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Home My WebLink AboutSUBMITTED PAPERSSTATE OF FLORIDA DEPARTMENT OF COMMUNITY AFFAIRS EMERGENCY MANAGEMENT • HOUSING AND COMMUNITY DEVELOPMENT • RESOURCE PLANNING AND MANAGEMENT LAWTON CHILES DAMES F.-MURLEY Governor June 10, 1996 Secretary SCANNED Mr. Jim Romano BY Fibrebond Corporation St. Lucie County 1300 Davenport Drive Minden LA 71055 RE: 1996-97 Annual Renewal Based on the 1994-SBC's Manufacturer's I.D. Number: FB-95 This Approval Expires June 30, 1997 Dear Mr. Romano: It is my pleasure to inform you that the Department of Community Affairs has renewed Fibrebond Corporation. approval to manufacture commercial buildings for installation throughout the State of Florida. This renewal is granted pursuant to inspection of your submitted plans which were found by this department and your ,inspection/plans review agency to be in compliance with the applicable codes. On site installation requirements are specifically and entirely reserved to local authorities. These requirements must be reasonable and uniformly applied the same as for conventional construction. A copy of this letter must be attached to the approved plans when making application for to building permits. LHJ:sc cc:HWC 2 7 4 0 C E N T E R V I E W FLORIDA KEYS AREA OF CRITICAL STATE CONCERN FIELD OFFICE 2796 Overseas I highway, Suile 212 Maralhon, Florida 33050.2227 Sincerely, Lawrence H. rordan Planning Manager Codes and Standards Office DRIVE • T A L L A H A S S E E, FLORIDA 3 2 3 9 9- 2 1 06 SOUTI I FLORIDA RECOVERY orri E GREEN SWAMP AREA OF CRITICAL STATE CONCERN P.O. Box 4022 FIELD OFFICE 86W N.W. 36th Slmel 155 East Summerlin Miami,Flarida 311594022 Oa��rid®J3830gf�4�7 ��r/, � - LI I LI IViI ILLI\i11V 034711 IXLS I IV.'t'YJ I -..LI I L.L 117fu FIBRESOND CORPORATION 23-Sep-96 ofig date ~ Septfrnber23,1986 print date Structural Calculations — Flbrecrete file :100-d3471 Bldg D-3471 by Ed Koester Building Size: Width (....................... 11.26 ft Length (L)...................... 19.33 ft Height (H)...................... 9.67 ft i Design Criteria : Roof Live Load (RLL)........... 160 psf Floor Live Load (See Floor Design Section) Wind Velocity: (MPM).......... 125 mph Wind Load, hodz : (VVLH).......... 83 psf ' Wind Load, vert; (UUL1QI......... 45 psf Roof pead Load ; (RDL)........... 32 psf Wall Dead Load; (WDQ.......... 26 psf Floor dead Load: (FDQ........... 26 psf Selsmlc Zone : (SZ)............. 4 Allowable Material Stresses: Bending: (Fb)............. 800 psi Shear: (Fv)............. 600 psi Horizontal Shear: (Hv)............ 22 psi (@ bond fine between Fibrecrete and. core material) Compression: (Fo)............. 1500 psi Modulus of Elasticity.- (MOE)........ 1800000 psi Connectors: (roof to wails & walls to floor) Shear= 2000#/ee Tension=12001Nea Lateral Loads: Seismio : Weight of Roof: (RDL)(L)CM.......... ..D...... 5959 Ibs Weight of endwalis : (2)(WDL)(l)(Vlff............. 5857 Its Weight of sidewalls : (2)(WDL)"(L)......... M.... 9120 Ibs Building Weight for Seismic ...................... 22335 Ibs Weight of Floor., (FDL)(L)(ffl................... 5854 Ibs Total Building Weight (FSVV).......... 279 00 Il)s Seismic) toad Factor (SLF) - Z I C/RW 0.23 where: Z 0.4 I = 1.25 Cc 2.75 1 RW = 6.00 u ` Then Seismic) Force = (SLF)(1713" a 5119 Ibs Page 1 of 5 I JAN 0 8 1997 133471.XLS Lateral Loads (continued) Wind : Total wind on aldewall m (I-g(I-)(WLH) = (TWL)................ 16537 Ibs Wind load at roofline at each endwall ; (rWL)/4...... 3884 Ibs Wind governs It External Stability: Overturning: (t)(L)(WLH)(FV2) + (1N)(L)(WL\0(VV12) _ (OTM).... 129872 lb-ft Resisting : (TI3W)(W12) n (RTM).... 125638 lb-ft Safety Factor: (RTM)1(OTM) = 0.07 Note : Building must be secured to adaquatly designed foundation I Roof Design : Overall slab thickness at save.- (STE)........... Overall slab thickness at ridge., (STR)........... Top skin thickness: (TST)............... Bottom skin thickness: (BST) .............. Section Properties: (Ignore Internal ribs) Neutral axis at ridge: {(A1)(Y1) + (A2((Y2)1/(A1 +A2) _ (MAR)..... Where: Al = (12)(TST) = 42 A2 = (12)(13ST) = 12 Y1= (STR) - (TOT/2) 7.5 Y2 - (BST/2) = 0.6 Then Moment of Inertia at Ridge: (11+A1(NAR-T6T12)"2) I (12+A2(NAR-BST12)42) _ (MIR)..... where :11 = (12)(MT)"3/(12) = 1 In"4 12 = (12)(l3S1)A3/(12) = 1 in"4 Than Section Modulus at Ridge = (MIR)/(STR-NAR) _ (sMR)..P1V Neutral axis at eave ; ((Ai)(Y1) + (A2((Y2)}/(A1 +A2) = (NAR)..... where; Al = (12)(17ST) = 12 A2 = (12)(BST) = 12 Y1 = (STE) - (TST/2) 4.6 Y2 = (BST/2) = 016 Then Moment of Inertia at save (11+A1(NAR-TST/2)A2}+ (12+A2(NAR-DST/2)A2) _ (MIE)..... where;11 - (12)(1*01)1-3/(12) p 1 in"4 12 = (12)(BS1)^3/(12) = 1 in"4 Roof Diaphram Wind load at top of wall = WLl-n(W/a) Wind load at endwall rooiline = Shear stress in roof panel - 14 psi a Page 2 of 5 5.00 in 8.00 In 1.00 in 1.00 In 4 in 296.00 In^4 74.0D in"3 2.50 In op InAA JAN 08 19S-17. . --- - - - - iv- uVni 1 N ILn LI 1V1nLL1\117V I'IV. 447 r. 17�C1 D3471.XLS Roof design (continued) Analyze as simple span I Wide: Max. moment @ ctr of span : Max. bending stress Q ridge : wi"2/8 = (ftDL+RLL)(VV)^218 (MMC) = 3036 lb-ft 12(MMC)/(SMR) = Horizontal shear (near eave) ; VQ/lb where: Shear Load (V) = (1M(RLL.+RDL)/2 Moment of cross section (Q) _ (NAE BST/2)(12)(pST)....... Moment of inertia (MIE) = Width of section (b) then VQ/(MIE)b = (h!S) = 22.04 psi Wall Design : Wall thickness (WPT).. Inside skin thickness(IVVT) ............................... Outside skin thickness (OVM........................... Section Properties: (ignore internal db6) Neutral axis: ((Al)(YI) + (A2((Y2))/(A1 +A2) = (NAND.....,,.,, where: Al = (12)QWT) = 12 A2 = (12)(OWT) tt 12 Y1= (WPT) - (IWT/2) = 315 Y2 0 (OW/2) 0.5 Then Moment of Inertia : III +A1(NAW IWr12)"2) + (12+A2(NAW-OWT/2)"2) where :11= (12)(IWT)A3/(12) = 1 In"4 12 = (12)(0"113/(12) = 1 in14 Then Section Modulus = (MIVv)/(WPT-NAM10 Analyze as simple vertical span 12' wide: Max. moment @ ctr of span : wl"210 = basic fornula - (WLE0(H)"2/8 (MVS) = 971.5808 Ib-it Marc. wind induced bending stress @ midlieight : 12(MVS)/(SMR) _ (WBS) Max. vertical load: (RLL+ROL)W/2 (MVL) Eulees formula: Critical column stress = 3.14159(0/(U*A2 = (COS) _ where : E = 1 ,800,000 psi I. = 116.04 In r 4 1.53 in Allowable column stress m 0.187(CCS) _ Actual column stress = (MVL)1(12)(IWT+OWT) D.L.+112L.L. Col. Stress = (RDL+RLL/2)(W/2Y(12)(1Wr+0W Q = (DL Combined vertical & horizontal stress: (OLCIfc) - (WBS/ib) = (CVH) < 1.0 Note : UBC does not require maximum live load to be applied coincident with mu d Page 3 of 5 492.67 psi 1080.00 24.00 98.00 12.00 4.00 in 1.00 in 1.00 In 2,00 In 50.00 In^4 28.00 In"3 416.39 psi 1080.00 Ibs 979.90 psi 163.54 ps 45.00 td i, J A N ® 8 1997 D3471.XLS Bnd Wall Diaphram : Wind load at endwall roofline - Section taken 0,14- below roofline on end panel W. Area of fibrecrete to resist shear = (10+7.75+2+4.375)(4) * (1+1)(20.5+22.37 Shear stress Q section = 21 psi < 600 psi 3884 Ibs 182 tn"2 Floor Design (FibmcpAe) : Load for shipping nod handling : (LSH) 50.00 psf Floor panel thickness: (FpT) 4.00 In Top skin thickness: CTS7) 1.00 In Bottom skin thickness: (BSI) 1.00 in Section Properties: Qgnore Internal ribs) Neutral axis!: ((A1)(Y1) + (A2((Y2))/(A1 +AZ) = (NAVV) = 2.00 In where : All = (12)(IVM = 12 A2 = (12)(OWi) = 12 Y1 = (M1PT) - QWT12) = 3.5 Y2 = (OWT/2) a 0.6 Then Moment of Inertia : III +A1(NAW IWT/2)"2) + (12+A2(M%LOWT/2)^2) p (Min = 53.01) In"4 where; 11 = (12)(IVMA3/(12) = 1 In^4 12 = (12)(0WT)113/(12) = 1 In"4 Than Section Modulus = (MI1N)/(WPT NA" = (SMM _ . 26.00 in"3 Analyze as simple span 12" Wide: Max moment Q ctr of span: wl"218 = basle fomula = (FDL+FLL)(W)"2/8 (MMC) = 1202.344 lb-ft Max. bending stress P midspan : 12(MMC)/(SMR) = BIB psi Floor capacity after bidg placement on flat slab foundation 600 psi' (Floor L.1. = direct compr. on composite panel of 3.47 psi Allowable compressive strength of Fbrecrete =1500 psi Allowable compressive strength of polystyrene foam A 12 psi Page 4 of 5 D3471.XLS Gonngrilons-, - - i=ndwall connectors required; WER / 2000 Ibs/each = (ECR) 1.94 Sldewall connector spacing = (SCS) Check lop of sidawall for bending stress between connectors: 4.00 ff Top of wall bending moment between connectors; 12 x (WLH)(H/2)x(SG8)^2/ 10 = (MB) = Section modulus = 3x4112/6 = (SM) = 8 1,929 lb -In Sending stress = (TwS)I(5M) G 241 psi Tie -Downs : Max lateral load = 15537 Ibs Assumb 0.6 friction factor, then lateral resistance = (bldg wt x0 .$) = 13995 Ibs number of tle-down points = 8 Net lateral load = pat. load - lat. resistance) = 1642 Ibs Tie -down bracket, 3"wide x 3189 plate McAmum allow shear load per brkt = (allow shear siress)(34.375) 16200 Ibs Allowable concrete bearing pressure on foundation -1350 psi Max, allow lateral load per windward brkt (limited by cone compr sires 1519 Ibs Maximum bending stress = 24000 psi Section modulus at lower bolt hole = bd"2/6 = 0.05 in"3 Maximum allowable moment = 24000x8 = In-lbs Moment = (dist from lower bolt to bottom of floor panel) x (lateral load) .1,230 Max allow. lateral load per leeward brkl (limited by bending stress)d 205 Ibs Total Max allowable lateral load = (brit resistance) + (bldg wt x .33)= 20890 Ibs OK11 Page 5 of 5