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PLANS5 4 mw 4 N.E. 102 ST r LOCATION MAP SC ALE I" . 300' SKETCH OF SURVEY elf N.E. 103 ST. N.E. 102 ST. 1 1185 SURVEY of Lot 9, Block 175 of REVISED PLAT OF PORTIONS OF REVISED PLAT OF MIAMI SHORES, SECTION EIGHT, according to the Plat thereof recorded in Plat Book 43 at Page 67 of the Public Records of Dade County, Florida, being situated in the Village of Miami Shores, Florida. / ORDER NO. 5183 DATE: February 5, 1976 F.B. 182, p. 7,8 SCALE: As shown WE HEREBY CERTIFY: That the attached S H R e SKETCH OF SURVEY o £ th above described property is true and correct to the best of our knowledge and belief as recently surveyed and platted under our direction. • • A. R. TOUSSAINT & ASSOCIATES, INC. LAND SURVEYORS 620 N.E. 126 Street, North Miami Florida By: 2' TOP OP NAIL Howar C. am • e, * ce Pres. 4 DESK ELEV,= 1 53 Registered Land Surveyor No. 1683 4 State Of Florida ORDER NO. 5242 , j i .^�" ' 7yt F ,,r Revised this 16th day of April, ,•: 1976 to show Foundation Loc- ation of building under con- struction. F.B. 181, p. 16. pipe i e>.112' 25.3' F'A14 O Mica 22' A 4 A LT PA's" M r~tvT sr pipe 62: I' SCALD : 1 i1 = 20 1 S_€ LEII_ Z1ITA PiPe g OZW,0 ,S NXo Pz t4 Prk PTIt E GC r • •••• ••• gor at- •••••••• •••• ••••• •■••-•7`... ••■••• ■••••• •••■• • •■• ••• 4 q • P 10 Y '0 C% f'' ) :100 CF(' L c r 10 1. • ,S100 C rt 15 V. IP • c 9co c 10,Y, c20 C Tv) 1/ 6 14 C F )1 7 b Ivj 4 I t t - 10C) C. fr' t 00 Cyr' 1 e4 , 10 ee e -,00 c Fro d76 C" ON - - 00t41)11 . /ONIN-C 9 - • ..•••••-••••■ 1 ' I C.) c_Fr Ale UNIT • - 770 kt rt: G)E, Ft? ..4P.CJO .1"r V •A NI) - 1. t; \V CJtTL-E f?! - ro MEIL 'I - St( UT Tr- V, it711 1 TA 1 - • 17 N t iff - T - 11 fe. 0 I) f? t)v Et? r: 7) 0 ••••• •■••■■1,0 •,......, -....--.......---.. -- .,- ...-., -.-..- - ,... - --. . 7,17" , ... ...] ..- Ne — Mt? A N 0 1> 6 6CALt DATE+ 777 = 7 APPROVID FY. N _ i t/1)1114 _ 517 DRAWN PY REMFD DRAWING NUMBER By: N 4 Q 1 3 3 ' 3 ` 20' 3 30' \ i 75 , 664i /21 '� 3 � N E. 103 ST. 619 h S 8O: LOCATION MAP SC A'_ F I " = 300' SKETCH OF SURVEY SURVEY of I.ot 9, Block 175 of REVISED PLAT OF PORTIONS OF REVISED PLAT OF MIAMI SHORES, SECTION EIGIHT, according to the Plat thereof recorded in Plat Book 43 at Page 67 of the Pubic Records of Dade County, Florida, being situated in the Village of Miami Shores, Florida. ORDER NO. 5183 DATE: February 5, 1976 F.B. 182, p. 7,8 SCALE: As shown WE HEREBY CERTIFY: That the attached SKETCH of the above described property is true and correctAto the best of our knowledge and belief as recently surveyed and platted under our direction. A. R. TOUSSAINT & ASSOCIATES, INC. LAND SURVEYORS 620 N.E. 126 Street, North Miami Florida �� TOP OF N Howard C. Gamble, Vice Pres . 4 ,) Sr• El E_v = Registered Land Surveyor No. 1683_ / State of Florida r-J {— - rem a2 r �v�Y 7G 22' 7 -7 /go' FZKG HT.- -�C.�2- S A ' -i A >,-T M' Pi r3 r SCAL / L/ r a = J ' N pi pe ",• • • 4 4oe) raT, r212,4P-.1 N _ \ 4 NI. (7 :SC 4 r, gq Fr' _P .tot.AN1' 4•.4 . - 66 _12 CP axea-Z. r-A414 ace: ro 0 __ P 444- 4 . 4 " 4 ",... 4 ; 4 • , tr, roe MI f$ RP' _ • ." P.4■i 0 9 :0 rtiViSte-)4y. M5 • - - - r , Ivw4 - 44.-4 4w. 1 our 1 ARCHITECTURAL DANTE F. VENTRIERE__ ARCHITECT 24 13 Kipling Building P. O. Box F-257 FREEPORT GRAND BAHAMA ISLAND - • , •Or T P. I—, t7Rt tT 1 C70 110 .r 1=n- T a) to Pc)12.1 r'zVit.17 re-- 6 if:"?` kA 1 z)i-for?...55 , L- e re Pf ...v....* owl. _,N-VIV off" A i L Frow. C L, TEI-4 446 4704 '•"4. t• ., ' • CONSULTANTS, LTD M. LOUIS KROMAN ARCHITECT DANTE F. VENTRIERE.--- PLANNER EXecutive,coffice Park J.u1te-114 -- 1800 j_Vest--- -- Street, Te1.823-682l DEPT. OF ENVIRONMENTAL RESOURCES MANAGEMENT METROPOLITAN DADE COUNTY ENVIRONMENTAL FACILITIES ONLY APPROVED fm. (40 3/.1.0 BY. DATE for slia•••,,,:wawa-ws wa• 2C t 4 Pflo 4 41 set,* pulp Doilap% ftn.op-mir •tr..4spot.,76 PPI fifV.POOGNIA «'r • tyroltrit Av$444. tot fifaerm ire*?!' culvir-r4 Inv ilretrv, pip 1111/Itifil rI .v•sifftAiv .,tt a A 4 -4 -..•-••••4 Sital P`011 .e.11* •0 1 • o ; .my w '• : , ' ,4 • 4 • ( 4 a • 7 Requ'10.1 .. . ' " 4 . 4 4 o . a ••• .......... ... a. W... n ow .. waw a r a: . ww .raw......... owwwww ww..ww•wwwa•••••••• wow -.44; a w' 4 1 To ;PREVENT AC.CiDEN/S brit) titF.;TLIT-11 OF ESi.t.*IITIP.1,. STRVV.X$, CON1A:‘ AAU. LITtLITY com?mair's MANTA?! ACH.111E$ IN Tlit7 ViCihi:IV OF TtlIS F4 C:rf„.....:: CONSTRUCTION IS COMMEtinED I.F FT APPZ;ANS THAT E.V.AP IAENT OR r'il:.,:0IINri..1tiltk Eft lvoi a al w.u4 Fr0.ire • TO 9•1OSE fACII.TrtES. 4.-4-t- Vr.i■NR‘ fot- vv. -.*- at -4 ,...-..-1............-..........0.-..,...4..................4 a.. 44" w wor'or-W -44.4 -■••• • .7 '4 • • • • w - •.. . aw. owa. Or ' T ELEIATIO7 4 LOWEST . findutlina DIF.TRIC:13 x•00 inippropriaie orrr roo- oa•-rwo,,wo. wvor • of lhose dravvirq and 5:.. ¶aI b rrited to the 3 site for 'Ali iCh th-.7!' wtre. ireoat-:;d ad t.t ;5 eKorest,ly lir• to such us. teprod;ivn, tv any 7r hOd , who'e otr ; r;?-t, is prohibited, Title Go Jit.: specif;• remain in the w•r• WithOlit preiudioe cn , -t•t - 1 those ctrawirigt,s and sp. stiatt cOnstitute pr facif evidenckn of the acc.-epianoe of these testrittl 01 FinET. 1' 1?,L. 10" G -C) 2c.- c) 1 -r u u 1:7) A 1: 4' cePwc. 01- L tqw - 1 -41, waD r t- L. t/.v-1oJIQ t.etj , MCS,41-4, Mt. t11 WALLS. •A t&. 12-0C n14 % ,)( o IN C- L. t; rorz. ri..6t4T 1 " 14 1' P 1 4 ' ItZ - A 4 ARCHITECTURAL DANTE F. VENTRIERE_ ARCHITECT 24 B Kipling Building P.O. Box 1-257 FREEPORT GRAND BAHAMA ISLAND 2 A &v ••• fey., ...a...a...a %ea.:a."... A - - - rye. . if 4-$s vow, 11;. • f-1012-17-, 46 4 11...M.1■••••••••■•••••■ Ut c2Vei c."" hpo "t'. L.v c›. 40S7. AL.- 04 Tt5L- .1.1■011.1.110111••■•••••11■11.1.001.00MM.011.1 • 4 CONSULTANTS, LTD M. LOUIS KROMAN ARCHITECT DANTE F. VEN'TRIERE—__PLANNER Recutiv ice ark , Ito-II 1800 T1. 823-682J .1•■•■■•••■•••■Ia14. Ye ......•■••••■■•••■ • ....1.440.9, ■ at frit growroorf rt k'iltrz I "AO V Ace. n.. Avaticit 114kitwistfie* t,"4”ci ...roStesft toasicot ttfrot%. •ootts0ss ttleottikttl .4 trINI tisorvie411 IvAtwo istopc4 • t" • • • a ...4 • , ' *me • "S •to) • re;.41cP.tirm4 , t cEtn4 tri 01.41, taiiict? eme sw14 wear,..--.1iAra..,,ca..szvaramaxtztazzlzoLsor....kcarar-=--s.-,aciack-a_.—roma.vanforsumara,V*Ars‘.10,1*-aolekska taaa--arralsa.arrities: "*T1 t.tFe of the drawIngs and speciftca'iA)ns st,.*<!1 be rEl•tict0-,Lp th nr<gtna! site for v,h they W er e prepared and p!..iti;ioation tPrO Ii t.,srOil!1 use. Rc -irse. repr,)doCkion otTh'ir.ation b, , . whole br in part, is prohihlted. Title to h' c ng and spee:',IfiCalltri- rtlb.ton in the Z h cct witho.0 prejudice. Visual< contact with thdlie (1ravvitig sPi'-iifcations shal coristitute prima facie eititi(nce of 11 �t1'4 Of these restr;Cions." r*. et 7164” 4.011 4' fa. -.••••••.001.11 - • • • - . . ••• • • 1 .7 • • IF - • o'9 til 1 11111EI lsc X i/7 ' MtN, .►ZIr 2-' S R� n7 T 4 r ) D 3 TIES awc 3 fa 11p vwr $ e Pe°r, rzwr P. + Yt''£04 LAo'rEg Ati4.E0\Vf. $E4P ry tsro , t)04(2.0 e )LV Pt.aS•e , Mt)( by \YEi6 HT1c P ' Mtn' linjnnuuarunrn•u u 11011il11111E ijJll[It1AIl'i#t'fi ii: Lew it ,ire 41111% xGh •• V E` ; G �. tJJ1i rT '111111111101111111101M11111111111111111111111111 4 4SL H 6-/FIA' 11N0ltet 2-1-411fi _K am'n' re)r, a .vL,r 6dl71 ( DANTE F. VENTRIERE ARCHITECT 24 B Kipling Building P.O. Box P -257 FREEPORT GRAND BAHAMA ISLAND ARCHITECTURAL 71vr;, :SUMO 4h. - • u'TZA d'A. e �_ ; f L. T�.� Q 46,- 4 e).4_ ;yam /?J'3Y,.''. .- p ly V Z ) h 1"S r:; 11 tt trE_.r)! �c 11141 4ELri CONSULTANTS LTD *444401 s tklrAt? t1 ¢ ,'i'.< f 1 �rafi'i tiro ii?dbTr�i� .: . / t x'30• 4417kgtI virine ur e0 i V1?:,.?a >..<; -Lis ***motion i nt. yntig T . •: 0'r j i,fiy'-• AYSaA+ret.S«i•+)-sy,•,•'or /k°c'_+ a, +' •strig rtfaWaaa o_..w :Ziemr, t O" . -- " The use of these drawings and specifications shalt -t:e restrictel to the origlnel site for wt ch they were prepared and p: .ation thereof Is expres >ty iirrited to such uses. Fee-use, reproduction, or p'.1b!iration by any mrth'xi, In r whole or in part, Is prop bited, i i'le ro the drawing . arld specificaticr!f !'Crrlaifl In the architect wS +t,.,ut prejudice. Vis9a' can'a,t with those drawirgi and s7-^cifica'i sha'1 constitute prima facie evidence Of the acceptance of tfr:se restrittior,s.' . M. LOUIS KROMAN,. ARCHITECT DANTE F. VENTRIERE— PLANNER Executive_.. Office Park 1800 West -.- 9tl' : Street liiai `a1i TeI.823 -6821 Ploie•1da - -,,._ p._ • . „7",7' r; 412 V5 C 74i \V crp tw ?" 1-41= i-r CY" F5. — 1:361W T r<0.1ai- tP t res H T 1.••• DANTg P. VENTRIERt L ARCHITECT_ H 24 13 Kipling Building - - Pe O. Box P-257 ilitTIPORT tr GRAND , i1AIIAMA ISLAND torn e r, 141 P nit Ant,,7 ta,wara44;14' *1;,kori$11 otIN- iterart, ir.rc"),1 ft I. 4 404 „ • . , use Of th6e drawings arid *p1300ficAti,'"oti$ U* r6rIIO orgtat site for VdITC41, they wore r imitd touch u fl'e iepr6otstion,.pi rpt1i4odji b)` who 'e or in v tia,,n,(s prt001,blteci,.riqpto spr„t,td fi - . (I in tPJe !?rotttject 14thoot'prejudjk: oiirlraO(.1 . spe ficatk)fis $f411;,00risliti!te jr1pa Ifc11,i.■icsieti ,!ift1 \ill) thes reSt'rilio04"(:' . )i , • , ' 1". • • , ' t r, , • • ' ' 7- .1 4) a:7 Vil-4_11.7-•,„; c A ILI L-s rff t v A aT c- — 90 1 A ASP LA 12. d -ro e ' • L. ), —St DANTE F. VENTRIERE 24 13 Kipling Building P.O.Box F-257 GRAND BAHAMA ARCHITECT FREEPORT ISLAND for?-4 wg cr 47 kivw b 14 .lca rL- , - FL:Li 44(,42c4 t2 g 7( ARCHITECTURAL CONSULTANTS M. LOUIS KROMAN_ ARCHITECT DANTE F. VENTRIERE—PLANNER. IIT rkteutive_Arfice Park _5uItT3A14' 1800 West-- b Te1.823-6821 Praida— .••• • • , sporw4 E) tog r 11r ;:; • •••■,'• •••• 4•Pit ▪ "44 V 1141 ft itleCIA4C't tg LA4j7.4 e* it) rJ ItAdtAiiii t04,tim., , 40,411 4tioktc4{ L?„7411‘..A. AD irtir:J.csa--t0 AIMPIPAN #44 E.14v4tko 1 viilno• mrte 4/* 4-1 s-0 imptr., 411k44 • wir. JIT.V1 *0 USVPARWPARIMOIMA ISY '.3,71Eraor-47-3Z7-4.=4-5KIL,arTss.r.tter-.-1 ..ets,15r. of thee drawirc;s-is and sc 0 be ri=•s'ricred to the or:F.,:na site. for KH.Ch thy worF. p7epored arid riAiiration thereof is exoret, ted to suc.h use. Re ,:se, ; Cr oi.iblica!ion b any metht rr wholc.• or in part, k nroted, to rh dra•rip and specift(tations reina'.h ir k arcf•ot CO n att with those dra.vings and S c I fi c shall constitute prima face €2.'ideric.c of the acceotaricc SHEET 3 1:7 • 61-t H 1, .^ A 1. L Goat:. , t;..) U V t L - �� r i. j F � : v.) , . m.,A � s -79.,v1-.4 .r T c }� . f7;00 }- ; c::: . �p Fa P t, t � K S •� !•� .1) C.+ � •+� I f .9 1 . £t : .5 1 F.+ / t- t.. Y r l..l . c) R ,� � aY. fs.� L. �.•� a I t-4 L% 4 r 1..6 G WI N.) r,d A to AP Pa. t y a +.4 4T 4ti, -1 t !6 •/4 Pk, e r Z. GCD ✓, t_ t- r t L- t. - o P a % N ,- T E t7 4 +G? tf E s t, cs.:2-tr • G� G�Tz /:+.1 t mot? } re.i C � t. - re , t t.$ �+ e / = "t'e� I E. t. r� ?AI { 1 . C. V 1 °� 1<� 1,� V ✓ t V L ,+ P°"' r'L.. 6 ' 1-4 7 4 '1 or �r 2. • G •. 1 is P U fiat .! Ga t` -+ t, c--r ►U 1.� C +.' 1' \n :, -.� .. L/ 1- r ?.. i c' t c ':- t- GtL GGta Ac TOti 1.11/4/01_vti-t2 t rip. L• r7 r;) 4 r;` t' .n ! Ca ! 4 f VII roc" t: r2 L/ t I a,f �5 GC, r. �';. "(. 1l �1.� `(r f • r ic'P Ori c *1 r >i t -1 E Nt...." 1 c)" _ . : ra ►r f t c :��t Mfr �3 t_:y f,,� � ,cam � 4. FT & ' ")4 , # , ' \ ■l (= t ^i r (V y t , '1'' C_ `t' c* /. H CV pit= c, v rj r r'. o l -4 "; ; kri' fit- /s r-! !•''r q ri c a' GO T S 1 17 F ' �. P 4 , 14- E'• c ; rID/rtG \V tTN , .1 - 4V..IIP Ie)0 t 1 a. Cr% a>`ST. ro v.( V' 0:61) ! �. - r � ? ; -r 1' f"r... r?,. rt - 1 iw fro >r t.. c ? \V t-4 Pty ti 4 r, ky t e A I -4 ,_A , C,.r, C'.1:= ..- l d� `,lA) )Ji i,aA w 1 1 ,0,2 0 vvs: 4C 38q, (7 v: >17. 4 L1• \ \I ) CA. \\ 4 2 5 . T L . - t t.r } 4 17:1' 4 4 E�,IT 7t44 , t� _l Lt= H tJH6 (c) Pran=ce ! t. Ti rt. , St ( 4 V 1I1 11 fl t.. 1_F Ga'.) Ph v,3 \VAS r 17 F'i 1 C� , t•A F ► -11>aR• A N t: D5TA • - - rc'YL =( 1 ¶1•. E{o rim 'it A,.. tt 4••`t'1` it..ar?c.rt, D1 4Q ( 4 6 t- E' Y.1 t >( ( r7 e ) Kit r17. P� " 1VFI54:rt: # a .'4ic T tvrt'..1,r,r3, \v/ I T4traoW \v /, n PLp> GL41`r , bt� uP. 4 eA. Str T ofi C , Pr GT C - TG P C4 (b // k L'1' C# � YO r > L) P; L• t 60 479 tt. j w,„0 / * t:):)()!4) to U L'T t( a -/ o I PJ l �. �I W a (a, t N ,/• i e ♦ArdJ gi tir c). 4-01;;.'* * vio• (j T tyLort ;- L a-) P21, e.:61-vG, t -Q P.P \v w 1 / 4 el; tzi r Ia T A 1 L. A 0 4 a ' DOOrt T R AG Ir f-?fl Tr o ,.^ R '1 51.4 f, LL f ;, GPI' --(E; -r T"v V >r: ten/ qa1,. A Ll_ \ \'Q t_ ; r71 ;. L.. Ei T lL� ra_3C7CJW f \y , ( f t =t;r -T-p Q E:CE: lr-1 r %Ut- +r U t,.(. L.. ! -a l=. t.0 . 1. 211 t 1 , F " L. f ' ( . '- 5, \ \./A! 1.1 ✓ c o 1 7 • c) ~ C C : 1 : :•t�C:tR;,+�N l !�:f: � , :. I -!o - f'l tni T - 7 t , e , E . 1;?, U: GCtS A r;r,V : 4 ; . ?A - t-- I 1-)c rellroarfit to•4rr' s » 4 '444. 0 alit* , +ei ,y }r� „•a a e�' r;; "kositiA 0 r7 n-h-l4) i ir�ir, nr�1 arc *s a' 14 tom, } f..I, r-4 1'_L•o vi r :1 DANTE F. VENTRIERE ARCHITECT 24 B Kipling Building P.O. Box F FREEPORT GRAND BAHAMA ISLAND i ...- ” , ................vv..vez , csar's- .0"1. It.07.15,111,.../413. s wva assrsiw "The use of these d and speCif ;ca',1onF, shall be restricted to the original site for •Ahich 'hey Oren •-ed and p'J1)'I ion thereof is eYpress!y IIR`irfd to ' ;:h use. Reuse, reprodunon a•ly method, !n �l E' (Ti ':rrF :_1'+71'ion5 remain -3 ' r ,. ,. - - rrar, n and re, . - of \�1 C.7rr: c. l a t,>► ,1 F' �: ;14 f'rn.,ce s u rt 44oc ) 6o c r, >t.)Le;, 4 4 - 4 'Zc A- . 7e1 L-. 4-, c:Cv1 ( ) , , 4 1 & N . c.) &d 0It•T• rtr. , 1Z car \vp,Tcz -u�� 4 `� -= 7 `.�tx� ,t n C.4r'. I Co e, t , L-i - r + t'"t.. A.. T g R. 1125 E tt • tpA "T1 r2, f P 4:. I to , 17e7 T w v . fi y, 3 0" L-" Q2M2.G A t4- _1%1- - rrzet,'T5'13 `u r2 -t224 . I-, eV -1&-. L-4 ri4 r. ry T t"A t_ u i4 40. e - 2 A �� t) t 17.5 . t12.(›e. r �i a:►a Fa I2ANE 16.' x. I V 1. R-• f r 2.� 1 _4 h V \v Ivng. c E) )4.6; U J t A1• SeL.r GLG;E,, Mt Y. C U 1 'Coy b•o y ARCHITECTURAL CONSULTANTS M. LOUIS KROMAN... ARCHITECT DANTE F. VENTRIERE PLA NNER - *Executive _Office Park _Suite - 114'' 1800 We.ot__- ; et_ Hialeah Te1.823- 6821 loflda - -.... _ 7nu 35 1 J� 5Gf2.� -1 .\t1N S :: 44o -a i' I :' EX?: ..17% a • 'E• '04G C,7 . r'' f ifJ, 4* At) • H v,.. r t. kiSi4 . 11 Pt. u S W , It`4 T, Hc4;;o+ fit. uSH l r . ...I I.L. e:P, Lot -!, 'rr �f � . �4 , 41•S . f'Mlrt. b. P . Fist wS, • w `. 12 .. _ - - SoLIG, 140T1.1.. P6bI:t.›, MT, Ono12 MV1ta•R 4 - 'f'?-bvt Q(: ?.,!)c) r•!:St t1 t, p.ge 2,ra✓ i t•ot: Ace., 1?� y G LL7GW .A c PM-0 t-er \Y / MIL), 1 " T1'i4tZ,t)W ' Ta t.# Tr7- co.r : t2Cr) ce. V.- 1 } +NCaara 5 : 0 ./L~r, +4 Ave Hct4 5( PoSE ) ( P i t ? C.7.4s0-47.Av .5 fAu . '" t', t.. -i . L 1 ». 4L• taf' rCi r ( -.14 E - Pi T WCj_ PM-MI."GICfA __R L. I r PV.a4. 71.45 11.2 /..Gr it4 Ve)CatTrc ,►,• i'120✓1 Off r.l. 1r7 PGC>[7= t"EIt V SHEET L7 . OP c, • .. N .,. lY .� r ARCHITECTURAL 1-- 0.1... 9 , 1- � , 1 "1.r- ';?.t; V I :) t7 1=1-4 "r ( ) F 1 " _ 4 ) r M A L 44- /Grj ht,A1 CONSULTANTS DANTE E. VENTR!ERE. ARCHITECT M. LOUIS KROMAN .. ARCHITECT 24 B Kipling Building DANTE F. VENTRIERE.- PLANNER P.O. Box F-257 FREEPORT E tecutIuz Office r Suitt ' GRAND BAHAMA ISLAND 1800 st-- -- 0 .._ Hii'lea i Te1.823 -682) p or d -:; r V 71 : P717.'1". , .T.F � r.. Win' .Y. n8 4. t �- • f { t FV, Nc .. t7 • t. v r, .. ; r,tir e 4a, ' b P.9 l..0. , 1 T e`t, . 446.-4 !J 2 exa mu 7•71.7+�.Ak...r.••.7v.y - -ra, arn-nr7i 7r Tic -rvs.c sr :•.s 1•77•w s77's+7+.s0v7-f4+7,7** .4'.....-R ' " Th e - Jse of these drawing s arid s, :, sha11 ;we re:,tricte-i to the orig na1 site for which ih9r were prepa 2n:i 7)Lit jcafi;rri alert - of i5 exores:iy tir1;i'ed t0 such use e—Jse, reproductlOr. rq i)rit ;I:ir.rrt be. Brij rnethr,C`t, Irt YvhO'e 0' in r.a -t, iS prohitAtcd, Title t0 .h drawi^ ?G ?d specif■catierir- remain in We .6rchitect without pirejudiCe. Vi5t,2 ' those (trawir'rg arid S•ncificA:i4rf; s- tl c0!lotttUte prima facie EVi -dE ;flC£' of the acce;tanc.e of there rE'Stritti ??l. ;." rr.�s- r"tT 7 , .**.r. "7".v.- r�7 r+.r7+-:)•• ; - : ?7e. t'ra.rrrr n +'rw7. `+4 i 0 L) Revisions aPI‘ Sqs Ce"•" n r T 8 EIJEET DATE: 5.20 -I PROPERTY A».S: 'Y TO: ILL DESCRIPTION: Lot 9, Block 175, "MIAMI SHORES SECTION 8 ", according to the plat thereof, as recorded in Plat Book 43, at Page 67, of the Public Records of Dade County, Florida. }XI: Andre Richard Fournier. JOB N q3 - 4 118 LOCATION MAP F.B. - PG. / - � 1175 N.E. 102nd Street, Miami Shores, Florida 33138. 44 ). GUNTER GROUP, INC. LAND SURVEYING - LAND PLANNING 9350 S.W. 22nd Terrace : (305) 220 -0073 Miami, Florida 333165. I HEREBY CERTIFY TO THE ABOVE NAMED FIRM AND /OR PERSONS THAT THE "SKETCH OF BOUNDARY SURVEY" or THE HEREIN DESCRIBED PROPERTY IS TRUE AND CORRECT TO THE BEST OF OUR KNOWLEDGE AND BELIEF, AS RECENTLY SURVEYED AND PLATED UNDER OUR DIREETION, ALSO THAT THERE ARE NO VISIBLE, ENCRCACHMENIS OTHER THAN THOSE SHOWN AND MEETS THE MINIMUM TECHNICAL STANDARDS SET BY THE FLORIDA BOARD OF LAND SURVEYORS, PURSUANT TO SECTION 472.027 AND CHAPTER !01611 -4 OF THE FLORIDA ADMINISTRATIVE CODE. SURVEYOR'S NOTES: * This is a Boundary Survey. * Legal Description Was furnished by client. * Ekamination of the Abstract of Title will have to be made to determine recorded instruments, if any affecting the property. * Legal Description subject to any dedications, limitations, restrictions, reservations or easements of record. * Scale as shown. NOT VALID UNLESS SEALED WITH AN EVE OSSFII SURVEYOR'S SEAL. SKEIui N 4 - 77 0 DRAWN BY: ABBREVATIOtS: CL.= Clear. C.L.F.= Chain Link Fence. I.P. = Iron Pipe. WM= Water Meter. D /H= Drill Hole. C /IF Center Line. N/D Nail i Disc. CONC.= Concrete. N.P.= Wood Pole. W.F.= Nood Fence. F /H= Fire Hydrant ENC.= Encroach. M/H= Man Hole. M/L= Monument Line. P /L= Property Line (M)= Measure. C.P.= Concrete Pole. (R). Record. C.B.S.= Qx:rete Block i Stucco. PROFESSICNAL LAND SURVEYCR N 4312 STATE OF' FLORIDA. Jr -oa - CHECKED BY: REVISION: 1- 19 - 179 , 2p, oP -DATE sorzveY � 0440 u I/O SKETCH OF SURVEY s CALE : 1 " UL» (( SP opo = Zp I,ANeo /5,0' der 0 1 L 41 20 (calc.) , 2, 9! (// 51,( 8 , 1 s w ISA 'pIsc) M �Z11� — 30 4-- (a) co(IN?N' t,i.0 P'26 -41 tLe 4"TIci,J !O.Ua A OCI DING TO THE N . F. I . P . THE SUBJECT PROPERTY FALLS WITHIN FLOOD Z VE "A E -B po 3S 35 - - - -4 14 e 1 --J L S' L- r IT! 13s VA "r 1 r3A/ y , 4 gcor !, 5 CAK e V A/ A Lbrit 1-L4 1 IviffiALcMINECTIal LEa r _._ 4-w_ ca ht.__ 0 1 r5F 2 ' teLlig Littr : 2* 40-104 i 'lira , T 6 l od)4;ll4 'R 10NN 11 10 _ - .__ s MAO A2' .. i 12 -11, -2 /��. 40 / �� _ �d, �.:i�. '� rte. -��tl/ 1 _. _ _ .. -- FP _ . '.._..12 P1L 9 U . Mr Oc CA 1,D,A#' , _- _1111 - 11.1__1 2 gO 7 s . GENERAL CONTRACTORS CGC# 062429 1200 N.W. 78 AVENUE SUITE 300 DORAL, FLORIDA 33126 rgnc\ Aq_nge.K I I I 1 -- _. Ion x1'- !2`__ olcmi . 12 6 v ∎ `r ` ill Lai od- . ell va w DWG NO. DATE 00.4 ruper.i DRWN BY C" CHK'D BY y DATE 1 • 4/6/ ._ _ ._. ai REVISIONS REV.NO REV.DATE BUILDTEC JOB NO. 0502 SHEET NO. 1 OF 1 IviffiALcMINECTIal LEa I.0.0 _._ 4-w_ ca ht.__ 0 1 r5F 2 ' teLlig Littr : 2* 40-104 i 'lira , T 6 l od)4;ll4 'R 10NN 11 10 _ - .__ s MAO A2' .. i 12 -11, -2 /��. 40 / �� _ �d, �.:i�. '� rte. -��tl/ 1 _. _ _ .. -- FP _ . '.._..12 P1L 9 U . Mr Oc CA 1,D,A#' , _- _1111 - 11.1__1 2 gO 7 s . L frtrS12_TAL61 $2, a- W UFrs bI -- _. Ion x1'- !2`__ olcmi . 12 6 . a d 4, a#'02,• ici, 5(1 ; to-Is-Vol It ik pkt - - - 00.4 ruper.i 6 , .* t .__ ._ _ ._. ai i _._ ,..,,, -24V*Alsgalti..c4144. ._ _ r44 P tom+ .t4a04 0 . � ... ^ � , l --VIZ . _077 . - I_:� ` .. 41 I.0.0 4 ei : I2 Lo) 1 r5F I-IYG Loan ,„calH1rial 0,1Voat 04-1 f5P AIL-C qM,1 0 Cam 2- , ll&d crx�►15 tN1"r f aN fVY >, fib 4%"` ioN .; lego '!✓fi'ts Vie WO co:ae, 1 f.4� ; • ::.. • k y r i r !/MOO NOTES: I. PRIMARY WOOD FRAMING MEMBERS SHALL BE No. 2 SOUTHERN PINE OR BETTER SURFACED DRY, USED AT IQ% MAX M.G., WITH THE FOLLOWING STRESS RATINGS UNLESS OTHERWISE NOTED Fb (SINGLE MEMBERS) Fb (REPETITIVE MEMBERS) Fv Fc (PERPENDICULAR TO GRAIN) Fb (SINGLE MEMBERS) Fb (REPETITIVE MEMBERS) Fv Fc (PERPENDICULAR TO GRAIN) 4. ALL FASTENERS AND CONNECTIONS AS NOTED. = 1,200 PSI = 1.400 PSI = QO PSI = 565 PSI = 1,600,000 PSI IA. WESTERN RED CEDAR MAY BE USED ON EXTERIOR PATIO WOOD WORK, MEMBERS SHALL BE NO.5 CONSTRUCTION GRADE OR BETTER, WITH THE FOLLOWING STRESS RATINGS UNLESS OTHERWISE NOTED. = 525 PSI = 600 PSI = 70 PSI = 425 PSI E = a00,000 PSI 2. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 5. METAL STRAPS, CLIPS AND HARDWARE SHALL BE GALVANIZED TREATED GN' r? %.. � �. � r•. 4"! 3 � . lei✓ H�L : + O Fr g Y X b � lr g� y , [3o47 cutc.l ? , fLA 161.1-reCq0Szf' GENERAL NOTES 1. ALL WORK SHALL CONFORM TO THE FLORIDA BUILDING'S CODE 2004 LATEST EDITION. 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD PRIOR TO START OF WORK AND NOTIFY THE ARCHITECTURAL /ENGINEER OF ANY DISCREPANCY IN THE DRAWINGS AND OBTAIN HIS APPROVAL BEFORE PROCEEDING WITH THE WORK. 1510' 41,r CONNECTOR SCHEDULE SYMBOL NAME DESIGN UPLIFI ALLOWABLE UPLIFT NOA# FASTENING USP TAPL - 16 1309# 1350# 02-0102.03 (II) I6D NAILS 10 RAFTER_ 4 :,19 NMV214 USP RT -24 # 1020# 01 091205 ..ki....... (II) IOD NAILS TO RAE 1 ER & (3) ,(6 "0X 2" 1 APCONS 6 N ., i / i / N / \ \ D • Ol / \/ \/ \/ \/ \/ \/ \/ \/ \/ \/ \/ N \ \��\. \ \ /\ \�� \ \ /\ \�� \� /\ \ \N\ NI \j\ \ ! / d O . . NET UPLIFT PRESSURES CAVE Ol O2 0 UPLIFT -385 -925 -925 NEW CONCRETE BEAM NEW DOOR / WINDOW A.`iSFMBLY *t Ra•1N011t1Hx11111ONSI EXISTING STRUCTURE #5 BARS @24 "O /C INTO EXISTING TC W/ EPDXY GICOU 1 0' 0 V8" = I' 0" KITCHEN EXISTING STRUCTURE NEW CONCRETE COLUMN EXISTING RF.,SIDENCE s 2 -7" TC -I IINLSI1 FLOOR TO MATCH EXISTING 11' - 512" 4' V2" NEW WINDOW (STORE FRONT SYSTEM) NEW 4" CONCR.EI E SLAB W /6X6 - % WWF TO MATCH EXISTING FLOOR ELEVATION HALLWAY I-LOOR PLAN 0' 1/4" =1' -0" +50.1 54.7 4' - 2" Y � a NEW 8001 TO MATCI I EXISTING +520 56.7 9' - 8" P0" TC-I 8"X12" W/ (4) #5 & #3 TIES @ "O,, � — EX:S:ING STRUCTURE EXISTING MASTER BEDROOM EXISTING S FRUCIURE ANSIMMOVANAM 1410 f 1 1 �� _ MI fir 21_ 21_ 21 ur 212 urr I�I 1 **_,_, *,_,A,,I �� > 1 +50.1 5'11" 54.7 +50.1 -54.7 NEW CONCRETE COLUMN ATTACHED W/ #5 X 15" BARS EPDXY 6" MIN. INTO EXISTING CONC.REIT COLUMN @ 24" OK: FI ,EVATION a'-0 1/4" - I' -0" ° 0' r -,- o Qp o ° wr; EXISTING TRUSSES EXIS I ING TREE TO REMAIN EXISTING T.E BEAM EXISTING STRUCTURE KITCHEN EXISTING STRUCTURE 1 2"X8" BLOCKING @ MID SPAN 1 1 l LL I O'-0 V4" =1' -0" 1/4" = I' -0" — NEW CONCRETE BEAM B -1 (NEW) — 4 NEW 2 "X8" WOOD ROOF RAH IRS @12" O/C IYP. ROOF FRAMING ci O EXISTING OEM • HALLWAY FLOOR PLAN 1 _0 EXISTING 'ILL BLAM w ROOT TO' TCI I EXI Tlrl -TING D TRI ISSES EXISTING TREE '10 REMAIN EXISTING S IRUC I'URL MASTER BEDROOM EXIST1NG OUILEI Ma MIN KITCHEN EXISTING FLOOR PLAN & DEMOLITION 0' 1/4" = I' -0" NEW FASCIA '10 MATCH EXISTING REMOVE EXISTING DAMAGED WOOD DECK EXIS11NG WALL MOUNTED LIGHT EXISTING OULCF TO BE RELOCATED • HALLWAY DRYWALL WALLS ATTACI IID TO 1"X2" FURRY SIKH'S @ 16" O/C TYP. NEW USP TAPL -I6 EMBLDLD INTO CONCRETE BI-AM TO EACH RAFTER NEW 2"X8" WOOD RAITFR @ 12" 0/C IYP. B1 NEW 18" CONCRETE BEAM W/ (2) #6 BARS TOT' & BOTTOM & #3 STIRRUPS @ 7" 0/C NEW WINDOW NEW 8"X8" CONCRETE CAP W/ (2) #5 NEW CONCRETE FOOTING 12"X24" W/ (3) #5 CONT. & #5 TRANSV. @ 24" 0/C 4ir • 4 11 EXISTING FIXED GLASS TO BE REMOVED 0' 0 V2" =1' 0" MASTER BEDROOM EXISTING WALL MOUNTED LIGHT 2 "X8" MID SPAN BLOCKING 5 A" CDX PLYWOOD W/ IOD NAILS @ 6" 0/C INTERIOR & 4" 0/C @ BOUNDARIES TO MATCI I EXISTING ROOF DECK R INSULATION BATT I / A -1 "' PlIVII� IVIV A NI `� 1� 1� 1,�'` 1 r1V 000000 rigisikit:J: o �� loitir11 (110v01"141100 , ghoigl.'- err •!I II -r' Irlpp1W'! ' ' AgliA PWIwa I.I.I. WIPII PIPIR.I. USP R1 -24 W /(3) TAP CONS /16 "0X2" TO EXIS I1NG CONCRE FE BEAM & (10) 1613 NAILS TO NEW RAFTER. EXISTING SLIDING GLASS DOOR ASSEMBLY NFW 4" CONCRITF SLAB W/ 6X6 WWF ON WELL COMPACTED & TERMITE TREATED SOLL MATCH EXISTING FLOOR ELEVATION it ROOF OVERHANG '10 BE REMOVED 0'-0 V4" = I'-0" f DRYWALL CEILING • EXISTING CONCRE I E FOOTING ROOF DEMOLITION 2' 0 MIN. EXISTING WAIL EXISTING I IURRICANE STRAP EXISTING WOOD TRUSSES #5BAR X C `` @ 24" O/C. W/ EPDXY GROUT EXISTING CONCRETE. SLAB A. RS II COPYRGHT 20CC ALL RIGHTS RESERVED. THESE DRAW NGS AND DOCUMENTS ARE INSTRUMENTS OF SERVICE SHALL REMA'N THE PROPERTY OF EDWARD A. LANDERS WHETHER THE PROJECT FOR WHCH THEY WERE PREPARED 5 EXECUTED OR NOT THEY ARE NOT TO BE USED IN ANY MANNER ON OTHER PROJECTS OR EXTENSONS TO 'Ns PROJECT EXCEPT BY AGREEMENT IN WRTNG AND W TH THE APPROPRIATE COMPENSATON TO EDWARD k LANDERS. REPRODUCTONS Of DRAWINGS AND SPECRCATONS W TROUT THE WRTTEN CONSENT OF EDWARD A. LANDERS 6 PROHIB TED. CONTRACTORS RESPONSBLE FOR VERFY''.NG ALL STECONDTONS PROP TO PROCEEDING WT WORK :,19 NMV214 MARIO J. AVILES ..ki....... it N ., RI ►2ti 10 DATE REVISION PROJECT # 04 -05 SCALE INDICATED , DATE DEC. - 04 CONTENT FLOOR PLAN & FRONT ELEVATION SHEET # NEW CONCRETE BEAM NEW DOOR / WINDOW A.`iSFMBLY *t Ra•1N011t1Hx11111ONSI EXISTING STRUCTURE #5 BARS @24 "O /C INTO EXISTING TC W/ EPDXY GICOU 1 0' 0 V8" = I' 0" KITCHEN EXISTING STRUCTURE NEW CONCRETE COLUMN EXISTING RF.,SIDENCE s 2 -7" TC -I IINLSI1 FLOOR TO MATCH EXISTING 11' - 512" 4' V2" NEW WINDOW (STORE FRONT SYSTEM) NEW 4" CONCR.EI E SLAB W /6X6 - % WWF TO MATCH EXISTING FLOOR ELEVATION HALLWAY I-LOOR PLAN 0' 1/4" =1' -0" +50.1 54.7 4' - 2" Y � a NEW 8001 TO MATCI I EXISTING +520 56.7 9' - 8" P0" TC-I 8"X12" W/ (4) #5 & #3 TIES @ "O,, � — EX:S:ING STRUCTURE EXISTING MASTER BEDROOM EXISTING S FRUCIURE ANSIMMOVANAM 1410 f 1 1 �� _ MI fir 21_ 21_ 21 ur 212 urr I�I 1 **_,_, *,_,A,,I �� > 1 +50.1 5'11" 54.7 +50.1 -54.7 NEW CONCRETE COLUMN ATTACHED W/ #5 X 15" BARS EPDXY 6" MIN. INTO EXISTING CONC.REIT COLUMN @ 24" OK: FI ,EVATION a'-0 1/4" - I' -0" ° 0' r -,- o Qp o ° wr; EXISTING TRUSSES EXIS I ING TREE TO REMAIN EXISTING T.E BEAM EXISTING STRUCTURE KITCHEN EXISTING STRUCTURE 1 2"X8" BLOCKING @ MID SPAN 1 1 l LL I O'-0 V4" =1' -0" 1/4" = I' -0" — NEW CONCRETE BEAM B -1 (NEW) — 4 NEW 2 "X8" WOOD ROOF RAH IRS @12" O/C IYP. ROOF FRAMING ci O EXISTING OEM • HALLWAY FLOOR PLAN 1 _0 EXISTING 'ILL BLAM w ROOT TO' TCI I EXI Tlrl -TING D TRI ISSES EXISTING TREE '10 REMAIN EXISTING S IRUC I'URL MASTER BEDROOM EXIST1NG OUILEI Ma MIN KITCHEN EXISTING FLOOR PLAN & DEMOLITION 0' 1/4" = I' -0" NEW FASCIA '10 MATCH EXISTING REMOVE EXISTING DAMAGED WOOD DECK EXIS11NG WALL MOUNTED LIGHT EXISTING OULCF TO BE RELOCATED • HALLWAY DRYWALL WALLS ATTACI IID TO 1"X2" FURRY SIKH'S @ 16" O/C TYP. NEW USP TAPL -I6 EMBLDLD INTO CONCRETE BI-AM TO EACH RAFTER NEW 2"X8" WOOD RAITFR @ 12" 0/C IYP. B1 NEW 18" CONCRETE BEAM W/ (2) #6 BARS TOT' & BOTTOM & #3 STIRRUPS @ 7" 0/C NEW WINDOW NEW 8"X8" CONCRETE CAP W/ (2) #5 NEW CONCRETE FOOTING 12"X24" W/ (3) #5 CONT. & #5 TRANSV. @ 24" 0/C 4ir • 4 11 EXISTING FIXED GLASS TO BE REMOVED 0' 0 V2" =1' 0" MASTER BEDROOM EXISTING WALL MOUNTED LIGHT 2 "X8" MID SPAN BLOCKING 5 A" CDX PLYWOOD W/ IOD NAILS @ 6" 0/C INTERIOR & 4" 0/C @ BOUNDARIES TO MATCI I EXISTING ROOF DECK R INSULATION BATT I / A -1 "' PlIVII� IVIV A NI `� 1� 1� 1,�'` 1 r1V 000000 rigisikit:J: o �� loitir11 (110v01"141100 , ghoigl.'- err •!I II -r' Irlpp1W'! ' ' AgliA PWIwa I.I.I. WIPII PIPIR.I. USP R1 -24 W /(3) TAP CONS /16 "0X2" TO EXIS I1NG CONCRE FE BEAM & (10) 1613 NAILS TO NEW RAFTER. EXISTING SLIDING GLASS DOOR ASSEMBLY NFW 4" CONCRITF SLAB W/ 6X6 WWF ON WELL COMPACTED & TERMITE TREATED SOLL MATCH EXISTING FLOOR ELEVATION it ROOF OVERHANG '10 BE REMOVED 0'-0 V4" = I'-0" f DRYWALL CEILING • EXISTING CONCRE I E FOOTING ROOF DEMOLITION 2' 0 MIN. EXISTING WAIL EXISTING I IURRICANE STRAP EXISTING WOOD TRUSSES #5BAR X C `` @ 24" O/C. W/ EPDXY GROUT EXISTING CONCRETE. SLAB GENERAL L STRUCTURAL DRAWINGS SI IALL BE WORKED TOGLTI IER WITI l CIVIL., ARCHITECTURAL, IITECTURAL, MECHANICAL,& ELECTRICAL. DRAWINGS TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, BOLTS SETTING, DIMENSIONS, ETC 2: All. MATERIAI S AND CONSTRUCTION METHODS SHALL BE IN ACCORDANCE. WEH THE SOUTH FLORIDA BUTLDTNG CODE AND THE LATEST ACI, ASTM AND ATSC SPECIFICATIONS AND RECOMMENDED PRACTICE. 3: ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE OWNERS REPRESENTATIVE IN WRITING FOR CLARIFICATION BEFORE PROCEEDING WITH THE WORK. 4. CONTRAC=TORS SHALL VERIFY ALL PLAN DIMENSIONS & SITE CONDITIONS BEFORE PROCEEDING WITI 1 TI W. WORK. 5.- NO DIMENSION SHALL BE SCALED FROM THE DRAWINGS. 6: BUILDING DESIGNED FOR TI IL FOLLOWING LIVE LOADS. 7. DESIGN CRITERIA ROOF FLOOR LOADS STAIR CORRIDOR WIND AS PER ASCE 7 98 IMPORIANCE FACTOR I EXPOSURE CATEGORY ENCLOSURE CAI tGORY 8. ALL NON PRIMARY STRUCTURAL ELEMENTS SUCH AS STAIRS, RAILINGS, INTERIOR METAL SIUDS, SI'OREFRONIS, GLAZING, MULLIONS, SKYLIGHIS, ETC, SHALL BE DESIGN BY A REGISTER ENGINEER TO MEET THE MINIMUM REQUIREMENTS OF THE LOCAL BUILDING CODES. SUBMTI CALCULA I1ONS, AND SHOP DRAWINGS WEIR THE SIGNED & SEAL OF.EHE RESPONSIBLE REGISTERED ENGINEER FOR THE LOCAL. JURISDICTION. 9.- l'HL STRUCTURE IS DESIGNED 10 BE SELF SUPPORTIVE & STABLE AEI ER. BUILDING IS COMPEL I E. IT 1S THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE 10 ENSURE SAFETY OF THE BUILDING AND ITS COMPON[N IS DURING ERECTION. THIS INCLUDES ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, .11E DOWNS, ['IC. FOUNDATION & SLAB ON GRADE 30PSF 40PSF 100PSF 146MPH 10 C ENCLOSED 1. THE CON IRACI OR SHALL PERFORM EXCAVA IIONS, FOO ZINGS CONSTRUCTION, AND PREPARATION OF THE SUB GRADE UNDER THE SLAB ON GRADE IN ACCORDANCE WITH THE PROJLCI SPECIFICA (IONS. 2- THE FOUNDATION FOR THE STRUCTURE HAS BEING DESIGNED FOR THE FOLLOWING ASSUMED ALLOWABLE SOIL BEARING PRESSURES OF (2,000PSF). THE CONTRACTOR / OWNER MUST VERIFY THIS BEFORE CONS 1 RUCTION. THE SOIL SHALL 3E COMPACTED TO 95% OF MAXIMUM DENSITY AS DETERMINED BY ASTM -1557. 3. EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, AND / OR MAT FOUNDATIONS SHAI.I. BF. CI FANLD & HAND TAMPED TO A UNIFORM SURFACE FOOTING EXCAVATION SHALT. HAVE THE SIDES & BOTTOMS TEMPORARY LINED WITH 6MIL VESQUEEN IF PLACEMENT OF CONCRETE DOES NOT OCCUR WITHIN 24 HOURS OF THE EXCAVATION OF THE FOOTING. 4. GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER 24 HOURS PRIOR TO PLACEMENT OF CONCRETE IN THE FOOTINGS. 5. SUB GRADE UNDER SLABS ON FILL SHALL BE PREPARED, PLACED & COMPACTED TO 95% OF MAXIMUM DENSITY AS DIT .RMTNED BY ASTM D 1557. 6. SLABS ON GRADE SHALL BE PROPERLY COMPACTED, PROOF ROLLED AND FREE OF STANDING WATER, MUD AND FROZEN 5011. BEFORE OF THE PLACEMENT OF CONCRETE, TERMITE TREATMENT SHALL BE APPLIED AND A VAPOR BARRIER SHALL BE PLACED ON THE TOP OF GRANULAR MATERIAL. 7. SLABS ON GRADE SHALL HAVE CONSTRUCTION JOINTS OR CRACK CONTROL JOINTS AT EACH COLUMN LINE IN EACH DIRECTION. PROVIDE ADDITIONAL JOINTS WITH A MAXIMUM SPACING NOT TO EXCEED 36 TIMES THE SLAB THICKNESS. ARRANGE JOINTS SUCH FLAT PANEL. LENGTH TO WFFI -I RATIOS DOES NOT EXCEED IS. FOR SLABS REINFORCED WETI--I REINFORCING BARS OR WELDED WIRE FABRIC SUPPLIED IN FLAT SHEETS; PROVIDE STANDARD CORROSION RESISTANT HIGH CHAIRS WITH SAND BEARING PLAITS TO MAINTAIN THE REINFORCEMENT AT OR ABOVE THE MID DEPTH OF THE SLAB. 8. WHERE THE. SLAB IS TO RECEIVE SENSITIVE. ARCHITECTURAL f1.00R ►1NISHFS, SUCH AS CERAMIC TILES; ALL JOINTS IN THE SLAB CONSTRUCTION, SHALL BE PLACED TO ALIGN WITH JOINTS IN THE FINISH MATERIAL. CERTIFICATE OF PROTECTIVE 1 REATMENT FOR PREVENTION OF TERMITES. A WEATI IER RESISTANT JOBSFTE POSTING BOARD SI IALL BE PROVIDED TO RECEIVE DUPLICATE TREATMENT CERTIFICATES AS EACH REQUIRED PROTECTIVE TREATMENT IS COMPLETED, PROVIDING A COPY FOR THE PERSON THE PERMIT IS ISSUED . 10 AND ANOTHER COPY FOR'IHE BUILDING PERMIT FILES. FHE'IREAIMENI' CERIIFICAIE SHALL PROVIDE THE PRODLICI USED, IDENITIY OF THE APR LICAIOR, TIME AND DATE. OF THE TREATMENT, SITE LOCATION, AREA TRFATFD, CI IFMICAI. USED, PERCENT CONCENTRATION AND NUMBER OF GALLONS USED, TO ESTABLISI I A VERIFIABLE RECORD OF PROTECTIVE TREATMENT IF THE SOIL CHEMICAL BARRIER METHOD FOR TERMITE PREVENTION IS USED, FINAL EXTERIOR TREATMENT SHALL BE COMPLETED PRIOR TO FINAL BUILDING APPROVAL. GENERAL STRUCTURAL NOTES (FLORIDA BUILDING CODE) CONCRL I E I. CONCRETE WORKS SI IALL CONFORM TO ALL REQUIREMENTS OF ACI 30196, STANDARDS SPECIFICATIONS FOR STRUCTURAL CONCRETE EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THESES CONTRACT DOCUMENTS. 2- CONCRETE IN THE FOLLOWING AREAS SHALL HAVE SAND FINE AGGREGATE. AND NORMAL WEIGHT COARSE AGGREGATES CONFORMING TO ASTM C33, TYPE 1 PORTLAND CEMENT CONFORMING TO ASTM CI50, AND SHALL HAVE THE. FOLLOWING COMPRESSIVE STRENGTH (PC) AT 28 DAYS. FOOTINGS SLABS ON GRADE BEAMS COLUMNS SI1tUCIURAL SLABS FOO I1NGS GRADE BEAMS TOP BOARD FORMED SIDES EARTH FORMED SIDES BOTTOM SLABS ON GRADE COLUMNS BEAMS STRUCTURAL SLABS 3000PSI 3000PSI 3000PSI 3000PSI 30001'S! 3. DETAILING OF CONCRE 1 L REINFORCEMENT BARS AND ACCESSORIES SI TAU. CONFORM TO THE RECOMMENDAIIONS OF ACT 315, DETAILS & DETAILING OE CONCRETE RUNFORCEMENF AND ACI SP66, DETAILING MANUAL, ENGINEERING & PLACING DRAWINGS FOR REINFORCED CONCRE I E S I RUC I URES, AND CILSI MANUAL OF S I ANDAR.D PItAC I10E. 4. MIXING, TRANSPORTING, AND PLACING OF CONCRETE 51 FALL CONFORM TO ACI 301. 5. MINIMUM CONCRETE COVER. PROTECTION FOR REINFORCEMENT BARS SHALL BE AS FOLLOW (SEE AD 318 SECTION 7.7, FOR CONDITIONS NOT NOTED). 31N 112IN 2IN 31N 3IN 21N 1121N 1 V2 3/41N PROVIDE STANDARD BAR CHAIRS AND SPACERS AS REQUIRED TO MAINTAIN CONCRETE PROTECTION. 6. CONCRETE REINFORCEMENT BARS SHALL CONFORM TO ASTM A615, GRADE 60, EXCEPT 11 FAT #3 BARS MAY BE GRADE 40. REINFORCEMENT BARS 51 IALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR REVIEWED BY 11 IE. STRUCTURAL ENGINEER 7. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. FABRIC SHALL BE LAPPED TWO MGSI I AT SPLICES & REINFORCEMENT DESIGNATED AS CONTINUOUS SHALL LAP 36BAR DIAME I ERS AT SPLICES UNLESS NOTED 0111ERWLSL REINFORCEMENT BAR SPLICES IN GRADE BEAMS SI FALL BE LOCAT ED AT THE CENTERLINE OF SUPPORTS FOR BOTTOM BARS AND AT MID SPAN FOR TOP BARS. PROVIDE STANDARD ACI HOOKS FOR TOP & BOTTOM BARS AT DISCONTINUOUS ENDS OF ALL GRADE BEAMS. 9. HORIZONTAL FOOTING AND HORIZONTAL WALL REINFORCEMENT SHALL BE CONTINUOUS AND SI FALL HAVE 90 DEGREE BENDS AND LX 1 LNSIONS, OR CORNER BARS OF EQUIVALENT SIZE LAPPED 36 BAR DIAME 1 IRS, AT CORNERS AND INTERSECTIONS. 10. HORIZONTAL JOINTS WILL NOT BE PERMITTED IN CONCRETE CONSTRUCTION, EXCEPT AS SHOWN ON THE CONTRACT DOCUMENTS. VERTICAL JOINTS SHALL OCCUR AT CENTER OF SPANS AT LOCATIONS REVIEWED BY TI IE STRUCTURAL ENGINEER II. CONSTRUCTION JOINTS BETWEEN PIERS & PIER CAPS, FOOTING AND WALLS Oft COLUMNS, OR WALLS OR COLUMNS, BEAMS AND Tl IE FLOOR SYSTEM TI LEY SUPPORT, Si IALL BE BY ROUGHENING THE CONTACT SURFACE TO A FULL AMPLITUDE OF APPROXIMATELY V4IN LEAVING THE SURFACE CLEAN AND FREE OF LAITANCL CONCRETE MASONRY I: CONCRE 1 E MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM TO ALL REQUIREMENTS OF SPECIFICATION OR MASONRY STRUCTURES (ACI 530.1 -99 / ASCE 6-99/ 1MS 602 -99), EXCEPT AS MODIFIED BY I HE REQUIRLMLNI:S OF THESE CON IRACE DOCUMENISS. 2- COMPRESSIVE STRENGTH MASONRY SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1500PSl BASED ON THE NET CROSS SECTIONAL. AREA OF MASONRY @ 28 DAYS. 3. MASONRY UNITS FOR CONCRE I E MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH ASTM C90 -97, TYPE. I, NORMAL WEIGHT. 4.- MORTAR FOR CONCRETE MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH ASTM C270-97, TYPE M OR S. 5. GROUT FOR CONCRETE MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH ASTM C 476 -95, COARSE TYPE. 6. REINFORCING STEEL FOR CONCRE 1E MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH ASTM A615 -96A, GRADE 60, EXCEPT #3 BARS MAY BF. GRADE 40. REINFORCEMENT SHALL BE LAP SPLICED A MINIMUM OF 48 BAR DIAMETERS, UNLESS NOTED OTHERWISE SOIL STATEMENT ON SITE VISUAL INSPECTION 11 IE SOIL SI FALL 1 IAVE A BEARING CAPACITY OF 2,000PSF. TI IE ENGINEER SI FALL CERTIFY TI IAT 11 lE SOIL CONDITIONS ARE AS DESCRIBED TN THE PLANS AT THE TIME OF FOUNDATION TNSPECTTON. TI IE CERTIFIED IN PLACE BEARING CAPACITY SI IAI .L 1 LAVE BEEN DETERMINED BY THE WAY OF RECOGNIZED TESTS OF RATIONAL ANALYSIS AND SHALL MEET OR EXCEED TI IE DESIGN BEARING CAPACITY IDENTIFIED UNDER 1818.1 BURGLARY INTRUSION NOTES L ALL LOCKS ON EXTERIOR DOORS SI FALL BE CAPABLE OF RESISTING FORCES OF 3001,RS APPL IN ANY MOVABLE DIRECTION AND IN ACCORDANCE. W/ RESISTANCE STANDARDS SET FORTH. 2- All. SINGLE D(TERIOR SWING DOORS SHALL. HAVE A LOCK TO BE KEY OPERATED FROM EXTERIOR WITH A MINIMUM OF 6,000 POSSIBLE KEY CHANGESOR LOCKING AUXILIARY SINGLE DEAD BOLT WITH HARDER NED BOLT INSERT. 3. THE ACTIVE LEAF OF PAIRS OF EXTERIOR SWING DOORS, SHALL HEVE SAME LOCKS AS REQUIRED FOR SINGLE EXTERIOR DOORS. THE INACTIVE. LEAF OF THESE PAIRS OF DOORS SHAI.I. HFVF. MULTIPLE POINT LOCKS WITH 5/8" MINIMUM THROW BOLT WITH INSERTS. 4.- SLIDING GLASS DOOR SHALL. BE PROVIDED SLIDING DOOR DEAD BOLTS OR A BOLT OR PIN NOT REMOVABLE OR OPERATED FROM EXTERIOR AT THE JAMB, HEAD, SILL OR AT MEETING MULLIONS. THGSF. DOORS SHALL BE. REINFORCE. IN THE. STRIKE AND LOCK AREA TO MAINTAIN BOLT STRENGTH EFFECTIVENESS, IF NECESSARY; AND SUCH DOORS SHALL HAVE NO SCREWS REMOVABLE FROM OUTSIDE. WICH WOULD FACILITATE READY ENTRY FROM OUTSIDE. 5. HINGES ON EXTERIOR OUT SWINGING DOORS SFIALL HEVE NON REMOVABLE PINS. 6. JAMBS OF ALL f?(TERIOR OFFSET TYPE IN -SWING DOORS BE RAMIE 1 111), OR OF SIMILAR FABRICATION, TO PREVENT DEFEATING TE PURPOSE OF THE STRIKE AND THE INTEGRITY OF LOCKS AND LATCHES. 7.- SINGLE SWINGING EXTERIOR DOORS SHALL BE SOLID CORE OF NOT LESS THAN I -3/8" THICK. 8.- GLASS AND EXTERIOR DOORS SI TALI. COMPLY WIT] I 11 IF. AMERICAN NATIONAL STANDAR INSTITUTES STANDARD 297.1. 9. VISION PANEL IN EXTERIOR DOORS O111ER. TI IAN GLAZING WITI ITN 40" OETI IE ONSIDE. LOCKING ACTIVATING DEVICE OF LOOSE AND SWINGING DOORS SHALL COMPLY WITH ANSI STANDARD 297.1. 10. SLIDING GLASS DOORS AND WINDOWS SHALL BE INSTALLED AND CONSTRUCTED SO THAT NO PANEL. CAN BF. I.I►TFD FROM Ti IF TRACKS WI I N IN TI IE LOCKED POSITION AND SO AS TO COMPLY W1TI 1 THE ARCHITECTURAL ALUMINUM MFGS ASSOC STANDARDS FOR FORCED ENTRY RESISTANCE, AAMA 1303_1 11 FRONT AND MAIN ENTRANCE DOORS SI IALL BE PROVIDED WITH A DOOR SCOPE OR VISION PANELS. DIVISION 2: SITE WORK I. NEW FOO11NC,S SHALL REST ON NRM NATURAL SOIL OR APPROVED COMPACTED FILL /FILL UNDER BUILDING :COMPACTED WITI 1 SAND: NOT MORE THAN 10 I'ERCENI BY WEIGHT PASSING NO. SIEVE ROCK CONTACT WASI ZINGS NOT ACCEPTABLE 3. FILL FOR ROUEN l GRADING AND UNDER SIDEWALKS: CLEAN PTI AND/OR SAND CONTAINING A MINIMUM OF 80% SAND WITH l NO ROCK LARGER THAN WILL PASS THROUGH A 2 h " RING. 4. CLEARING: REMOVE ORGANIC AND 011 IER DELETIRIOLLS MA ERIALS, INCLUDING DESIGNATED !REES, ROOF'S, ETC FROM TI 1E ENTIRE SITE AREAS TO BE COVERED BY BUILDINGS SLAB OR TILL, AND ALL AREAS UNDER SIDEWALKS AND PAVING SCARIFIED 10 A MINIMUN DEPTH OF 8" AND AS OTHERWISE REQUIRED, IO REMOVE STUMPS, ROOTS, ETC COMPLETE WORK BEFORE STARTING FOUNDATION WORK. REMOVE ALL MASH AND OI HER DELII1RIOUS MATERIALS FROM SITE AND STOCKPILE APPROVED MATERIALS FOR ST I E GRADING. 5. EXCAVATION: EXCAVATE FOOTING TRENCHES TO DEPTI IS INDICATED ON SI RUC ILIRAL DRAWINGS AND DETAILS. R COCA I E EXCAVATED MATERIAL. BACK FILL. UNDER FOUNDATION IS STRICKTLY PRO! IBITED OTI IER TI IAN FOR SPECIAL SYS 1 EMS AS DESIGNED. 6. MINIMUM BEARING CAPACITY OF SOIL AT ALL FOUNDATIONS 10 BE 2,000 P.S.F. 7. FILLING AND BACKEILLING: PLACE FILL UNDER SLABS IN LAYERS NOT MORE 11 IAN 12" THICK COMPACT TO A MINIMUM OF NINETY FIVE PERCENT (95 %) OF MAXIMUM DENSITY Al ' OPIIMUM MISIURE AS DETERMINED BY ASIN 01557. PLACE FILL OUTSIDE OF BUILDINGS IN LAYERS NOT MORE TI IAN 12" THICK. WATER AND COMPACT EACH LAYER '10 SOLID MASS EQUAL TO SURROUNDING UNDISTURBED SOIL 8. PROVIDE GROUND POISONING PER FHA M.PS. UNDER ENTIRE SURFACE OF FLOOR, PATIO AND SLABS AND BOTI I SIDES OF FOUNDATION WALLS WHICH ARE NEW. DIVISION 3 - CONCRETE (SEE STRUCTURAL DETAILS) DIVISION 4 - MASONRY I. CONCRETE MANSORY UNITS A.ST M C90 - 70, GRADE A. 2 STORE MATERIAL LINDER COVER IN DRY PLACE 3. GENERAL ERECT" MASONRY INCLUDING SEE BOL15, ANCHORS, INSERTS, SLEEVES AND OTHER ITEMS SPECIFIED ELSEWI ERE, BUT REQUIRED '10 BE SEE IN MASONRY. PROVIDE OPENINGS REQUIRED BY O THER TRADES. ERECT BLOCK ABUTTING CONCRETE. WORK IS POURED UNLESS OTHERWISE INDICATED. 00 NOT' USE SQUARE END BLOCKS ABUI CONCRETE COLUMNS, WHERE BLOCKS ABUTS COLUMNS POURED PRIOR TO LAYING USING 'I IN DOVE FAIL SLOTS EVERY I1 - LIRE COURSE OF BLOCK. 4. MORTAR MIX 1 PART PORTLAND CEMENT, V2 PART LINE PUTTY, 3 V2 PARIS SAND. ASTM C -270 AND ASIM C USE TYPE "B" BELOW GRADE AND TYPE "5" ABOVE GRADE GROUT MIX 1 PART CEMENT 3 PARTS SAND. DIVISION 5 - METALS 1. STRUCTURAL STEEL. AND MISCFLI.ANFOUS IRON CONFORM TO ASTM A 36, AND SHOP COAILD WITH RUSK 1NHIB111VL NON - LEAD PRIMER_ 2. PREVENTION OF ELECTROLYSIS: WHERE ALUMINUM WILL CONTACT CONCRETE, MORTAR OK PLASTER, THE CONTACT SURFACE OF M[1 - AL SHALL BE SEPARATED USING ONE 1 IEAVY COAT OF ALUMINUM PIGMENTED ASPHALT PAINT ON EACH SURFACE. 3. TIE DOWN RAF I ER ANCHORS SHALL BE AS MANUFACTURED BY TECO OR APPROVED EQUAL ON WOOD FRAME CONS! RUCEION. 4. FASTENINGS OF THE SAME MATERIAL, COLOR AND FINISH AS METAL 10 WHICH APPLIED UNLESS OT HERWISE INDICATED. PROVIDING SECURE AND ADEQUATE ANCHORAGE FOR PURPOSE INTENDED IN ALL INSTANCES DIVISION 6 - CARPENTRY 1. II-IE LUMBER USED SHALL BE IDENTIFIED BY THE GRADE MARK OF AN APPROVED LUMBER GRADING, OR TNSPECTION BUREAU OR AGENCY. STRESS -CRAKE LUMBER SHAI.I. CONFORM TO THE "NATIONAI. DESIGN SPECIFICATIONS FOR STRESS GRADE LUMBER AND TTS FAS I ENINGS" LATEST EDITION STRUCTURAL FRAMING MEMBERS TO 1,200 PSI MINIMUM EXTREME FIBER STRESS IN BENDING. 2 FURRED SOH-I IS: A. FURRED SOFFITS SI IALL BF CONSTRUCTED WITI 1 2X4 METAL STUDS AT 16" O.E. JOISTS, HUNG FFROM STRUCTURAL FASCIA AND 1X4 NAILER ANCHORED TO MASONRY AT 4' -0" MAX. B FOR LOCATION AND EXTENT OF FURRED AREAS, SEE DRAWINGS 3. WOOD PRESERVATIVE PRESSURE TREAT ALL FRAMING LUMBER, TRUSSED WOOD RAF I ERS, FURRING, BLOCKING AND ALL STANDARD SPECIFICATIONS CI -72. AND CS -72. 4. MILLWORK: INSTALL ACCURA 1 ELY, IN A NEAT AND A WORKMANLIKE MANNER, WEFT, TIGI IT JOINTS AND TRUE SURFACES WELL SANDED. SCRIBE ALL CASEWORK AND SHELVING TO ADJOINING SURFACES. LEAVE ALL WORK FREE FROM Al .l . PI IYSICAI . DEFECTS. 5. ROUGH HARDWARE ANCHORS, SPIKES, NAILS, BOLTS, ETC GALVANIZED FOR EXTERIOR USE, PLAIN NAILS AND PRIME COATED ROUGI I 1 IRDWARE FOR INTERIOR, FURNISH AND INSTALL. AS REQUIRED. DIVISION 8 - WINDOWS & DOORS METAL WINDOWS: A MANUFACTURED IN ACCORDANCE WM I AAMA. SPECIFICATIONS US A2 HP. B. ALUMINUM DOORS AND WINDOWS WE 1 APPROVED A.S.P.CP. #ASA -2341; CODE 29.1, A.A.MA. C MEET I IS Al I I CLASS II SPEC/AAMA D. FRAMES AND SASH SEC I1ONS: MINIMUN .062" THICK, 6063 ALUMINUM ALLOY WITI 1 WI IITE ANODIZED FINISH OR EQUAL ES.P. ITNLSI L E. AIR AND WA TER_ INFIL IRAIION SHALL MEEK Olt EXCEED THE REQUIREMENIS AS ESTABLISI LED BY A.AVLA DIVISION 9 FINISHES: L STUCCO: A. S I UCCO FINISH 10 BE UGH! II:X 1UItE B. STUCCO ON MASONRY: 5/8" THICKNESS IN TWO COATS. C STUCCO ON WOOD FRAME 5/8" TOTAL. THICKNESS IN TWO COATS ON EXPANDED METAL, LATH OVER 15 LBS. ASPHALT SATURATED FELT. D. PROVIDE CONT. STUCCO CONTROL JOINT AT JUNCTION OF METAL. LATH ON FRAME CONST. TO MASONRY CONST. 2. DRYWALL: SUPPLY AND INSTALL GYPSUM DRYWALL IN ACCORDANCE WFFH MANUFACTURER'S SPECIFICATIONS. USE METAL CORNER BEAD OR ANCI .FS AS REQUIRED. TAKE AND CEMENT JOINTS IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS. 3. PAINTING: APAINT ALL OTHER SURFACES WITI I TWO COATS QUALITY INTERIOR OR EX ERiOIL PAINT AS APPLICABLE W V z W Cott ILA L` V ce O Z O • W CL DATE REVISION SHEET # PROJECT # 04 -05 SCALE INDICATED DATE DEC. - 04 CONTENT SPECIFICATIONS 2/2` Simpson Strong Tie Co. Inc. ACCEPTANCE NO: 01- 0820.06 3. LIMITATIONS 3.1 Allowable loads are for Concrete of 2000 psi and 4000 psi compressive strength . 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 6.1.2 -2- APPROVED: OCT 0 y 2001 EXPIRES: 08/17/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS SCOPE This renews the Notice of Acceptance No. 98- 0608.09 which was issued on 11/26/98. It approves concrete anchors as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations where the actual loads as determined by SFBC Chapter 23, do not exceed the allowable load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Simpson Strong -Tie concrete anchors shall be fabricated and used in strict compliance with the following documents: Drawing No MA -OF, titled "Mechanical Anchors ", prepared by Simpson Strong —Tie Co., Inc. dated 10/15/98 sheet 1 of 1, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 4. INSTALLATION 4.1 The concrete anchor shall be installed in strict compliance with the installation instructions published by Simpson Strong Tie. 5. LABELING 5.1 Each concrete anchors shall have a mark identifying the manufacturer and each box of anchors shall have a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved ". This Notice of Acceptance Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly marked to show the hangers and angles selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. Candid() Font, PE, Sr. Product Control Examiner Product Control Division MIAMIDADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Simpson Strong -Tie Company, Inc. 4120 Dublin Boulevard Suite 400 Dubuque ,CA 94568 The expense of such testing will be incurred by the manufacturer. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO -DADE FI.AGI.FR BUILDING 140 WEST FLAGLFR STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 CONTRACTOR LICENSING SECTION (305) 375 -2527 FAX (305) 375 -2558 CONTRACTOR ENFORCEMENT DIVISION (305) 375 -2966 FAX (305) 375 -2908 Your application for Notice of Acceptance (NOA) of: Concrete Expansion Anchors under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 ACCEPTANCE NO.: 01- 0820.06 EXPIRES: 08/17/2006 Raul Rodriguez Chief Product Control Division TIIIS IS TIIF, COVERSIIEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 10/04/2001 \\s04500011pc200011templates \notice acceptance cover page dot Internet mail address: postmaster@buildingcodeonline.com Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office Homepage: http : / /www.buildingeodeonline.com err) co RiPEr F I JJ n iji CJ -J t � a ri ih ' fig zIPPERE E IPPE i ds 1lI 11 PI F 1011iO EEPER IEE i ll 1! IP MI N�N� ��HH-�0�1 r.!1! 8, ill r O F 3 w < W ce Z A (4 s l cg E W a L O z 0 Z U# g 5. a) b) Simpson Strong -Tic Co., Inc. ACCEPTANCE NO: 01- 0820.06 3. a) b) c) d) APPROVED: OCT 0 it 2001 EXPIRES: 08/17/2006 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. Renewals of Acceptance will not be considered if: There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; The product is no longer the same product (identical) as the one originally approved; If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. Any of the following shall also be grounds for removal of this Acceptance: Unsatisfactory performance of this product or process. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido Font, PE, Sr. Product Control Examiner Product Control Division END OF THIS ACCEPTANCE -3- 1. 2. 3. 4. 5. 6. 7, Simpson Strong - Tie Co., Inc. A. 1. DRAWINGS Drawings prepared by Simpson Strong Tie Co. Inc titled: "ABA Standoff Post Bases ", "ABE Standoff Post Bases ", "AC/ACE Post Caps ", "BC Post Caps ", "I/LS Reinforcing and Skewable Angle ", MTS Twist Straps" and TA9 Staircase Angles" without number, dated 03/04/99 sheets 1 through 7 of 7, signed and sealed by E.M.C. Ballash, PE. C. CALCULATIONS Test reports on wood connectors per ASTM D1761 by Kleinfelder, signed and sealed by P. Baginski, PE. Report No. Wood Connector Direction Date 1. 11021 & 11022 ABA 66 Uplift & Download 02/26/99 2. 11019 & 11020 ABA 44 Uplift & Download 02/26/99 3. 11115 & H147 ABA 46 Uplift & Download 04/21/99 4. G867 & F176 ABE 44 Uplift & Download 01/05/99 & 10/15/96 5. F179 ABE 44R Uplift 10/15/96 6. 11159 ABE 66 Download 04/21/99 7. G 868 & F177 ABE 46 Uplift & Download 01/05/99 & 10/15/96 8. F180 ABE 46R Uplift 10/15/96 9. F181 ABE 66R Uplift 10/15/96 10. 11086, 87 & 88 ACA 4 Uplift & Lateral 02/26/99 11. HO 89, 90 & 91 ACA 6 Uplift & Lateral 02/26/99 & 03/08/99 12. H092, 93, 94 & 95 ACE 4 Uplift & Lateral 02/26/99 13 11096 & 97 BC 4 Uplif & Lateral 02/26/99 14 HO 98 BC 40 Lateral 02/26/99 15 11099 & 11100 L 70 Lateral 02/26/99 16 H101, 02, 03 & 04 LS50 Lateral 03/08/99 17 G769, 71 & 11113 LTS12 Lateral & Uplift 07/22/98 & 03/25/99 18 G770, 72 & 11114 MTS12 Lateral & Uplift 07/22/98 & 03/25/99 19 11105 TA 9 Lateral 03/25/99 D. MATERIAL CERTIFICATIONS Report of Design Capacities prepared by Simpso Product Model No. of Pages ABA 44, 46 & 66 1 & 2 ABE 44, 46 & 66 1/1, 1/6, 1 & 2 AC4 &6,ACE4 &6 1 &2 BC &BCO 1 / 2 L Angle LTS/MTS TA 9 NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED (For File ONLY. Not part of NOA) 1 &2,1 &2 1/1, 1/7 & 2/7 1/4 n Strong -Tie Co. Inc. Date 06/03/93 02/16/93 & 03/02/96 04/29/97 03/03/93 04/23/93 & 10/06/95 09/27/96 & 11/16/93 03/30/93 Signature E.M.C. Ballash PE. E.M.C. Ballash PE. E.M.C. Ballash PE. E.M.C. Ballash PE. E.M.C. Ballash PE. E.M.C. Ballash PE. E.M.C. Ballash PE. E. STATEMENTS 1. No Financial Interest letter issued by Simpson Strong -Tie Co. Inc. with no date, signed by E.M.C. Ballash PE. 2. Code Compliance letter issued by Simpson Strong -Tie Co. Inc., dated 09/09/99, signed by E.M.C. Ballash PE. 3. Test Compliance letter issued by Kleinfelder, dated 08/20/99, signed by J. Nicolini. 4. No Change letter issued by Simpson Strong -Tie Co. Inc. dated 03/27/02, signed by J. M. Gilstrap, PE. E -1 Candido F. Font PE. Senior Product Control Examiner NOA No 02 -0919.05 Expiration Date: October 13, 2007 Approval Date: November 14, 2002 MIAMI.DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCEjNOA) Simpson Strong -Tie Co., Inc. 4120 Dublin Blvd., Suite 400 Dublin, CA 94568 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AMU). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted mariner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors APPROVAL DOCUMENT: Drawing No. no number, titled "ABA Standoff Post Bases ", " ABE Standoff Post Bases ", "AC /ACE Post Caps ", "BC Post Caps ", "L/LS Reinforcing & Skewable Angles ", "MTS Twist Straps" & "TA9 Staircase Angles ", sheets 1 through 7 of 7, prepared, signed and sealed by Evon Ballash, P.E., dated 3/4/99, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 99- 0713.05 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Candido F. Font PE. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FIAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOA No 02 -0919.05 Expiration Date: Octoberl3, 2007 Approval Date: November 14, 2002 Page 1 Model No.' Nominal Post Size Material Dimensions Fasteners Allowable Loads Base Strap W, W L Anchor Dia. Post Uplift Down ABE44 4x4 16 16 3 3'/ 3 '/2 4 6 -10d - 6665 ABE44R Rough 4x4 16 16 4 3'/ 3'/ '/ 6 -10d - 8665 ABE46 4x6 12 18 3 5'/, T 5 5 /, 8 -16d 810 7335 ABE46R Rough 06 12 16 4' /„ 5'4 5 5/. 8 -16d - 7335 ABE66 606 12 14 5'/ 0 5' /„ 5/, 8 -16d 900 12000 ABE66R Rough 6x6 12 14 6' /„ 5 0„ 5/. 8 -16d 900 12000 Model No.' Nominal Post Size Material Dimensions Fasteners Allowable Loads Base Strap W1 W2 L Anchor Dia. Post Uplift Down ABA44 4x4 16 16 39 /1e ` 3'/ 3 /, '/ (6) 10d - 8000 ABA46 4x8 14 14 3 5 53/16 5 /5 (8) 16d 700 9435 ABA86 6x6 14 14 5 5 5 5 / e (8) 16d 720 10885 ABE STANDOFF POST BASES 'Not recommended for non - top - supported installations such as fences. 2 For pre - poured installed anchors, embed 4' into concrete. For epoxy or wedge anchors, select and install according to anchor manufacturer's recommendations - Install required washer. GENERAL NOTES. rOR Oi F!CE USC ABE44 (W, le an Inside Dtnenelon) 1) Steel shall conform to ASTM A-653 SS Grade 33 with F,,,,., = 33 ksi and F„ = 45 ksi (12 gauge) ASTM A -653 CS with F,, ,, = 28 ksi and F ,,,,, = 38 ksi (14 and 16 gauge) and have a minimum galvanized coating of G60 2) Post fasteners are common wire nails. 3) Allowable uplift toads have been increased 33% for wind loading with no other duration increases allowed- Allowable down bads have not been increased by any duration factor with no increases allowed. 4) Allowable loads are based on the National Design Specification for WOOd Construction 1991 Edition & 1993 Errata. for Douglas Fig -Larch (G -0.50 or better) and tests performed in accordance with ASTM 01761. SIMPSON STRONG -TIE CO.,INC, 4637 Chabot Drive, Suite 200 Pleasanton, CA 94588 TIT ABE Standoff Post Bases Or.sing No, Dame g Des. 3 -4 -99 02- C1 \q.os DM+lan DiSTACE SG! tP./TM:SATE �• I t rvie \ vx s,,.*t re. 2/ 7 Rwrslen Date. -- Evon M.C. Baltash, P.E. Civil #PE0051762 AProyED AS tbMLTING SIMI 1tE Typical ABRAM SOtt/N rignw PODDING CODE Installation for DA 19 rowel lumber BT — r'T- CANE Shriner) _ _ CONTRD DIPS-ON SINEW CODE COMPLIANCE OfEN)F rucE Pro as _° r 'Not recommended for non - top - supported installations such as fences. 2 For pre -pour installed anchors, embed 4" Into concrete. For epoxy or wedge anchors, select and install according to manufacturer's recommendations. Instal! required washer - not included. ABA STANDOFF POST BASES GENERAL NOTES: FOR Drrtcr USE AaAA4 (Otter alms similar) (W. Is an pride Dimension) Typical ABA44 Installation SIMPSON STRONG -TIE CO.,INC, 4637 Chabot Drive, Suite 200 Pleasanton, CA 94588 APPROVED Al COMPLYING *TN THE soure oleo+ mot% CODE DATE Br _ 667, MvSpl BUItDAG CODE COMPLIANCE orriCE ACCEPTANCE N0.Q� 1) Steel shat conform to 16 gauge (ABA44) and 14 gauge (ABA46 and ABA66) ASTM A -653 CS with F = 28 ksi and F,,,, = 38 ksi and have a minimum galvanized coating of G60. 2) Fasteners are COmn1o(1 wire nails unless noted. 3) Allowable Jptift loads have been increased 33% for wind loading with no other duration increases allowed. Allowable down loads have not been i:lcreased by any duration factor with no increases allowed. 4) Allowable ,oads are based on the National Design $oect6Oation for Wood COnstruCtiOn 1991 Edition & 1993 Errata for Douglas Fr-Larch (G =0.50 or better) and tests performed in accordance with ASTM 01761. TITLE. ABA Standoff Post Bases nra.Np Ne, n•..rg n.e« 3 - 4 - 99 smr.t Ne, 1/7 %Male. Dais* -- Evon M.C. Baltash, P.E. Civil #PE0051762 ah5;q Im' f3Rl/ rl. ' Model No.' Dimensions Fasteners Allowab e Loads W W2 L, L2 H, H, Surface A Surface B ce Surface U Lateral BC4 3 3 2 2'/ 3 3 3 -16d 3 -16d — 805 1 000 BC40 3 — 3'1 — 2'/ — 3 -16d — 4 -16d — 535 Model No. Dimensions Fasteners Allowable Loads' `' W L Beam Post Uplift Lateral AC4 MIN 3 6'/, 12 -16d 8 -16d 1420 710 AC4 MAX 3 6'/ 14-16d 14 -16d 2485 1065 ACE4 MIN — 4 8 -16d 6-16d 1065 700 ACE4 MAX — 4'/ 10-16d 10 -16d 1535 1065 AC6 MIN 5'/ 8'/ 12 -18d 8-16d 1385 710 AC6 MAX 5'/ 8 14 -16d 14 -16d 2265 1065 BC POST CAPS roe Drr!CE USE 5C4 Cap/Sass nre.rq Nm GENERAL NOTES: 1) Steel shall conform to 18 gauge ASTM A -653 FS with F ,, = 33 ksi and F = 45 ksi and have a minimum 2) Fasteners are common wire nails. 3) Allowable loads have been increased 33% for wind loading with no otter duration increases allowed. 4) Allowable loads are based on the National Design Speci for Wood Construction 1991 Edition & 1993 Douglas Fir -Larch (0 =0.50 or better) and tests performed m accordance with ASTM D1761. SIMPSEN STRONG -TIE CO.,INC. 4637 Chabot Drive, Suite 200 Pleasanton, CA 94588 TITLE. BC Post Caps Shoat Nn. 4/ 7 Dra."o sate, 3 - 4 - 99 e.ww., Date, -- Evon M.C. Ballash, P.E. Civit #PE0051762 Typical BC4 Installation APETOVED AS ONSETSOS a re t,. SOON ROSEN Sttnottta LODE M T TNDt 0 s .,,. atltte!D COOS COMPEUNCE Orr/CE CCEP!AMCt ND.QS- 013•n5 galvanized coating ofG60- Errata, for v //V114 d ?aaCv—c— ' Not recommended for non - top - supported installations when used as a base eco Hatt Saga Typical SCO Installation LA OS. AC /ACE POST CAP$ GENERAL NOTES: 1) Steel shall conform to 18 gauge ASTM A-653 FS with F,,,, , = 33 ksi and F,,,,,,, = 45 ksi and have a minimum g 2) Fasteners are common wire nails. 3) Allowable loads have been increased 33% for wind loading with no other duration increases allowed. 4) Allowable loads are based on the National Design Soecifcation for Wood Construction 1991 Ed & 1993 Err Douglas Fir -Larch (G =0.50 or better) and tests performed in accordance with ASTM D1761. FOR OrrlCE LASE AC SIMPSON STRONG -TIE CE,,INC. 4637 Chabot Drive, Suite 200 Pleasanton, CA 94588 mu. AC /ACE Post Caps Dr. •0112 No, ba .b,o Oat A. 3 -4 -99 ER! ?n^ -'- ' nw!n Typical ACE Installation 02- 12,oS !Haug Luis Preesci Control Shoot No, 3 / 7 Ravish,' Date -- Evon M.C. Ballash, P.E. Civil #PE0051762 'Loads apply only when used in pairs. 2 Laterat load is in the direction of the beam's axis. ° MIN nailing quantities and load values - 511 all round holes. MAX nailing quantities and load values - fill round and triangle holes. CDNR>7Ng 1rTTN THE t0s emtomC CDDE ata. for DEES re lvanized coating ofG60. • �w m Model No. L Fasteners' Allowable Loads 10d 10dx1'/ " ' Uplift Parallel to Plate (F Perpendicular to Plate (F 108 l 1odx1'/ 2 . MTS12 i 12 14-108 14- 10dx02' 815 75 125 MTS16 16 14-10d 14- 10dx1' /2' 815 75 125 MTS18 18 14 -108 14- 10dx1'/ 815 75 125 MTS20 20 14-10d 14- 10dx1'/2' 815 75 125 MTS30 30 14-10d 14- 10dx1'/2 815 - - 'Install half of the fasteners in each end of the strap to achieve full loads. When wrapped over a tans, install one nail on the side of the truss in the hole closet to the middle of the strap, three nails on top o! the truss and three nails on the back of the truss. When attached to a double top plate, install one nail in the front of the upper plate closes to the middle of the strap. two nails in the front of the lower plate and three nails in the bottom of the lower plate. a1c Tw t_�o Q \►R�Aa� wrwu.I Y.`too .Fw�T 1 L angles - loads are for condition F, and F LS angles - loads are for condition F, only. 2 Loads are for one part only. Use a minimum lumber thickness of 1 For 1'/ lumber, use 0.81 of the table load. `Nail the L angle's wider leg into the joist to ensure table loads and allow correct nailing, as shown in the illustration. s A minimum joist thickness of 3" must be used when L angles are installed on opposite sides of the joist. 'Joist must be constrained against rotation when using a single angle per connection. 'Allowable loads for more than one direction for the!. angle cannot be added together. A design load which can be divided into components in the directions F, and F2 must be evaluated as follows: Design F,/ Allowable F, + Design F Allowable F < 1.0 FOR OFFICE USE SIMPSON STRONG —TIE CO,,INC, 4637 Chabot Drive, Suite 200 Pleasanton, CA 94588 TITLE. MTS Twist Straps Dr.•ing No. Drawing D.t« 3 -4 -99 sieve N=. 6/ 7 R..Men D.t. -- Evon M.C. Battash, P.E. Civil #PE0051762 til ��4 .w /h C L(rJi LTS /MTS TWIST STRAPS GENERAL NOTES: 170 GENERAL NOTES FOR OFFICE USE MTS30 1) Steel shall conform to 16 gauge ASTM A-853 FS with F,, r = 28 ksi and F",,, = 38 ksi and have a minimum 2) Fasteners diameter is 0.148'. 3) Allowable loads have Increased 33% for wind loading with no other duration increases allowed. 4) Allowable loads are based on the National Design Specification for Wood Construction 1991 Edition & 1993 Errata for Douglas Fir -Larch (G =0.50 or better) and tests performed in accordance with ASTM 01761. 1.70/LS50 REINFORCING AND SKEWABLE ANGLES Typical L3 installation MTS12 (Other Sizes Similar( R PROF,' in RSYSWED the Florida Lq • oS ID iaOl J.S. Pisani DN'rlee Typical L Installation LS PATS IrMariet on as a Tnws -to- Top Mete Tie ,aa r wo m rn m ra Om owv. LS Top View SIMPSON STRONG —TIE CO,,INC. 4637 Chabot Drive, Suite 200 Pleasanton, CA 94588 Typical MT330 Installation APP.OYED AS COMPtTmmc lrmt STE sour+ nand euittim coot oA sr 000cT CONTROL SWIMS aunt0'A6 MOOE COMPLIAIitE OFFICE I"C!M•I' I1 e W g aYvanized .oS APPROWD AS eOl MRTN 1tE SOWN FL r - iw 8111L011M CODE OA CONTROL DIY.S ON 80tDIAC CODE COIRLAwCE WIC/ ■CCrPTAACE no (II -o ll 1) Steel shall conform to 18 gauge (L70) and 18 gauge (L550) ASTM A -653 CS with F , = 28 ksi and F ,, , = 38 ksi and have a minimum oalvanized coating of G60. 2) Fasteners are common wire nails. 3) Allowable uplift loads have been increased 33% for wind loading with no other duration increases allowed. ADowabk down bads have not been increased by any duration factor with no increases allowed. 4) Allowable loads are based on the National Design Specification for Wood Construction 1991 Edition & 1993 Errata for Douglas Fir -Larch (G =0.50 or better) and tests performed in accordance with ASTM 01751. T1TLE. L /LS Reincorcing and Skewable Angles Drawing New. si..t New 5/7 Ceasing oat.. 3 -4 -99 R «.t.ie.. Date. -- Evan M.C. Ballash, P.E. Civil #PE0051762 ./l3lwr �.K M e. 56.4_ Allowable Loads' 2.awe. Model No. 1. Fasteners Floor Wind (100) (133) L70 r 7 8-10d 445 565 j LS50 4' 4 8 -10d 450 - 'Install half of the fasteners in each end of the strap to achieve full loads. When wrapped over a tans, install one nail on the side of the truss in the hole closet to the middle of the strap, three nails on top o! the truss and three nails on the back of the truss. When attached to a double top plate, install one nail in the front of the upper plate closes to the middle of the strap. two nails in the front of the lower plate and three nails in the bottom of the lower plate. a1c Tw t_�o Q \►R�Aa� wrwu.I Y.`too .Fw�T 1 L angles - loads are for condition F, and F LS angles - loads are for condition F, only. 2 Loads are for one part only. Use a minimum lumber thickness of 1 For 1'/ lumber, use 0.81 of the table load. `Nail the L angle's wider leg into the joist to ensure table loads and allow correct nailing, as shown in the illustration. s A minimum joist thickness of 3" must be used when L angles are installed on opposite sides of the joist. 'Joist must be constrained against rotation when using a single angle per connection. 'Allowable loads for more than one direction for the!. angle cannot be added together. A design load which can be divided into components in the directions F, and F2 must be evaluated as follows: Design F,/ Allowable F, + Design F Allowable F < 1.0 FOR OFFICE USE SIMPSON STRONG —TIE CO,,INC, 4637 Chabot Drive, Suite 200 Pleasanton, CA 94588 TITLE. MTS Twist Straps Dr.•ing No. Drawing D.t« 3 -4 -99 sieve N=. 6/ 7 R..Men D.t. -- Evon M.C. Battash, P.E. Civil #PE0051762 til ��4 .w /h C L(rJi LTS /MTS TWIST STRAPS GENERAL NOTES: 170 GENERAL NOTES FOR OFFICE USE MTS30 1) Steel shall conform to 16 gauge ASTM A-853 FS with F,, r = 28 ksi and F",,, = 38 ksi and have a minimum 2) Fasteners diameter is 0.148'. 3) Allowable loads have Increased 33% for wind loading with no other duration increases allowed. 4) Allowable loads are based on the National Design Specification for Wood Construction 1991 Edition & 1993 Errata for Douglas Fir -Larch (G =0.50 or better) and tests performed in accordance with ASTM 01761. 1.70/LS50 REINFORCING AND SKEWABLE ANGLES Typical L3 installation MTS12 (Other Sizes Similar( R PROF,' in RSYSWED the Florida Lq • oS ID iaOl J.S. Pisani DN'rlee Typical L Installation LS PATS IrMariet on as a Tnws -to- Top Mete Tie ,aa r wo m rn m ra Om owv. LS Top View SIMPSON STRONG —TIE CO,,INC. 4637 Chabot Drive, Suite 200 Pleasanton, CA 94588 Typical MT330 Installation APP.OYED AS COMPtTmmc lrmt STE sour+ nand euittim coot oA sr 000cT CONTROL SWIMS aunt0'A6 MOOE COMPLIAIitE OFFICE I"C!M•I' I1 e W g aYvanized .oS APPROWD AS eOl MRTN 1tE SOWN FL r - iw 8111L011M CODE OA CONTROL DIY.S ON 80tDIAC CODE COIRLAwCE WIC/ ■CCrPTAACE no (II -o ll 1) Steel shall conform to 18 gauge (L70) and 18 gauge (L550) ASTM A -653 CS with F , = 28 ksi and F ,, , = 38 ksi and have a minimum oalvanized coating of G60. 2) Fasteners are common wire nails. 3) Allowable uplift loads have been increased 33% for wind loading with no other duration increases allowed. ADowabk down bads have not been increased by any duration factor with no increases allowed. 4) Allowable loads are based on the National Design Specification for Wood Construction 1991 Edition & 1993 Errata for Douglas Fir -Larch (G =0.50 or better) and tests performed in accordance with ASTM 01751. T1TLE. L /LS Reincorcing and Skewable Angles Drawing New. si..t New 5/7 Ceasing oat.. 3 -4 -99 R «.t.ie.. Date. -- Evan M.C. Ballash, P.E. Civil #PE0051762 ./l3lwr �.K M e. 56.4_ MM I�•DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MiAMi, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 Simpson Strong Tie Co., Inc. 1720 Conch Drive, McKinney, TX 75069 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AIIJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors U, LU, LUP, HU & WM. APPROVAL DOCUMENT: Drawing No. none, sheets 1 through 4, titled "U Joist Hangers, LU/LUP Joist Hangers, HU Joist Hangers & WM Masonry Joist Hangers," with no revisions, dated 10/09/98, prepared by Simpson Strong -Tie Co., Inc. signed and sealed by E. M. C. Ballash, PE, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and /or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA# 00-0121.04 consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Candido F. Font PE. NOA No: 03 0123.05 Expiration Date: February 16, 2008 Approval Date: April 3, 2003 Page 1 C l4) 8 � z LO 0 N vvv 1 N M V • vj N ii 8 1 0m 0m I M CABLE SCHEDULE - HEIGHT SPAN No.CABLES O' - 0' TO 8'0" UP TO 16' -O" 1 O' -■ To 8' -o" 16'0' - 32'-0" Z_ O' - 0" TO 8' - 0" 32' - - 48' - 0" 3 8' -I" TO IO'-O" UP TO 13' -0" I a'- 1" TO 10-0" 13' -0 - 26' -O" a 8'4" TO 1O'-O' god" - 39'-0•' 3 SGR.1'21 V.- 21:ZHL a I - _ a5-2SL -e a I 25 -LSL•c 2. - I - 35-c 3 - 1 - 35 - I5 3 = 1 .. 45 - C I 4 } 45-13 - i ll 4 - 45 -3 A2:1 - 4 7 3 45 -3/1.1.75 4 7 1 9 G5-C 6 I - I - G;S -H G J - I - 6S - la 1 Z3 75 7 6S - 3 /i6T8 6 , 13 75 7 20 - 3 /0T 7 ' 75 - 3 /167 e 7 7 - 0 75- 7 9 TS 3 /3T5 7 1 I 75 -9 /070 T 3 71= -6 7 - 1 - 7L 3 /16TES 7 22t! - _9C- B 9 - - 9L TB 9 24t. - - - =oZ ' 23 25 15 25 1 12 1 5 1 12 .040 .04.0 - t , "1 tZ" .050 .050 .04-0 I .040 .050 1.050 •0501.0501 - .050 1 .050 1 - .062 ,062 ob7. .062 •0o 06z 00a .062 .02Z OG2 .062 .002 140 140 140 .140 .140 .150 .150 . 150 002 062 062 .150 .062 .ISO .062. .320 .062 .320 .0G2 .520 .0G2 .320 ,150 t3 oG2 I .157 .002 .187 187 37 • 187 .375 . 137 522 375 `62 .18 7 187 9' -It" 9' -3., 9 ,- 4 " 7 . _ 9 „ 11'- 4- 10'- 7" 36' -7•• 33'-11" tl A0'- 3" 44' -1" 35' 8' 39 ' - 4' 43'-4'' 4T-5 37 . -4" 40' 11" 33'- I" 40'- 3" 44 ,_ 0 " 3' - B" 0• - 3" 7'- 4 , 6 , -I I .. ' -1 9,_5- 3' H" 12.'-3" 1 1'- 1 1 " 1 1 - 4 ' I4 -11" 13' -10" 13' -1" I2• 18' -O' 10 9" 15'- 9" 14' 2O' -I• 18' -3" 17' -7" t6' -0" al'- 0" I3'_9" t8' -9' 2 -9' a 31' -O' 23. I 2T - 2.5 TYPE BEAM AND COLUMN SCHEDULE E PACI N3 THICNESS PURU CD ET. I I" xZ 0 )BEIAM bET. 2 WALL LINE _ _ _ _ J FASCI <- 7) ROOF FRAMING PLAN 5 / "�WELDEL` brimissi Boy TS -/_ P 1'kZ J ii NICOPRESS SLEE VE tar z- � 3 /9 IN EXPANDET OR JORDAN *1035 auTERI TE 1>NCHOR- . • CABLE DETAIL z a V FEET AND INCH MAXI mum CLEAR SPAN 2 #.10 y¢ X 2. /Z LAGS FASCIA TYPICAL ELEVATION IY4." 1- , Z�'8" an(2"A.NG.- 33i S.S. CABLE 8REAI<ING STRENGTH: 120o ALTERNATE` �XZv� 1 3 /4 .. X 174 " X /8 CHANNEL a ' -o" T -11 0 -8" 7'. 1 1" t a'- 1' Z1 -I 1' 23'- 3" 25 26' 27' -10" 23'- 7" 31= 11' 35 0" 28 3" 31 '- 2" 34'- 5 3 E3' BEAM Z 3 /8 STUDS AND CAP NUTS U CLIP DETAIL mots MINN MEM. IMMO CAMEL BACK 3 / &'PIN WIND BRACING DETAIL / SCHEDULE 3410x 1 /Z S. m.s, ti 4Plai =A3:IA -Z 41110 /4.ia 2410X2 WD. 1\ SCREW EA.SIDE � �7 / OF aEAM -AU.;M. ► • 2 "$2.' 3 ANG. - EA. wA5HE2 51DE•u✓/2=f1OxML s.M.s. TO EEAM - SOFFIT D ETAI L a FOR SPANS OVER 3Z' USE 3 *10X /2 " S.M.S. 1#10 S.M.S.t'*'✓ SPANS UNDER 32' USE 2. 5.M.S.EA.SIDE 7 /4' DIAMETE R TELESCOPING SERRATEDTu1ES •04).TX BEAM TELESCOPIC. ROOF BRACE t 3 ON # N t3 +' 'II:. /F,T 'h' �6TB ' h "S %aT h 3/8T3 . h."5 4T 'HZ'S 4 1v h 1 L l XZyw/2 IOXI TO BEAM -SEE DETAIL 1# I O X 2.7z" AvD._ 5 CRE.VJ 5 TO FASCIA E H SIDE II TYPICAL 70- ESE NOTE 12 ATTACH ME N T PLACE DAZE =TRAP PER 'E.k14 AT ANY PvPtLIN' LOCATION, 4T A MINIMUM DILTANCti_ 4K 7_RT FROM VTI -ISR END OF AM . PERIMETER MEMB. SC 5: #l0 3,vt 1 /3.' 1/2." ALUM. sTti GRACE CETAIL (1L t 9L SEAMS ONLY) PERLMETER MEME;ER : :DETAIL 2 - ,9a 2 °00) u- 0 '8o aCm „, J - e4a ft to CHAIR RAIL 410 5345 I " X 2. " a" 2.1145 "ANGLE PERIMETER VEMg; I CRIVE- RIVETS - SEE. BEAM TABLE EoR =RIVET SITAC1NCz 7 - - .032. . BRAKE METAL -_ 35 OR LARGER COLUMN .CONNECTION 1 .____ TYFUCORNEQ CONSTRUCTI .At t ANS. LOCATION 4-SLAV3 8',c 8" CONC. FOOTING w/o i►5 OR 2.40 4 NOTE SLABS AND FOOTINGS BY OTFIERS_ UNLESS OTHERWISE NOTED Al T. DE'f"A.1L_ TYP. ALL AROUND *l0x a'1'1-1.H .5.S.� 2.4"OO,W/ 3 /4° 0 D. UM. W SHER tN EXPANDE OP JORDAN *t100 _COMPONENT BE Z "x 2 "xINANG. 4 4f10X /4'S.M.S. EACH LEG DETAIL® V1EW_A� CASE A CASE B IOx 2./a" LAG IN EXPANDET 1 OR JORDAN *100 (0 )USE 2xZ'x %g"ANG.EA. SIDE WITH Z - IOx IA' 5.M-S OVER 3Z USE3S.M.5. .DETAIL 0 Z410x5 " V./D. SCREWS 3 '/2" PENETRATION EACH RAFTER TQ FZAE'TE.R S "n c2." Z" COLUMN MEMBER S S - I "xe (0.321 USE I # 10 X 2'/i' LAGS IN Ex PANDET OR JORCAN 4 100 OVER 32 USE 3 LAGS 0 0 0 0 0 0 ENGINEERS SEAL. ' D } w 0 0 0 O 0 0 0 0 0 0 /7 - S EA1M ALT: D E TAT_ OI WITH GUTTER 0 0 0 0 0 of o 0 0 Y I4 STRAP 0 m-t0 2 f ( o ..0 0 0 0 0 - 10 6c.REV6 s' 3: --'" t 1 6S oR 75 USE 1/4" RIVETS 3' - • 6' s I/2 STRAP 0 0 0 7L "USE 9 - 1 /4' 5C2FWS 1 9L USE. 11- L14" SCIRE\v5 VIEW A� CASE D 507. i 3/6 TRAP5 TCR B STRAP ATf SEE RIVET 00. = REW EXCEPT 7L t 9 SPACING ON CHART USE I /2 NOTE 0. J. = BEAM LENGTH _STRAP CENTERED cASE - SCREWS j$10 as. SMS 507 -P_ C %4 AS C� RIVETS; "ALUM. DRIVE r ` 1 RIVETS 3A6; 5 TRAPS T OR B TYP. STRAP CA5E5 GU TT 1=R 1C.L1 - D• c•'_ • INDUSTRIAL ENGINEERING SERVICES SSG Y:.M 6. 51... :te. -.r r." /,) OI4 IES WILLIAM M. MEYE11S, PE , USE 1♦ IP .11M -1'.••.“4 .,.�. 51376 PERIMETER MEMBER GENERAL 4:)4.DE CO UNTY APPROVAL ACC EPTAf C- _5`to_- 7' 7 0 €0 1 =ZHL NOTES. 1 - DESIGN LOAD: WALLS IN AND OUT 13 P5f. - ROOFS_ LIP AND DOWN T P.S.F. - SAFETY FACTOR -L5 Z, SCREENCLOTH OPENINGS TO BE007 DR GREATER. 3 - ALUMINUM BEAMS AND COLUMNS SHALL 6E A MIN. OF .055" THICK V. /I Tl-I TOLERANCE. A3 PER ALUMINUM 45500, CON5TRLICTION MANUAL, 4 - ALUMINUM CHAIR RA1L5,PURLINS,BOTTOM PouSE FASCIA PLATE,(0RNER AND TOP PERIMETER MEMBER, SHALL BE A MIN. OF .040' _TkICK WITH NO MINUS TOLERANCE. 5 - ALL EXPOSED FASTENERS SHALL BE NON - MAGNETIC STAINLESS STEEL OR ALUM. ExCEPT CABLE HARDWARE FASTENERS WIC- MAY BE. HOT -01 PPE() GALV.- STEEL. NON-EXPOSED FASTENERS MAY BE MAGNET STAINLESS STEEL.. G - ALL MASONRY ANCHORING DEVICE SHALL BE MADE OF NON- C0RRO5,VE METALLIC CONSTRUCTIONORMADE OF VIRGIN RV.C. PLASTIC OR MATERIAL OF APPROVED Du RABI LITY. T - EOLT AND SCREW FASTENING THRU AN OPEN SECTION OF EXTRUSION INTO FASCIA OR SLAB MUST HAVE A HEAD DIAMETER OF 3/4" OR USE A WASHER OF 3 / "MIN. DIAMETER. 8 - ALL COLUMNS SHALL BE FASTENED TO BEAMS OR STRUTS W ITH FASTENERS OTHER THAN INTERIOR SCREw3. 9 = 0 063 -T6 ALUMINUM ALLOY BEAM5 WILL BEAR E IDENTIFICATION MARK STAMPED ONE, FOOT F ROM EACH END OF BEAM. FOLLOWING ARE APPROVED MARKS BON , ...00G3 - T6 3 1,1 -65-T0. 10- IN ADDITION TO BEAM BEARING COLUMNS ANGLES ARE REQUIRED ON SIDE COLUMNS. c -c MAXIMUM. 11 - LATCHES ON ODORS OF DOORS CPS' IMMING POOL ENCLOSURES SHALL BE 5' -0 "ABOVE TTiRESHOLD AND SHALL BE SELF - LATCHING AND SELF LOCKING TYPE; - - MAXIMUM ALLOWABLE_ OVERHANG (PmEN510NA): CL)TRUSS ROOF A - 40" MAX.- - b) FLAT DECK ROOF A = 2.4" MAx. r.) LONGER LENGTHS REGiUIRE ENGR. APPROV. 15 .SPANS ARE IN ACCORDANCE WITH DESIGN CRITERIA AND TEST REQUIRE. NTS FOR ALW INtJ. 5C9EEN ENCLOSURES AS APPROvtD BY DADE COUNTY - BVILDIIVG AND ZONING DPT.- IA- COMPONENTS OF THIS SHEET ARE COvERED. L15. PAT, No. 3,2ZZ, 041 15-' SECTIONS 1, 2.1-4 ARE ALLOY 6063-75 Y5= 16KSf. ALL OTHERS ARE ALLOY 0063 -79 YS ZS ALL CONNECTORS ARE ALU ALLOY_2024 -T4 OR (SEE NOTE 5) EQUIVALENT. P1400-4E.: RE H.IBCIN 21 INOUSTRIES, INC. 550 W. E4 ST, HIALEAH, FLA, 33014 - - DAVE ES?Z- 1130, B ROwAR D: 5 T - 08 50 SCREEN ENCLOSURE STANDARD DETAILS COUMNj CI-4AI CA8L RAIL - ", DET 3 ?lam SGR.1'21 V.- 21:ZHL a I - _ a5-2SL -e a I 25 -LSL•c 2. - I - 35-c 3 - 1 - 35 - I5 3 = 1 .. 45 - C I 4 } 45-13 - i ll 4 - 45 -3 A2:1 - 4 7 3 45 -3/1.1.75 4 7 1 9 G5-C 6 I - I - G;S -H G J - I - 6S - la 1 Z3 75 7 6S - 3 /i6T8 6 , 13 75 7 20 - 3 /0T 7 ' 75 - 3 /167 e 7 7 - 0 75- 7 9 TS 3 /3T5 7 1 I 75 -9 /070 T 3 71= -6 7 - 1 - 7L 3 /16TES 7 22t! - _9C- B 9 - - 9L TB 9 24t. - - - =oZ ' 23 25 15 25 1 12 1 5 1 12 .040 .04.0 - t , "1 tZ" .050 .050 .04-0 I .040 .050 1.050 •0501.0501 - .050 1 .050 1 - .062 ,062 ob7. .062 •0o 06z 00a .062 .02Z OG2 .062 .002 140 140 140 .140 .140 .150 .150 . 150 002 062 062 .150 .062 .ISO .062. .320 .062 .320 .0G2 .520 .0G2 .320 ,150 t3 oG2 I .157 .002 .187 187 37 • 187 .375 . 137 522 375 `62 .18 7 187 9' -It" 9' -3., 9 ,- 4 " 7 . _ 9 „ 11'- 4- 10'- 7" 36' -7•• 33'-11" tl A0'- 3" 44' -1" 35' 8' 39 ' - 4' 43'-4'' 4T-5 37 . -4" 40' 11" 33'- I" 40'- 3" 44 ,_ 0 " 3' - B" 0• - 3" 7'- 4 , 6 , -I I .. ' -1 9,_5- 3' H" 12.'-3" 1 1'- 1 1 " 1 1 - 4 ' I4 -11" 13' -10" 13' -1" I2• 18' -O' 10 9" 15'- 9" 14' 2O' -I• 18' -3" 17' -7" t6' -0" al'- 0" I3'_9" t8' -9' 2 -9' a 31' -O' 23. I 2T - 2.5 TYPE BEAM AND COLUMN SCHEDULE E PACI N3 THICNESS PURU CD ET. I I" xZ 0 )BEIAM bET. 2 WALL LINE _ _ _ _ J FASCI <- 7) ROOF FRAMING PLAN 5 / "�WELDEL` brimissi Boy TS -/_ P 1'kZ J ii NICOPRESS SLEE VE tar z- � 3 /9 IN EXPANDET OR JORDAN *1035 auTERI TE 1>NCHOR- . • CABLE DETAIL z a V FEET AND INCH MAXI mum CLEAR SPAN 2 #.10 y¢ X 2. /Z LAGS FASCIA TYPICAL ELEVATION IY4." 1- , Z�'8" an(2"A.NG.- 33i S.S. CABLE 8REAI<ING STRENGTH: 120o ALTERNATE` �XZv� 1 3 /4 .. X 174 " X /8 CHANNEL a ' -o" T -11 0 -8" 7'. 1 1" t a'- 1' Z1 -I 1' 23'- 3" 25 26' 27' -10" 23'- 7" 31= 11' 35 0" 28 3" 31 '- 2" 34'- 5 3 E3' BEAM Z 3 /8 STUDS AND CAP NUTS U CLIP DETAIL mots MINN MEM. IMMO CAMEL BACK 3 / &'PIN WIND BRACING DETAIL / SCHEDULE 3410x 1 /Z S. m.s, ti 4Plai =A3:IA -Z 41110 /4.ia 2410X2 WD. 1\ SCREW EA.SIDE � �7 / OF aEAM -AU.;M. ► • 2 "$2.' 3 ANG. - EA. wA5HE2 51DE•u✓/2=f1OxML s.M.s. TO EEAM - SOFFIT D ETAI L a FOR SPANS OVER 3Z' USE 3 *10X /2 " S.M.S. 1#10 S.M.S.t'*'✓ SPANS UNDER 32' USE 2. 5.M.S.EA.SIDE 7 /4' DIAMETE R TELESCOPING SERRATEDTu1ES •04).TX BEAM TELESCOPIC. ROOF BRACE t 3 ON # N t3 +' 'II:. /F,T 'h' �6TB ' h "S %aT h 3/8T3 . h."5 4T 'HZ'S 4 1v h 1 L l XZyw/2 IOXI TO BEAM -SEE DETAIL 1# I O X 2.7z" AvD._ 5 CRE.VJ 5 TO FASCIA E H SIDE II TYPICAL 70- ESE NOTE 12 ATTACH ME N T PLACE DAZE =TRAP PER 'E.k14 AT ANY PvPtLIN' LOCATION, 4T A MINIMUM DILTANCti_ 4K 7_RT FROM VTI -ISR END OF AM . PERIMETER MEMB. SC 5: #l0 3,vt 1 /3.' 1/2." ALUM. sTti GRACE CETAIL (1L t 9L SEAMS ONLY) PERLMETER MEME;ER : :DETAIL 2 - ,9a 2 °00) u- 0 '8o aCm „, J - e4a ft to CHAIR RAIL 410 5345 I " X 2. " a" 2.1145 "ANGLE PERIMETER VEMg; I CRIVE- RIVETS - SEE. BEAM TABLE EoR =RIVET SITAC1NCz 7 - - .032. . BRAKE METAL -_ 35 OR LARGER COLUMN .CONNECTION 1 .____ TYFUCORNEQ CONSTRUCTI .At t ANS. LOCATION 4-SLAV3 8',c 8" CONC. FOOTING w/o i►5 OR 2.40 4 NOTE SLABS AND FOOTINGS BY OTFIERS_ UNLESS OTHERWISE NOTED Al T. DE'f"A.1L_ TYP. ALL AROUND *l0x a'1'1-1.H .5.S.� 2.4"OO,W/ 3 /4° 0 D. UM. W SHER tN EXPANDE OP JORDAN *t100 _COMPONENT BE Z "x 2 "xINANG. 4 4f10X /4'S.M.S. EACH LEG DETAIL® V1EW_A� CASE A CASE B IOx 2./a" LAG IN EXPANDET 1 OR JORDAN *100 (0 )USE 2xZ'x %g"ANG.EA. SIDE WITH Z - IOx IA' 5.M-S OVER 3Z USE3S.M.5. .DETAIL 0 Z410x5 " V./D. SCREWS 3 '/2" PENETRATION EACH RAFTER TQ FZAE'TE.R S "n c2." Z" COLUMN MEMBER S S - I "xe (0.321 USE I # 10 X 2'/i' LAGS IN Ex PANDET OR JORCAN 4 100 OVER 32 USE 3 LAGS 0 0 0 0 0 0 ENGINEERS SEAL. ' D } w 0 0 0 O 0 0 0 0 0 0 /7 - S EA1M ALT: D E TAT_ OI WITH GUTTER 0 0 0 0 0 of o 0 0 Y I4 STRAP 0 m-t0 2 f ( o ..0 0 0 0 0 - 10 6c.REV6 s' 3: --'" t 1 6S oR 75 USE 1/4" RIVETS 3' - • 6' s I/2 STRAP 0 0 0 7L "USE 9 - 1 /4' 5C2FWS 1 9L USE. 11- L14" SCIRE\v5 VIEW A� CASE D 507. i 3/6 TRAP5 TCR B STRAP ATf SEE RIVET 00. = REW EXCEPT 7L t 9 SPACING ON CHART USE I /2 NOTE 0. J. = BEAM LENGTH _STRAP CENTERED cASE - SCREWS j$10 as. SMS 507 -P_ C %4 AS C� RIVETS; "ALUM. DRIVE r ` 1 RIVETS 3A6; 5 TRAPS T OR B TYP. STRAP CA5E5 GU TT 1=R 1C.L1 - D• c•'_ • INDUSTRIAL ENGINEERING SERVICES SSG Y:.M 6. 51... :te. -.r r." /,) OI4 IES WILLIAM M. MEYE11S, PE , USE 1♦ IP .11M -1'.••.“4 .,.�. 51376 PERIMETER MEMBER GENERAL 4:)4.DE CO UNTY APPROVAL ACC EPTAf C- _5`to_- 7' 7 0 €0 1 =ZHL NOTES. 1 - DESIGN LOAD: WALLS IN AND OUT 13 P5f. - ROOFS_ LIP AND DOWN T P.S.F. - SAFETY FACTOR -L5 Z, SCREENCLOTH OPENINGS TO BE007 DR GREATER. 3 - ALUMINUM BEAMS AND COLUMNS SHALL 6E A MIN. OF .055" THICK V. /I Tl-I TOLERANCE. A3 PER ALUMINUM 45500, CON5TRLICTION MANUAL, 4 - ALUMINUM CHAIR RA1L5,PURLINS,BOTTOM PouSE FASCIA PLATE,(0RNER AND TOP PERIMETER MEMBER, SHALL BE A MIN. OF .040' _TkICK WITH NO MINUS TOLERANCE. 5 - ALL EXPOSED FASTENERS SHALL BE NON - MAGNETIC STAINLESS STEEL OR ALUM. ExCEPT CABLE HARDWARE FASTENERS WIC- MAY BE. HOT -01 PPE() GALV.- STEEL. NON-EXPOSED FASTENERS MAY BE MAGNET STAINLESS STEEL.. G - ALL MASONRY ANCHORING DEVICE SHALL BE MADE OF NON- C0RRO5,VE METALLIC CONSTRUCTIONORMADE OF VIRGIN RV.C. PLASTIC OR MATERIAL OF APPROVED Du RABI LITY. T - EOLT AND SCREW FASTENING THRU AN OPEN SECTION OF EXTRUSION INTO FASCIA OR SLAB MUST HAVE A HEAD DIAMETER OF 3/4" OR USE A WASHER OF 3 / "MIN. DIAMETER. 8 - ALL COLUMNS SHALL BE FASTENED TO BEAMS OR STRUTS W ITH FASTENERS OTHER THAN INTERIOR SCREw3. 9 = 0 063 -T6 ALUMINUM ALLOY BEAM5 WILL BEAR E IDENTIFICATION MARK STAMPED ONE, FOOT F ROM EACH END OF BEAM. FOLLOWING ARE APPROVED MARKS BON , ...00G3 - T6 3 1,1 -65-T0. 10- IN ADDITION TO BEAM BEARING COLUMNS ANGLES ARE REQUIRED ON SIDE COLUMNS. c -c MAXIMUM. 11 - LATCHES ON ODORS OF DOORS CPS' IMMING POOL ENCLOSURES SHALL BE 5' -0 "ABOVE TTiRESHOLD AND SHALL BE SELF - LATCHING AND SELF LOCKING TYPE; - - MAXIMUM ALLOWABLE_ OVERHANG (PmEN510NA): CL)TRUSS ROOF A - 40" MAX.- - b) FLAT DECK ROOF A = 2.4" MAx. r.) LONGER LENGTHS REGiUIRE ENGR. APPROV. 15 .SPANS ARE IN ACCORDANCE WITH DESIGN CRITERIA AND TEST REQUIRE. NTS FOR ALW INtJ. 5C9EEN ENCLOSURES AS APPROvtD BY DADE COUNTY - BVILDIIVG AND ZONING DPT.- IA- COMPONENTS OF THIS SHEET ARE COvERED. L15. PAT, No. 3,2ZZ, 041 15-' SECTIONS 1, 2.1-4 ARE ALLOY 6063-75 Y5= 16KSf. ALL OTHERS ARE ALLOY 0063 -79 YS ZS ALL CONNECTORS ARE ALU ALLOY_2024 -T4 OR (SEE NOTE 5) EQUIVALENT. P1400-4E.: RE H.IBCIN 21 INOUSTRIES, INC. 550 W. E4 ST, HIALEAH, FLA, 33014 - - DAVE ES?Z- 1130, B ROwAR D: 5 T - 08 50 SCREEN ENCLOSURE STANDARD DETAILS sPsol WQ.MDIM i l P9P91. I UM Oe9 4901 I 9901 0fel 0981 0991 9691 9901 0991 OfLZ 9901 0991 091Z 9901 0991 I mg 1 I 9901 I 0991 I 5901 0981 0991 I r 9901 O98L I Of lz 0991 o CLZ ass - I 011l I, SS9l 9991 I 1 oefl sP9 088 I 1 9991 I 91/1 I 068 1 9 941 I SLC Ogg I 9991 co 9981 go* 1 068 9591 9991 { 069 I 069 I 068 I au I I 069 069 au I 9901 9901 OlL 1 0u 1 ou I 068 068 1 LL 1 °/ L x POI POI - Z — Z l, l x pOli l 9 P01 P Ol9 1 9019 P01 xP019 '41 x POl I' /1 xP011, Z 41 x P01 I Z /, L x P01 p0l-Z P01 POL9 1 P01 I P01-r I P01 ,1 x P0l -Z I'41xPOIPi I '41 x POl9 I P8l 991w P919 P919 P91 '41 x P019 1 Z,l xp0l9 P019 P019 99l lepl 1 Ppl9� I P911 1 1 P919 i I P91-9 1 1 P9L 1 P91-01 991 1 P91-rL P91-Z1 P9l, PBLB 99 191 r P91 P9i9� 1P91- P9191i P91 1 P91 1 . PBl9 1 P9liL P9L-r P91-9 PDI�I 991-rl P919 P91 I P9191 I P91 I P91-91 Po1-s I L _ P01.9 901 9019 , P01-01 1 P o hl PO l4l P01w 1 I PO1 POL POL Po19 Po L -I Po� l9l P019 PO1i11I L POI' P019 1 P0L-1l POIr P019 POI l 901 P019 !O N N N N N N N N N N N N N N N N N N N N N N t■ N N N N N N N 01 1 1 °49 1 1 l,Ol '4Z I 01 1 [ °, °! B S a I 1 /,l w /e ' ° ! s ► /,e °r 9� w /eZ r °cl ef I a:, Z, 9 1 Z / S N N N a a Y cO CO 9�, °t , s Z '/ � I 81 I 1 91 I 797 9l 9l 9l — 91 - 1 8l 9l — 747 - 1 gl 1 9l 9l 9l 8l I 7; 1 9l I 9l 1 9l 9l I 9l 1 19 9l I 19L ' 9l 9l 9l I I 91 "°N 1 rzn 1 Zwzn z9zn 0!2741 Z 0 rlZO 0181 rlfn 019.1 1 Ylrn 0191 1 I arzn 1 6820 210174 1 I 69.9.1 1 691 1 1 60191 ■ 60190 • ?499!1 ( Kol9fnI 107J919£111 1 z 019en 1 co 0, 8 1 2 W E E E . • E E 00 c I o N d • t m 2 �� Oi c c c Y, A s.- m .4 4 . '0 - u 10 li m M M C Z c a, fif 2 €E22 :f §ith ; . 0Cmm W • "a • „ m a u7 1 W . r 2 4- M Q 1 r U i 1 L z CY F— Q 0 2 _ ry 1 1 m , 0 1 S 0 on LJ 0 w Simpson Strong Tie Company, Inc. A 1. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED (For File ONLY. Not part of NOA) DRAWINGS Drawings prepared by Simpson Strong -Tie Co., Inc., titled "U Joist Hangers, LU/LUP Joist Hangers, HU Joist Hangers and WM Masonry Joist Hangers ", Drawing with no numbers, sheets 1 through 4 of 4, dated 10/09/98 with no revisions, signed and sealed by E. M.C. Ballash, PE. B TEST Test reports on wood connectors per ASTM D1761 by Kleinfelder, signed and sealed by Chung - Hsein Lyu, PE. Report No. Wood Connector Direction Date 1. F 263 & 264 U 414 Down & Up 07/17/96 2. F 261 & 262 U 24 Down & Up 07/18/96 3. F 325 & 326 LUP 24 Downward 07/18/96 4. F 326 LUP 210 Downward 08/12/96 5. F 325 LUP 24 Downward 08/12/96 6 F 220 & 243 LU 24 Down & Up 07/17/96 7 F 221 & 244 LU 210 Down & Up 07/17/96 & 07/22/96 8 F 329 HU 410 m Downward 08/28/96 09 F330 &331 HU4I0M Down &Up 08/12/96 10 F 327 & 328 HU 26 Down & Up 08/12/96 11 F 374 WM 26 Downward 08/29/96 C CALCULATIONS Report of Design Capacities prepared by Product Model No. of Pages 1. U Series I through 2 2 LUP Series 1 through 3 3 LU Series 1 through 1 4 HU Series 1 through 3 5 WM Series 1 through 3 Simpson Strong -Tie Co., Inc. Date 09/23/98 09/14/98 11/27/95 08/03/94 09/21/98 D STATEMENTS 1. Code compliance letter issued by Simpson Strong -Tie Company, Inc. on 03/20/00 signed and sealed by E.M.C. Ballash, PE. on 03/22/00. 2. No change letter issued by Simpson Strong Tie - Company, Inc. on 01/15/03 and signed by J. M. Gilstrap. E -1 Signature E. M. C. Ballash, PE E. M. C. Ballash, PE. E. M. C. Ballash, PE R. C. Gregg, PE E. M. C. Ballash, PE. Candido F. Font PE. Sr. Product Control Examiner NOA No 03- 0123.05 Expiration Date: February 16, 2008 Approval Date: April 3, 2003 Model No 1234 Dimension Fasteners Allowable Download W B Block Joist WM 1 9/16 4 1/2 2 -16d Duplex (2) 10d x 1 V2 3300 1 11/16 4 1/2 2 -16d Duplex (2) 10d x 1 1/2 3300 1 13/16 4 1/2 2 -16d Duplex (2) 10d x 1 1/2 3300 2 5/16 3 2 -16d Duplex (2) 10d x 1 1/2 3300 2 9/16 3 2 -18d Duplex (2) 10d x 1 1/2 3300 2 11/18 2 1/2 2 -16d Duplex (2) 10d x 1 1/2 3300 2 3/4 2 172 2 -16d Duplex (2) 10d x 1 1/2 3300 3 1/8 2 1/2 2 -16d Duplex (2) 10d 3300 3 5/16 2 1/2 2 -16d Duplex (2) 104 3300 3 9/16 2 1/2 2 -16d Duplex (2) 10d 3300 4 3/4 2 1/2 2 -16d Duplex (2) 10d 3300 5 112 2 1/2 2.16d Duplex (2) 10d 3300 5 5/16 2 1/2 2 -16d Duplex (2) 10d 3300 7 1/8 2 1/2 2 -16d Duplex (2) 10d 3300 Model No. Gauge Dimensions Fasteners' Allowable Loads w H B Header Joist Uplift Down 10d 16d 10d 16d LU24 20 1'/,, 3'1 1' / 4 -10d 4 -18d 2.10dx1 - 445 530 LU24R 20 2 2' /,e 1 ' 1 1 - 4 -16d 2.10dx1 - - 530 LU26 20 1 4 1 6-10d 6-16d 4- 10dx1 - 685 800 LU28R 20 2 4 / 1 - 6-16d 4- 10dx1 - - 800 . W28 20 1' /,6 6 / 1 8 -10d 8 -16d 6.10dx1 735 890 1065 LU28R 20 2 6 1 - 8 6 10dx1 735 - 1065 LU210 20 1'1 7'1 1 10-10d 10-16d 6- 10dx1' / 735 1110 1330 L 0210 20 2 7 2 - 10-16d 6- 104x1'/ 735 - 1330 Meer•4 Or-1.1 Ow - an'. ."1.".n' 85 W1 w H 5 5.,.b 2MM Uq3 1347*. ' 4,n '9 MI- 4 f 1 2` 14-16C 610.1'4 720 1r5 AU M. • 4 7 1 2'4 16164 101061'4 1200 •1 ■ MN 7 112 M- 4 fy 10':, 2 4 16164 6106"4 720 745 4J2 75'12 Mu 4 7' 10 2 2.134 1010.1'4 120C 2250 n,271416^ 11 f4 .2 2'4 16 110.1'4 13 •.0 wa: 714 Mu 14 2 13 2'4 2•164 1616141'4 6106 1815 KO 4213 2630 31412 7113 Mr 4 9, 14': 2'4 26169 552114 YU 51 f„ 4';, 1 2 26134 5, toe.''4 vie 3455 85,1.301 Mr 4 f:x 1 1 16130 614 605 ire 3411119 Mn 54.544 f,x 5 "i4 i 7'21 16164 10104 1603 2414 00A ]'.n'. Y� 4 f1 54'; 7',, 16164 6 101 205 2145 4511134 5.n 54 1,,, 105,, 2'4 24.160 16104 1585 2250 5.,n 1064 SN 4 fl I3'.', 2'4 76134 6104 1006 280 MJ3.31114 Y.• 4 1.1 14 4- 24 2 615 4 12104 1610 6415 MA542 14 45 , 13'1, 24 16180 6104 1201 2410 1,36162921 14 r., is', 2'5 26164 6104 1205 2650 .535167 Mu 04 4 551, 2'5 25.084 16104 5110 3436 1,352631748 4 el, 18'I Y4 20134 6104 1705 7600 1,35200 Mu 4 4 16 1' 76164 12.104 1110 7465 50310-2 4 S'4 3' 5'4 4 -1141 6104 105 1875 965512 -1 113:32 X10® 6' 141 5'4 16164 6104 505 7145 MJS. 11n 4n 4 9„ 7., 1'4 5615d 4W 5170 16'5 85,83142 Mb 14 5 7'1, 2'4 1615E 8.194 1430 24'O 21J531/11121 14 6 1' 2'4 16150 6580 1070 2140 1 8521711 Mb 4 fl„ 6' 221 22'164 6709 470 2650 00462 IN' 4 5'' 11 "il8 2 4 16154 6164 1430 34'• 85,5.3170 /44 4 1': 11 2 21 3 12 - 164 245 6713 4'J850114_ 4 6'1 12 2' 36134 8564 430 2080 8,53v1114184 4 5 52'5 3's 26164 17.104 245 3416 083462 Mn 54 804 4 z 4.164 6114 1074 1276 12410-2 W. 4 7'4 1'4 2'l, 16142 •164 1430 2412 852412.3 Mn 4 804 11'1 2'4 16'64 6164 1070 2041 850.12 -29' 4 7'4 11'4 2'4 26160 6114 1430 2250 52. Mh 54 7'4 52',, 25 20.104 6164 1434 7860 5.0414.2 Ma 4 7'4 13'4 2'4 26164 52.184 7146 3466 Model No. Gauge Dimensions Fasteners' Allowable Down Loads W H 8 Header Joist 104 16d 104 16d LUP24 18 1'/,6 3 1 4 -10d 4.16d 2 -Prong 445 , 530 LUP28 18 1'1 42/ 2 6-10d 6-16d 4 -Prong 665 , 800 LUP28 18 1'/, 8 2 8-10d 8 -184 6 -Prong 890 1065 LUP210 18 1 7'! 2 10 -10d 10-16d 6 -Prong 1110 1330 I II 4c , Orrr r..lsn•1 434+"11. -5423 671,2, 5 M..er Et1211OEt1=11111111 U - De', '2162 M" 012417 Mn � �E@EILIDE11Mi3^t:21.31311 64 74 104 24 a - 164 6164 207C 450 145 3950 - MJ1'1 856 .1..7 .17262 7 '., 2'4 2i1EY7mIEC'7 16164 6154 1430 Yn 14 2 `, 7y 6'6: 4 6 7 4 34-154 •0167 .162116 54 7`. �t�i I NA 61 124 6104 13 T;1 34.161 W 14 7' 2'4 " 8-112 4 564 54 7'4 857151 Mn 1 .4 1 4 1'4 2'' 12460 4-161 2 3459 1.1.1 .4 021 5''. 2'' 6142 1 slow•';, 7' a -134 N' -16711 1 7 2 y 16964 6104 I H,1.21 14 2 85-'761 Mn 4 3' 7 2' 14 •101 12504 1210 5.50 14 1 7'4 2':, 6854 610281'4 - 10 802142 410 14 3' 6 2 y 16164 6100 11C1 16'6 ' 5.0 29 e 3 2 15. N4 16 1505 2410 .6'2 - 4 Entem irmammamommarana'ffi1 85116101n 4 4 f:, 2'4 1 8.584 54.544 1506 96 852107 N 1 5 2' 10161 •!0e'\ 720 1540 85.0'1.7 4 ^ 4 8', 101, r 16960 1 505 2045 8552127 M.• 04 3 196. 1 ,, a - 164 16104 1515 2250 1 .2 1 2 -3145 11. 1 2'21 1 6964 6 505 2145 85.107 -1146 14 4 ,d,.1 7'' 2.164 16104 1105 2550 1 ®at 11=0IIC11E81tt1130101COSI7 160 246 ®15 11011011171111131:111111112101 111=11 ,0 11tf 111111 '6 74.. 1 3 ' 7tttE ° , 2`4 t2 3 2 ®I 1240 KEM 3 27. 2410 12 -IN 200 3716 5,114-1180 4 4 "I 52' 11 2'4 16162 6104 1206 ` 2410 85.1 4 4", t4'I Y4 x964 1.104 5810 1 32 15 85' 5 1 6736- 4 3'! T3 7' 5 0C C 6.O, •x1 7W0 85.1'659.•7 3'' EEEIE3l7ES7t1111M:7 � 2 4325 ®11 i " 1164 - 0INNIE IENI .�.�IEZZIEi 1803 M- 1.634.. 4 4ffin= 2'y 11'6d 12.161 58 10 ! 1415 1 1J31 14 l I 2 6164 24 150 515 nom 11.08 Itt ©1.1.111 • 7 IMttt3L11[lllSIE 113:32 X10® 2203 4 52-221.60 Y. 11125 E1E1'E 211 -110 11E1El1119111E eEQ47COMl 9665 INNIMEI I'I EN 85 .111 IIISEMENIE 11121210a1' 85, 11. ©11E$111tN11FINfUM�'' l •lIDE'a1�' 2134 11111 11108 117/111:11111'l_sls':6511111Y'.___ ®0EBlEl Ir=0111110EP1NPIEYlm 14.044 M V 1 4-105 6104 t1MMEMal ' ,4.41 Mr 1 i 6101 . 14 Y;,, 1 "4, ry 14-580 Na 501 um 3 4 4 12114 6161 555 175 451¢M.• 14 3'I 1'4 4 16164 16104 1601 24 4,4522.. 4 3. leo 2' 5 16964 6161 KS 24S .)15 f, 850 1 7 1. 154 16100 1205 2950 11414 t4 1 ,4 2 6504 1201 2110 1614 4 f■ 52'4 2'21 14 134 12.129 1110 8715 3,84 5 . 4 f o'4 2!5 26160 6161 1202 7660 91994 M. I 14 fq 171 fy 66164 t2 -061 11 10 3465 859454' 14 6 4 24 2441 6 964 715 1070 4561 428 14 S'h 4',. 2'4 11134 6144 1074 5810 J. 8 . 14 4 I'/ 2'4 10164 6144 713 13 85186 M., 14 554 5', 2'4 W 134 6144 1070 58'5 .4934 515 7'. 75 , 14 Mt 6164 1070 1•• M 9!1448) 4 4 7 2'4 16164 o 6 1450 7410 85581147 14 9 . ✓: 2'' 56160 •164 1076 2145 ©1211E �m�11 Jr .r 4 M., r 1 2; 121, 7:, 12160 slb 430 2410 385814 04, 54 5 1150, 2 - 164 12 245 3216 06610 We 54 5'4 1 20-44 6154 1450 2650 51.51164., 4 1 12 2'4 76964 52.504 2145 3450 M -'Se 14, 4 4 fl, 2'4 16164 4.144 715 1340 595 Mn 14 804 2 2'4 16150 6129 1070 1175 175810947 4 7'4 1 7•4 54-ltd 6164 1070 1575 MAIO M., 4 7'I, 94 2y 1.164 6 N% 24'0 W-a 44 0. -47s l 0.85777 434+"11. -5423 671,2, 5 M..er Mbt U - De', '2162 M" 012417 Mn � �E@EILIDE11Mi3^t:21.31311 64 74 104 24 a - 164 6164 207C 450 145 3950 - MJ1'1 856 5 7 '., 2'4 16164 6154 1430 1410 0 0104 66 1 4 7y 1, 1 /, 7 4 34-154 52- 164 245 3315 ' 855110 M. 4 7'4 13 24 25 6164 450 2650 8521 Mu 54 7'4 13'5 91 33164 124164 2 3459 ' ,.16 5.. 3'1, 10't, 7' a -134 10104 1601 2150 I H,1.21 14 2 2'5 34'764 12504 1210 3213 85 55 121] 1'l, 10'1 2'21 34.554 5.140 1430 2050 0108 785' 8 N 31, 135, 2'4 26134 12114 2145 3415 r. 85J5 3112 14 CRI CIaaattttE3Ettl�1 85,'1461 MU 5 5' '1 'bt3JO'6ttC.6l�tttEtW' 4 3 1 12 2')' � 2'' � 1'4 4 2'4 226-11f444� Ire:va 11 134 12.160 2146 3115 16161.1'4 n0 1200 15'3 21 18/13611 4n 14 111 16164 610.1 720 243 85„ � M uminca�r56/�t•tt X 2''4 1200 2350 Hl'' 46'4 M. " �EaEEfQIJ[11 Tt:Ner'..1wx3o6�1 52: 31'° 855146'•.1 Mu 4 11124111211111211t1r3�7/ t3f1�9 4 10 32 0 0,7 Yo 17 11P1Y1.1�t 113 ilt"..:a61 11 - 1p'0 M'•7E Mu 11 MinfiliMIRIIII321111�.. 160 246 5,595 14 11011011171111131:111111112101 1.! 720 21 '1 MA.. Ef1111011LaAI�11111 0111 .6.04.1'1 1200 34 3 34511 6180 1 4 6 ,1• May ©IIIVI 14 IIIMIll 15 720 16.0 1 "I 11 ¢ , 11 1 4-y 1XG 4020 10J14 5 .80 4 r 2 ' 1 I � (�ry- a3t111E111�1w�w1 "rw1 550 750 4511 Mu 14 1 Y r 11�I113c a 111E'1M11t,1�13ii1':H116 7M7. 4325 34.Y0 1 .4. 94 rc1� 2' t@IEYE1�11 �wo� 1 520 1803 ' MJ36,.. 1 855351' 9' , 4,315'1 MU �112111�7p�11FY�7�f'�4�!1�11 1113111,21130111611111131:1113111,21130111611111131:11113173E11 11': a.144 otow1'4 7 1200 10 1200 34 2 111 26.0 ' 85535119 E2 is 14- '8dd -!34 ')) 150 N "0 493614 MU 4 7 IMttt3L11[lllSIE 140 2203 4 52-221.60 Y. 111E2PIOM211E E 1 652 211 .185523110 ©11E7110EY7m11MMILI 9665 42,3 'Specify H dimension according to joist size. 'Embed into block with a minimum of one course above and one course below the top flange. Embed (1) #5 vertical rebar 16" long into each cell adjacent to the WM, `Blocks shall be fully grouted with 2000 psi concrete Typical inita!1at10n rail OFFICE USE HU Joist Hangers roil DFriaa USE TITLE' Dro Lo W Muni Dade Product Castro' Dhiston 1) Steel shall conform to ASTM A -570 Grade 33 wfth F 6 = 33 ksi and F = 52 ksi and have a minimum post - hot - dipped galvanized coating of not less than 0.3 ounces of zinc per square foot of surface per side. 2) Fasteners are common wire naps unless otherwise noted. 3) Allowable down toads have not been increased by any duration factor. 4) Allowable loads are based on the National Design Specification for Wood Construction 1991 Edition & 1993 Errata for Douglas Fir - Larch (0 =0.50 or better) and tests performed in accordance with ASTM D1761. SIMPSON STRONG -TIE COI,INC, 4637 Chabot Drive, Suite 200 Pleasanton, CA 94588 TITLE. Dro rip No D'a No WM WM Masonry D6 t.' 10 -9 -98 • 544'21997 5..b. •7'.68514164• w 161 41 NO 2 N• 184 ti. D622. 10 -9 -98 HU Joist Hangers APPROVED AS COMPLYING WRH THE SOUTH FLORIDA BUILDING CODE DAT � r t 2- oo00 BY Joist Hangers SA••t R.vy:on Dot• Evon M,C Ballash, PIE, Civil #PE0051762 APPROVED AS COMRYINO WITH THE SOUTH FLORIDA BUILDING CODE DAT PO BY CONTROL DIVISION BUILDING CODE COMPLIANCE OFFICE 1CCEPTANCE NO. 017'((21.0 SIMPSON STRONG -TIE CO:,INC, 4637 Chabot Drive, Suite 200 Pleasanton, CA 94588 Shr.t No 3/4 Rrvb2On D6b' 4/4 Typical WM losta!lation Evon M,C. Ballash, P,E, Civil #PE0051762 p UCT CONTROL DIVISION BUILDING CODE COMPLIANCE OFFICE ACCEPTANCE N0. (i0-a r Zl'04 HU214 HU MIN. NAILING • FI LL ROUND HOLES HU MAXNAILING FILL ROUND AND TRIANGLE MOLES MUDS PaOnUCF RENEWED as c. /7./7//: 1/411 the Florida A4r:1x1- ..- (: 1 �,, .0 S ExpirnyaN�.1', PRODUCT RENEWED *1 car Flying with the Flo B4137'; CAE Ae:eptor No E3plre lc2 D 61um1 Da ' loduct Co DEv!olon 1) Steel shall conform to ASTM A-653 CS with F = 28 ksi and F = 38 ksi and have a minimum galvanized coating of G60. 2) Fasteners are common wire nails unless otherwise noted. 3) Allowable uplift loads have been increased 33% for wind loading with no other duration increases atiowed 4) Allowable down loads have not been increased by any duration factor. 5) Allowable loads are based on the National Design Specification for Wood Construction 1991 Edition & 1993 Errata, for Douglas Fir -Larch (6=0.50 or better) and tests performed in accordance with ASTM D1761. 3/r3/0D troi-X1 crE oS 'Minimum header penetration is 1 -3/4' for 104 nails and 2" for 16d nails. 'Minimum header penetration is 1 -3/4" for 10d nails and 2" for 16d nails. 2 10 a joist prong is deflected or bent on a knot, install a 10d x1 nail at each prong location in addition to the prongs. LU /LUP Joist H n9 r4- LU2B (Except LU Roughs) GENERAL NOTES' rote strict USE Drollnp No. Drown D6tr 10 -9 -98 APPROVED AS COMPLYING WITH THE LUP210 SOUTH FLORIDA BUILDING CODE PRODUCT RENEWED OAT ��7�1x -�'a0 2000 342 tcr.� ty'61 wish the Florida Pu;19r l' B Y-. Expiror•s.7 PRODUCT CONTROL DIVISOR BUILDING CODE COMPLIANCE OFFICE 0, htlam ' P3oeMa Cwtio' ACCEPTANCE NO 00- 0/2 f' 0 15hlslon 1) Steel shall conform to ASTM A-653 FS with F = 28 ksi and F a = 38 ksi and have a minimum galvanized coating of G60 2) Fasteners are common wire nails unless otherwise noted. 3) Allowable uplift bads for LU's have been increased 33% for wind loading with no other duration increases allowed. 4) Allowable down loads have not been increased by any duration factor. 5) Allowable bads are based on the National Design Soecification for Wood Construction 1991 Edition 81993 Errata, for Douglas Fir -Larch (0 =0.50 or better) and tests performed in accordance with ASTM D1761. SIMPSON STRONG -TIE CO,,INC, 4637 Chabot Drive, Suite 200 Pleasanton, CA 94588 TITLE: LU /LUP Joist Hangers Sheet No.' 2/4 162v110. Dotr - - Evon M,C, Ballash, RE, Civil #PE0051762 14.-4110W64- WIND LOADS WALL AREA 4 5 GCp ( +) 0.902 0.902 GCp ( -) -1.002 -1.204 PRESSURE (psf) 50.1 50.1 SUCTION (psf) -54.7 -64.1 S'a ..... L S rzvl Edward A. LANDERS, P.E CONSULTING ENGINEERS .E. #38 98 r ✓ �� (305)823 -3938 FAX (305)823 -9355 C' / � 5'i'r' r . ' s 1 3 lb (0.3 3 sT Edward A. LANDERS, P.E CONSULTING ENGINEERS P.E. #38398 (305)823 -3938 FAX (305)823 -9355 12 - CUSTOMER : RESIDENCE JOB NUMBER : MIAMI SHORES, FLORIDA DESCRIPTION : WIND PRESSURES, WINDOWS WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1.00 Kzt = 1.00 ROOF SLOPE TRIBUTARY AREA MEAN ROOF HEIGHT DISTANCE, Z EDWARD A. LANDERS, P.E. 7850 NW 146TH ST. #509 MIAMI LAKES, FL 33016 (305)823 -3938 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** = 3.00 : 12 (14.04 DEG) = 36.0 FT2 = 14.0 FT = 4.0 FT Kh = 0.849 Kz = 0.849 a 4 b DATE : 12/11/2004 qh = 46.3 PSF qz = 46.3 PSF P = qh[(GCp) - (GCpi)] GCpi = ± 0.18 BUILDING WIDTH = 40.0 FT CORNER DISTANCE, a = 4.0 FT GABLE /HIP ROOF WIND LOADS ROOF AREA 4 1 2 3 GCp ( +) 0.500 0.500 0.500 GCp ( -) -0.900 -2.100 -2.100 PRESSURE(psf) 31.5 31.5 31.5 VERT. COMP. 30.6 30.6 30.6 HORIZ. COMP. 7.6 7.6 7.6 SUCTION(psf) -50.0 -105.6 -105.6 VERT. COMP. -48.5 -102.5 -102.5 HORIZ. COMP. -12.1 -25.6 -25.6 WIND LOADS WALL AREA 4 5 GCp ( +) 0.943 0.943 GCp ( -) -1.043 -1.286 PRESSURE (psf) 52.0 52.0 SUCTION (psf) -56.7 -67.9 EDWARD A. LANDERS, P.E. 7850 NW 146TH ST. #509 MIAMI LAKES, FL 33016 (305)823 -3938 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : RESIDENCE JOB NUMBER : MIAMI SHORES, FLORIDA DESCRIPTION : WIND PRESSURES, UPLIFT WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1.00 Kzt = 1.00 * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** ROOF SLOPE = 3.00 : 12 (14.04 DEG) TRIBUTARY AREA = 10.0 FT2 MEAN ROOF HEIGHT = 14.0 FT DISTANCE, Z = 4.0 FT 1 a 2 3 a 2 3 1 Gv' K 6 ,/.(A-' Gr, Avci� Kh = 0.849 Kz = 0.849 P = qh[(GCp) - (GCpi)] GCpi = ± 0.18 BUILDING WIDTH = 40.0 FT CORNER DISTANCE, a = 4.0 FT DATE : 12/11/2004 qh = 46.3 PSF qz = 46.3 PSF -tvz r 11;JAARD A. LANDERS, P.E. 7850 NW 146TH ST. #509 MIAMI LAKES, FL 33016 (305)823 -3938 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : RESIDENCE JOB NUMBER : MIAMI SHORES, FLORIDA DESCRIPTION : WIND PRESSURES, DOOR WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1.00 Kzt = 1.00 ROOF SLOPE TRIBUTARY AREA MEAN ROOF HEIGHT DISTANCE, Z * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** = 3.00 : 12 = 21.0 FT2 = 14.0 FT = 4.0 FT (14.04 DEG) Kh = 0.849 Kz = 0.849 4 DATE : 12/11/200. qh = 46.3 PSF qz = 46.3 PSF P = qh[ (GCp) - (GCpi)1 GCpi = ± 0.18 BUILDING WIDTH = 40.0 FT b CORNER DISTANCE, a = 4.0 FT 4 ti • �. -= .ENE:- +03 - 133 '20 X30 p y^ 5 4 3 By: LOCATION MAP SCALE : I " = 300' SKETCH OF SURVEY SURVEY of Lot 9, Block 175 of REVISED PLAT OF PORTIONS OF REVISED PLAT OF MIAMI SHORES, SECTION EIGHT, according to the Plat thereof recorded in Plat Book 43 at Page 67 of the Public Records of Dade County, Florida, being situated in the Village of Miami Shores, Florida. ORDER NO. 5183 DATE: February 5, 1976 F.B. 182, p. 7,8 SCALE: As shown WE HEREBY CERTIFY: That the ,attached SKETCH OF SURVEY of the above described property is true and correct to the best of our knowledge and belief as recently surveyed and platted under our direction. A. R. TOUSSAINT & ASSOCIATES, INC. LAND SURVEYORS 620 N.E. 126 Street, North Miami Florida Howard C Ga mble, Vice Pre TOP ISK ELEV = 7 5 3 Registered Land Surveyor No. 1683 if) State of Florida (-. 0) ORDER 0. 5242 Revised this 16th day of April, 1976 to show Foundation Loc- ation of building under con- struction. F.B. 181,' p. 16. N.E. 103 ST. �S� F21GHT.- dF 22' a2 ASFH ALT 1 pi pe sr e v 86 N SC# LE I d = 2CD PiPe __ ___ RO Q F BAN .a C N C. FAN: 171 12,1.4_ P p... 1 r'5. 5 13 I s L 5 I2 I S_ I I mo' - 0• lllll r 1 ■'' I � C c 7 AI_ � �1. - ON (a -qj_ IV- -4+L tr -1 ") 11 i .. ■ t 2 -O CI? =o ") .0 -C.A. � I '' I !IC -?' 1 276' (1I'- 5) 1 -9 1''7 - 4+' 1a -O I ' C,� (la 2 4 GA_STL 17' -Q' (11'.4 ") .I 1 1 2 1 -0 (12= ") - .100' TYt.E 1'1 171 12,1.4_ • G .100' C ' ALLOY H 3.' 3.6" .49" 3.00' , IOO' b0b 3- 7 6 H 7 7• , . i0' 3.50 .I ID .100' 6061 -To ,1 10 10' ■,00' S.50' .170` .140' b00 I-1 C 7 7' .20d' 2.590' .125" .100' 6061 -Tb C 10 10" ,7 '2.510' .2C0' .140' 6Ob1•Tb L 4 4" 2' 2' .12•'2 .13T' 60 b3-Tb L7 7' 3" 3' 135' 3.470'7_1 4" -140' . .066" 6063-TO L 0 a.(766* 3,654 4.0" .DEO' •09b" 6003 -Tb bCb3-TO L 10 10" i t - - K P r ± r001 1 _. l ok �L- 1E &Y_wi. IpE.t- E14621-.1 25 _r' z' - s' ` 3•- a 50 • 77 , 4• - j .. 100 s o ,25 5. -T,. 150 E _o" 1. 22S - 7 . - 4- ., 1 L'373, 1.00 2.00 t 000 TWIN -VFE RAMP 0E7 t:, O4C' 3CC4 -H36 ALLM. E 24 6A. STEEL 40 KSI Y_5. 05 5' .d2.' -, �'` gyp• ,93 ={'1 3.03' 4 103" TT Il 600 -TWIN VFE I { /- ROOF PP.ME1_":5 t '1 } 1 66' `>K'rL'bryT PANF I MAT. - .O53 POLrv1r1YL CH' -ORDE 1 .CENTER 55P.m3 !TYP} F ° CHED i 1 :56" 1 X54 375 .4 VIIN. Gam. tO I 1 � -I2. Gti F _�;,4:r N Ca L _ `t _1 ` i I i1 1 j � 11 l i l �r� - _ FP�EF :��T:ltjl•y;� 1 • 1- ---- -rt-r -- - - - - -- 1 1 h 7 TEK S= CArcRY. EEL_ -I ": 'BFZACE G":.. ;EF CAP L.E _CVIt__ULL F. ^F. Mox IMl.1M _ P= n�lr1! r A:F_$ *-10 001,..T 1.A , 5HER t ba- l e t 6"EXTRUI7 \ \\ GUTTEK \\\ \ ��'�� \' } 111 (L EAM -1 I 2 L w HEAVY S • ESEAMS RFAMS FRONT BLAM (TV ))).) *10 TEK SCOW L k - QT merit CAL 601414`..0 2- .'' 'ThKU- :1,'; 14. 4- y4' BOLT CLt_, CONNECTOR TEAS" SELF DRILLING FASTENERS 5Y BU: LDG . C.v151G 1 4 2LL. Tocc. vVQ0.rCS INC.- - �4Q eA1�S �LCNTINVO'Jb� 1 J/ r:l �.� L rJW ♦ f 4' 2 i►9 ZA?,5 t tk a LLL, z�7 - 3t3 3. 0 0 0 d -+YJ-IZ FW t 3 .I2? X1+5'3" - Q„ 1 • * 1P5 - M.5.' #110 StA6 G `�LREWS 9 67x •.) ti F27 134 2.67,3 3k3' COL. I 100 STEEL 212" STC" STEEL z oo,: COL. • 2X4' COL-, 6053 -T6 A • c._s _ «__ r3as___= J23' ry #10S.V a. -2" HRU E"-1LT5 H N6lNV RAIL (OR GUTTER) k� M.ESN- G #4 24'P0wEL3. 1 --- L -- ---- I SOLATED P COTINC.v 2:X2.. COL. 0063 -Tb C�LLU�i1N_' DETAILS . - 300' LW: ' . 700 • 103• 60" .04' :060: ALUM - 4 3b "Q49'' 8 GA. EEL /1 RO_ L'_ FORM ��/ COL. BOLTS 2 -y2 "BOLTS • ..2-00 WVIN -VEE 1- EXIST. 5TRUCTURE •CAVLK OPTIONAL \ > ELA5111NV pu +3 1r1 t4A1i509V CR If 14 v.CCD =C R E'a15 I N woo: -!6' c. 600" 5° ° -- p- 9: g% `4 • �' .00'4X4 ) ,4 "7µ1L AL M FOR 3" f..4!' 5r L. CC L GASTIN6 ALLOY 319 -F STEEL PIPE COL C((NPN. 200' .073' f. 5b'• SCROLL .F. -N_TH 10" 6063.76 /4 "TEK S_P.!v ( \ " C. c- . V - - , EjO LT _$JS L b- 4 1 /4 6 (5 ( � R � 8_LTs E30 { .---' Y 20 t- Foli } Fo 2 I �;- "e -j5 2- VA' eoLT Z- "ect-j5 � ® ,,,,,,,,,,...�� 4- J5 -12 ANY F3 EA1f1 4 4. 4 5A.R -5 %/caw ia _.1 in '-027 .040 STL. LIO• .02T .0 STL. 9-1 7' G' A 2710 10' 3" 11' -4" 10' -7" 6" 9'- 0'. 0' 8' 2 8' 0' ,9 - 2 - 7 2" 8' -G" 9' - 8' - 5 i0'- 1' a' 9' -3' e' -4 4 -0' I5' -II 4'•1' 13' -4' 15 -4' 13' -3" • A 29'3 ' l5•'• 15 - 5 9 1 7-0 16 -e .5 19' -5 17 -5 19' - 'D 17 1 , 51-8 30.4 f9.419 24 11' 22.9 3 22.5 LI-3 25 -1 • 1 3-2 20'4 a -/ 2.110 - 1• e' I:3' 10' 11' .: IA` ` t3' L ®� / ® 3'9 ® ;L -5 I4'l 13.0 --_---_ ��® ILIDESUILIMIESEI 13-7. 1'1 - 16,9 19- 18'11, le, -2 251 24+4 233 - 21 -T 20'9 - 23 it -5 21 5 20 -T 19 -11 13.5 c • 50 - 28 21 35 4 2 &i 24• i 2 gag 27 - 26-5 25.3 24-3 23-5 22.2 22 -1 21 -3 1; -4 -70 IC- 22 -7.0 Z -11 -77 Na. - 70 -2> -3. 1 8'. ' 8'• O\/ME_r CORP. 0404.6 EN ,1NEE$ING SERV KSS 550 VI -84 ST HIALEAH - FL lE a --. 17- T1-45 3TRUC IS 'o , 1G Ned Trt . ,� /r .Rf7nciCE WITH . r44 SQU'r FLCRlr tA. ?. UIL10ING CADS =, DL:SIGN LOAD 30"' P 5. OEFLEC- TIONNA - vF-15 REYISEO. caplet 17AT JDL v'. -TS L - P LL SC1Z .V AND. BOLT -ISL S 53 L '. . _ ?LUM NV `A 61_L7 '' 2024 -T4 .. OR 10 - 5ERI e.3 ..30C11 NON- MAGNETIC STA- I LI .95 STEEL '- 15'- 3" 3 - ALL'3TEEL MEMBCRS SHAH- 1°_E _ACEQU6:T EL.Y PRO T ECYED A15 NST .Al 181.0' C3 RR'151071� N.TH CLASS - NI ZING, OR '7TyL^t AOP:?:. Di3■ATE MC7l C, AS FEG FI£C .r. `-C4 Au„1MtNUM C. :.N 23 TI '�e`r*�L 19 C .SHAL a£ FR CTILCT MfSr 21 _- %-,r BUtt.DIN SPEClALT1E5c, DtVi5lOt'4 227 TOWN £A T 8LV9 F17, lox '63. tiE3'2'11TE „Taxa '151.49 N9' LOWER Ft aL5G AD Pl_1E5 WHN E pLA 4T': vAN e.L5. ARE uSaD ALUM• SCR DLL COL.. - 6063 -T6 2.00" M , ROLL rORED . - 9 2.3' 6-3b 265 - -TG COLUMN' CO NNECT , �RS 'c --NOTE- COL. CCNN. SLIP P"ITt. INTO FLANGE OF GVTrE ioG $ He • f STL- 0 4X4X 71h ST L COL. 1Z5 1Af5� 1.6.3451I 5.62S" bt.b2 -Tb ..--- ERGNT EE AM ONLYY) I GEtrTEK_ A M. ) ) ? S S N i.MPLE t r F1' f f PA _ a 5PAI'i$ '3 FA U . N 2' N G P4.1 Z PAN -' PAN 2' PAN CA7`LT CANT. :Cf.•. 177. CANT, CANT CAL ,T , 7"-.?." 7 -" 4 ' a' -v .,_ J. 8' - 1:: 9'.- 9 a - 4 5 -4 :. , -0 .. a'- 7-11 ( - 4 . T' 4" - :7 - "' r b y r , 8' - - 10'- 4' 16'0' 15.9" 11 -1" 16' 2•' I1 = 10' 17 - I1' 1 ( CT 17'- Z" 1 1'- 6" 1 T - 0 t3-b' 19 5 13' I 1 9' - 2' 19'-7' 9'- 1 g -9 .. BE P.M SCHEDULE 16' 6 I4. - 7 .. - Z' 4-9" 15'- 3' 6' 1" i 0-10" I6'.8 15'4 13' -1' 16' 15' 6" 17' 16 -d' 14- - 2(-5 . 16-11" is'-?," I5!4' 1 3 -9 20.7 10'-5" 19' -0 20'-4' 19'-5' I3'-9' 17. -0., 13 16' 24 -10 20 -7' 23' -7' 22.10' t9' 8 2Z.J3" 20' 3' 18'Z" 1n-4'' 23'-10 19'•11' 2Y•5' 20' 3" -l" 11• -C}" 23'-9" 24' -10" 27-11' 1 3 :. Ci L' ` tS' 10" 25 - z3'-!0' 21 - 4' IA 1' 17'-3" 25 -7' 23'- 1• 23'-T 21' - 3 2i=d" x0 31 e 20' -0 23 2.5' -l0 22 =ff 2O'-4" 3d - 5' 2. 23' -I" 29"2' 22-6 20'-3" 3-2•• -2 27' -3" ? - 7' - 10 25' I O Af . ► .217 • � '� 90U3 -Tiv ExTFZUDED C>UT' 60E 1"4 Z'S, � 14 J �� 1111 C b U a 0 SPAGIN•S 32.0 a', 31.1s 29 -5 SFA 9 1 GR T l-i u • °+c]LTS (52E = DL -3CHE Z -JS 30 'RED E+E,'0 AN;HCR3 -.200" R F+ANCLNG RAIL_ 6063 -T6 Ib4 .333" F3.5'RC1 L F/?; FASCIA . F,l.1rTFiz S0O4- - l4 4 R . 7 "E XTUDEDGVTTER. '004 -04_b, aCo�3-T0 1 -54 1 f . ALL „ ANC' - LIARS TO t3E Z :15 -38 J "AED WEAR OR EQUtV C -- COLUMN SHE.OULE. _ 5- PJb.BERS. I, 2,3,4;5 RBFERT01' • SEG.TION5 21 -+OWN' UNGER "c i uMN Ce,TNLI 1 r BEAM 31 M PLS 'S OR; Z 2 6Aµ J M S PA tQA E O S O• - OH • 012 OH. 5,PAMS Z 1-adf J0,g E N 4;G . CD.3G . Z G G 1• - 3 '� LO r -- O 1 - 060• 31 Gfuo' . �LI O b T /'4- ' /4"5.M•5. OR eoLT4 Y ®CAM_SPAtV '` zsc 4T°S a2u.- . c*-w'_ 'CDw1W4 05.2 COI.r HG T. - -- e'. y -- i .3 • - i 1a' _ t • ." - 3 .•-- 10' 4r 4 4. , 5 CCLQ, tJt AY 0E VSE0 WITH 1 5`1E (CAMS Al 3' Hal•, U Si WI A MAX: C.5. SPAN IF 8'4 WILLIAM Nl. t"1 EYERS P 1 I7I$ ` 2 4-77 0,1 G•„ 1, 4 2.076 _- CARRY BE SCHEDULE _ �� MA) M UM unit} R,ACE SINGLE E MAX. S PAC. LIFTWL L14 BR.c.cas FOk. SPANS IN 5 1==, 1---, (5: ERONT FEAM ONLY I 0'.E NT ER_ iA 17.E-4 I 9I5i3T5 3 , - 2 , L 9 I2' .0 G I_ 7 A l tae, 1 ? - - 4 (9'- 5 "1 1L' D" z'.o� IO '- - t r 140 V4 V3g .- .V.P•10 WWI% - 41,0.115 B PAN t,51MPLE- r ---- t --- 1 ' 1 - i f 1 24GA.5T1_ 12 - 0 1 ' C12=C1 1 t } 1 t t ,. =" FA N es. At+^ 1 i .� �3YFAIt� I / SPACIM� DO A L 30R MS L1 t N 2 F CANT C. P.,c� r i *. 2 PAN CANT ® SPANS O' PA'1 CANT 2' PAN 11 CANT CAI a' S 6' o• r, 1111 . 4TC, „027 C4 . C U; 572. •6 zio SF 10' 3' 6.5 RG .027 Q ° ST L. otht- s' r -' - 1" a' .-5. "Q b in ;Di° - 6 - a • lb e- I 8 . 7" 7 -se' b3 r - - r- - b ` d - 7 1 I' -'O" t • AM P1 9 -2. 7.11 7 -4 a. 10. 3" •7-0 • 13' 2 Mir / 6 C, .027- GTL. - 4 .t: T' a , M.S • 41) • I ■.• I - ■.‘ ',r) rtsl .15 .‘ if G cc.; 11 -2 10.5 9 9 , 310 4 9-7 9'0 6' .02? Q'• S TL 0 04) N roth r el 4 - 41 "in 7/1 L I yA L I 41 ct , . - (Dio X10' 4 ll' -2 10.5 9.9 9• 3 3 -9 6.2 T- 9 m -9 a 6' r L:T - . ti ..027 .040 sTL tr1" c4 1P -'5' I I ' - 1 1 i 1" er Is-1 ul tS 0 S' ■r■ 14 13•8" 13• -3 " l a I . . 15.5 14 3 1 ?-4 Wan ti 10-6 1 a'_ 8" a 6 -1 15 ' WEICIEll it•9 1- 4 7 . .0'i -t - - •CZ -140 5 L. 11;4.1 b IS•b" 16'• 14-9" 15' -10' 14.4' I5' - 13%9" A 19 - 19 • 1 1 74 .5 16 -L 15-9 1 4.11 14 -2 13.•5 12•'11 12•S a le c 1 9-8 14.11 14.9 13-8 1210 11-6 1L -2 8' G L.8 . ' . .0 .04Q .C7TL 8V 1' - 5' 188'-2 • 13'•1' in T o r— • .• 45 N ' 15`• 1" - 7 17 -9 177 - 11 'Cr 3; 14�E - 13 ■ 12 e, 24 17-0 lb 3 15.8 • 14 -2 15.0 13' 10' ; 147 '.027 .040 STL. ycr 211- 5. 20.7' 20' 1 g'-I 1 i ' -5" 1 8'-S - en 'SI - CS �� rii • 51 -�- - MOW 19'-9 t4 0 15'. 20.4 I' -4 19 6' 17' 17.2 Id 9 15.4 0m 1 9 -11 18-9 1 7 -10 17 -E *Till= 1 0' Ia' 7' 1 r- L10. ` 10 1 .027 .040 5TL 0 ..Q0■-). 0 .05 _. , 11 -• li t-j 17 -3" LT 2410 t 73'-4' 2 ZG•ll" 25'10' 25' - 7' 20'- 7" 19''8' 19' -I 1 " Z3' - a2:•9" az.5' 2 - IJ`■ Ill 20 3" 24 11' 779 ---M 13' -0" 21 -1 13 9 13-7. r7 -1 16,9 16 -I 15'5 2S- 9' 23-10'72.5 el - 3 - 6' 4 , L1 -3 20 19 18'11. 152 IT -5 t5 -8 23 9' 2s -z 23' 1 2410 93'•!0 ' 23-.1 . 1 1 -10' A 27.2 25 -7 23'7 50-2 27 -9 24.4 23321 -1 20"9 9i. 6 . 27 -C 23' -I? 22. 5 20 - 1 19 -I1 13- 1 3-_' 10' H.10 . 02T •' • Sr_. k 4 )1 , F I .o- it" 20' 20' -3' 31'- 8 3d-5 3.7-2 Z3'• o" 21.3'• 2T-1 29' -Z" Zg'.I" 27' 10 25' - l0 32.0 29.6 21 . 3 . ZS' 2' 25 I 141:1 346 31 lc' 28.9 26-5 27 5 25.3 2c4 24.3 25 - 5 23-5 24 23-11 25-4 22. 22 -1 2 - _ ROOF EA tNL . �_C i.--3E :1- _ �� I cE.1NE-1r.i 1==, 1---, (5: i S I`t 9I5i3T5 3 , - 2 , L 9 I2' .0 G I_ 7 A ;. 9' 0' tae, 1 ? - - 4 (9'- 5 "1 1L' D" z'.o� IO '- - t 1 -6 ( IC' - i'� 12 (11' 3') - La7 -o 1(k79.1_' ' C1 ( (I� C.� ' 0 I 1 - I (11'-4 ") . ( (12= ") - 1 1 1 I,\',:c1- 24GA.5T1_ 12 - 0 1 ' C12=C1 01-4.1 9 rejia 12 I cE.1NE-1r.i ROcf ' ' ; ∎. ay CL", 25 Zr!. 2.' - s 50 " 3 , - 2 , 75 ' tae, 5 , -Q „ 1 --0 G ' _O 200 ,. 2?� - 7' -4-' , It. 00 34'1. LD75 --�1 2.00 TWIN - V Al WL 027 4 0 4 -H36 ALLV. 2.4 6A, STEEL Si 40 KSI ..-. 42� X5 1 60 ' j 3-. - �I� ' J .93 I `.0_ PANEL 4= D'4'h`,c. 2.00 2.00` POOP VLJa ?• JE�ITE . 82#.13 ( ,HELP. r rf C I -.1 "E�RACE CLT -11_" :8b• 34' .975' • 1 /_ It I /8 3-.r: _\ ..- __•+-- .-- - - -`-- - -._� \ ter 1" C TEK Ik I0 BOLT ■/A3HER REF CAP12Y �F A3-.- vCl 1F__ULF FCR t-1GXI1.11.4 M ‚81; A CF_ 3 T`IUE H 3 C 10 3.O" 7• 1Q . 7' L i0 6' h, b1 2.510' 2' 2. 3'• 3" 3.050' 3. 470' .170" .125" .2co' .135' 2 •100 b0b 3 - T'6 • 100' 6061 -Tb .140' boe I-Tea .100' 6061 - Tb .49' 1. CO* , 200' .750 b2 4 t •I00' .110" . 140' .13 4.0 .056" 4" .140' .090' A 6061 -Tb bOb3-Tb b0 b 3 -TO 0003-Tb •06'3-7.3 • HEAVY C • [SEAMS P,FAM5 6 "EXTRUD • GUTTEK \ :�\ (5F-F kM ( 440 . 5M ' 440 5M � 1 I T i ak 10 TEK • - KEW5 6' / SCR6W c yam' = W USE�• ' �n 94 p;4 COL . cONNEt jO 2 - F RON, - e AM (TYP) t✓I G t 2 j /4rE; • G4 Fi z' At4i.'1' s 1.' 't 5 1 ' (= > 1 tli � I i ! 4 - Y4 ' 50L1 f r Tla LONNECTGR - "TEKS" SELF DRILL' NG. FASTENERS 3Y 0UI•DGK S I C Iv I V_. TOC 2- ' WQA.K8 INC.- R=' + F °IRS 4 Per `CNTNVO'J5 ct'e O v 3- i2 +►3 EARS Cis 5.V.5 410;>kA , (6'Ck 5c1.:1-5 c( b k wt. G -T6 3 J' 1ou. STEEL O - 1 2 .4' 6003 -T6 H N611a(, RAIL. .OR GUTTER) • 134 6k 1 70,M,ESN• Z #4 24rU:WEL� 1.03' .24 ,.0,�Q .0'30' ALUM. 30c4 H 36 • .049' la 5 ROL'_ FORM '- -f COL. 875 2 STD. STEEL COL V � AS" ry - .0 J 2'X2 COL. 6063 -TE2 TWIN -VEE PANEL Ext5T- STRUCTURE - , CAULK OPTIONAL � ELA514IW.' 5 3- Y t 4- 1 �1- " ar, , .1y - Fp At1`C � , Q � - ' 1 4- y-i"00LT9, • . 2_00 - STEEL 2 - 00' .073" •099' 1.5 6" SCROLL t£N /_TH 10" 6063 -Tb 2 - BOLT ��1EKxaEti9 ' - =�1 QI ` 0 �+'� T n = -2 fz "eoLt�5 � a (�� 3 a•�� -s t} N �19i N,3. _ - --r -� a- JS -I2f ANY BEAIn r 11) 'J1 HEST L3 f3" [ (SOLAT FC 0 - rI NCB TA 4 v 4 EARS -SEE' VIaW A- FASCaA 5004- -1430 - - �f - z.uo 1 H- ANGtNG . KA1 L bOO5 -To 4- 'l4'S.M•5. OR 2- 1/4• EQLTS c3LUkfN DETAILS .- • •• tut' zoo 3-.60' ALUM. SCR ;,LL 6063 -T6 600" ,4'71444 ALUM. LASTINI. ALLOY 319 -F PIPE COL CC,NA}. 2. 30' 00" . ROLL FORMED trJ b3 -TG .1Z5 104 3 LEN 11 9. b o2 -Ta 4'X � • 4-X h srt_ COL. g.0o'(4x4) FOR 3'34- " 5t - L. COL . COLUMN CONINECTORS *NOTE COL. CCNN. SLIP FIT:. INT , I TT FLANGE OF GUTTE 6G 4 H 3.5 1/4 DCIvE O P 111 MA1 0A tt 14 v.CCD SCREWS IN WD - 4 2 C.0 ' /4 "TEIC SCP.t'L'I 6" c. c' 1 (yell / fY l� ex! r.to LOVER FI',U4t APPLIES WHEN PL A':T1: 1-..4..74 01.5 ARE t.5BD 3 - 1/4. " S M 9 CR TI-RU .c)L.T (gEE _OL_• HEC2 3 -JS 34 RE0 11. ". AN: r f n ANSI_ „ANCtirAR$ TO BE 1CIHEDULB N'.1btBf R S. I,3,3,4;5 RQF3R T'9 SEC.T10N5 51-+27WN GER''C, L4IMN Ce_TAILL BEAM 31 4 PLE ' ' 2 Q R. PAN SPAN . 2'2 - 0' UH - C ORL'OFt. SRANS ,4.713 3-o• 5 G Z G - 3 A 3.51. a` L 4 J 2 L 7.1 . 4' 101. .010 -7a C - -TG Z -11-77 3 -24-77 .Cjja_s2R`f F9EAM SPAN . 2' A- 4' 4 4 4 4. 4 4- -4 DADE C.0UNr'l APPRO pt... - - N °. -7 -253, .3 } a 5 '4.. - 14• .5 a' ' ccL.Q,t,A AY Eli VSEO WITH THESE ECAN NT 3' H-57. u21 1- A MAX: 0',9. SPAN :F B'4 "- 1..TIV3 3TF2lJG - TVRt IS OS1GNR_D irf ACGDRDar4C wITI-1 1 9Q1J1 H FLC RI DA. BUILDING COD6.- P�3lGN LOAD: 30' P. 5. P. DEFLFCT PER REvI SEC CflPis _. crAt E.D .J1J 0':,Y -d -TS Z. -AL SC[3 F AND. PSOGTS 5•12122 'fit= .A.LUMINVNI ` .LLDY 2024 -j4 OR 13 - SERIG5 +30Q NOrl MAGNETIC 5TA1N1..959 STE -Zt- • 3 - ALL ' 3Tf EL MEM05R9 91.1A1.1 1 9 .ADEQUATELY PROTCCY555 A"A1N31' 0ORI4 S,ON, ,I TN CL'>•99 <30 GAL'IA N171NG ' T0'R OR 0t -. A7Pr4 P M MT HC .00 AS 30'"60'1 FI£C tr. 3 A1.1.1 MANUM CGN TACTI SHALL B� TR .T 20'723{ « -.! Alf O\VMET CORP 1 1L-DING 5PEClALT(E5, Op/1510t4 22/ TOWN EAST BLvO, . eox '63 "AE91'IITETSxai -7 51 -49 •1NY4. WOUSTRIAI ENGINEE2ING SERV}CFS H AOEPI a FL A-.- � WI LLIA.M 'M,MEYE"RS ' t ,r7 s5. 4 CO t-: ♦i GT: -- a'. 1� p4 3 _,-_; 1 U 0' ._ g' • � - to -- - t0' 4; - • 5 " ( ... -L 1S 4 1076 Es1iST l,vr k t A- •V" X1STI1■16 S Lq i3 gas 2-" X4'' ,at.vM - TvRg yra" —� - �'– .:`Y 2:'`.0g3 ,ALL '\, ?:Srs "ALUM, I E.E.4m, /W"sv .4L _ vMlNv /A RooF �£ SC 0.EN G' /4L1.5 -fors /02. r! Sr. A /Arm 1 SHONE 5, / . �3y NoRsr ,4,t4./ Co. 4- 1 . 10 ,� /, AM, '9/4LEAM, &A. • r"-■2-::/,_:‘-' Y1/5" n.ras 913 i S IN C 2' , x 4 A L t..) - rk./ . 3E.,/r e 3 1 ' t)os 5 LA3 ;4.0'1 ALt.r> , ?DST*, 7" Al- Ut•A 1 fieAPL, A I,Eki 1_ ROOT AA- Mci5riN (, A 1.-QM Ai/JA-1 i 09 -Sck LEN 1,4144_, F.D1: CA T 1 7 11.E. ,1 0 2. 1 .: 112 /l/Ai'-\1 .5710 5, By- rn/Rs) vAIING CO. -10 . 1 I ti2 Ay E LOCATION MAP SCALE:1 SKETCH OF SURVEY N.E. (02 ST. / I 1185 A. R. TOUSSAINT & ASSOCIATES, INC. LAND SURVEYORS 620 N.E. 126 Street, North Miami Florida By Howar. C. e, f Pres. Registered Land Surveyor No. 1683 State Of Florida ORDER NO. 5242 Revised this 16th day of April. 1976 to show Foundation Loc- ation of building under con- struction. F.B. 181, p. 16. 1 TOP OF N Ail- 4 O IK ELEV.= 753 .44 pipe SURVEY of Lot 9, Block 175 of REVISED PLAT OFJ OF REVISED PLAT Or MIAMI SHORES, SECTION EIGHT, according to the Plat thereof recorded being situated in the Village of Miami Shdres, Florida. in Plat Book 43 at Page 67 of the Public Records of Dade County, Florida, / ORDER NO. 5183 F.B. 182, p. 7,8 DATE: February 5, 1976 tt:;'" SCALE: As shown .i / , WE HEREBY CERTIFY: That the attached SKETCH OF SURVEY of the above described property is true and correct to the best of f. A our knowledge and belief as recently Surveyed and platted under our direction. • / ,e, - // .', , " / 4 8 2 5. 5 PA R. 102 '22' A9-4 ALT C. //1 13' rK3I-r - sr PAN/ EN/1 pipe MM. pipe * CPL: 1 2CD 1 PiPe