibs) LL FORCE (Ibs) 1.4 (DL LL) +Add'l Mark Z1 & Z2 (Ibs) (Ibs For GT-1 GT1 GT-2 5465 5.33 34 4951.84 2265.25 2718.30 498355 697 97 4951.84 GT2 GT-3 61.15 4.5 12 1651.05 675.00 81000 1485.00 207 .00 1651.05 GT3 GT-4 58.27 516 15 2255.05 96750 116100 2128.50 297 .90 225505 GT4 GT-5 77.65 5 10 1941.25 625.00 750.00 1375.00 1925.00 1941.25 GT6 GT-6 7311 5.5 14.33 2881.08 985.19 118223 216741 30 .38 2881 08 GT6 j 23 SolVer Structural Partnership, Inc. • Consulting Structural Engineers Design • Inspections e Investigation . Reports Partners p, In . Project : 0, � Sheet # Date Rev: — CiQtQAO;Z� cam= mac.) GT--1 =0 Oecels, -TO Por ,,3p�'j aC� JaUCT M., GT-d - 1440. o5 ►b RE C MI►J6 0a (L� e� -i - 2 1 Gocyrrt�?. n - I a.tll, U�,cobc-) �6 • 7600 N.W. 25th • Suite 205 • Miami, Florida 33122 • Phone: (305) 692-9396 • Fax: (305) 599-9347 • • F-Mail• cn1VA %A. jr GAR nnm • ISM Rev 58000p tlaer Kvv-0805358, (c)19832009 ENER w. . Description TMe : Dsgnr: Description Scope ver58o, o9 Multi -Span Timber Beam CALC Engineering nng Software DESIGN OF GT-1 IN ORDER TO RESIST UPLIFT PRESS Job # Date: 5,54PM, 6 APR 09 Page 1 beam ecw Calculations Genermation Code R�Sp"�Pine NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined ® Flr(South, Select stru Fb .BasicAllow 1,050.0 psi Elastic Modulus 1,200.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 125.0 psi Load Duration Factor 1 000 Span ft 12.16 1.010 Timber Section 2x4 2xq Beam Width in 1.500 1.500 Beam Depth in 3 500 3.500 End Fixity Le. Unbreced Length ft Pm - Pin 1216 Pin - Free 100 Member Type Sawn Sawn Loads Live Load Used This Span ? Yes Yes Dead Load Vft Live Load Nit 365.00 365 OC Point #1 Dead Load Ibs Live Load Ibs 1,44000 @ X 8 6.500 Results Mmax @ Ctr in-ftk 13.1496 0 @X = 6 1.600 Max @ Left End in-k 00 -2 2 Max @ Right End in-k -2.2 00 fb : Actual psi 429685 715.1 Fb : Allowable psi 1:120.4 1,564.9 Overstress Bending OK Shear @ Left k 287 0.36 Shear @ Right k 300 000 fv : Actual psi 824.5 744 Fv : Allowable psi 1250 1250 Overstress Shwr OK Reactions & Deflection DL @ Left k 0.00 0.00 LL @ Left k 2.87 337 Total @ Left k 2.87 3.37 DL @ Right k 0.00 000 LL @ Right k 3.37 0.00 Total @ Right k 3.37 0.00 Max. Deflection in -41 856 10.666 @ X = ft 6.16 1.00 Query Values Location ft 0.00 0.00 Moment in-k 0.0 -2 2 =. Shear k 29 0.4 Deflection in 00000 00000 -365 00 Wft r ► ► ► ► r r r ► r 1 ► ► ► ► r r r ► r ► r ► r ► r ► ► r ► r ► ► 1 ► r r r r ► I r ► r ► ► -365 00 Wft 144010 k 12.16 ft Mmax = 13159 in-k at 6 48 It from left Dmax = -41.8561 in at 6 16 ft from left DL Reaction = 0 000 k LL Reaction = 2 874 k Total Reaction = 2.874 k Mmax @ nght = -2.18 in-k DL Reaction = 0 000 k LL Reaction = 3.368 k Total Reaction = 3 368 k 25 -365 00 *ft ► ► ► ► ► ► ► ► ► ► ► ► 1 ► ► ► / 1 ► ► I v ► 1 / ► / / / ► ► ► ► ► ► ► ► ► ► 1 ► ► ► ► -365 00 Wft Mmax @ left = -2.18 in-k DL Reaction = 0 000 k LL Reaction = 3 368 k Total Reaction = 3 368 k :•I 1 00 ft Mmax = 0.00 In-k at 0 99 ft from left Dmax = 10 6660 in at 0 99 ft from left DL Reaction = 0.000 k LL Reaction = 0 000 k Total Reaction = 0 000 k 27 Rev 58000p User Kw�soSasa ' (c)198&2003 ENEf't Description Title: Dsgnr: Description: Scope: 580,1-oeo2oos C Engineenng Software Multi -Span Timber Beam DESIGN OF GT-1 IN ORDER TO RESIST GRAVITY LOADS Job # Date: 5:53PM, 6 APR 09 Page 1 gownecwCabAatwns General Information Code Ref. 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Spruce -Pine - Fir (South), Select stru Fb : Basic Allow 1,050.0 psi Elastic Modulus 1,200.0 ksi Spans Considered Continuous Over Support Fv ; Basic Allow 125 0 psi Load Duration Factor 1.000 Description SP-1 SP-2 Span ft 12.16 1.00 Timber Section 2x4 2x4 Beam Width in 1.500 1.500 Beam Depth in 3.500 3.500 End Fixity Pin - Pin Pin - Free Le: Unbraced Length ft 12.16 100 Member Type Sawn Sawn Loads Live Load Used This Span ? Yes Yes Dead Load Wft 16300 16300 Live Load #fft 195.00 195.00 Point #1 Dead Load Ibs 570.00 Live Load Ibs 685.00 @ X ft 6.500 Results Mmax @ Cntr in-k 1234 0.0 @ X = ft 6.49 1.00 Max @ Left End in-k 0.0 -2 1 Max @ Right End in-k -2.1 00 fb - Actual psi 40,282.9 701.4 Fb Allowable psi 1,1204 1,5649 Overstress Sending OK Shear @ Left k 2.75 0.36 Shear @ Right k 2.86 000 fv : Actual psi 784.6 730 Fv : Allowable psi 125.0 1250 Overstress Shear OK Reactions & Deflection DL @ Left k 1.25 1.47 LL @ Left k 150 1.75 Total @ Left k 2.75 3.22 DL @ Right k 1.47 0.00 LL @ Right k 175 000 Total @ Right k 3.22 0.00 Max. Deflection in -39.480 10.277 @ X = ftj 6.08 1.00 Query Values Location ft 0.00 000 Moment in-k 00 -2.1 s • Shear k 2.7 04 Deflection in 0.0000 00000 -358 00 #/ft ITT r ► ► ► ► ► ► r ► ► ► ITT ITT ► 1 1 / 1 / / 1 1 / 1 / 1 r r 1 ► ► ► ► ► ► ► ► r ► -358 00 Wlt 1255T0 k 12 16 ft Mmax = 123.36 in-k at 6.48 ft from left Dmax = -39 4801 in at 6 07 ft from left DL Reaction = 1 249 k LL Reaction = 1.496 k Total Reaction = 2 746 k Mmax @ nght = -2.14 in-k DL Reaction = 1 465 k LL Reaction = 1.754 k Total Reaction = 3 220 k �I -358 00 #/ft 1/ 1 I 1/// 1►/ I/ f i► I f 1 1/ 1// 1 f 1// 1 1 1 1 1/ 1 f/ 1 1 1 1 -358 00 #eft 1.00 ft Mmax = 0.00 in-k at 0 99 ft from left Dmax =10 2772 in at 0.99 ft from left Mmax @ left = -2 14 in-k DL Reaction = 1 465 k LL Reaction = 1 754 k Total Reaction = 3 220 k DL Reaction = 0.000 k LL Reaction = 0.000 k Total Reaction = 0 000 k 2C1 CHAPTER #5.DIAPHRAGM ANALYSIS SolVer Structural Partnership, Inc. 7500 N.W. 25" Street Sulte 205 MIAMI, FLORIDA 33122 0 Solver Structural Partnership, Inc. Consulting Structural Engineers 2 Design • Inspections a Investigation *Reports _ 2 a Partners p.In . Project Sheet # Date Rev: — &ntlaA� C,,zj� x 'C31 k—UU ppe-. 23 .'►<o �� (�.1Co� �S.O�) x 8.'Ko + 2�.� q5 x 3. �101QDIDQ�L' ` f `.- 2 2A A 12) lblF 1.52� = 1 • 7500 N.W. 25th • Suite 205 • Miami, Florida 33122 • Phone: (305) 592-9396 • Fax: (305) 599-9347 • • F-Mail• cn1vPmtnirt6b x rnm • SolVer Structural Partnership, Inc. Consulting Structural Engineers 2 Design • Inspections • Investigation e Reports _ Partners p,In . Project Sheet # Date Rev: 222, wo lb�r- T VQ �y Ilk s &,/ve nNc, oocx-- -vo Kz t? O 220, 70 tL'4: - 5O. 25/ = 101&. 353 6lF C'Z151./I= (tea sNr:51 IVQVIO v ) 220.zOV./ 7;6 _ &2.01 1b/F < 215 �b�� oo 2 20 , 7016/P2 11/2 _ 7?3.2 S 16/F < 215 l6 . ' . vo ®wcx ux USA 1 CO �r • 7500 N.W. 25th • Suite 205 • Miami, Florida 33122 • Phone: (305) 592-9396 • Fax: (305) 599-9347 • • F-Mall•—1VAMtn1rtara rim • 70 j� k ��.!ae�2 �,kX- OeEDeD 3� TABLE 2310.2A -'' TABLE 2310.2A ' ALLOWABLE SHEAR (PLF) FOR HORRONTAL WOOD STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE FOR WIND LOADINGI tt1De1®�WFF ,wtecam wnw.m. -- _ -- ^----- -- — ---- _ - Nag BPW110 a d1Wwnm boundrw as cmnL_ NaM qNbcad a K maL a a O Wn OM PN W Wpm praaa to toad (eaaaa _ i a 4 KippellW WOr -- aW at as Pmr1 edPa (Cara a a S) tta■aM ti 4 2In 2 r�r,r lnaar 11oiK41t c— 1Pv WOOD mwcruut trust oa MOl"OUNIelRt FFANM riYM OF elnaanDl, reset mho *4 a� W4 .1 Nr P-W �}. ,an.or !yr r as ~ Z-0 o— 0 FAtltam ritODeWa MENW11 tap OF -+w.�:�M eAaa- GRAM MAL WE (%4 PM l>N FYIp�U a a 1 4 ►aW 1. R.rAJ Q i i 2 1+h 6d 1114 1/4 or 2 1 5/16 195 250 375, 420 165 125 8d 3 I 11h 3/11 2 1 210 270 280 ' 360 420 475 1 185 140 Structural 3 l 300 530 600 240 180 Sheathing lOd 1sP 1Sh: �P2 1 320 4 600 675 265 3 1 640 730 1, 285• 21 Exp 1 or E2t 3 2 . 720 820 320 2&� IOd 13/i nh2 4 2 650 870 940 1 230 755 980 1.080 1.410 14 ga Staples 4 3 3 2 2 23h2 1.305 600 600 1.375 1.910 840 900 1,040 1.200 4 3 840 9W 1,140 1.350 1,440 I,800 6d 2 1 144 5/16 3 1 170 190 225 250 335 380 I50 110 C-D Sheathing. 3/1 3 1 390 375 430 420 170 165 125 125 and other grades 2 210 420 473 185 140 covered In PS 1 Sd 1 I lh 2/i J I 240 770 30 480 345 215 160 and PS 2. 7h6 2 I 255 360 340 540 610 240 l80 3 1 285 380 505 570 575 645 230 255 120 190 15h2 3 2700 � 530 600 240 180 1 600 675 265 200 2 1 1 Sh2 3 1 290• 325 385 575 655 255 190 2 1 430 650 735 290 215 C-DSheatlung l0d Is/i 19 2 320 425. 640 — 285 2IS and other grades 3 2 360- 870 820 320 240 covered in PS 1 vh2 4 2 750 980 9� I�� and PS 2 4 1075 1,95 3 14 ga stapks 2 23/32 3 2 1 5 600 600 1.190 1 1 820 900 1.020 1.200 4 3 820 900 1,120 1,350 1.400 1.510 For SI: I in = 25.4 mm, I plf = 14.5939 N/m. -- Note: 1. These values are for short-term loads from wind and must be 25% reduced for normal loading. t- n= Bonn �I��.I 1 11111111►—V IIIIIIIII��rn � � � 11111111111.: 1�1�1�1�1��. �.�M � — —�—► ������ 111/�111111.. 23.20 FLORIDA BUILDING CODE — BUILDING 5M 4/6/2009 WIND02 v2-21 Detailed Wind Load Desi n Method 2per ASCE 7-02 Analysis by: L.L. Company Name: SOLVER STRUCTURAL PARTNERSHIP Description: ROOF @ MAIN HOUSE. User,in _ut Datp,,xv T Building nd Speed (V) 146 mph t ory (I, 11, III, or I II (B, C, or D) pG C requency n1) 1 Hz Roof 3.0 :12 Roof (Theta)14.0 Deg oof Hipped Kd (Directonality Factor) 1 Eave Height (Eht) 8.16 ft Ridge Height (RHt) 13.00 ft Mean Roof Height (Ht) 10.58 ft idth Perp. To Wind Dir (B) 57.00 ft I rr1 aial. i u vvnnu uir tL1I SU.UU Itt ' ` Calculated ,Parameters Type of Structure Height/Least Horizontal Dim 0.21 Flexible Structure No Gust Factor Category I;, Rigid Structures - Simplified Method Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 , 0.85 ;Gust Factor Category II: Rigid Structures - Complete'Analysis m Izm Zmin Cc * (33/z)^0.167 5.0 15.00 ft Gm 1*(zm/33)^Epsilon 0 0.2281 ft 427.06 Q (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 Gust2 0.925* 1+1.7`Izm*3.4*Q / 1+1.7*3.4*IzmEEEEEEEJ 0.8797 ` - Gust Factor Seminary G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 Fla 6-5 Internal Pressure Coefficients for Buildings Gcai Developed by Meca Enterprises, Inc. Copyright A6ALVER STRUCTURAL PARTNERSHIP Page No. 1 of 3 I ' ' Im 4/6/2009 WIND02 V2-21 Detailed Wind Load Design (Method 2) per ASCE 7-02 6.5.12.2.1 Desian Wind Pressure - Buildings of All Heights Elev ft 15 Note: Kz 0.85 11 Positive Kzt 1.00 fnrrps ars qz Ib/ft"2 46.32 lnuurarei #I%& Pressure Ib/ft"2 Windward Wall* Leeward Wall Total Shear Moment +GCDI -GCpi 23.16 39.84 f .. .a..a 1___ +GCpi -28.03 I -GC I -11.35 +/-Gcpl 51.1 (Kip) 443.76 (Ki ft 37893 -- •--,7-•• • •• •.. ova gray 1I VI l l U IV IOL;V. I re-6­�- Externar re oe c en Loads on Main Wind -Force Resistinq Svstems (Method 71 04 I Khcc 'Wall _ Pressure C clents, Cp_ Eiundward rface C Wall See Figure 6.5.12.2.1 for Pressures 0.8 Roof Pressure Coefficients, Cp, Roof Areas Reduction Factor 1.00 ;-.,<<-- ...�` d ditiortalRans may be�iegd�forbther wind,d�rechons a.p t ,treasure (PST) ' +GCpi -GCpi Leeward Walls (Wind Dir Normal to 57 ft wall) -0.50 -28.03 -11.3! Leeward Walls (Wind Dir Normal to 50 ft wall) -0.47 -26.92 -10.2! Side Walls -0.70 -35.90 -19.2: Roof -Wind Normal to Ride eta>=10 - for Wind Normal to 57 ft face - indward - Min Cp -0.54 -29.60 -12.9e . " indward - Max Cp -0.04 -9.76 6.92 eward Normal to Ridge lOverhang -0.46 -26.45 -9.77 erhang Top (Windward) -0.54 -21.26 -21.26 erhang Top (Leeward) -0.46 -18.11 -18.11 Bottom (Applicable on Windward only) 080 31.50 31.50 Developed by Meca Enterprises, Inc. copynght A16ALVER STRUCTURAL PARTNERSHIP Page No. 2 of 3 3S 4/6/2009 WIND02 v2-21 uetailea wlna Loaa Design (Method 2) per ASCE 7-02 Roof - Wind Parallel to Rid a (All Theta)_ - for Wind Normal to 50 ft face Dist from Windward Edge: 0 ft to 21.16 ft - Max Cp -0.18 -15.43 1.25. Dist from Windward Edge: 0 ft to 5.29 ft - Min Cp -0.90 -43.77 -27.10 Dist from Windward Edge: 5.29 ft to 10.58 ft - Min Cp -0.90 -43.77 -27.10 Dist from Windward Edge: 10.58 ft to 21.16 ft - Min C -0.50 -28.03 -11.35 Dist from Windward Edge: > 21.16 ft -0.30 -20.15 -3.4711 Horizontal distance from windward edge sture -External- Pressure Coefficients GCD Loads on Components and Cladding for Buildings w/ Ht <= 60 ft it a -a a a Hipped Roof 7 < Theta <= 27 a = 4.232 =_> 4.23 ft nnnh/n ('ht-Le nn mm/ rhfo enfn. I;.. f Component width (ft) span (ft) Area (ft-2) Zone y v GCP Ind Press Ib/ft" Max Min Max Min -A 3 5 15.00 4 0.97 -1.07 53.22 -57.85 -A 3 5 15.00 5 0.97 -1.34 53.22 -70.31 -B 2 3 6.00 4 1.00 -1.10 54.66 -59.29 -13 2 3 6.00 5 1.00 -1.40 54.66 -73.19 D-1 3 7 21.00 4 094 -1.04 52.02 -56.66 D-1 3 7 21.00 5 0.94 -1.29 52.02 -67.92 D-2 3 7 21.00 4 0.94 -104 52.02 -56.66 D-2 3 7 21.00 1 5 1 0.94 -1.29 52.02 -67.92 Note: * Enter Zone 1 throuah 5_ or 1 H thrnunh 3H fnr nuarhonne Developed by Meca Enterprises, Inc. Copyright B®LVER STRUCTURAL PARTNERSHIP Page No. 3 of 3 CHAPTER #6.WINDOWS AND DOORS PRESSURE SolVer Structural Partnership, Inc. 7500 N.W. 25m Street Suite 205 MIAMI, FLORIDA 33122 I I 1 4/6/2009 M, WIND02 v2-21 • Detailed Wind Load Desi n Method 2 er ASCE 7-02 [� =�Ansaclyshs by: L L Company Name: SOLVER STRUCTURAL PARTNERSHIP tion: WINDOWS AND DOORS PRESS. _ Useu1nput°10lata cture Type Building c Wind Speed (V) 146 mph c Category (I, II, III, or I II sure (B, C, or D) C c a Frequency(n1) 1 Hz e of Roof [Ridge 3.0 :12 e of Roof (Theta) 14.0 Deg of Roof Hipped Directonality Factor) 1 Height (Eht) 8.16 ft Height (RHt) 13.00 ft Roof Height (Ht) 10.58 ft 1pyidth Perp. To Wind Dir (B) 57.00 ft I vrwu 1 r-cum. I U vvinu uir (L) I OU.UU Itt 11 Calculated ,Pa"raMeters _ Type of Structure Height/Least Horizontal Dim 0.21 Flexible Structure No Grist�Factor, C,ategory,l:;�Rigid Structures - Sifnplified Method Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 0 85 r` ': `' `'Gust FidWe`Categoty il:,Ri§ld Struct_ures'- Coritplete Analysis ". m Zmin ft Izm Cc • (33/z)^0.167 Lzm 1*(zm/33)^Epsilon 7 F427.06ft Q (1/(1+0.63*((B+Ht)/Lzm)"0.63))^0.5 Gust2 0.925* 1+1.7*Izm*3.4`Q / 1+1.7.3.4*Izm Gust factorSumrnery ' G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Fia 6-5 Internal Pressure Coefficients for Buildinas Gcoi Developed by Meca Enterprises, Inc. Copyright MALVER STRUCTURAL PARTNERSHIP Page No. 1 of 3 { - 9 4/6/2009 t)7 WIND02 v2-21 Detailed Wind Load Design (Method 2) per ASCE 7-02 6.5.12.2.1 Desian Wind Pressure - Buildings of All Heiahts Elev ft 15 Note: Kz Kzt 0.85 1.00 11 Pnnitivp fnreac ae4 qz Ib/ft"2 46.32 4nurnrri 4hc Pressure Ib/ft^2 Windward Wall* Leeward Wall I Total Shear Moment +GCpI -GCpI 23.16 39.84 f- .,..A si......a:.._ a_-___ +GCpl 1 -28.03 __. _---_ -GCpl -11.35 - `__ __ .. +/-Gcpl 51.19 (Kip) 43.76 (Kip-ft) 328.23 array 11U111 u 1c 140t'V. UM44 Uternal-P p Loads on Main Wind -Force Resistina Systems (Method 21 K. Formula ` Value _ Units 2.01 *(15/zg)^(2/Alpha) 0.85 FItKhcc Topographic factor (Fig 6-4) 1.00 00256*(V)^2*I*Kh'Kht*Kd Comp & Clad: Table 6-3 Case 1 46.32 0.85 psf Qhcc .00256*V^2*1*Khcc*Kht*Kd 46.32 sf Wall, PressureCoefflclents, Cp urface C indward Wall See Fi ure 6.5.12.2.1 for PressuresETO.8 -.,,-..!rt��nvnrw� w�ai u�rape ,_ ditiorriRf - .Cp 1 - - Pi"essu Runs may be, req'j for gther wi _d,directions z n, gCpi eward Walls (Wind Dir Normal to 57 ft wall) rLeeward -0.50 -28.03 Walls (Wind Dir Normal to 50 ft wall) -0.47 -26.92 e Walls -0.70 -35.90 Roof - Wind Normal to Ride eta>=10 - for Wind Normal to-57 ft f indward - Min Cp -0.54 -29.60 f r indward - Max Cp -0.04 -9.76 Leeward Normal to Ridge -0.46 -26.45 - Overhang Top (Windward) -0.54 -21.26 ... Overhang Top (Leeward) -0.46 -18.11 Overhang Bottom (Applicable on Windward only) 0.80 31.50 E -10.2; -19.22 -12.92 6.92 -9.77 -21.26 -18.11 31.50 Developed by Meca Enterprises, Inc. Copyright A®LVER STRUCTURAL PARTNERSHIP Page No. 2 of 3 n 4/6/2009 WIND02 v2-21 Detailed Wind Load Design Method 2per ASCE 7-02 Roof -Wind Parallel to Ride All Theta -- for Wind Norval to 50 ft face ' Dist from Windward Edge: 0 ft to 2 1. 16 ft - Max Cp -0.18 -15.43 1.2 Dist from Windward Edge: 0 ft to 5.29 ft - Min Cp -0.90 -43.77 -27.1 Dist from Windward Edge: 5.29 It to 10.58 ft - Min Cp -0.90 -43.77 -27.1 Dist from Windward Edge: 10.58 ft to 21.16 ft - Min C -0.50 -28.03 -11.3 Dist from Windward Edge: > 21.16 ft -0.30 -20.15 -3.4 iquire - - External Pressure Coefficients GCa Loads on Components and Cladding for Buildings w/ Ht <= 60 ft It a a = 4.232 =_> 4.23 ft Wa a a Hipped Roof 7 < Theta <= 27 Component width (ft) span (ft) - -- Area (ft^2) Zone '- vwccn GCp ind Press (ib/ft^ Max Min Max Min -A 3 5 15.00 4 0.97 -1.07 53.22 -57.85 -A 3 5 15.00 5 0.97 -1.34 53.22 -70.31 -B 2 3 6.00 4 1.00 -1.10 54.66 -59.29 -B 2 3 600 5 1.00 -1.40 54.66 -73.19 D-1 3 7 21.00 4 0.94 -1.04 52.02 -56.66 D-1 3 7 21.00 5 0.94 -1.29 52.02 -67.92 D-2 3 7 21.00 4 0.94 -1.04 52.02 -56.66 D-2 NAfA' * Pntmr 7nnc 3 1 4F,... ..►. 7 c �u a�-_.._� 21.00 ne 5 0.94 -1.29 5-2.02 -67.92 Developed by Mace Enterprises, Inc. Copyright A®LVER STRUCTURAL PARTNERSHIP Page No. 3 of 3