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PLANS ~~ CITY OF BOYNTON BEACH PLANNING & ZONING TITLE FORM DATE: 1-(<; ~ ~9 PROJECT # N...fIA.-S.(> 6".0 ($ PROJECT NAME: LJ~~rp~ PCN O~. 43~Cf"(.,' 0*-- 3<<-1 . Oov - DO (0 STATUS: ~fftl-tNU::- STATUS DATE: o/-(l- 2dt>7 PROJECT TYPE: J1A(~ \11onlAckl1oN ~ cTL ~ DESTRUCTION DATE: tt/ ADDRESS: lJ_A:-~ I1:)L CdL D Commercial ~esidential ~ D Addition D Miscellaneous D Renovation 0 Revision t-Ac.-.4t:.L - SALLS. TRAltf(. INDEX OF DRAWINGS: SHEET # SHEET TITLE (PLEASE PRINT LEGIBLY) (ex: Sheet A-I) (ex: Floor Plan) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. S:\Planning\File lists. file procedures\Procedures\FILING PROCEDURES\p&z TITLE FORM.doc .. .. RATIONAL ANALYSIS DESIGN CALCULATIONS SOUTHERN HOMES WATERSIDE - TEMPORARY SALES TRAILER BOYTON BEACH, FL DATE: 11/01/2006 ALEX KONDRAT & ASSOCIAlES, INC. ASSUMES RESPONSmILITY FOR BOTH MANUAL AND COMPUTER GENERAlED CALCULATIONS. ALEX KONDRAT & ASSOCIAlES, INC. ALEX KONDRAT P.E. # 58086 C.A. # 00009717 12900 SW 128 ST, SUIlE 104 MIAMI, FLORIDA 33186 /: \/ Y (\ I (p lp ; 0 ' i \ /"' \' \ { A \ \ ~~ U ()'c, ~ .. TABLE OF CONTENTS STRUCTURAL ANALYSIS & DESIGN CALCULATIONS WATERSIDE - TEMPORARY SALES TRAILER DESCRIPTION PAGE # - Wind load analysis per ASCE 7-02 1-3 - Design of concrete footings - overturning & rotational moment 4-6 ALEX KONDRAT & ASSOCIATES, INC. ALEX KONDRAT P.E. # 58086 c.A. # 00009717 12900 SW 128 ST, SUITE 104 MIAMI, FLORIDA 33186 .. 8130/2006 WIND02 v2-03 Detailed Wind Load Design (Method 2) per ASeE 7-02 Description: Ventana del Sol- Temporary Trailer Analysis by: LLP Zmin Cc * (33/z)^0.167 1*(zm/33)^Epsilon 1/(1 +0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 0.925* 1 +1.7*lzm*3.4*Q /(1 +1.7*3.4*lzm 'Gij$tf~9t$ijmm#W' , Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 'P$f!tll'l~Oi~dd Structure Type Other Basic Wind Speed (V) 146 mph Struc Category (I, II, III, or IV) II Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Kd CDirectonality Factor) 1 Overall Structure Ht (Ht) 12.75 ft lWidth Perp. To Wind Dir (B) 8.67 ft ~Width Paral. To Wind Dir (L) 1.33 ft " CalCtJ~WdP",timeters'" TVDe of Structure Height/Least Horizontal Dim I 9.59 Flexible Structure I No Gust1 Zm Izm Lzm Q Gust2 G Copyright 2005 O'~lI~Paljlm~ttlHf'.'" Importance Factor 1 I Hurricane Prone Region (V> 100 mph) Table 6-2 Values IAJpha = 9.500 zg= 900.000 At= 0.105 Bt= 1.000 8m= 0.650 Cc= 0.200 1= 500.00 ft Epsilon = 0.200 Zmin= 15.00 ft 0.85 15.00 ft 0.2281 427.06 ft 0.9652 0.9067 www.mecaenterprises.com Page No.1 of 3 .'----- .--.--.-..........-..-- ~----'---_.__._-_.._,--_.- -_._--- ~.. + ---- .- .. 8/30/2006 1- WIND02 v2-03 Detailed Wind Load Design (Method 2) per ASCE 7-02 6.5.12.2.1 Desian Wind Pressure - Buildinas of All Heiahts Elev Kz Kzt qz Pressure (Ib1ftA2) Windward Walr 0 IblftA2 +GCpi I -GCpi Desian Wind Pressure - Open Buildinas and Other Structures Elev. Kz Kzt Qz Wind Pressure based up)n different Cfs (Ib1ftA2) 11 11 11 1? 11 11 ft Iblft^2 1.00 1.00 1.00 1.00 1.00 1.00 26.25 0.96 1.00 52.11 44.30 44.30 44.30 44.30 44.30 44.30 20 0.90 1.00 49.21 41.83 41.83 41.83 41.83 41.83 41.83 19.125 0.89 1.00 48.75 41.44 41.44 41.44 41.44 41.44 41.44 15 0.85 1.00 46.3~ 39.37 39.37 39.37 39.37 39.37 39.37 Note: 1) User must select shape factors from the appropriate tables, and enter within this table. Fiaure 6-10 - External Pressure Coefficients. GCpf Loads on Main Wind-Force Resisting Systems wi Ht <= 60 ft Kh= Kht= Qh= Theta = 2.01 *(15/zg)^(21A1pha) Topographic factor (Fig 6-2) 0.00256*M^2*lmpFac*Kh*Kht*Kd Angle of Roof = 0.85 = 1.00 = 46.32 = 26.6 Deg @ Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh MinP MaxP (pst) (pst) (pst) 1 0.55 0.18 -0.18 46.32 17.13 33.80 2 -0.10 0.18 -0.18 46.32 -12.93 3.75 3 -0.45 0.18 -0.18 46.32 -29.05 -12.38 4 -0.39 0.18 -0.18 46.32 -26.43 -9.76 Copyright 2005 www.mecaenterprises.com Page No.2 of 3 ~ '3 8/3012006 Detailed Wind Load Desi gn (Method 2) per ASCE 7-02 5 -0.45 0.18 -0.18 46.32 -29.18 -12.51 6 -0.45 0.18 -0.18 46.32 -29.18 -12.51 1E 0.73 0.18 -0.18 46.32 25.37 42.05 2E -0.19 0.18 -0.18 46.32 -17.15 -0.48 3E -0.58 0.18 -0.18 46.32 -35.43 -18.76 4E -0.53 0.18 -0.18 46.32 -33.12 -16.44 WIND02 v2-03 .. p = qh .. (GCpf - GCpi) Fiaure 6-20: Force Coefficients for Solid Sians Notes: 1) Signs with openings comprising less than 30% of gross area are considered solid signs 2) Signs where distance from ground to bottom edge is less than 0.25 times vertical dimension are considered at ground level v - ratio of hei~ht to width M - Larger dimension of sign N - Smaller dimension of sign Iv = 1.4 0591 M = 1.000 ft N = 2.000 ft MIN = 0.50 At Ground Level Z v Cf <=3 1.2 5 1.3 8 1.4 10 1.5 20 1.75 30 1.85 >=40 2 Above Ground 2 M/N Cf <=6 1.2 10 1.3 16 1.4 20 1.5 40 1.75 60 1.85 >=80 2 Copyright 2005 www.mecaenterprises.com Page No.3 of 3 '.. Alex Kondrat & Associates. Inc. Structural Engineers P.E. No. 58086 Tel: (786) 293-2888 Fax: (786) 293-2878 Miami, Florida JOB:0JA"T!;;iz. '5ID'Z: SHEET NO. CALCULATED fi3Y: LLP DATE: 11(01106 SCALE: -7&vfO r;2li)lEv<. t WI~ ~5 ~ Asce 7- 0'2. (Oi7/,T3yi.. ST/2 v'CTVIztE-Sj M ~-:::/L.(~<~.:C -=-\:2 ;; --: -z.. 01 ;7./ -F , /1 Ci-<;? I ,I 11:.Lef- ( " /0-, ~ <;;'4" I " \-4 ! V.::.. \E.;r& I = ~.lJt1 :... Gr:- -:::::. 1.'3 '7- I .r-- = lo.~ ='"'>-:7$ V "L.tJ,1 . . CF "").74 6>"2" -::. 40,"Z;>2 f~F Cf -:=,'. ! 1. ) C, -=- o. g~ I A.(' -=- ~A Z l- ?..l.ai "- '70 eft> opCrJ -;: 1/:2. $ f F ::;;.. <:9::? 6 C-?'~ r =- : .-1/(1, ~'l;'{ 0'&'11 I t'/I .2.) -;:: S -z.q ~ f ?- (4"!7~ )(0 ' g07(1 ,7-f6o.ue '/-1.(01) <-;%. !314~ ~?, = ->,7~ ~ ;y \ ',-) 1 .,{ - 1 2 L. C/ .79 _" - = - "72,'< - 1.4 -=(1,073 o. t x- 1. Z y- = t 2'1- -.. :) Alex Kondrat & Associates. Inc. Structural Engineers P.E. No. 58086 Tel: (786) 293-2888 Fax: (786) 293-2878 Miami, Florida JOB: .W,ATz::e S/Or;" - -1€:Mf 172..AlLe{<Z. SHEET NO. CALCULATED BY: L.L.J> DATE: I ~ lOll O( SCALE: 'I cj {'Ii) Il 7(.:f , I' (-'1 -.tj 4> cv ~'2l"1f_.- -'l" _If I'?r ,J I c/'" I EP.. CD r~ =- (0ft fl-U,tiJ('~f)~ 771t7kf (b> CGLV~ =67Vft()l /. 3,'> f+\'~"(ll. t/)- Jt>2P~ cY \Nh)t...:::;. .suo\\?, (flA'L..lrJf:,::r-y..; (IV'> ) @ ~IL =C{Clljifit5~ /,33 "l.)(I.J)/)= 1t/f()tf ]1,42 ' 17*~ " 7.v1-' I 'I 0-0 -,,-~~--_:_-=-~-i (9- C9 -I_~~~-~ I :: ---- 1'1 f ~/ / !'"YJ.1A =c:::>; ;0/10' -'"- (Wl~lf X [/.42' + I. ~r' + I. Wi) +{i-:714' /p)(<?,04' + /.;-l tJ.~ '} Wb,- =- (C;~{~ )LI~,'07 +(l~l4~J/7~,1)-= 1b'f9~'" (+'/b. W1;<- c::. (~/'7()' +- ~O?f?J.. '?tt-+;#jo )(1.,c/)--=z 1,91ltJ (J.lb. ~I'L = .~ ~.; ll9J.";> 1,t7 ,'. O}4... \; \\,,"'j ,lbCJ$& r:-.~I'lIl'-"'lT .,........t~....,J~ ! ... I -, f vt..'0' ~,)) Sl ""1.)'2, ,------ 1 .... ivP 4 PAf'J Vv !?=tS ~,\;V'!!> tfr~ -------.---........, '.., '~ -- ~~ I{1AIL.€,(.. 0 Alex Kondrat & Associates. Inc. Structural Engineers P.E. No. 58086 Tel: (786) 293-2888 Fax: (786) 293-2878 Miami, Florida JOB: .0J A:Tee..r;! D~ ' SHEET NO. CALCULATED BY: LL,'f DATE: ,dodD IS SCALE: , II /7 J "'" ..q_L. _" YJW - -----...-.y".- ~AO ==USofX-fX 4.:/ Y(I 0 -r= ')lP/ e~ cyC~L:::' (I$t;f(,f)( li?:/)(rl..fl)=1oZM . G.Jt.1!t:71.. -=- 17.> "* ['(tA,K_, w{)Ul) I 9r ltl:UI ) (3) S()IL -::.(iwft.lXf.'$ '1.--0,'1-/!'~~F21~ ID.~-=.I,' I d>. k'nl:~ II .41-' ~ .J 0- 0 q.1 -/' -4" J... lV" ~_._----- CP CY A~ 4,sJ ---k .D4' I -1-- ~~l Vv\1Z-(;l1>~ ~ Jt>e.'B1-L7U+ 71'$BY 4'; I J = I Cj74L_'hff,]b, F ==- [~\~? j{o. to?)L vz. ) (4, ~)( 1"f.tr/ )( StJ~ t?M-J ) -=- ~5 #= F -:: (4Ia:?l.Il().'6q)(/)17L,,~.()a"l.1-) ':: IO~1- ofF yV!pT = (-:3<>;.#. :tl3>.7~' i+-Qo>"Z *')( 7. ~7')= 1/&0 *f JIlt1(2.. 1'1742 - ~ - -= hbr ,>J,7 ,'.~ i'V10i I J ~; .,' _"'~-n"__.~".....:,I!~:,~~",_W'''''''''._"I'"""__",_#O),,,,-'''--:M'~''''!--II_---.,.....,...._ ____ ). v.~_~_~~^~:'~)~':~IJD^~L <ftk 61 ~.. ~~i: